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Home My WebLink AboutTrussIf 0 40'-0" Labeled End Mark Total Truss Quantity = 8 6 DIMENSIONS FOR BAY WINDOW JACKS. THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. PtAA't"A AvLa. W-40n Uc- AP-0 a tll o-c-- PP'R.O�fI i PLUM REFER TO PACK FOR CONNECTION. c.n 1 9 O 2-0 TYPICAL TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING DIFFERENTIAL (SEE STRGNGBACK LETTER IN ENG. PACK) 10 12 General Notes 1) All parallel chord trusses, flat busses and Bat gliders have the top chard partially painted green to be installed gran aide up. 2) All hangers to be Sbnpson HLIS26 unless othoWN. rated. 3) All truss spacing is 24' O.C. Wass otherwise noted. 4) Par Try Plate InsbTuts SCSI—B1 recommerdalian permanent X—bracing should be placed at a madmum spacing 15' O.C. across the span, to be repeated at a madmum of 20' between each X—broce throughout the structure. Please refer to B(51-81 for any additional bracing details. ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 % WIND SPD/TYPE= 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT II WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FHC 2020 TPI 2014 Truss member d.V & connator plates dcsi66nncd for AS7-16 and maximum fore., form lm h.omp—acts and claddings ;rod main wind force resisting systems. • Tl,.. I—, have h.. reviewed to —.a additional wo psfnon-co utrent bottom chord live lava. FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND Sul"T 1'S ARE SHORN ON ENGINEERING 01 WALL KEY ® 0 LOAD# DESCRIPTION INIT. DATE m�6r r0/eN50 Vaia RJII e/e/19 arm ItOICNEa RUMaiJLm RAY PHN 9A)A9 Rm rxroaa rtwmc Rr< sin anarA I I LOAD# DESCRIPTION INIT. DATE CARPENTER 10 CONTRACTORS OF AMERICA 3900 AVENUE G. N. W. WINTER HAVEN FLORIDA 33880 PHDN': 8OD) 959-8806 FAX- (863) 294-2488 BUILDER D.R.HORTON/BREVARD PROJECTCreekside MODEL 1756/EASTHAM/EXPRESS CCA PROJ/MODEL/ALT 7A5/320 175EA ALT DESC OTC LOT 106 BLOCK DESIGNER PAGE RWM 1 DATE 01.14.2014 LAN# A4 "=1' 372962L 1 Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE C.R.HORTON / BREVARD _ _� 7A5/320 CREEKSIDE _� 175EA Lot: 10 6 �� Address: ......................................................................................... _ I ................................ . JobNumber: N372962 ................................................................................................................................... i Unit: Revision Date: New Load #: i ®� CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-1934 1RH01--- --- ---'� 0 ti ALPI AN nwc6wANY Mr'. Bob. Michaelis Carpenter:'Cd.htraIct6r:'sI America,: lnc. Ax!er)ue G, ..Northwest-. Wjht6r RiV&h,,--'FL 33.660-6201 Rq: AItqrjnptiV6: lhstdllatlons.. for 6 single 01}.. dariii6d ttj,§s with a width Jess than' tho-hangprwidth .and" 1, L unt(§d.*h n aratt woodblobking.tp- p-qh�jpys fbil d -for -fa6e�,r�d, 9.9 1- n. sign Pei va u . .a6hi-h6nt 6' -,a, one ply .i;UPOOrtihj girder (Reference M611 WA3M2).-. Dear Bob,: Fora single ply carried truss with awidth le'ss than'the'haR'gee. Width -you" can. .ihstall'.a.prefabricated jack scab .truss: for. woodfiller bj6ckihgk:The- dhord, sizes; ..c* rd.gTpOes, and to. be the'* same as the sin-gle: ply -canied truss. Th6 prefabricated .j k:sdab*twss(*y:willhav'&-a ..mini-mPM length of 48'� and will have a. minimum pit6h-:of-:5fI 2, The single ply. careled'."trusg -shall hav6.,a reaction of 3, . 500 - # or - less. . Attach . Prefe . 1�6 . ca . t . e . id . j . a6k - :s . ca . b-tnuss wi . thtwQ.(2) rows :.'of0A28'"xS,W'G . C . in* Nails E'it.2' Figure more �010*-PpqP216(17 _. .. ...e information; Figure I Fora singlepIy'*,gA.Mer -that requires Wood blocking to,tChlVe.U1 design load value for face -mounted hangers -attach one wood- block to the back face of -'the s"16.9je:.pl'yg!..rderoththqgamesiZ6.an'd grade. -d8the bottom. - bhbtd. Of'the. single ply girder. The. wood: block 6nqth to e 4,. such that"th6*wbdd blocking -..extends to e6qadj#e'nt` panel points bott om intersections): : Attach wood block04x3.0" O' ' 1� 'un' N"aiijis ait'O' OJO.. per row,. staggered 3.0" applied to the :--O2,8685 mwmalpffiekw.-com I.- ALPINE single' p .jy-girder n- face, with. aadditional .20 --2Wx3',-'W Qun*.Najjsp�--:epch panel .point appUed tothe, Wdod blodk.fa4e (.See FiOLjtd'*;Z WO 'PleAS6 t;bf6r . to the .Simpson .8;teohOLMe.C-tdIbg C-G'2019j pade 216-,. thdr&- irifdtMatl6h. .. ...... ...... .... .............. The -appli.tr4tiah of prdfbibh , baited jack scab ttul§s fdr-W6.od fllkirblodkingl:of wood blocking -to; a0h.iqve. fdIl. design joad'ya(lue for fqce�-mqunt 6d hangers, Must be..apprpvel by the -hardware: m.anqfqdq:rer: All edge .and end distances, and isp.46hofor gall nail connections md8tho sui�c':iEinttci'prevent-splitting of "wood., If. I can.beof any. further assistance, -or if - you 'have anyqpestions; pleasej!ye-rne a call. 'A U STATE Williatp H.- Krick: .P-E-.*. Rol, Chief Engjh6et, ORA Do A Alpine -an. I"11N. Company fjn.eC'.ring P6pzkftm9nl. OdandoiFL 675076'r"U"MY - DrW6. Suite3306 Oflan&, F4 $282.1 - (863) 4.22-8585 W-W..W-�Ri,: 1W, . plt*6. ALPINE M"COW-Mo April .pn I Mr. Bob Mich'afe'li's Carp 'eri .e�ter* Cohtraidtor� -of.Arn ** d;Ef, Inc. Avenue is;. Nprihwe4# Wintet Hbv6n, FL 33860-6201� Dear. Bob,. .M Str6n- dbabk brid.gihgo"'tif6bf-trussi* I qnderstand -there. 1' %§&66 concern over ourdb"mendati6ngf6r*strbhgback.bNdg.ind'ot.rooftruss. es, 4 b 'gftong�Ack- bridging -for rodf-trusses is not -a -reqqirernent'pf:ANSj-�TPl 2.Q14 nor is a rpquirementofthe. - . Building Q6m'p0rj6nt -Safety- information- .(-BCS .But -strongback. bridging- -brY rooftrusses is -QdhIr—d-dt6Nrb .-Aft��flca: "Stroh-gtiadk ... UMOM1.1k recommeOdd-bg Car�eht6f functions:' One, bridging aligns the bottom chords after they: are- set so. they are uniform_ along the ceiling ffne and helps wi:ceiling serviceability Twoi bridging redu.pes fdativd d6fkacti6n of. adjzic&ht4ftiss&s: Strongback bridging .do6s. not: prevent .or reduce -overall individual ddloctldn, espedially -any rboftrUss69: deff mp.re. fhan 1/41 inch. S&ongback. bridging in. roof. truss&s d 's 'not serve- As feftobia ry..6e �eiftna`fi6ht: braci ng jing .and is not .hatb.,design Toads: . ads: between s.e.s. Cqnsequenfi�',. no design load* -hav intended to distri6ute. or.s'' -been accoUnted for'With this.det;Wl dh . d doritihUbLis W6hgback'.bMdgihd should hdt:bd -.attached beitwden- n. 60mrnon and girder trusses-.- The. use :of strongback bridging' shall not Interfere with other Oesi9 .. cbnsiderati6ils as spbc7iflOd.bthe Engineer 'of R, 6cdtd dr the. Building Designer: Tile oLfter -bhds of tFie strorig!:iack bddginq:shal be attoched.-Io a wall or another secure end.-resiraint- -cit ap..sppcified:by the Sridlheeir of R&botd &.thd BLAIdinq,.D6sijh&r. .Sfr6fi '9'b6ck- bridging shall. be �a. minimum :Of 2Y..6 horbinat tumib&. oriented -)With th'e depth veffical". Attach wifh (S) f8d -common. pails (0.1'62NI-Y-) nails at. each intersecting member': -When extending the .strong . back bridging overlap by at. a.minimpm of two trusses. The -location: Q.f fho.-qtrong#ack: budging maybe specified :by file Truss Manlidf6a ut.6r, Engineer 6f Record, or Building Designer." Please raf&to- blb8l `Str6ngbAibkfijg'Prqvrsions`' or to Apine,: MOM.9.kl.014 detail for more. information. The. graphic §hoWh -(Figure_-1) is for generic :jhuM*r4" purpose only. ,6760 F6rurn Drjve:Suite 305, QriMdo, FL 32821- (800) 51�147K (8631.4�128685 .vM pinei pom- A . LPINE AGt FigL;re.l. If Lcan .bi i of any fUf6i§rassistance` or -if -.you"heive:-.ariy qu.esfions, please; give. me a call. WjIfttiil:H,.Kdck P.E. pbief . gnigiqper Alpirle an ITW--:Cq.mi3anv Engipeerin* D605ttmi ''fit 9 e -Oeidn.do- - FL. VqZl- 676.0 Forum Drive Suite.-305Grlanidb.,-FL 3282-`1-i (800). 52-1-9.790- - (63)-.422468.5- W"�tilpiriebvxom STRON6-BAtK'WkIDGI NG RECOMMENDATIONS STRQNGBAO< AIL sc6br-6n blocks 'shall,..be: -m minimum. `i&4. is-We�;s gradedgraded.lumber: ,` BI1UT-T.ING TOGETER. RIDGI so.-AL -sitrongback bridging and bracing shall ,be :..a. M14mum CX,6 61 ,0, lW4bL60---,1 M►-The P'Mrpas* of strombb.ack :brld6lh .'N;. to. Q. I " , , SCAD VIITH'IDd;BDX/GUN " -develop load sharing sharing �iitvegn,'- InriKddUdl trusses, Lo� 2.X6. .0 !x Q' RtNiS`A.T 6. C. 'r?s.tVtlno I' 4)1 iralf . Ine se, In, h SCAB:41 NOTE! -.'IN LIEU.':CF 13 SPLICING. N, t1f#n* isr -the- floor.'system $k6l .:of LAP "STRONGBACK-11RIDOING H - 11 F13k-:AT LEAST ONE -TAUS=-,S ING st "..ngback. btldglno; pokltlohdd. idL!i;-. ---s'..h'b.wh' In details, 'is 10' �0` kmak.> STREINGBACK, BRIDGING:' rec.ommended .at o.c. NOTEj DLstalls j1 and 2.-;ar1L- the :p'Y.,ef erOeU' dtta:hmeh':t Methbds. 4.The- terms: 'brWbIng'1 :end someilmes ATTACH SiR6m6kk'-rb mistakenly : -.use.cl.*-Interchangeably: • `Trqdh6`Is- :qn " * �:_ - iJEB:V/ �M)' IQd-'C13MKON (0,1AILS NAIO i'mpqrtan`V structural, r;e�Ulrvt4eh-t- bf '' t" qny I f oar, .N B?XaD') NAILS pr roof5ys.tem, Refer -to- :(;nei: Truss. De.91 h -Prq;*Ing (TDD) -f&r 'the;.bratInij rL*.q.juIr',-'6m.ents -fb- ,edcndIV � IdUat"Br.fdghg ystbng''sMrk�d pecm 6I'e. mhatfoS.Ysttoh PtIh rIA: add tide: *6-ad1rg.]n., contra v ratio). -: b.e 4&� adjaCL- -W dIstt4.1b.U.t1an of pbln.t' .1bads -truss., -st.romgback lordgIng serves 'to reduce -10d STRONGBAGK BRIDGING., SPACINTREQUIREMENTS Uo-ia IV Nbhe. riisubry G'iQ,?V I-M-W CVFkr bf�_� EV, ia.'m 2•rm. a d Ofidi In DOS) 3W ia .40 1 3;;,—,w �a rois eFoft: .Ouric.-05. Or es, MoL. Moying Point l060(s;-:such as footsteps: THe OerformancLe. of -all 'floor :systems -are- enhanced' by the. lht;tattat O.h of strongback bridgIng and -thew`e'for*:ii. strongly, recommended by Alpine, For addItiondt JnfdPmqt't(5n rebqrdlhg stroqqbp,�4 'bHdoIng, re-feir Component Sa'f-ttNi' Information). --a ATTACH STRDEBAM! w, Ta BUMM 4 CHORD' (P:#Io STRONG S7ZE "BACk BRIDGING' ALTAih '.E--JRWATIY-E.S a Ma FM1"XL401M'N1TM*nMWM LL. PSF* REF STRONGBACK cmm== d: iy. 1AW"O'Oull T DL. RSF -PATE. -100i/14 ii No. 70861. . I I - PRYG �PTRBRIBR.�OM.' 4P ZDL PSF 'd lt 5.mf!t1Zw,11Zm seat � —.k: m 1Z.On .0 r.AYdra =1 A ZL PSFaN rrwwmRAwhUP draWL0, AnV fWIUa:i"t1t W=1. FOMM411=1AP1or # tS 7372]Rkeipbit Drivesho tw. MI.Shom �&.- es . rtA-wWJty of' p- A4WV PAC,. and ,hose w4b -shem PAGING: lily 4 m! . . .. .. . .. ... .......... ..... ....... HNT h r$ -13'f :l O"A:'1�1IJCTiOM 404M— 41Al. 'WF-1,96'lTi U.-Y�1QF�� :'�E#lk,N 500 :1�J� ' �3 €e't�AC" Gl •.q 'F'!} }Gtt-'. 'fi #Lf SSG �. A'IIUt§ J��ClE9TF�EEi.: NTRA•� s. PAD. t '.'rARAN u: u - t,.G r r i� ri N ��r>�r � it_.• dd{ 'fsi 05, V HOPR'TATP' ,g1�,��'.�2wi��i�W�: �`�?�:.�UI��t��.A� �I�l.fiM-Mil AN[].: ui � . s:.: N � :-;::SW't�„' aka.. A • . AIL Alt i hBgl*: �� . J• 1l7 .T'tlty ht _MYi: ir?I.I� t ry 'D lk %•dw' : , ' sr;r' 11 .:. ZA: , � a'r�q' �G : l T9. -0:;�Ep'. ... nu :Y ;,�.,HtF�iJt1'OA.. Ja t . 1��i �ti,-• 2.8 �xst I aig... i Gxbj .•,,�,+�1�Of,MJ.C,�`�sl".�CiC�',��t.�3�t'i:�1�df:�A�'.EI', ; 1 ;"�::-•r. �,":"' N. 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(g) I ,l pvq.ap sjgq. 4&Im Aldwo7 q.ou op : oq} s,alvda,A Awv ,Ao f .aa,Anq.�v.4nuvw ssn q. au} q.004.uo3 pamoi,}v a.Av ssn.aq. 4ad srlva.aq om} uvgq, a ow ou puv t{� lauod p.aoAaC >lva.aq auo uvL4 a.aow old s.Aaquaw uarlo,Aq 9xZ j .10 pxB q;1m sassnaA Ald al6uu1s JO& i(luo pllvn sl uelsap slyl J '.Aagwaw ojam ao p-oo-1 jo uoppin(E Ao,4 pasva.Aoul aq Cow sa-wo,+ .AagwaW p,Aogn uasjo nj yq.lm ssn.aq. v ,ao,4 s,aloda,a sa131:)ads 8ulmoup $INl ,0 = uolsl.v,An(j poo-1 i jjnq,aQjroda�j i.jacjwaW ua ioja .4o pa>JonJ3 0 _WfftUt:U ICX14-M 41.XIA 1% 1. 4. i ak imim nw,.* -* . p. ... Pjd'q*oeb4W : .1 poi TRV,S �- "i, Wo., -00144r 4tior Tkt-li§a Worm VALLEY -FRAMING L d-k R-AFmR-.OR RIDGE f4j 2*6-50,q 4W] CEO Putirm- i(AtRpAM4'24 psf bij'-4id 20 P01' (TDJ Msix. sprs &Ria8paca: t ie crlppgo\w1u :f4t ag(oh is fMm -vWIsys br-sloopers irwvv1jkf4V. ki id 1&4tso thattrlppte (ocatlops are V ox:(TyP I TO. VALLEY RAFTER r=L 17 AF&ION CUT ,ALL L lu` f.ticfdp 130ARP (M) of Viaoe.y Z!�- .. pr .(WIfioro aEAM.AVERV 74FUX RAFTERS . di, . w,.iiid ni(I( .. U�"y4s.jhl4uqI vblibathl . it . g . fhto .,. p - udin With a M)nfiAup.*f:1-9d 10.*..141"Y.2-t) oQ!tlgshp V9,0 Or,* X.VAII . UY'ke "Id height, 1,0.tuet -Max[Mu(n mp. mw -VALLE 'AO. PLAN- Y EEVF-(IRAFI A- by-vihers) U4?80 . 61C arson *see ,n,,,,,,,!, i rr 9f. r�alls We IFs(eapars.are.nol used;. 9.4 Auvml bifidlft'j isri= 'Nat - - P-9 gill. 3. ciloole.,taftfibf. qjt sheathln§ . . (44) a 5.16ditog-nulls 4. Rjjfjjfrfd-4Idipaf4�'bIbtkIhg sleepers.' 4 1 Od tde4a I rs 4'Y.6d td&ftaft 3 100 td6.njI1s,eaAh slaeperjktrmss 6. !:Md9e:bohrdAi2 roof bldck 4 154 toe-MUS 4.14141-tOgAqRs 8. .-Frufflif to (TY91- Trisi.m.,61akitkir gAm USED) .13. 4 mdUe-nalls. dOMMbff NAUA ON' loft �-oojo W210-14nal tL , se.s (-A,)' Q� 46 54 grul 'Vid.0v AA,{ W-ALL=. to. TC DL- It ZO 7 1 DAT9 10191.,lk4 urk Mt. QC! bL .0 0 0 DIRWIS 61-1801 Bc. Ll" 0 .0 0 0 'ViT. LD 59 47 61 16 or--,-v ' Face -Mount Hangers - I -Joists, Glulam and SCL� N N .. ... .. .... G EDThese products are available with additional corrosion protection. For more information, see p.15, Codes: See p.12 for Code Reference Key Chart. Joist Size (in) V Model No Carved Member c Dimensions in. Mind;DF/SP MaxSpecies Fasteners (m) Allowable Loads Code Ref.: a Web 5bff R, d W ' H B Face Jost ' Header ` SPF/HF Species Header Uplift (160) Floor (100) Snow (115) Roof :(125) Floor (1p00) now -Roof IUS2.56/16 • - 25/a 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 1,555 1,555 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805 1,555 1,555 11555 21/z x 16 MIU2.56/16 • - 29/16 15346 21h - (24) 0.162 x 31h (2) 0.148 x 11h 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 ✓ 29/�6 101h 2 - (16) 0.162 x 31h" (6) 0.148 x 11h" 970 1,945 2,205 2,375 1,675 1,895 12,045 HU316 / HUC316 ✓ 2ati6 141/a 21h - (20) 0.162 x 312 (8) 0.148 x 11h 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, MIU2 56/18 • 29/i6 177Xi 21h - (26) 0.162 x 31h-' (2).0.148 x 1'h '. .230 3,745 4 045 '4 045 3 220 3 480•'3 460 LA 21h x 18 - ✓ ° 29/�6 , 14'/a- 2'h, ,- (20)�0.162 x 31h „-: (8)' 0.148 x 1'/?' _ 1515 2;975 3 360 .. 3 610 2365 - 2 895; ;3,110. 21h x 20 MIU2.56/20 - 12sti6 197/ie 21h - (28) 0.162.x 31h' (2) 0.148 x 11h 230 4,030 4,060 4,060 3,465 3,495 3,495 2'hx 22 to 26 MIU2 5fi/20 ,:. ✓ 2956 197/6' i 0.162 x31h`' = �(2),0.148 x 1'h '230 ` a;030 4 06D 4 D60 `3 465 3 495 3,495' 29/16 x 91/4 to 26 29fi6" wide joists use the same hangers as 2'h" wide Joists and have the same loads. 'MIU31219 3?%a 9'f :2'h (2} 0148 x 1'h 230 2;305 2 615;'2 620 1&80. 2,245;f:2;425' ,- HU210 2 LHUC210-2 ✓ •:.31/e' 813I+6 2'/z Max. -(18) 0.162 x 3'h' , (10};0:148 x 3 ' •? r 9v -2,680 3 020 3 250 '2;305 - 2 605 .2,6D0; IBC, x'--__2)1148x 1! z -3.3,5 ,1MIL312 .3,135j2 4Z5_ 2695_2,6951 FL, t_, 3 x /a HU212-2 / HUC272-2- , ✓ " 31/a 10-IA6 2'h Max: (2210162-x 31)S" "'V(YOy(r148 X ' 1,795 3,275 3,695 1 3,970 2,820 1,1` 3;5- J.91 HU325/2/H .3?/a ,. ,1/ , , , 3,4707D4(240v 3,735'U. HU3 25/16 / HUC3 25/16 ` 3'/a 1373/i6:= 21fz Min (20) 0.162 x 3'h _ (8) D 148 x 3 • 1515 2;9Z5 3 360 w3 610 2 560 2 890 3105' Max ,.(26) 0162 x 3'h- (12) 0148 x 3 x .; r 3;870 4 365 4 695 3 330 3 755': ,4,040; - 3'/6gWlam:H0002702SDS a;+. • ''' .. 31%aI ., 9•.`•-. '-„(12j?/a.'k2'h SDS'"'"(6)1Ja'z2'h"SDS° "Lo ,.Y.1� 4 5 =v„ 3'bt 0:,o;'r,10. FL HGUS3:25/10 - 3?%a 85/ee.' 4r.,- ..(46),bA62x3?h'` (16)4.162x37h 4i' 5:9,100 910D,j'91007,825 7,825; 7,825' IBC, HGUS325/12 3^7a 105/e`-' ; {56)'0.162 x 3'h:;: (20);0:162 x 3?h, ' 5 040 9,4Q0 9 4D0' .9 400 8,085 8,085,18,085 FL LGU3 25-SDS , . „ • ., ., "'3''%a 8 t0.30 4'/z '.= (16)'%4x 2?h" SDS (12)14" 21h SDS :5 555. 6;720 r.31D, ' 1J HHUS46 - 35/a 5% 3 - (14) 0.162 x 31h (6) 0.162 x 31h 1,320 2,785 3,155 3,405 2,395 2,715 2,930 3%x 51/4 HGUS46 • - 36h On 4 - (20) 0.162 x 31h (8) 0.162 x 31h 2,155 4,360 4,885 5,230 3,750 4,200 4,500 ;HUS48 396 ,615/s`. 2" -;- • °(6)_0.162X3?h"• ; (6)'0:162x3'h••;:1o^r 1;595 y,815''1960 1;365 1,555:1,680 31hx7i/a HHUS48. - �36h-� , T/6; 3',-''= .(22).0:162x311 .(8)0162x3'h E 4;210 4770.;'51.4D 3;615 4,095.4,415 HGUS48.^ 35/6 .71itc 4, - (36)10.162.x 3'h- �:(12) O l62 x 3'h 3;235 7,46.0 7460 7,460 �6.�15 6,415i'6,415 IUS3.56/9.5 - 35/a 91h 2 - (10) 0.148 x 3 - ,0 1,185 1,345 1,455 1,020 1,160 1,250 MIU3.56/9 - 3afi6 873/6 2% - (16) 0.162 x 31h (2) 0.148 x 11h 210 2,305 2.615 2,820 1,980 2,245 2,425 U410 ✓ 3% 8'/6 2 - (14) 0.162 x 31h (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 - 39/+6 815/6 2 - (8) 0.162 x 31h (8) 0.162 x 31h 2,990 2,125 2,420 2,615 11,820 2,070 2,240 HHUS410 - 35/a 9 3 - (30) 0.162 x 31h (10) 0.162 x 31h 3,565 5,635 6,380 6:44514,845 5,486 5,545 31h x 9'h HU410/HUC410 • • ✓ 3%. 85/a 21h - (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7.460 7,460 6,415 6,415 6,415 HUCQ410-SDS • • - 3% 9 3 - (12)1/4" x 21h" SDS (6)1/4" x 21/2' SDS 2,265 4,500 4:500 4:500 3,240 3,240 3,24D HGUS410 • • - 35h 9% 4 - (46) 0.162 x 31h (16) 0.162 x 31h 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, LGU3.63-SDS • • - 35/a 8 to 30 41h - (16)'/a" x 21/z" SDS (12)'/a" x 2'N' SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA MGU3.63-SDS • • - 35/a 91/4 to 30 4'h - (24)114" x 21h" SDS (16)1/a" x 21h" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 IUS3.56/11 88 `. -- 35h ii la'S 2, `-- '''(12);0148 x 3 "" . , -,';- , 1;420 1;615 i 745+ 1;22D ,1;390i 1,485' MIU3.56/11, - ;,' , ,. �, , ...36/+6, 11?/s'- 21h, --,.-.(20)i0162x317z (2)•0:1, x11h �210 2,880 3;135 3135 "2,475 2;695' 2,695' U414 ✓ '3sfi6 :10 _ 2 : - . ' {16)t0:162 z 31h- .. {6)-O.i-4 x 3 ', ' TO . 2;305 2 615I2 820. 1,98D 2,245-'2,425 HHUS410 • ' =.; 3.6h • _ 9,,=` 3;-„=. .(30).0162x31h'. _`(10),0:162x3'h. 35r65:5;635 6380 644 ;4,845 ,5,486 ,5,�5: HUS412 =_ �° ' =_": '39h6 :10'h'`- 2 ' - (10)0:162 x 3'h` ` (10) D:162 x 3'Jz ; -3',. 2;660 3,025 3 265 2;275 2,59D 2,795, 3'hx117%s .HU412LHUC412 3?/i6 1Oi6 2'h Min . {16) 0.162 z 31h'. {6} 0.148 x 3 '1135 2,380 2,685 , 2 89D 2 050 2,315 '2,490 Max.' (22)0.162.x3'h (10)0:1,48x3,,;",rd5:3;2753,695;I3,970I2,820:3,180.13,425. HUCQ412 SDS .. -,. •,; ''.'.. ;:-, 35/+6 11,` = '(14) i/a„ x 2'/z" SDS ' (6)' /a" x 2'lz''SDS2 ct :4 C +5` fi t 43;630 3;630 ,0 tv' 2.: HGUS412. .. •; •:; -='35/e•-•,,10�6. 4, (56)0:162x31h• -.(2D)0'.162x'31h';.5040 9;40D 9;4DQI;9400:�8085 8;085;8;085 " . 'CGU3:639SDS _ - •_ 135/a : 8.to30 .4'fi = (16)"1/4'.x2z'::SDS (12)1/a2J/2"SDS; 5,555' 6,M "6;720 ;6 720' 4;840 4,840 -0,84D MGU3 63-SDS �.35/e '9?/4,tg30 .41h ":- (24) ?/a" x 2?/z"SDS (16�'/d' x'2'h"•SDS 7,m, 9,450 9450 9 450 6;805 6,805: 6,805 HGU3.63'SDS • •. ! ' 3.6/a i al to 30 4'h `-. (36)"1/a" x 21R-'. SDS (24)'/a' X 21/z-SDS .i,46.1 , a;16r' ,,160 i ,16J ,'70 .) S 0,4; �, 46 See footnotes on p.150. . THA/THAC Adjustable Truss Hangers This product is preferable to similar connectors because ; of (a) easier installation, (b) higher loads, (c) lower installed I cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustabifity and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. 0 See Corrosion Information, pp.13-15. v Installation: m . • Use all specified fasteners; see General Notes. O The following installation methods may be used: 0 W Top -Flange Installation — The straps must.be field formed over the header — see table for minimum top -flange requirements. I- Install top and face nails according to the table. Top nails shall a... ......not- be_within.'/..4",_from,tbg,edge pfAe_tnp-flapge.members.. For_ ~- �= theTHA29, nails used forjoiscattachment-must-given at'an a angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must. be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the comer of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. y Options: • THA hangers available with the header flanges turned in for 3s/e" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 1 a/4' for THAG422_ for f22-2 f26.2 THAC422 Brie 1.Y4' typical 2�1' for THA422-2 and THM26-2 THA418 Double 4x2- Use full table value 2 face nails Single 4x2- \ (total) ,.,. 4 top nails See (total) nailertable . � double and install 1 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 heads ® Doubla-Shear 1 Y I Double Nai6n Dome Double -Shear f Shear I r g Side Nailing Side View ! View; j Nailing (Available on Do not 1 Top View bend tab some models) Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation lyplucu r mica Top Flange Installation er to tnote 5 p.187 86 Simpson Sfrong-Tie° Wood Construction Connectors SIMPSON Adjustable Truss Hangers (cont.) 6) These products are available with additional corrosion protection. For more information, see p.15. 0 I7 e Dtmenstons ' ' s Fasteners aF/5P SPF/HF x in ; Mn;YMin ag (m) Allowable Loads ` Allowable Loads M1 -Model Top' Header , s Cade Flange ;bel CarrymgMember 5 Carved Roof! Upirft Floor Snow _Roof/ ;Ref Uplrft Floor, Snow W N C . Cn) f n) Member =Wind (160} (100) (115) Wmd a (16D) (100) �_ .. • at a.z...<�.. ,.�.,. (1 25/160)I ffi ice.{"' G $) Y i '}'n { ,,1 tf£' 4 Pi jy,'•t Y° 'i x Y , ZG {Ian InStGltatrdl, L4 11/2 - (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1,750 1,750 1750 450 1,330 1,330 1,330 THA29 18 1 % 911A6 5'/s 27A6 - (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2,610 2,610 2,610 450 1,985 1,985 1,985 THA213 ,.. 4)13 1, 46 .198x'h a THA218 18 1 s/s 17S46 51/2 2 - (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11h - 1,460 1 460 1,460 11110 110 1,110 IBC, THA218 2 16 31/a 17"tis 8 2 - (4} 0,162x 3'/i (2) 0162xx 3'/zRio, '_• THA222-2 16 3'/a 223As 8 2 - (4) 0.162 x'31h (2) 0.162 x 31h (6) 0.148 x 3 - 1A0 1,9951 1,995 - 12490 1,515 1,515 LA THA413 18 3s/s',135/s 4'h ' 2, ;,- (4)0:148x3 .(2)0148x;3 ;(4)�0:148r3 - �v 1131 t,,00 17a5�` 1 ale THA418 16 3% 171/2 77/s 2 - (4) 0.162 x 31h (2) 0.162 x 31/2 (6) 0.148 x 3 - 1 n60 1,995 1,995 - 1:490 1,515 1,515 THA422 16 3s/e ' : 22 77%3 2 - (4)tO l62 x 3'h '(2) D 162 x:3'h (6)05148,_ 3 - t az 1 ;1 11 yU 1 01 t l t3 ' THA426 14 3% 26 77/e 2 - (4) 0.162 x 31h (4) 0.162 x 31h (6) 0.162 x 31/2 - 2,435 2,435 2,435 - 2,095 2,095 2,095 THA422 2 <14 71/4'`: 22 5s 9�c - 2 N (4) U162 x 3'h ;{4) 0162 x:3"h {6j G_i82x�31h ~- 3;330 300 '3 330 2 865 2 865 -2,So r -FL - THA426-2 14 71/4 12614.1. 93/4 2 - (4) 0.162 x 31h (4) 0.162 x 31h (6) 0.162 x 31h 3,330 3,330 1 3,330 - 2,865 2,865 2,865 Face-Mount(Max7 nstaltaboh } ,' 3 d t .i• ,N N ,� z THA29 18 1 % 91146 5% - 9"As - (16) 0.148 x 3 (4) 0.148 x 3 525 2,265 2,265 2,265 450 1950 1950 1950 THA213 78 k 13s 5%' 13is = (14)0148X3 (4)0;148X3 THA218 18 1 % 171i6 51h - 173i6 - (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2105 THA218-2 : ,1fi "3'/e 1 Ttis 8 14'fis - ` , (22) 0162 z:3'h (6,0162 x�'1h :•. .. •. 1855 3 '1 . o l .. .. 1;59 5 - � rG -: .. a _' IBC, FL, THA222-2 16 3% 22Yiis 8 - 14% - (22) 0.162 x 31/z (6) 0.162 x 31h 1,855 3,310 3,310 3,310 1,595 2:845 2.845 2,845 LA THA413. ' 18,:'3s/s •134s 4:1h' 133/a - (14)0148x3 (4)0146x3 a cu4y ',�4U `> THA418 16 3% 17% 77/s - 14% - (22) 0.162 x 31h (6) 0.162 x 31/2 1,855 3,310 3,3101 3,31.0 1595 2:845 2,845 2,845 THA422 ' ;' 16 3s7a'. :,22 Na' 14 'A - , '• (22) 0762 X'31/z (6) 0162 X 3th ;1',855 3 1(1 i 3 i, 15957 2:8 2 8 . 85-'• THA426 14 3% 26 7% - 161A6 - (30) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 THA422-2 i .14 ; 7�/a "f s 93%a'' 163fis - (30) 0162 x 3'/z {6)'0.1.62 x 31h 1,655:.5,1 .0 5 52D : 5 520 ", 1,59'5 4,445 4,745' THA426-2 14 71/4 2614s 93/4 - 18 - (38) 0.162 x 31/z (6) 0.162 x 31h 1,855 5,520 5,520 5,520 1,595 4,745 4,745 1 4,745 1. Uplift bads have been increased for earthquake or wind leading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min. top flange are based on a single 2x carrying member, all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11/2" nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed_ either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 18 . LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower ?J installed cost, or a combination of these features. The double -shear hanger series, ranging from tl �e fight -capacity LUS hangers to the highest -capacity HGUS hangers, feature Innovative double -shear nailing that distributes the load through toj6 points on each joist nail for areater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. .............._.....�___ - :-No1-3`esigned for welded br'nailer aPplica£ion's` ___ - _'- Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes; See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View ,i (Available on . some models) 1' for 2)e Ve for4xs ' ro ,G-w LUS28 HHUS210-2 i MUS28 lio HUS210 (HUS26, HUS28, and HHUS similar) ° s HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) Ld a 19 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) Dimensions (in) r LL Fasteners Model Heigbf W H B' Carrying, v Carried f a Member Member Single 2x Sizes LUS24 25/e `' 1 s/ie3�/a 31a LUS26 18 : 43/a 1;a MUS26 411116 18 1 %6 51A6 2 (6) 0.148 x 3 1 (6) 0.148 x 3 HUS26 45/s 16 1 % 5% 3 (14) 0.162 x 31/z 1 (6) 0.162 x 31h HGUS26'° ,46/ic .12L IMS (2D)D.162x31/z;< ,(8)�0.182X31h"' (4) MUS28 65A. 18 194a 6% 2 (8)0.148x3 (8) 0.148 x 3 HUS28 61h 16 15/8 7 3 (22) 0.162 x 31h (8) 0.162 x 31h HGUS28 6% 12 15/6 71h 5 (36) 0.162 x 31h (12) 0.162 x 31h WS210 `,' 41/a, - 18 ;; 1 t156r ; 7'3/1 3/a x 3 ; HUS216 -. 83 16 ~'�. `15/6' '` 9 3 (30) 0.162,x 31/z (iD) 0.162 x 3�1z HGUS210 86fc' 12 *; 'I Na ::91/6.`5` :(46)0.162.x31h..(16)`0162x:31/2- V1. See table below for allowable loads. N N 3 E These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p.21. Many of these products are approved for installation G with Strong -Drives' SD Connector screws. See pp. 335-337 for more information. Model; No F :: DF Allowable'Loads Uphfti Floor Snow Ronf Wind'Uplift s;(y:64)_ (1D0); %115)„- (125): (160), SP Allowable Loads l Floor ,Snow Roof Wind . (160)_:_�D....(115). ,;(125) Q. SPF/HF Allowable Loads Upliftl Floor Snow Roof Wind j12,5�.r (160),.; Code "Ref _...- LUS24,.820';; 825 '890., ,1:1zil _s5p 495 LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS26 J 1;29$: , 7,480 1,56D1 1 oOF: ,;;• cs0 ,., ,'14D5- " 1.,56D, w:ru^,�- 1;..60, BtG 965``,r ,1,090'; 1,160 Gn LA HUS26 1:320 2,735 3:D95 3,235 3,235 1,320 2,960 3,280 3:280 3,280 1,150 2,350 2,660 2,780 2,780 HGUS2fi7a 4,340a 4,$50" ._5,170: ' S,390." " j17o ,,:4,690 '=-.5,226 539D '5;390 - 7£fi. : 3225 , 3,610; ,3,870 :; 3,965 ~' IBC, FL LUS28 1,165 1100 1,260 1350 1725 1165 1195 1,360 1,465 1730 865 810 925 1000 1270 IJIU528 132u 1,730`; 1,975 , .2,125'.;• 2, a : 7,32....;:1,875, 2,135 , "2255 _;25� ";150, ,1270, 1,455 ..1,575 'a5§,, IBC, FL, LA HUS28 1,760 4,095 4,095 4,095 4! 95 1,760 4,095 4,095 4:095 4:095 1,e80 3,520 3,520 3,520 3,520 HGUS28' .7,275 7;275 -Z,275: . 7,275, 1;3z5 a7D, . 3;824; _, 3,915 '? ; 4,250'' IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS21D. ?:u3F633' =�" 2:22� 2. �:<555 ?5' 3'_5' LA HGUS210 2,090 9:i00 9,10E 9.i00 9,i00 2,D9D 9,1DG 9,100 9,100 1 9,100 1,5=5 6,340 6:730 6:730 6,730 1BC:FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45" • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 450. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square out 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load 94 Acute 'side bpecny angle Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). LUS/MUS/HUS/HHUS/HGUS SS' E5 MD 6 These products are available with For stainless Many of these products are approved for installation additional corrosion protection. steel fasteners, with Strong -Drive° SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. " Model I Mm pmens ions (in } Fasteners (n) DF/5P Allowable Loads SFF/HF Allowable Loads No Hee1�' Height W, H g Carrying Member Carried Member Uplift (160) Floor (100):' Snow (115), "Roof {125) Wind (160) Uplrtt {160) ;'Floor (100) ,- s 5ribw (115) Roof (125):. Wind (160) C6de Ref Double 2x Sizes 3LUS24 2 21A,,. 18 ", '31/e 31/a '.'2 . • (4) 0152 x 3M2 ' (2) 0.162 x 31h k10 , 800 905 ; 980 ..1;245 ; "355 . 666 78D 845. 1,070. LUS26 2 4'fti Z. "3'A 47/e . ,.`2 _'(4)`0:162 x-31h '. (4) D 162;R 31/z t� 3� 1 D30 1170` '1265. 7;595 910 : =885 1 p05 1 090,' 1370; HHUS26-2 45/is 14 35As 5% 3 (14) 0.162 x 31/2 (6) 0.162 x 31h 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 4a/is 12 35/is 57/is 4 (20) 0.162 x 31/2 (8) 0.162 x 31h 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 LUS28-2, '; 4A 18` 31/a 7 '!;2 (fi)0162Y31/i; (4)0162831h !3t• 1,315 1,490 .1;61Q;'2,030 ,910, -1I30 1280 1,385 1,795 IBC, FL, :HHUS28 2 ?'-. 69A/ ' 14` . '3s/is , ' "3 , (22) D.162 x,31/z (8) D 162 x 31h 76C 4 265 ; 4 810' '5,155 5;980 i,'515 `:3 670' 4,135 4 435; 5145 j LA HGUS28-2?. 6'j5s-1 12.<.3% 7Ii6 4 'T(36)0.162O,M2. (12)O162.X31h, 3;235 7460-_7460 :746D 7,460 ,2780 6'415.;.6;415 ,6,415 -6,415, LUS210-2 67tis 18 31% 9 2 (8) 0.162 x 31/2 (6) 0.162 x 31/2 1,445 1,830 2,075 2,245 2,830 1:245 1,575 1,785 1,930 2,435 HHUS210-2 8% 14 35/is 87/a 3 (30) 0.162.x 31/2 (10) 0.162 x 31/2 3,550 5,705 6,435 6,485 61485 3,335 4,905 5,340 5,060 5,190- HGUS210-2 89/is 12 35/s 9346 4 (46) 0.162 x 31h . (16) 0.162 x 31h 4,095 9,100 1 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes HGUS26-3 ' - 4*" , 12 41.% 51h 4 ,(20) 0.162 x 31h "(8) 0.162 "x 31h, .2,155, 4,046 ,4,856 -5;170 5 575 1,855 ;3 730 '4,170 4 445 4,795 IBC, FL, HGUS28-3 „ I" 673/s •: 12; 41.16 7% . 4' (36) 0.162 x 31/2' (12)`_0162x 31h .3,235 7 460; ; 746D 7,460, 460. '2,780 6 415 6,415 fi 415 i 6,415 LA HHUS210.3 83A 14 417As 87/a 3 (30) 0.162 x 31/2 (10) 0.162 x 31h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL 0611S210 3 . 8LIN 12., 456..91/a „ 4,._ _(46) Q 162 x 31/z (16) 0162 x 3?/z_ 4 095 - 9100 9,100 9,100 9,100 3,520_ ,7,825 7,825., 7,825 7,825 HGUS212-3 . 1 D5/s. = 12' 4155s tOsfa `"`4 „{56)'"0162'X'31h ., `(20) 0.162x 31h r1439 !'v4b; `' 3 ,7 30 , r. 3u t,: 80'' , -7 1B OA' HGUS214 3 1255;; 12 47 5c 123/a :; 4 (66) 0,162 x 31h (22) D,1627c 31h 5`695 10125; :10125 10;125 10,125 4 900', 8190' 8;1,90 8190' 8,190 i Quadruple 2x Sizes HGUS26 4,;, . 51h :" 12' 6s/is 57fis ;4 (20j 0;162 x 31h' 8) 0762 x;31h, 2155 4,34Di.',4 850. ;5,7705Z5 1;855` 3730 4170 4 495 `4,795` Igo FL HGUS28-4 71/a 12 6% 7% 4 (36) 0.162 x 31.42 (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 8% 14 . 61/a 87/a 3 (30) 0.162 x 31/2 (10) 0.162 x 31h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210 4 91/a_'`' 12, '6a/i`s 93fs' :4. '(46)0.162x31/2.: (16)0962x31h 4095 9,100 9,100 -9,100 9,100 3,520 '7,825. 7825 7825"7;625 HGU5212=4' , • 10W. , 12 ' 69A6 105/e. ,. ,4 56)0.162 x 31h ' 20 D.162x 31h `,6 . 0'.• '5 014 G4 ' n4,' �D .:'. u '7,E� r0 ';� C, FL, IBLA HGUS214-4 125%a,` _12 .69As 124 -4 "; (66) 0.162 x 31/2' (22) 0.7$2:ic'31h .5,895. 10;125I 10,125 .10,125 10.125 4,900' "8,710, '8;710 8,7101,8,710` 4x Sizes LUS46 43A 18 '38hs 43/a-• 2; (4)0.1620,1h• •(4)0:162x31rz ;D60 -1 ,030; 1,1701 ,,265", 1,595 � 1:1 .885,''1,005 .1;090% 7,370 IBC, FL ,HGUS46 47iE-,' " 12 ".35/a , 47As . 4'-; (20}.0.162 x 31h; "(8} 0A 62 z 31/2 2.155 4,340'.' 4 850 �5;17D"5,575 1,855 .3 730 .4;17D 4,445; 4,795' HH6S46. ";`., 4-54' 14 3% 5%f i;_3 (14)0162x31h.' (6)'0.162x31h ;320 2,830 'Al Oft 3,415, 4;250 1°5; 2;435;-2;745 2,935 3,655, LUS48 4% 18 39A6 63/a 2 (6) 0.162 x 31/2 (4) 0.162 x 31h 1.0601 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385- 1,745 IBC, FL, HUS48 61h 14 31146 7 2 (6) 0.162 x 31/2 (6) 0.162 x 31h 1,320 1,580 1,790 1,930 2,415 1135 1,360 1,540 1,660 2,075 LA HHUS48 61h 14 3% 71/a 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 1,760 4,265 4,810 5,155 5,980 1,515 j 3,670 4,135 4,435 5,145 HGUS48 67As 12 3s/a 7346 4 (36) 0.162 x 31/2 (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 7,460 2,780 6,415 1 6,415 6,415 6,415 CUS410 - ' 61/a„ = 18 : 39/is 83/a 2 ".. (8):0:162 x 31/z' ,(6)'0.162 x,31h , ,1:4? 1,830;" 2,075 2,245 2;830 245- 1,575 ._785 _ 1,930 2,435 ;HHUS410 -w;: ' 8%h, 14" -35/s 9 3 (30)0:162.x31h (70)0962x31h. 5,7Wj fi435 �6;4E5.:6;4$5, ..,267 4905, 5;535 5.5. '.,; 'S` HGUS410 " 8% -:, 12'.' : 35/a". 91/1c . ,4 .; ,(46)'0'162 %3',z , (16) D.162,X 31/z 4,095 ,9100 910Q :0,100 910Q 3,520 7,825 `7,825 7,825,. 7;8251 FL, IB LA HGUS412 10346 12 35/s 10316 4 (56)0.162x31h (20)0.162x31h 5,695 9,045 9,045 9,045 9,045 4:900 7,780 -,780 7,780 7,780 HGUS414 117As 12 3% 127/�s 4 (66) 0.162 x 31h (22) 0.162 x 3112 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190_ Double 4x Sizes HGUS7.37/10 8346 12 ; 7?/a ° 06 '' 4 ;, .(46):0162 x 3-4h =:(16) 0162rX 3112. 3;430 9jD95'< '9 095 9;095 9;095'' 2,950' 7;820 i 7,820 .7,820 •. 7,820, HGUS7.37/12 1107Ar ? 12 ; 73/a INr ,, 4 (56):0.162 x 1W'(20) 0.162x 31h 3 835 9 295 9;295 9,295 9,295 3,300. 7,995 7,995 7,995 7,995- FL HGUS7.37/14 ;117tis 12 "' 73h 125iis 4°,``. (66) 6.162 x 31h ( -2) 0.162x 31h, 5 680 10;50010;560.10;5001,0;50b 4,VO., 9,030, 9,03D,'9;030- 9,030- 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVFPI 1-2014. Simpson Strong -Tied Connector Selector°' software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162' x 3W in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h° nails in the header and 0.148" x 3° in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. 19 Simpson Strong -Tie° Wood Construction Connectors "HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights -as low as 37h". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps. between the end of the truss and the carrying member up to 1h" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is %" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information: Material: 16 gauge y Finish: Galvanized L 0 Installation: • Use all specified fasteners; see General Notes C . 0 Can be installed filling round holes only, or filling U round and triangle holes for maximum values N See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity _ -Options:-------- - 0. HTU may be skewed up to 671/z°. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HITUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table theseMany of lation with products are approved for SD Co nec or screws: See pp. 335-337 for mlore information.Drives HTU26 truss and carrying member HTU Installation for Standard Allowable Loads (for 1h" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) ` Model Mm Dlmens)ons (m) Fasteners (n) r DF/SP Allowable Loads rw SPF/HF Allowable Loads Code No.He1gM .. W H B Member„ ,Carrying „ Carried Member..., Uprift i Floor (160}„ (100) :Snow ,.(115) :R,00f ,(125} Wind -(160)` Uplift (160) Floor Snow (100) `, (115) ;Roof UVind Ref: Single 2x Sizes HTU26 31/z'°• a 5/e ;'5Ms' ; :31h ; '(20) 0.162x 31h `(1,1 0.148x;ii/z u^a;: C. 2,67n 3 f 0 :{ t,3 ;;Poll ":;e60.' HTU26 (Mln );w T7/a" " ;,15/a; +5%, 3ih `(20) 0.162 x 31h .(14)`0148 x 17h 1 25D" , 2,94D = 3,200 i.3;200"" '3,200 1;07.5 1,852',l' 2 015 ',2;015 ' 2,D15:: S1/z'` 1' 57A6 3i (20)0.162x3'h .(20)!0.148'X,11h 1;555' `29407 550`• 4,D10 1,335- 530-3,,., � '3,450HTI126;(Max:), ' IBC, HTU28 (Min.) 37/a 15/a 7% 31h (26) 0.162 x Th (14) 0.148 x 11h 1,235 3,820 3,895 3,895 3,695 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/a 1 % 71Aie 31h (26) 0.162 x 31h (26) 0.148 x 11h 2,020 3,820 4,315 4,655 5,435 1,735 3,295 3,710 4,005 4,675 LA HTU210,(Min:)'`' 37/e. 75/s .SYie 31%z= (32)0.162X3'fz`. (14)0.148x71h 1,,330': iu ma, �00 �, v-;1,145" a 2F'�, 0 1,'2L 322: HTU210 (Max:) 91/a= ,15/s ` 91,Ae 1 Th ; :(32) 0.162 x 31h _;(32} 0.148x 1'h , 3,315;, 14,705 'w i C 3 5;995. 2,850 4,045'i4 on , _,930; .5,155 Double 2x Sizes HTU262{Miri:) b 320.1 :.;_ • 3;910.M 7;305' 1,8W;,=2,090 '2;255 2,465HTU26-2 (MaX) Ah:, 57Ae 3?/2' a(20) 0.162i T/i - (20) 0.148 x3 2,175", 2,940 ; +_ l �. a;5ti0 =$1 , 1,870 2530;1;2 855 s0s "3;855. HTU28-2 (Min.) 37/a [3-54e 71Ate 31h (26) 0.162 x 31h (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 T,315 2,865 3,235 3,235 3,235 IBC, FAHTU28-2 (Max.) 7 /a 7fie 3 h (26) 0.162 x 3 h (26) 0.148 x 3 3,485 13,820 4,3 15 4,655 5,825 2,995 3,285 ' r 3rr 1., ; `=`.r=0: ,�.5:01D Lp'.9 HTU210-2 (Min) 7 1 Ar 1 3 h'' '(32 .0.162 x 3 /i, ) 1 ., 14 6.148X.3, •:(� ) 1,755' 4,705 ,4 815� . 4',815 :4;815 , ,1;510.. 3,530 a 3,610 3;610 3,610 HFLI210 2,(Max) ' 9Ya i ; 35/a `:' 91he' '31h t i(32) 0.162x 31h ' (32) 0.148 X 3 , . 4,110 .4,705; ' 31u, i; 5' C , b.F' S" 3,535 '4,045 ,5 i23L 5:5 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govem. 4. Wind (160) is a download rating. 5. For hanger gaps between 1h" and W, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVMl 1-2014. Simpson Strong -Tie® Connector Selector software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum fwo-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1 W nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong -Tie° Wood Construction Connectors Face -Mount Truss Hanger (cont.) Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member Mm Fasteners (n,) DFlSP Allocable Loads 5PFlHF Allowable Loads Model No Heel Height Mrmmum Carrying <Carrymg' Carned ;,Uplift Floor r Snow Roof Wmd Uplift; Floor F Snow,,,Root;,.Wind; Code Ref.:, Cnd Member :Member Member. k =.(160) :(1D0) {115) (125) (160j -. , (160) (1D0) HTU26 (Min.) 37A (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 1'/2 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 5'/2 (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11h 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,540 1,910 IBC, H 2x6TU2i:(Max) (2/a 0) D62 1/z(26)048 I 6 HT1J210 (Max) <,9'/a ;(2) 2x6 '(20) 0.162 z;3'h (32) 0,148 x 1'h > 2 760 -, , 2 940 i�� 50 13,905 2 375 2 530; : ��5 ; UaD ::3 36D: 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is W. 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Model No Min,H�mensions =Heel He (ln) W H g Fasteners (m ) Carrying • Car'ned Member Member 4 DFlSP Allowable Loads Uplift Floor Snow Roof Wmd (f6D) (100) (11� (125) = {160) SPFlHF Allowable Loads _ Uplift Floor Snow Roof Wind" ,(160) (100) E {115) (125) Cade Ref Single 2x Sizes HTU26' 3'h ::15%; 57/e 3yh {2D) 0162 z 3'/2 (11) 0;148 x 17/z, t r�5 �305 r ? ^9 2 JnJ 1 51D,\= i . ;!? HTU26,(Min) : 3:.V �ti h () 13(j; 3100 ;955a 1;9ii ,,955T/e HTU26j;(Max) -.' 5'/z , t 1 sh 57/is 3yh ;(20) 0162 x 31y; (2D) 0:148 x 1'/z'. f 1215 „ '2;940 z >_'0 _. n iJ=, C '=;01 D45 " 1850 � ;Q0 � F5 2 285 IBC, HT028 (Min.) 37/s 15/a 7'fie 3'/2 (26) 0.162 x 3'/2 (14) 0.148 x 11h 1,1 i0 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 21825 FL, LA HTU28 (Max.) 71/4 15/eE711A 3'/2 (26) 0.162 x 3'h (26) 0.148 x 1 lh 1,920 3,820 4,315 4,655 5,015 1,695 2,865 J,235 3,490 3,765 HTU210 (Mln) 1 • 37/s 1 °/a, .3�/z" j(32) 0162 z 3'/2 (14) 0,148 x 1'h 1 250 3 600 3 60D 3,600; 3 600 1 075., • 2,700 2,700 2 700' 2,7HT0210 (Max.) 9'/4 •1$h, 3'h„ ,(32) 0.162 x,312 "(32) 0.148 x 1 /2 .3 255 -4;705; . 5,020 '5,020 5 D20.- 2 800 ` .3;5303,765 Double 2x Sizes HTU252 (Mln );' ' , 37/s 3'3is 5�6s °I 3'h =: , j2 6) 0162 x'3'/z (14)`0.148 x 3 s 1 515 2940 J'cct 3 500 3,500' 1 305 :2;205 2205 2 205 = 2205 HTU26r2 (Max.) ; 5'/2 3% ' '• 57tie' 3'h: . (20) 0162 x 3'/z . (20) 0148 x 3 191U 2;940 >C 3 500 3 500. ;1 645 2;205 2,205 2 205.: 2 205 HTU28-2 (Min.) 37/s 35As 714e 3'/2 (26) 0.162 x 3'/2 (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, FL, HTU28-2 (Max.) 7'/4 3-516 7'fis 31/2 (26) 0.162 x 31h (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 3,490 4,140 LA HTU210,2 (Mln) . 37/s, 3,54r 91Ae 3'h,', ;(32) 0162 z 3'/z (14) 0148 x 3::.1755 4 25a 4,255 4;255 4 255 + -1,510. 3,190 ;3;190 -3,190' 3;19D HTU2'10 2 Max ( ., ): 9'/4 3 s 9'f e' 3'4 -(32) 0162 x'3'h (32)=0148 x 3 `: ' 3 855 4;705 w. _ D,1 6 470 j '3 315 .3;53D 3,980 _,... 4,300? 4;855 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for fun table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind bading with no further increase allowed. Reduce -where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between %" and'h°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selectors software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148' x 1'h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 Simpson Strong -Tie° Wood Construction Connectors Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. HU is available with both flanges concealed, provided the W dimension is 25/15" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/1s" at 100% of the table load. Specify as an `X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with'/4" x 13/a° Titen® 2 screws (Model TfN2-25134H) for concrete and /4` x 2344" Titers 2 screws (lviodel TTN2 25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or FVkrP sectio, ,s. Material: 14 gauge --.-:.:.,-�,---,.;Fiplsh:�.GaNanized; ZMAX®.aDd.Stairsless-SIQal.avai�attle_,._. ___._::�:•-_,..:.,_ Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU 0/4" x 23/4" — Model TTN2-25234H) and for concrete r/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/1s"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the Y11s _diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a 3/ie° drill bit and hex -head driver bit (Model TTNT01-RC); a 3/15" x 4112." drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2' and minimum end distance of 37/s" is required as shown in Figure 1 for full uplift bad. • Where no upLrff load is required, a minimum end distance of 1 'h" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 1 v_. Wg t in-- k HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUG410 Installed on Masonry Block End Wall 23 HU/HUG/HSUR/L Medium -Duty Face -Mount Hangers (cont.) JD These products are available with additional corrosion protection. For more information, see p.15. Model `" Fasteners a ° Allowable Loads Code-� w �FCMU Concrete Standard Concealed GFCMU Titen®2 Concrete Titens, r Joist Uplft k z {16D} Down - (100/i25) Uplift Down (100/125) HU26 HU26X (4)1!4 x 23/4 (4) IA x 13l4 (2) 0.148 x 11h 335 1,000 335 1,545 HU28X.' ;(6)114 x 23/4 }" :.(B)1/. x 13/4 (4) 0148 x 1?h 545 15D0 760,' 2,400 HU24-2 HUC24-2 (4)1!4 x 23/4 (4) 1/4 x 11/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26 2 (Min,) HUC26.2 (8)/lx 23/4,`:,y, (B);'/ x i 9/4 (4) 0146 z;3 .760 2 000 760 z,3 200 -" HU26 2;(Max } " HUC26-2 .(12) 1/d.x 23/4 (12) Y4 x 1a/a (6) 0148 x 3 1135 3 ODD i 135; 3;950 HU26.3 (Min.) HUC26-3 (Min.) (8)1/4 x 23l4 (8)1/4 x 1 3!4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12) 1/4 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 i HU28-2 (Min.) _ :HUC28 2 (Mm) (10),1/a x 2� (10)1/d x>13/4 :_ (4) 0148 x3 760 2 500 760- 3,725 -- HU28 2 (Max) HUC28-2 (Max) ,.y (14)•?/ax 23/aq ti.. (i4)?/ax 1;3/a (6} 0148•x;3 1135 3 500 -` 1135, r 4,920 :: HU210 HU21 OX (8)1/4 x 23/4 (8)114 x 13/4 (4) 0.148 x 11/2 545 2,000 760 2,415 HU210-2 (Min.,);:.' "HUC210--2 (Min.)e .`,... ;(14)1/4 x: 3,k �' ; (14)'/4 x:13/4 (6) 0148 x 3 1;735 ' ;'- 3 5D0 1735: :4;920 i;ll2 iii .2 t lax) H6E210 2 (Mac) (I 8): Y4 x 23a (18)1/a c!i4s 1 r8� D 148 x 3 1 80D 4 5UG tb'i7i u O5 HU210-3 (Min.) HUG210-3 (Min.) (14)1/4 x 23/4 (14)114 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)114 x 23/4 I (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 �- HU212X; (10),1%dk 23/a (10)'%a X 13/a (fi) 0148 x,91h 1;135 2 500` 1135 2,665 ` HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 I (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 . ( HU212-3 Min) HUC212=3 (Mm) . ; (16)'/a z 23/4 1 . 3 (16) !4 x1 /a ;(6} 0148 x 3 1135 4 ODO HU212 3 (Max) , "L. HUC212-3 (Max.) `'. •;. '(22)17a x 23/a ,.. ''. (22)114.X 13/a _(1,D)'0.148 X 3 1;600 '' 5 085 -- 1,800 HU214 HU214X (12)1/4 x 23/4 (12) 1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU214-2 (Min.,) , HUC214-2 (Min.) ,. (18),�14 x 23/a (18)1/a x 13/a ,'(8) 0.148 x 3 1;515 45 HU214-2 (Max.),: ' ' HUC214-2 (Max) ,L (24),1/4 1 23/4 }` (24)114 x 1.3/4 (12) 0.146 x.3 2;015 5 OB5 .' -; 2,015' 5 085 HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 x 23/4 (24)114 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 ' HU216X' ;- (18} 1/n x 23/a=: (18) ?/a x:t3/a =(8) 0148 x:1'h 151� 2 92D 1 5i5` HU216-2 (Min.) HUG216-2 (Min.) (20)1/4 x 23/4 (20)114 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)114 x 23/4 (26)114 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216-3 (Min.) . HUG216 3 (Mm } '>_ (20)' 1/4 x 23/a = (20) ila x l.3/a (a) 0.148 z•3 1;515 4 920 .-, _ 1;515 9,920 'HU218 3' (Max.), ", HUC216 3 (Max) (26) %a x 23/a { ;' (26);'la x 13/a, ;, (12) 0148.z 3 2;015 - 5 085 2,015 5085 „ -; HU7 (Min.) (Not available) (12)114 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)114 x 23/4 (16)114 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 (Not available) (18)'/4 x 23/4j' ..(18)1la x 13/4 (6) 0148x 1 ?h 7735 =': 3 23D •, ;1,135 3,230 „' HU9 (Max) (Nof available) (24) Ya_x 23/4 {24)1/4 x 13/a (10) 0148 x 1?/2 1,445 3 735 1;945 -3;735 HU11 (Min.) (Not available) (22)1/a x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)114 x 13l4 (10) 0.148 x 11h 1,445 3,735 1,445 3,735 HU14 (Mn.) (Nrit available) (26)'!4 x 23/4 �, (28)1l4.x 34 ' '(8) 0.148 x 1112 _.1,515 3 485 r 7 515" 3;465" , HU14 (Max.) •' (Notavailable) (36)' /a"x 23/a _ I (36)1/a'x 13/4 (14) 0,148 x i 1/22;015 4 245 2;015 4;245 38 s' i- STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES B/SKI SEE PLAN r z t du w � f dO . w -1 SL-E RIBBON BOARD- a SCHEDULE FOR SPyACING ! FASTENING TO TRUSSES Y� UPLIFT/SHEAR ANGHOR i MASONRY WALL I, EACH TRUSS - SEE B/SKI SEE PLAN PLAN j NOTE: ADDIL FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING I' A SCALE, NT8 SKl j F I j ROOF SHEATHING- SEE F 6OFFIT/FA5CIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING / FASTENING TO w N TRUSSES WALL SHEATHING -SEE PLAN - MIN. 15/32' CDX PLYWOOD OR 1/16' 055 WITH ed GUN NAILS Y (0.131' X 2 I/21) ® 6' O.C. TO .UPLIFT/SHEAR GTP. CEILING- RI55ON BOARDS ANGHOR EACH SEE PLAN a TRUSS-SEE PLAN SCHEDULE DO NOT FASTEN RIB INTOBOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS E 1HARING B SCALE. Nrs SKI RIBBON SGHEDUL0 DESIGN CRITERIA RI5561 MATERIAL RIBBON SPACING RIBBON ATTACHMENT volt-165 MPH lvasd= MPH) (2) 12d GUN (0.131' X 3'1 EXP. j?X4 SPF►2 24' TO EACH TRUSS, (4) ENCLOSED 1 NAILS AT JOINTS vult=lw MPN MPH) lVasEXP. (2) 12d GUN (0.131' X 31) G, 2X4 SPFp2 16, TO EACH TRUSS, (4) ENCLOSED I NAILS AT JOINTS 13 o o. SHEET TNIE: RIBBON pff/S fQi pMEO MFfd pOOFINSSFI SHEET INFORMATION: 1�M0- ddllld OdRIiWFS IILF.Id IpUWM pF. - PEVIEWF�dY: M SKA 6 a ALPINE AN.FWCOMPANY January .1.0,2020 Carp entewt,GdhtraCtors of America, hc. 300 AVenud G, NW WhitorJjAven, ft;'3�8."980,-6101 Dear Matt: lt,has come.to'my attention that'sorne questions were raised concerning 5/8" diameter bbl6s-Atilied thin the chords (wide face) of'sy:s4-2 gable. end tr.uwsAo-a1lowf6r threaded rods used or ."tio 4dwiis.."If 'these gable ends .ar.e �over continuous sup with one lace, fully s Wthe 6le§-a'r-e-.dNll6, -about t.hp--,cenferl-i-ne7ofth7e-Wide -- ------ -- -- --- face no close, than 4'04,. t4ouf& ma &', g any t.6hn.,6dtor'plate§ vertical webs then no repntris-required:.The truss only SU.pporls:.2 fObtbf flbb.r Idads,-and na additional If you have .any queAbansplease give me acal-1, Sincerely; �AWA/� 0 41 at tENS t4oi S6367 S!': STATE OF A N Vnnn il 6750 Fbrum.brjVe- Suite 869,Orlando, FL 32821 - (8,00 7 Q521-9,9 6 —t8 3).422,-86 85 www'.aipinp,itmPorn ol11I'll IiIIfff jo NO- 86367 TATF OF 21 Ir ro -ldtleii/6tiM This dc�txmnt has bosn etoctrorrt(cn�y si�eed and soaied uskV a DISH Signalxao. Pritsd c"ies Wkiwut on orlairw signal NO nwd bo verified using the or*W olockerik vsmion. ALPINE AN ITN COMPANY FL REG# 278, Yoonhwak Kim, FL PE 486367 Alpine an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www.alpineitw.com Site trrformation Pa a t,:. .777777 Customer: Carpenter Contractors of America Job Number: N333986 Job Description: 7A5/320 ,167ED ,RH01 / 1672/ARIPJ4EAB ELEV.D Address: Jcrb.rt irrerrn ,i�`ritria A ,(, f A Design Code: FBC 7th Ed. 2020 Res lntelliVlEW Version: 20.02.00A JRef#: 1X3T89750069 Wind Standard., ASCE 7-16 Wind Speed (mph): 160 Design loading (pso: 37.00 Building Type: Closed .I II I This package contains general notes pages, 27 truss d'rawing(s) and 4 detail(s). tterrt;:: i3rai+g Ntrnber" truss 1 077.21.1122.57225 Al 3 077.21.1122.57600 A2 H 5 077.21.1122.57539 A4 7 077.21.112258006 A6 9 077.21.1122.58273 A10G it 11 077.21;1122 57881 A9 13 077.21.1122.58069 B1 Ili 15 077.21.1122.57256 C1GE 17 07721,112258022 MV01 " n 19 07721.1122.58256 EJ7A I 21 077.21.1122.57975 EJ7S 23 077.21.1122.57540 CJ5 25 077,21.1122.57678' CJ3 27 077.21.1`122.57178 HJ7' 29 GBLLETIN0118 31 VALTN160118 ttertn:," D�aiN[g l+t�€hiber "i'russ 2 077.21.1122.57258 A1A 4 077.21.1122.57272 A3 6 077.21.1122.57538 A5 8 077.21.1122.57210 A8 10 077.21.1122.57913 A7 1.2 077.21A 122.57960 A8G 14 077.21.1122.58007 62GE 16 077 2.1.1122.58225 V4 18 07721.1122.57725 MV02 20 077.21 J 122.57257 EJ7 22 077.21.1122.57711 CJ5A 24 077.21:1122.58303 CJ3A 26 077.21.1122.57679 CJ'1 28 A16015ENC160118 30 VAL180160118 �FJ,orida Certificate of Product Approval #FL1999 Printed', 3/18/2021 11:28:19 AM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters 61, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.oro. Fire Retardant Treated Lumber: - Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point -long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.ora. 2. ICC: International Code Council; www.iccsafe.ora. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 SEQN: 49802 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef: 1 X3T89750069 Ti FROM: RWM Qty: 8 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57225 Truss Label: Al SSB / YK 03/18/2021 6'1"7 12'8"15 19'4" 6'147 +" 67'8 T 67"1 �,1 110'0' Loading Criteria (psi? Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 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,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SR13 or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. =5X5 E 38'8" 9-4" 19'4" 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): 25.11"1 32'6"9 38,8" 6'7"1 i 6% i 617 9'4" 28'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.208 K 999 360 VERT(CL): 0.361 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.131 J - Creep Factor: 2.0 Max TC CSI: 0.531 Max BC CSI: 0.793 Max Web CSI: 0.428 Ver: 20.02.00A.1020.20 ><jIII lit IIrpff 4.®©NAl WAlir AA a° • � � a s N0.86367 r e b STATE JQF ®4r� 10, 1' 38'8"�� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1660 /- /- /936 /301 /432 H 1660 A A /936 /301 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 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 1446 - 3039 E - F 1102 -1959 C - D 1324 - 2761 F - G 1324 - 2761 D - E 1102 -1959 G - H 1446 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1166 K - J 2199 - 829 L - K 2199 - 848 J - H 2656 -1147 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 K - F 512 - 724 D - K 512 - 724 F - J 520 -130 E - K 1316 - 693 X% lei NA` FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have 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 /11� -� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. /'�1 �LPPII NN Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCO-a truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover paWe 6750 Forum Drive listing this drawing indicates acceptance of professional encLVeering responsibility solely7for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com: TPI: 1pinst.orp: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 49803 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T23 / FROM: PFH Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.5725E Truss Label: A1A �SSB / DF 03/18/2021 21'1"12 "2 T1094 12'192 17Y 0"4 19' " i 26'6"4 30'9"2 388" T10"14 4'2"14 5'8"8 1'S" 2 5'4"8 47"14 + T10'y4 , = SX5 F T 1 � T2 ',4X4 y4X4 T3 12 D H 6 17 w9 06C5 5�5 R N e J q + K 8'8" 4X6(A2) U �5X14 =5X8 aF =6X8 =5X14 L=4X6(A2) 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 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: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W9 2x4 SP #2 N; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. 38'8" 58"°4811 26'051�14TT3881710 I 21' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.201 E 999 360 VERT(CL): 0.375 E 999 240 HORZ(LL): 0.100 L - - HORZ(TL): 0.186 L Creep Factor: 2.0 Max TC CSI: 0.739 Max BC CSI: 0.793 Max Web CSI: 0.865 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1518 /- /- /936 /301 /432 J 1518 /- /- /936 /301 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.1 J Brg Width = 8.0 Min Req = 2.1 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1366 - 2665 F - G 1495 - 2370 C - D 1312 - 2278 G - H 1355 - 2399 D - E 1328 - 2355 H - 1 1311 - 2276 E - F 1493 - 2326 I - J 1366 - 2665 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - U 2299 -1067 M - L 2298 -1049 U - T 2297 -1068 L - J 2300 -1048 R-N 1841 -595 lff''0�I Wl+e►s `� 4 �VN®LT•L+ Maximum Web Forces Per Ply (Ibs) @ * 06 `� ; 00-0. Webs Tens.Comp. Webs Tens. Comp. 611 CEIV ll wad® to a � y C - T 315 -446 F - N 1047 -722 pG s + No. 86367 0 T-R 2100 -905 N-M 2114 -888 f d • w E - R 387 - 251 M - 1 319 - 451 o . .r. R - F 1050 -747 o STATE OF � c� WO S •OO<A � ,ONAj `�, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING "IMPORTANT•' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary — bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3r B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,_ installation and bracincL of trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professional engineering responsibilit solelyor the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building Designer per ANSI/TXI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq: SBCA: sbcinduslrv.com: ICC: iccsafe.ora: AWC: awc.ora ALPINE .N COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49804 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T17 / FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57600 Truss Label: A2 SSB / DF 03/18/2021 6'1"7 6'1 "7 15 19, 663"1 W 10' 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 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,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" cc. 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. 25'11"1 32'6"9 38'8" 6'11"1 6% 6'1"7 =5X5 E 38'8" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 18'8" 28'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.208 K 999 360 VERT(CL): 0.361 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.131 J Creep Factor: 2.0 Max TC CSI: 0.531 Max BC CSI: 0.793 Max Web CSI: 0.427 Ver: 20.02.00A.1020.20 `,,J Wak r'se • No, 86367 a • O STATE OF ® q 10' 1' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1660 /- /- /936 /292 /427 H 1660 /- /- /936 /292 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 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 1415 - 3039 E - F 1069 -1960 C - D 1292 - 2761 F - G 1292 - 2761 D - E 1070 -1960 G - H 1415 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1142 K - J 2199 - 804 L - K 2199 - 824 J - H 2656 -1121 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 E - K 1314 - 596 D - K 517 - 723 F - J 520 -131 K - F 518 - 723 .oytf /ONAI. FL REG# 278, Yoonhwak Kim, FL PE 486367 03/18/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handlin shipping, installing and bracing. , Refer to and follow the latest edition of-BCSI (Building It Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary r--BCSL--Unless.noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly__. lid ceiling Locations shown for permanent,lateral Testraint ovwebs shall have bracing installed per BCSI sections B3, B7 or 610 Sle. Apply plates to each face, oT truss and position as -shown above -and on the Joins Details, unless noted otherwise. P fer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. ivision of ITW BuildinggComponents 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,, not, and bracingof trusses. A seal on this drawing, or cover pa e Jrawinfq Indicates acceptance of professional encLsneering responsibility solelyor the design shown. The suitabilify and use of this any s ructure is the responsibility of the Building -Designer per ANSI/T I 1 Sec.2. web AWC: ALPINE ANI COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 • SEQN: 498051 HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T16 / FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57272 Truss Label: A3 SSB / DF 03/18/2021 M b io T10"14 17' 21'8" 30'9"2 T10"14 91"2 4'8" 9-1 "2 �1' I 10' 10' 9-4" 19'4" =5X5 =5X5 D E 38'8" 9'4" 28'8" 38'8" 7'10"14 10, 1' 38'8"�� 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 too L/deft U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.183 J 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1716 /_ /_ /940 /309 /385 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.309 J 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - G 1716 /- /- /940 /309 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.116 1 Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: psf Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 Soffit: 0.00 5.0 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.759 G Br Width = 8.0 Min Re 9 q = 2.0 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.739 Bearings B & G are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.592 Bearings B & G require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE o r Lu111uCr Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; B2,B3 2x4 SP 240of-2.OE; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"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 .0111111 If I If atAH WAk s> No. 86367 . r y tl Z • e a STATE OF C - D 1617 - 2927 F - G 1593 - 3121 D - E 1280 - 2045 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2718 -1300 J - 1 1979 - 765 K - J 1979 - 785 1 - G 2718 -1280 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 501 - 443 E - 1 837 - 441 K - D 837 -441 1 - F 501 -443 member design. 00, P , *4 40RIVp. `1b Wind loading based on both gable and hip roof types. i'� ss of a p f9 v FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer -to -and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face otruss and position as shown above and on the Joint9Details, unless noted otherwise. Peter 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 ANI CCWAW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracinccl1� of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enpps�neering responsibility solely or the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TA 1 Sec. 2. Suite 305 For more information see these web sites: Alpine:.alpineitw.com: TPI: toinst.orc: SBCA: sbcindustrv.com:. ICC: iccsafe.ora: AWC: awe-ora Orlando FL, 32821 SEQN: 49806 / HIPS Ply: 1 Job Number: N333986 R 8975 JRef:1X3T89750069 T15 / FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D fDN.ust: n: 077.21.1122.57539 Truss Label: A4 SSB / DF 03/18/2021 7'1014 15' 30'9"2 38'8" 7'10"14 7'1 "2 8'8" 7'1 "2 7'10"14 5X5 =5X5 D T3 E 12 6 �5X5 �5F5 C io W uo W1 B C, A � H �88 4X6(A2) =6X6 B2 -6X6 B3 =6X6=4X6(A2) 38'8" it0' 9'4" 9'4" 10, 10' 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.194 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.333 J 999 240 B 1694 /- /- /938 /319 /344 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - G 1694 /- /- /938 /319 !- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.116 1 - - Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 TCDL: 4.2 psf G Br Width = 8.0 Min Re Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 9 q = 2.0 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.744 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.496 Members not listed have forces less than 375# Loc. from endwall: not in 9.o0 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1729 - 3051 E - F 1748 - 2859 C - D 1748 - 2859 F - G 1729 - 3051 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 1464 -2203 Bot chord: 2x4 SP #1; B2,B3 2x4 SP 2400f-2.OE; Webs: 2x4 SP #2 N; W1,W6 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 chord B - K 2649 -1413 J - 1 2086 -1029 live load in areas with 42"-high x 24"-wide clearance. K - J 2086 -1048 I - G 2649 -1393 Wind Wind loads based on MWFRS with additional C&C ��al4111►� Maximum Web Forces Per Ply (Ibs) member design. �A,/�/r+ Webs Tens.Comp. Webs Tens. Comp. j� q�;`,` Wind loading based on both gable and hip roof types. ♦ hQ e e e �` 1i C - K 405 -360 E - I 712 -314 r�/mod K-D 712 -314 I-F 405 -360 4�a♦1^�®a 10E�h•ea No. 86367 e e e o STATE OF a 4 ��Ip/b�1�a1111j1 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 ""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 SBCA) for and safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless -noted otherwise, top chord shall have attached bottom have properly structural sheathing and chord shall a properly attache. ri id ceilin Locations shown for permanent lateral resttraint off webs shall have bracinq installed per BCSI sections-B3, B7 or 1310, as App�y to face applicab3 plates each drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not;be respponsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI 1, or for handling, shipping,. mstal!ation and bracinclof trusses. A seal on this drawing or cover pa a listing this drawing indicates acceptance of professional enUegring responsibility solely -for the design shown. The suitability and use of this 6750 Forum Drive drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 Fpr more information see these web sites: Alpine: alpineitw com; TPI: tpinst orq; SBCA• sbcindustrycom; ICC• iccsafe orq• AWC: awc orq Orlando FL 32821 SEQN: 49807/ HIPS Ply: 1 Job Number: N333986 Cust: R8975 JRef:1X3T89750069 T14 / FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57538 Truss Label: A5 SSB ! DF 03/18/2021 6'9"4 13' 19'4" 25'8" 31'10"12 38'8" 6'2"12 6'4" 6'4" 6'2"12 6'9"4 ,5X5 II12X4 =5X5 D E F 12 6 zxa C zxa r� o G N_ W3 Z B A H t__0 a 3 18'8„ 4X6(A2) =6X6 =5X8 =6X6=4X6(A2) 38'8" 10' 9'4" 9'4" 10, 10' 19'4" 28'8" 38'8" Loading Criteria (pst) 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): 0.220 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.382 E 999 240 B 1665 !- /- /931 /699 /303 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J - - H 1665 /- /- /931 /699 /- Des Ld: 37.00 MC Kzt: NA ean Height: 15.00 ft HORZ(TL): 0.130 J Mea Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: psf B Brg Width = 8.0 Min Req = 2.0 5.2 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.535 H Br Width = 8.0 Min Re 9 q = 2.0 Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.797 MWFRS Parallel Dist: h/2 to h Bearings B & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.565 Bearings B & H require a seat plate. Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1934 - 3031 E - F 1860 - 2498 Top chord: 2x4 SP #2 N; C - D 1844 - 2775 F - G 1844 - 2775 Bot chord: 2x4 SP #1; D - E 1860 -2498 G - H 1934 - 3031 Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom chord B - L 2643 -1613 K - J 2172 -1247 live load in areas with 42"-high x 24"-wide clearance. L - K 2172 -1267 J - H 2643 -1594 Wind Wind loads based on MWFRS with additional C&C `�11 a 9i 41111iI+ Maximum Web Forces Per Ply (Ibs) member design. t iWAI{ lOr�r Webs Tens.Comp. Webs Tens. Comp. ,tkw Wind loading based on both gable and hip roof types. *� (� 0 • • • 1 /4'� �Al C - L 385 - 333 K - F 470 - 357 +4/PA, (A L-D 573 -188 F-J 573 -188 D-K 470 -357 J-G 85 -333 K 58 - 353 No. 86367 r c�,� e STATE OF ®IN �. ��i�s��••pe®� 'off dil FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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 and follow the latest edition Component Safety Information, by TPI and SBCA) of BCSI (Building -- safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly - attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as Apply to face, truss applicable. plates each of and position as shown above and on the Join Details, unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. F�efer to A LPI N E Alpine, a division of ITW Building Components Group Inc. shall not,be responsible for any deviation from this drawing, any. failure to build the AN MNCOWANY truss in conformance with ANSI/) PI 1, or for handling, shipping,. installation and bracingof trusses. A this drawingor seal on cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solelyor the design shown. The suitabiliy and use of this drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49808 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T12 / FROM: RWM City: 1 ,7A5l320 ,167ED ,RH01 / 1672/ARIA14EAB ELEV.D DrwNo: 077.21.1122.58006 Truss Label: A6 �SSB / WHK 03/18/2021 5'9"4 11' 19, 5'9"4 f E-12 8' 10, 10, 27'8" 32'10"12 38'8" 8'8" 5'2"12 5'9"4 5X5 = 5X5 ; 5X5 D E T3 F 9'4" 19'4" 38'8" 9'4" 28'8" 10, 1' 38'8" 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 lac L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.203 E 999 360 Loc R+ ! R- / Rh / Rw / U / RL B 1518 /- /- /918 f701 /263 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.378 E 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 J - - H 1518 /- /- /918 1701 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.120 J Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.0 psf Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.832 H Br Width = 8.0 Min Re 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.731 Bearings B & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.87 ft - Rep Fac: Yes Max Web CSI: 0.575 Bearings B & H require a seat plate. Loc. from endwall: not in 9.0o ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): I Chords__ Tens.Comp. Chords Tens. Comp. _ VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE o r Lumber Top chord: 2x4 SP #2 N; T3 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Bracing (a) 1 X4 #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 `��oi�f�f�rPrP�r►�i �d, e Q S 4' 50 ° �\�' E l� / '�'+ s L r i� e No.86367 a r o i m w �2. - STATE OF�,Iv r�®Ig'`F" �4 ORIVr FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatingg= 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 bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join i Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$c�Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANrrWCCWAW truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing -this drawing indicates acceptance of professional.enc �ineenng responsibilityV solely for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: )CC: iccsafe.ora: AWC: awc.oro _. _ Orlando FL, 32821 V -LJ/J C - D 1978 - 2450 F - G 1982 - 2452 D - E 2329 - 2603 G - H 2108 - 2718 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2374 -1780 K - J 2081 -1495 L - K 2074 -1505 J- H 2371 -1756 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 462 - 70 K - F 591 - 598 D - K 635 - 662 F - J 461 - 62 E - K 734 - 496 SEQN: 49809/ HIPS Ply: 1 Job Number: N333986 Cust: R8975 JRef:1X3T89750069 T9 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57210 Truss Label: A8 SSB / WHK 03/18/2021 9' 17' 21'8" 29'8" 38'8" 9' 8' 4'8" 8' 9' 6X6 T2 —D5X5 =4ET34 =6X6 F T ,2 6 W o (a) (a) W5 B G In 1 DA H I 88" =4X6(A2) -6X6 =5X5 =6X6=4X6(A2) 1 38'8" �1 10; 9,4„ 9-4" 10, 1 1019'4" 28'8" 38'8" 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): 0.229 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 J 999 240 B 1518 /- /- /900 f703 /222 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1518 P /- /900 f703 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.140 1 Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: psf 5.2 G Br Width = 8.0 Min Re Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.906 9 q = 1.8 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.794 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.280 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 2172 -2622 E - F 2160 -2395 C - D ' 2160 - 2395 F - G 2172 - 2621 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2774 -3079 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2256 -1787 J - 1 3036 -2492 be equally spaced. Attach with (2) 8d Box or Gun K - J 3034 -2506 I - G 2256 -1766 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) iO�tllfl�PlO�r Webs Tens.Comp.Webs Tens. used in ld f CLR�ry� W�4k �'j Comp. or scab reinforcement f b(1) restraint. (2)eu substitute (1) scab CLR ane cabs ��1�a when to be 6 9 a 41 a f ♦ � �A, K - D 866 -763 IE- F 688 - 391 saforme s!zeR'S Braden and Orelnforcement length of web ®O��+L�vO 4 ��° member. Attach with 0.128x3" gun nails @ 6" oc. wd ♦♦ �,`��" ' Wind u+`4 No.186367 Wind loads based on MWFRS with additional C&C o ♦ w 01. 0 member design. s Wind loading based on both gable and hip roof types. p ♦ o �® STATE OF 4, °,F a: oRio'�� Olildlfll�tia�, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatingg handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) for to safety practices prior performing these functions. Installers shall provide temporary bracing per BCSI. Unless -noted otherwise, top -chord shall have propedv 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 Apply to applicab-le. plates Jrawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. each face of truss and position as shown above and on the Join Details, unless noted otherwise. Ffefer to ALPINE Alpine, a division of ITW Buildingp�Components Group Inc. $hall not be responsible for any deviation from this drawing, any failure to build the AN TVCOMPFNY truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawing or cover page isting this drawing indicates acceptance of professional enl1ineenng responsibilityy solely for the design shown. The suitability and use of this 6750 Forum Drive hawing for any structure is the responsibility of the Build ingUesigner ANSI/TPI 1 Sec.2. Suite 305 per :qr--more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; [CC: iccsafe.orq: AWC: awc.orq Orlando FL, 32821 SEQN: 498271 HIPS Ply: 1 Job Number: N333986 Cust: R8975 JRef:1X3T89750069 T25 / FROM: HMT City: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.58273 Truss Label: A10G / YK 03/18/2021 T 0 l71 7' 7 17' 10, 26'4 94" 31'8" 38'8" 54" 7' 12 tll 8 CT2 =8XD10 T3 =H1014 �6X6 E T4 F 26'4" i12'4" 7'1"12 4'10"4 5' 5'8" 3'8" 5'0"8 TWEI 1� 7'1"12 12' 17' 22'8" 26'4" 31'4"8 38'8" 11 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.147 M 999 360 VERT(CL): 0.278 M 999 240 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1751 /- /- A /806 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - - J 4100 A /- /- /1843 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.101 K G 256 /- /- /- /134 /- Building Code: NCBCLL: 0.00 Mean Height: 10.51 ft TCDL: 4.2 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.785 B Br Width = 8.0 Min Re 2.1 9 q Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.979 J Brg Width = 8.0 Min Req = 5.7 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: No Max Web CSI: 0.870 G Brg Width = 8.0 Min Req = 1.5Bearings Loc. from endwall: NA FT/RT:20(0)/10(0) B, J, & G are a rigid surface. Bearings B, J. & G require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) �ulflmrl tnorus I ens.uomp. L;noras I ens. comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP SS; T4 2x6 SP #2 N; B - C 1493 - 3260 C - D 1247 - 3005 Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Webs: 2x4 SP #3; W6 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a) 1X4 #3SRB or better continuous lateral restraint to B - N 2859 -1288 L - K 2810 -1334 be equally spaced. Attach with Box or Gun N - M 2884 -1292 K - J 791 -1817 nails(0.113"x2.5",min.). Restraintnt material to be supplied M - L 2810 -1334 J - 1 791 -1817 and attached at both ends to a suitable support by �*ii f @11 r Pa//rr/ erection contractor. ,®®t� AL 1 A 1� .0 ►Y Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs ,a ©1`1 #, `0 d ®• • • �•1 • • P, lkv Webs Tens.Comp. Webs Tens. Comp. for (2) CLR'S where shown. Scab reinforcement to be �,k • # `�� r Ys M •► C - N 617 -100 E - J 1938 - 3930 same size, species, grade, and 80% length of web �A 0 � e 6 �,,� D - K 1588 -3143 E - I 2067 872 member. Attach with 0.128x3" gun nails @ 6" oc. a A tg t�GC K - E 2681 -1062 1 - F 372 -487 Loading w • '�t PV V R • .r #1 hip supports 7-0-0 jacks with no webs. ® • �n � o Wind ®® STATE 4/i a 4d/ Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. e to ®•4 Z QRIQ`• ® o�a`'� dv®iPs so • '� 0 jk�' FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall -provide temporary. CrBCSI- Unless -noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly tl rigpid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per.BCSI sections B3, B7 or B10, icable. Apply plates to each face otruss-and- position. as shown above and on the Join Details, unless noted otherwise. Refer -to Is 160A-Z for standard plate positions. Refer tojob's General Notes page for additional information. A L.PI NE a division of ITW Buildin$cLComponents Group Inc. shall not be responsible for any.deviation from this drawing, any failure to build the — FNMCOW— conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracinp of trusses. A seal on this drawing or cover page_ — 675o Forum -Drive its drawing, indicates acceptance of professional en ineenng responsibilit solely for the design -shown: The suitability and use of This r/rng for any s ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 - more information see these web sites: Alpine: alpineitw com• TPI: tpinst or • SBCA: sbcindustry com; ICC• iccsafe org• AWC: awc org Orlando FL 32821 • SEQN: 49810 / SPEC Ply: 1 FROM: RWM Qty: 1 • 7'10"14 r T10"14 Job Number: N333986 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D Truss Label: A7 13'10" 16'8" i 21'4" 5'11"2 2'10" r 4161, 5X5 D Cust: R 8975 JRO:1X3T89750069 T11 / D rw No: 077.21.1122.67913 SSB / WHK 03/18/2021 27'8" J 32'62 38'8" 6'4" 4'102 61"14 5X5 =4X4 =5X5 E F G 12 6 5CX5 T W �; 2X4 (a) (a) (a) H o CO W6 B A J 4X6(A2) -6X8 =-5X5 =5X8 =4X6(A2) 1' 10, -r 10, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.87 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. 38'8" 9'4" 19'4" 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): 9'4" 28'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.220 L 999 360 VERT(CL): 0.410 L 999 240 HORZ(LL): 0.068 K - - HORZ(TL): 0.127 K - Creep Factor: 2.0 Max TC CSI: 0.881 Max BC CSI: 0.744 Max Web CSI: 0.994 Ve r: 20.02.00A.1020.20 `,li,wI II III I I?ifh/j a o' No, 86367 p � b STATE OF 4-- 10, 38'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1515 /- /- /920 /695 /320 1 1518 /- /- /916 /697 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 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 1852 - 2648 F - G 1655 -1995 C - D 1866 - 2456 G - H 1826 - 2444 D - E 1240 -1492 H - 1 1946 - 2706 E - F 2048 - 2513 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2290 -1492 L - K 2498 -1741 M - L 2446 -1670 K - I 2358 -1608 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 409 - 357 F - K 610 - 632 M - D 1664 -1210 G - K 768 - 442 M - E 1241 -1466 ll(11l801Ib6 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 `"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,- hand ling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI anSBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have Rroperr attached structural sheathing and bottom chord shall have a properly - attached d id ceilincl Locations shown for permanent lateral restraint of webs shall have bracininstalled per BCSI sections B3, B7 or B10, as applicable. Apply plates to each -face of truss and position as shown above and on the Join Details, unless noted otherwise. ffefer to A LPI N E drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the M COWA ., truss in conformance with ANSI 1,- or for handling, shipping,. installation and bracin of trusses. A seal on this drawingor cover page 675o Forum Drive listing -this _drawinq -indicates-acceptance of professional engineering responsibilityy solely -for the design shown. The suitabilify and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com:-TPI: tpinsl.orq: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 49811 / SPEC Ply: 1 Job Number: N333986 Cust: R8975 JRef:1X3T89750069 T21 I FROM: RWM Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57881 Truss Label: A9 SSB / WHK 03/18/2021 7'10"14 13'10" 18'8" 24'8" 29'8" 38'8" 7'10"14 5'11'T 4'10" 6' 5' 9' 6X6 D 12 =6X6 =-4X4 �5X5 6 05CX5 E F G (a) T W3 T5 r c A B H 4X6(A2) =5X5 =8X8 -6X6=3X6(A1) 1' 10, 10, 9'4" 19'4" 38'8" 9'4" 28'8" 10, 1 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.292 E 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1514 /- /- /909 /694 /320 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.544 E 846 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.073 D - - H 1516 /- !- /903 /698 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.137 D Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: psf Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf 5.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.879 H Br Width = 8.0 Min Re 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.773 Bearings B & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.845 Bearings B & H require a seat plate.Members Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 Wind Duration_ 1.60 WAVE D r Lumber Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3 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 ,�toi11lf11P►t//�P 0' 6 No. 663C. 67 m q x; STATE OF • 4r t. wo • • �a - F _1 -owe C - D 1857 - 2461 F - G 1887 - 2379 D - E 3122 - 3805 G - H 1897 - 2600 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2290 -1467 K - J 2821 - 2050 L - K 1836 -1131 J - H 2232 -1497 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 404 - 352 E - K 1795 -1982 L - D 598 - 307 F - J 697 - 665 D - K 2451 - 2042 J - G 727 - 446 ONAL FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,.top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attache' ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicabgle. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover page listing this drawingg indicates acceptance of professional en ineenng responsibilittyv solely for the design shown. The suitability and use of this drawing for any sfructure is the responsibility of the Building -Designer per ANSVTPI 1 Sec. 2. For more information see these web sites: -.Alpine: aloineilw.com: TPI• tninst om, SRCA• shcindostry enm• ntnir• anrn AL NE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49828 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T4 / FROM: HMT Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57960 Truss Label: A8G / YK 03/18/2021 7'10"14 7'10"14 13'10" 20'8" 5'1 V2 6'10" 5X5 D 26. 31'8" 38'8" 5'4'. 5'8" 7' 12 6 of5X5 �5X10(SRS) _ E _4 F10 T4 ,5X5 G Tzo B H o A , 188 3X6(A1) 0L K 1112X4 =5X10 1112X4 1114X4=4X6=3X6(A1) 5X5 21' 5' 7'11"5 6'0"11 69"12 3'10"4 1'4" 5'4"8 7'11"5 14' 20'9"12 248" 26' 31'4"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 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: 3.87 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T4 2x4 SP #1 Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 27.73 TC: From 28 plf at 27.73 to 28 pif at 31.67 TC: From 56 plf at 31.67 to 56 plf at 39.67 BC: From 20 plf at 0.00 to 20 plf at 27.73 BC: From 10 plf at 27.73 to 10 plf at 31.64 BC: From 20 plf at 31.64 to 20 plf at 38.67 TC: 177 lb Conc. Load at 27.73 TC: 161 lb Conc. Load at 29.60,31.60 TC: 214 lb Conc. Load at 31.64 BC: 126 lb Conc. Load at 27.73,29.60 BC: 489 lb Conc. Load at 31.64 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 Fee: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.031 G 999 360 VERT(CL): 0.059 G 999 240 HORZ(LL): 0.013 O - - HORZ(TL): 0.024 O Creep Factor: 2.0 Max TC CSI: 0.753 Max BC CSI: 0.884 Max Web CSI: 0.669 Ver: 20.02.00A.1020.20 o o . r' 0®eo�% rp �`i ate`` '��©N 0F'Ns�'+ a ti No $6367 's * p w �a STATE OF 12'8" 7'3"8 1' 38i'_' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 782 /- 1- /- /376 /- M 1016 /- /- /- /452 /- K 1681 A /- /- /807 A H 903 A A /- /436 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 2.3 H Brg Width = 8.0 Min Req = 1.5 Bearings B, M. K, & H are a rigid surface. Bearings-B, M, K, & 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 523 -1085 E - F 389 -158 C-D 271 -542 F-G 518 -1166 D - E 277 - 546 G - H 679 -1396 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - O 894 -402 J - H 1184 - 553 O - N 890 -403 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - N 264 - 582 F - K 831 -1371 N - E 813 - 362 F - J 1757 - 797 E - M 513 - 875 J - G 439 - 244 C�1TifV'ap' '`~ At. FL REG# 278, Yoonhwak Kim, FL PE 486367 03/18/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT- FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of Safety, Information,, by, TPI and SBCA) for safety practices prior to performing these functions. Installers shall ❑roe Alpine, a division of ITW Building truss in conformance with ANS71A • - listing this drawin indicates acci drawing for any structure is the re For more information see these web feral Noies page Tor aoontonal intormation. not. be responsible for any deviation from this drawing, any failure to build the g,, installation and bracing of trusses. A seal on this drawing or cover page ering responsibility solely for the design shown. The suitability and use of This Jgnerper ANSI/TPI 1 Sec.2. TPI: AWC: awc.ora .. - ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49812 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef: 1 X3T89750069 T29 / FROM: RWM Qty: 3 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.58069 Truss Label: B1 SSB / WHK 03/18/2021 T10"14 13'10.. T1014 + 5'11"2 21' 7'11"5 T11"5 6'0"11 14' =4X4 D 20'10"4 7'0"4 T 21' 26'4" 5'S"12 5'4" 5'4" 26'4" T V0'3 _L Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.034 J 999 360 VERT(CL): 0.062 J 999 240 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 845 /- /- /554 /191 /280 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.013 J - - H 1051 /- /- /542 /186 /- Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.024 J K 185 /- /- /121 /59 /- NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.664 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.620 H Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.557 K Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0) Bearings B, H, & K are a rigid surface. Bearings B, H, & K require a seat plate. GCn 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) 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. 0Ilt II1l//ter 1 A WAS ��ro 0 No 88367 0 -^ STATE OFQ- Chords Tens.Comp. Chords Tens. Comp. B - C 693 -1221 D - E 520 - 694 C - D 539 - 679 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B -J 1015 -550 J - 1 1011 -551 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - 1 448 - 579 E - H 625 - 903 I-E 586 -174 °•o`��`•• C4RIV� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling, shipping, installing and bracing.. Refer to and follow -the latest edition of d UdU MP r iu rerun �ocduons sr own ror ermanent rateral restraint or webs snarl have bracingq installed per BCSI sections B3, 87 dr B'10 as appllcab e. App y prates to each face o truss and position.as shown above and on the Joint Details, unless noted otherwise. Refer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$cLComponents 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 bracinQ4of trusses. A seal on this drawing or cover pag4 listing this drawing .indicates acceptance of professional en sneering responsibili(t�� solely -for the design shown. The suitability and use -of this drawing for any structure is the responsibility of the Building -Designer per ANSVYT l 1 Sec.2. Fpr more information see these web sites: Alpine: alpineitw.com: TPI: tvinst.ora: SBCA: sbcindustrv.com, ICC: icrsafe_ora, AWC• nwr. nrn ALPINE - M W COMPAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 498131 GABL Ply: 1 Job Number. N333986 Cust: R 8975 J Ref: 1 X3T89750069 T27 I FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.58007 Truss Label: B2GE SSB / WHK 03/18/2021 6.1"7 6'1"7 F-- 310 --i--- 2 3 14 —i !--2Pi— 2 0"4 �4 H r6:. 20'8" 27'8" 1' 6'1°14 T10"2 13V 6'1"14 1 14' 1 27'8" 4'8" —i 1'8" -i Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or •=PLF 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): 0.021 O 999 360 Loc R+ / R- / Rh / Rw / U / RL B 209 /- /- /104 /69 /290 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.040 O 999 240 BCDL: 10.00 Risk Category: II - Snow Duration: NA HORZ(LL): -0.011 M - - B` 79 /- /- /43 /17 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.020 M Z 256 /- /- /213 /99 /- Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 AA 57 /- /- /53 /26 /- Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.146 Wind reactions based on MWFRS Load Duration:-1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.220 B Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.147 B Brg Width = 248 Min Req = - Loc. from endwall: not in 9.0o ft FT/RT:20(0)/l0(0) Z Brg Width = 8.0 Min Req = 1.5 AA Brg Width = 16.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, B, Z, & Z are a rigid surface. Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE IVIEW Bearings B, B, Z, & Z require a seat plate. �umuer Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes Ali plates are 2X4 except as noted. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETINOI18 for gable wind bracing and other requirements. IVlemners not imea nave forces less tnan 3 /b# ��d�trtm►Prvrrrlr AHWA � r •ra No, $6367 m O A �o STATE OF • cv; rwolo, �0 ORIa �q NAI FL REG# 278, Yoonhwak Kim, FL PE 486367 03/18/2021 "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 rior to performing these functions. Installers shall provide temporary bracing per-BCSI:-Unless noted otherwise, top chord shall have properyy attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall havebracinq 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 gDetails,-unless noted otherwise. f�efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not.be resp. onsible for any deviation from this drawing, any failure -to build the nN mvcornvauv truss in conformance with ANSI/? PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of.professional en ineenng responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 49814 / GABL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T28 ! FROM: RWM Qty: 1 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57256 Truss Label: C1GE SSB / DF 03/18/2021 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 " 4,2" 47' �-- 2' (TYP) �— 27' 4X4 D 8'4" 4'2" 12 6 C E N O B F SU LiG8 8, J H 2X4(A1) =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; Plating Notes All plates are 2X4 except as noted. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 8'4" 8'4" 8'4" 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)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.003 1 999 360 VERT(CL): 0.005 1 999 240 HORZ(LL): 0.001 H - - HORZ(TL): 0.003 H Creep Factor: 2.0 Max TC CSI: 0.160 Max BC CSI: 0.089 Max Web CSI: 0.092 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ ! R- / Rh / Rw / U / RL B* 185 /- A /135 /87 /59 F* 185 A A /135 /87 A Wind reactions based on MWFRS B Brg Width = 24.0 Min Req = - F Brg Width = 24.0 Min Req = - Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# �g®�t��tirfrorrrr 60 Wak.�p'°o. CENS� +� a .a � Wei 0 A STATE 4F e WO rf. °rooe® e 41�ldllil;tld109�+' FL REG# 278, Yoonhivak Kim, FL PE #86367 03/18/2021 '*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 e.r-BCSI. Unless noted otherwise, top chord.shall have �roper)Y attached structural sheathing and bottom chord shall have a -properly - attache J rigid ceiling Locations -shown for permanent lateral restraint of webs.shall have bracirrzl installed pe -BCSI sections B3, B7 or B10 as applicable._ AppTy-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 BuildincQ Components Group Inc. shall not: be responsible for any deviation from this drawing, any failure to build the ANR COMPAW truss m conformance with ANSI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing -this drawing,. indicates acceptance of professional engineering responsibilitty�-�solely-foY the design shown. The suitability and use of this Suite For drawing for any structure is the responsibility of the Building0 esigner per ANSI/TPI 1 Sec.2.305 For more information see these web sites: Alpine: alpineitw.com; TPI: toinst.oro: SBCA: sbcinduslrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32.821 SEQN: 49815 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T7 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrvNo: 077.21.1122.58225 Truss Label: V4 / WHK 03/18/2021 111"8 3'11" 1'11"8 1 1'11"8 12 6 [�7' = 4X4 B A4X4(D1)=4X4(D1) C 14'1.1"3 D 3'11" 3-11" 3'11" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or'=PLF 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): 0.004 999 360 LOG R+ / R- / Rh / Rw / U / RL D* 75 /- /- /32 /6 /6 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.007 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.001 - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.59 ft HORZ(TL): 0.003 D Brg Width = 47.0 Min Req = - NCBCLL:10.00 _ TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Bearing A is a rigid surface. Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.070 Members not listed have forces less than 375# Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.098 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Loc. from endwall: not in 9.o0 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1-020.20 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 Valley truss connection to truss below shall be designed and furnished by others . �ti�i1vr�rrP:r� WA,�j�ri 100 No.86367 SL °® STATE OF ONAL IdirtliIIoatte�+� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 pnor 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 applicab3 Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division -of ITW BuildincL.Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa e listing.this drawing indicates acceptance of professional enclmeering responsibility solely -for the design shown. The suitability and use of this drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information -see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora ALPINE -6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49825 / VAL Ply: 1 Job Number: N333986 Cust: R 8976 JRef: 1X3T897500695 / T FROM: RWM Qty: 1 .7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.58022 Truss Label: MV01 SSB / WHK 03/18/2021 1112X4 19 B r 4' 1 "11 4'1"11 4'1 "11 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or *=PLF 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): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT CL : NA BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Snow Duration: NA HORZ(LL): 0.003 C Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.006 C - - D Brg Width = 49.7 Min Req = - NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Bearing A is a rigid surface. Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.354 Members not listed have forces less than 375# Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.260 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.151 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 Lumnet Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . HWAk 0� ® ��e•o�e�"� yip a ;® No.86367 2. w P ® STATE OF OR IV, ViIiSIQN A 1. FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS - Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building - Component Safety Information, by TPI andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary. • bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attache, rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. Installation and bracingq� of trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professional enggi�neering responsibility solely for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. - For more information see these web sites: Alpine: aloineitw.com: TPI: toinst.oro: SBCA: sbcindustrv.com: ICC• irrsafp_nrn• AWC- nwr.. nrn _ ALPINE A MCOWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 498161 VAL Ply: 1 Job Number: N333986 Cust: R8975 JRef:1X3T89750069 T6 / FROM: RWM Qty: 1 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57725 Truss Label: MV02 SSB / WHK 03/18/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Soacina: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; 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. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 12 6 1112X4B 4X4(D1) T A N T Ll 10'11"13 V/// CD 1112X4 L 2'1"11 D 2'1"11 2' 1 "11 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or *=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /45 /10 /13 Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.000 C Wind reactions based on MWFRS HORZ(TL): 0.001 C D Brg Width = 25.7 Min Req = - Building Code: Creep Factor: 2.0 Bearing A is a rigid surface. FBC 7th Ed. 2020 Res. Max TC CSI: 0.057 Members not listed have forces less than 375# TPI Std: 2014 Max BC CSI: 0.054 Rep Fac: Yes Max Web CSI: 0.041 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 WnvF _ `,�i191Ilifltfjt ��atyW WAk e�'f�' �r •° 3EtV,90* ;top No. 86367 9: STATE OFc�,� lS,ONAgilitio + t��, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r sa shipping, prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,_top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attachetl rigid ceilirtq 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 Joins Details, unless noted otherwise. Refer to A LPI N G drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW.BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the A"rvcoru truss in conformance with ANSIITPI 1, or for handling, shipping,,- installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibility solely -for the design shown. The suitability and use of This _ drawing for any sgructure is the responsibility of the Building -Designer per ANSIRI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com;- ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49817 / EJAC Ply: 1 Job Number: N333986 Cusl: R 8975 JRef:1X3T89750069 T3 / FROM: RWM Qty: 2 7A51320 ,167ED ,RH01 /1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.58256 Truss Label: EJ7A / WHK 03/18/2021 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 SDacino: 24.0 " 2'4" 7' 7' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 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 Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.012 D HORZ(TL): 0.021 D Creep Factor: 2.0 Max TC CSI: 0.918 Max BC CSI: 0.504 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 L ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 425 /- A /360 1168 /237 D 125 /- /- /67 /- /- C 161 /- A /112 /160 /- 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# ,�ti;lit4 WA if 11411PlI��h qeAl 0 .S ® a No- 86367 STATE OF "o,O�FS ®14 R eefs�a�bA� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS sses require extreme care in fabricating, hand lin , shipping, installing -and bracing. Refer to and follow the latest edition of BCSI (Building nponent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary cling per BCSI:.Unless- noted -otherwise, top chord shall have �roperr attached structural sheathing and bottom chord shall have a properly iched rigqid-ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, applicable. _ AppTy Oates -to eaclT.face o.truss and position as shown above and on the Join -Details,— unless noted otherwise. Pefer to wings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ine, a division of ITW BuildinQ Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the s-in conformance with ANSI 1, or for handling, shipping,, installation and bracingg of trusses. A seal on this drawtn or cover pac] e ng this drawing indicates acceptance of professional engineering responsibilityy solely for the design shown. The suitability and use of Vs wing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. more information see these web sites: Alpine: aloineitw.com: TPI, tninst.ora:-.SBCA: sbcindustrv_cam, ICC- icasafe_am- AWC awaorn ALPINEANMCOAWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 498181 EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 TB / FROM: RWM city: 14 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57257 Truss Label: EJ7 SSB / WHK 03/1812021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacina: 24.0 " . 3 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): R Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 oIi`,I,ItIIIIffftI ..No Q A r1 WA �'L1r��'� 4 86367 a „ .. Q. STATE OF ♦ j(.®% ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /249 /108 /208 D 125 /- /- 173 /- /- C 174 /- /- /128 /169 /- 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# Yr Ole " fSI()N FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building - Component Safety Information, by TPI anc7 SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per;BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310, as applicable. Apply_plates_to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z far standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinglComponents Group Inc. shall not responsible for any deviation from this drawing, any, failure to build the ANMCOMPAW truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing, or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of this Suite 305 drawing for any s9ructure is the responsibility of the Building -Designer per ANSUTPI 1 Sec.2. For more information see these web sites: Aloine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821- SEQN: 49819 / EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T1 / FROM: RWM Qty: 1 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57975 Truss Label: EJ7S / WHK 03/18/2021 7?'- T 7' 7' Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 /- /- /179 /71 /186 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 C - C 126 /- /- /76 /- P Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.030 C - - B 177 /- /- /132 /171 /- Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.738 A Br Width = 8.0 Min Re 9 q = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.513 C Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Loc. from endwall: not in 9.0o ft FT/RT:20(0)/10(0) Bearing A requires seat plate. GC Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.6n: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 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. �\CEN ` * * No, 8636 Z. s .. .. w STATE OF e ZORIV i�abl�s a� li J�QNA� k� e FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "•WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! '•IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses -require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI-(Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint ofwebs-shall have bracinq installed per BCSI sections B3, B7 or B10, as applica e. Apply plates to each face, of truss -and position as shown above and on the Join Details, unless noted otherwise. - f�efer to ALPINE l drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be respponsible for any deviation from this drawing, any, failure to build the ANrrWCOMPANY truss in conformance with ANSI 1, or for handling, shipping,.Anstallatton and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance -of -professional enpsneering 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�I 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com: TPI: tpinsl.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora - Orlando FL, 32821 SEON: 49820 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T32 / FROM: RDP city: 1 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57711 Truss Label: CJ5A SSB / WHK 03/18/2021 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 2'4" 4' 11 "4 4'11"4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 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 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.006 D HORZ(TL): 0.008 D Creep Factor: 2.0 Max TC CSI: 0.736 Max BC CSI: 0.220 Max Web CSI: 0.000 Ve r: 2 0.02.00A.1020.20 11'2"5 co CV � CM a'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 358 /- 1- /322 /155 /181 D 85 /- /- /46 /- /- C 102 /- /- /66 /104 /- 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# �djWlfpf/1 Xs,AHAN � o Na, 86367 p• g` � d i •41 � v O •� STATE OF • li, >a P0 �� 41 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing, and bracing. , Refer to and follow -the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to -performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attacheU 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 positron 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$QComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANR COMPAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili��r solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com: TPI: 1pinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 49821 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef: 1X3T89750069 T2 / FROM: RDP Qty: 5 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57540 Truss Label: CJ5 KD / YK 03/18/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 1, f 4'11"4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 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 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D - Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 11'2"5 M g (V iM 8-8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 /- /- /51 /- /- C 118 A /- /85 /116 /- 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# ��ii41f 111114/�;► &AH WAA P�sip Qaaeaeaa�� pp! E �, rY s,� ate_ r'd .� N�.86367 =,q STATE OF +f��fs/0N�A1_ tt' FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! •`IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.,Unless noted otherwise, top chord shall have proper)v attached --structural sheathing and bottom chord shall have a properly attached -rigid -ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown -above and on the Join Details, unless noted otherwise. Refer ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN-CCWAW truss in conformance with ANSI 1, or -for handling, shipping,, installation and bracin of trusses. A seal on this drawingor cover pa a 675o Forum Drve listing this drawing indicates acceptance of professional engineering responsibilittyv solely or the design shown. The suitabiliy and use of is drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 Fpr more information see these web sites: Alpine: alpineitw.com: TPI: toinst.ora:--SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc-ore Orlando FL, 32821 SEQN: 498221 JACK Ply: 1 Job Number: N333986 Cust: R 8975 J Ref: 1 X3TB9750069 T20 ! FROM: RDP Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EA8 ELEV.D DrwNo: 077.21.1122.58303 1 Truss Label: CJ3A SSB / WHK 03/18/2021 i 2'4" 2' 11 "4 2' 11 "4 IN T10'2"5 co N Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in ]cc Udefl U# VERT(LL): NA : VERT CL NA ( ) ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 308 /- /- /304 /153 /128 BCDL: 10.00 Risk Category: II g ry Snow Duration: NA HORZ(LL): 0.003 D D 45 /- /- /34 /13 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.004 D - - C 34 /- /- /44 /42 /- Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.773 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.244 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 it- Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Loc. from endwall: Any FT/RT:20(0)/10(0) Bearing B is a rigid surface. Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE 1VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. *'IMPORTANT'" IjIIrrn?if►0 10 No. 86367 a y i p i°a OP 7� 's a STATE QE ,60Na, atC�, FL REG# 278, Yoonhwak Kim, FL PE 486367 03/18/2021 RNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall -have a properly )er BCSI sections B3, B7 or B10, nless noted otherwise. Refer to vision of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the form ance with ANSI/ Pl. 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa4e rawing indicates acceptance of professional encQaIneenng responsibilitty� solely or the design shown. .The suitability and use of this any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. xmation see these web sites: Alpine: aloineilw.com: TPI: toinst.oro: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC- awc.ora ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49823 / JACK Ply: 1 Job Number: N333986 Gust: R 8975 JRef:1X3T89750069 FROM: RWM City: 5 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57678 Truss Label: CJ3 SSB / WHK 03/1812021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " L 12 T 10'2"5 6 co b) rn B co CV Qipn A V V D 1, 211 4 2'11'A Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- 1156 /71 /9E D 50 /- /- /27 /- !- C 63 /- /- /44 /64 /- 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# `�111111►r1►�li°°° E X0 #see �� i ■�® v �� e is A No, 86367 + eR ©, STATE OF a tv� R I f�eo a °1afs/0 AL �eir�B�Ase►e FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri3 ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable_..AppTy plates to each face, 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 ANMCOMPAW truss in conformance with ANSI) PI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili((�� solely -for the design shown. The suitability and use ofg is drawing for any structure is the responsibility of the Building -Designer per ANSIlTPI 1 Sec.2. Suite 305 For more information see these.web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 498241 JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRel:1X3T89750069 T24 / FROM: RWM Qty: 6 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077 21 1122.57679 Truss Label: CA SSB / WHK 03/18/2021 4 3 T i 12 6 � C aTe 11 4 � al 1 11 4 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT CL : NA ( ) ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw / U / RL B 143 /- !- /145 176 /45 BCDL: 10.00 Risk Category: II 9 ry Snow Duration: NA HORZ(LL): -0.000 D D 11 /-2 /- /14 /10 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.000 D C - /-15 /- /29 /33 /- Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.0 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.183 B Br Width = 8.0 Min Re 9 q = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.022 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Loc. from endwall: Any FT/RT:20(0)/10(0) Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): I Members not listed have forces less than 375# Wind Duration: 1.60 WAVE I VIEW Ver: 20.02.00A.1020.20 Lumoer Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min, toe -nails at bottom chord. ,1ri*3t111t 1111f1)�I 44 WAk CIEN No. 86367 K o o -p °° STATE 4F411 ° 4, • fit. i ��/ll(III110111�� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional engreenng responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more in a ALPINE ANMCCMFANY 6750 Forum Drive Suite 305 Orlando FL, 32821 TPI: SEQN: 49826 ! HIP_ Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T19 / FROM: HMT Qty: 3 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57178 Truss Label: HJ7 KD / WHK 03/18/2021 .N. 5'3"5 5'3"5 9110,11 4'6" 11 11 12'2"3 12 4.24 a 2X4 C v n v B T 4 3 A 6'8" FE =2X4(A1) =4X4 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " �-- 1'5" Wind Criteria Wind Sid: 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: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; 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. (3) 16d common (0.162"x3.5") nails at top chord (3) 16d common (0. 1 62"x3.5") nails at bottom chord 9'2"2 9'2"2 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): 9.104, Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.040 F 999 360 VERT(CL): 0.076 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 Ver: 20.02.00A.1020.20 Ito1rrrrrvv e•��a�� 0CEIVS�•� �0 s No.86367P. a It �p ! `P 4 STATE OF ®4, ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- /- /- /177 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 re 0, too '�s�aNAt *'S4 ��llllllllllliko FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING —IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer -to and -follow -the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural:sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, oT truss and position as shown -above and on the Joint"Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. A ping, a division of ITW BuildingComponents Group -Inc. shall not, be responsible for any deviation from this drawipg, any failure to build the RN-CO-P tr ss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawingor cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabiliy and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.or-q Orlando FL, 32821 Gable Stud Reinforcement Detail 7i ASCE 7-16: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 nr ipn 1., Win i c. e.4 ,a, u, t,.., t S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace I« (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace at( (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 S P F- #1 #2 31 U #3 3' 8'' 5' 9' 6' 2'' 7' 8' 7' 11' 9' 1'' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' HF Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Q Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 1 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 1 12' 4' 12' 9' 1 14' 0' 14' 0' J S P #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12181 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' P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' U Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' S P P #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 2' 7' 1' 7' 9' 8' 9' - 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' S U i i P Stud 4' 2' 7' l' 7' 6' 8' 9' 9' l' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' QJ 0 I� Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10' 12' 8'1 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' 11 S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0'1 14' 0' #3 4' 4' 6' S' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' QJ D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10, 2' 10, 10' 11, 10' 12' 7' 14' 0' 14' 0' • P P #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' l' 14' 0' 14' 0' 14' 0' 14' 0' CJ _ I 'S #3 4' 7' 8' 2' 8' S' 9' 8' 10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' LD U H P Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' U I Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 51' 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' r #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' i D f L Stud 4' 9' 7' 4' 7' 10' 9' B' 10' 1' 11' 7' 12' 0' 14' 0' 1 14' 0' 14' 0' 14' 0' Standard 4' 7- 6' 6' 6' 11' 8' 8' 1 9' 3' 11' 6' 12' 0' 13' 7' 1 14' 0' 14' 0' 14' 0' Diagonal brace option vertical length may be doubled when diagonal brace Is used. Connect dingonal brace for 600# at each end. Max web total length is 141. Vertical length shown In table above. Connect dingonal at AN ITW COMPANY 11514% Earth% City% Expressway %%Suite%242 \ % Earth% City% MO%63045 ,, About 18' L 'L' Brace End Zones, typ. 2x6 DF-L #2 or better diagonal r brace( single or double cut 8, (as shown) at upper end. W` 14N Refer to chart abofi6 —VARNDMiwx REAR AM FDLLOW ALL NOTES CN THIS DRAVIW N.Dr RTANTxx FUMSH THIS WAVING TD ALL CONTRACTORS I1ICLl1 M THE INSTALLERS. 11 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and allow the latest edition of BCSI (Buttering Component Safety Information, by TPI and SBCA) far safety •actices prior to perfarming these functions. Installers shot( provide temporaryy bracing per BCSL iless, noted otherwise, top chord shall have properly attached structural sheath:rg and bottom rho call have a properly attached rigid ceiling. Locations shown for pernanent lateral restraint of we call have bracing Installed per SCSI sections 113, B7 or B30, as applicable. Apply plates to each face truss and position as shown above and on the Joint Detatts, unless noted otherwise. fer to drawings 16CA-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fr Is drawing, any Failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, ;tallation 6 bracing of trusses. A seal on this drawing or cover page listing this drawling, Indicates acceptance of professional glneering responsbtt)ty solely far the design shom The suitabli ty and use of ttis drawDng r any structure k the rcsponstn0.lty of the Mdhg Designer per ANSI/TPI I Sect. /% 1 For more Information see this Job's general notes page and these web slt�q/��• ALPINE, wwwalpineitw.comi TPD wwwhpinst.orgi SBCA, wwwsbcindustrv.orot ICC, wwwlc JIMPIFfIf e4 WAS ' �a/� s 63 7 Bearing � ^� I'la4f � � V�IITIC0. °:Z ORON A 10P . C Bracing Group Species and Gradest Group At S ruce-Plne-Fir Hen -Fir, #1 / #2 Stnndard F #2 Stud #3 1 Stud I # IStandardl Dou las Fir -Larch Southern Pinexxx #3 #3 Stud S{ud Standard Standard Group Group Bi Hen -Fir #1 & Btr #1 Dou Ins Fir Larch Southern Pinekxx #1 #1 #2 #2 El Ix4 Braces shall be SRB (Stress -Rated Board). xxFor Ix4 So. Pine use only Industrial "or Industrinl 45 Stress -Rated Boards. Group B values may be used with these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang, Attach 'L' braces with 10d (0,128'x3.0' min) nails. X For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. )K)KFor (2) 'L' braces, space nulls at 3' o.c. In 18' end zones and 6' o,c, between zones. 'L' bracing must be a minimum of 80X of web member length. Gable Vertical Plate Sizes + Refer to common truss design for peak, splice, and heel plates, Refer to the Building Designer for conditions not addressed by this detail. Vertical Len tin No Slice Less than 4' 0' 2X3 Greater than 4' 0', but Less than Il' 6' 3X4 Greater than 11' 6' 4X4 AX, TOT, LD. 60 PSF Yoonhwak Kim, FL PE #86367 IMAX SPACING 24.0' REF ASCE7-16-GAB16015 DATE 01/26/2018 DRWG A16015ENC160118 'T Relnfol Memk Go Tr Gable Detail Fnr I P+-in \/artirn I c rnhlo T- Plato Qho. ppropriate Alpine gable detail 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 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven NaRsi 10d Common (0.148'x 3.',min) Nalls at 4' o,c, plus (4) nails In the top and bottom chords, Toenailed Nalls, 10d Common (0.148'x3',min) Toenails at 4' o,c, plus <4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load, ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings r A11515ENC100118, A12015ENC100118, A14015ENC100118, 91 �� 0 1pff? A18015ENC100118, A20015ENC100118, A20015END1001 �9l �'r> A11530ENC100118, A12030ENC100118, A14030ENC1,�, QtIC/)1511 %¢`� j6 A18030ENC100118, A20030ENC100118, A20030EN.Q1(� S11515ENC100118, S12015ENC100118, S14015EN 01118,A60 3 O1R9�� 4 S18015ENC100118, S20015ENC100118, S20015E10011% S 0 15P 1 8 S11530ENC100118, S12030ENC100118, S14030AC1001M, S • p S18030ENC100118, S20030ENC100118, S2003fND d118, S20030PED100118 a • See appropriate Alpine gable detail for maxlmwm unnRlnforced,601 vertical lc oVARN W_ READ AND FI71DW ALL BITES w THIS BRAVDa<a WAINPtitTANTwrr FlfiNISH THIS ngnvaiG ro ALL CR:TRACTiBYS INCLUDING THE INSTALLER& o Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor shall have a properly attached rlgid ceiling. Locations shown for permanent lateral restraint of webs eRi shall have bracing Installed per BCSI sections B3, B7 or 31110, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc -AN ITWCOMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation & bracing of trusses. 11514%Earth\City\Expressway A seal on this drawing or cover page Ustig this drawing, indicates acceptance of professkmt engineering responsibility solely for the design shown. The sultablUty and use of this drawling1l Suite\ 242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.P. 1\ Earihl City,1 MO\63045 For more Information see this Job's general notes page and these web sItLL�LStL17f ALPINE,-alpinelt%comi TPA www.tpinst.orgi SBCA, www.sbcindustry.orgi ICCi v a l STATE OF rallilliil�� 0 a 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Jeb Length Increase w/ 'T' Brace 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 2x6 20 Exampler 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' e_ IAX, TOT, LD, 60 PSF DUR, FAC. ANY MAX, SPACING 24.0' REF LET -IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 f _0 Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, WW Attach each valley to every supporting truss with) 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE 7-16 180 mph, 30' Mean Height, Part, Enc, Building, Exp, C, Wind TIC DL=5 psf, Kzt = 1.00 ❑ r' ASCE 7-16 160 mph, 30' Mean Height, Part, Enc, Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 3X4 12 12 Max. 2X4 X4 — 8-0-0 max --� 4X4 12 12 Max. F- 1X3 IX3 _1X3 5X4/SPL (Max Spacing) - o w a a o e 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing. Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with) properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o'c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, WAX Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley 2X4 Valle Spacing "WARemxi.. READ AND FMLGV ALL NDTES nN THIS IIRAVDKB ■eDGPQ2TANTv FURNISH THIS WAVING TD ALL CQITRACTMS INCLUDING THE INSTALLERS. Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporaryy bradng per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom cho shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of web; shall have bracing Installed per BCSI sections 113, B7 or 1110, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, less noted otherwise. PI unless Refer to drawings 160A-2 for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for my deviation fr this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation 6 bracing of trusses. \1514\EaAh\City\Expressway engineers seat on this drawing or cover Page llsKip this drams' Wilcates acceptance of professlomat 11514\ Ea42 for ony structure Is solelysy for the odesIgn B own. sut' o� u''e of this drawng theding Designer per ANSVTPI 1 Sec2 \\EaAh\City,\MO\63045 For more Information see this Job's general notes page and these web sit w ALPINE, ww,alpineltw.comi TPI, www.tpinst.orgl SBCA, www.sbcindustryorgi ICC, _, Square Cut Bottom Chord Vo" i o ` No STATE of •� COR1p►ot"- T e°ooe® 2X4 4X4 Ir Stubbed Valley Optional Hip End Detail Joint Detail LL 30 30 40PSF REF VALLEY DETAI bL 20 15 7 PSF DATE 01/26/2018 DL 10 10 10 PSF DRWG VAL180160118 LL 0 0 0 PSF LD, 60 55 57PSF DUR,FAC,1.25/1.3311.15 11.1 SPACING 24,0' If A Valley Detail - ASCE 7-161 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. �"K Attach each valley to every supporting truss with; (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=S psf, Kzt = 1,00, Max. Wind Speed based on supporting truss material at connection location; 170 mph for SP (G = 0.55, min.), 155 mph for DF-L (G = 0,50, min,), or 120 mph for HF & SPF (G = 0,42, min,), Maximum top chord pitch is 10/12 for supporting trusses below valley trusses. Bottom chord of valley trusses may be square or pitched cut as shown, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, 11 Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of web, sane species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with; properly attached, rated sheathing applied prior to valley truss Installation. Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, WWA Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. All plates shown are Alpine Wave Plates, 4X4 3X4 2X4 1� ley 12 Max, Spalc rag 2X4 X4 Pitched Cut �-- 8-0-0 max .+ Bottom Chord Square Cut Bottom Chord Stubbed Valley ❑ptional Hip Valley End Detail Joint Detail 4X4 Toe -nailed Valle y 12 o m n T u e 12 Max. t 2 0.(:. iio11► It x3 ,•� W r r� . 1X3 6-0-0 12 N� 10 Max, �\ Q e • s ® ♦ a u 4 sit IX35X4 <Max Spacing)IR �4�CiE 2X4Qo- , i 1X3 SPL 1X3 ae s ws a M0, 8$ " s 20-0-0 C++>" COM9n Tr •ale usses Partial Framing �--. Supporting trusses at 24' o,c, maximum spacing, v • 24" o,c, Plan gr. STATE OF • cv. ovARNDm.. READ NO tom„ ALL raDTEs a This nRA1+Dxa hro hni WRTMI'" tlMSN TITIS BRAVING TD ALL CGNTRACMRS D�ICLUDDIG THE INSTALLERS. " * ° ; C LL 30 30 40PSF REF VALLEY DETAIL Trusses require extreme care In fabricating, handling, shipping, Instatung and bracing. Refer to nndd l follow the latest edition of DCSI BuRding Component Safety Information, by TPI and SDCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing BCSL �� 0 1 `'�1 • 0 0 E p 11e U[(�1 DL 20 15 7 PSF DATE O1/26/2018y per noted otherwise, top chord shalt have property attached structural sheathing and bottom chord shall have Al.unless / �� V BC DL 10 10 10 PSF DRWG VALTN160118 a properly attached rlgld celling, Locations shorn for pernanent lateral restraint of webs shall have brndng Installed per 11.1 sections D3, D7 or I'll;, as applicable. Apply plates to each face t, /e� A �I of truss and pposition as shorn above and on the Joint DetaRs, unless noted otherwise. Refer to andrings lon as for standard plate poe o s. in C LL 0 0 0 PSF Alpine, a division of ITV Building Components Group Inc shall not be responsible for my deviation from tWs drarinp, any failure to build the truss In conformance with ANSI/TPI 1, ar for harhdling, shipping, ❑T, LD, 60 55 57PSF AN tTW COMPANY \1514\Earth\Ci 1Expresswaya ty Installation slea`oOn thisndra of trusses. Palk �8 this �r professional �y or rover �'W. trxtaWt and trance this h�tresure �sresp Pon the design shorn The sulr and use of Hhls drnwkg 111 Suite\242 for any sporhs60.1ty of the IiWdhg Designer per AtLSi/TPI 1 Sec2. per DUR,FAC.1,25/1,33 1.15 1.15 \Ea \dhl City,\MO\63045 for more Information see this job's general notes page and these w nl� r1 tt eb st SdL�l78, ALPINE, vw.alpineltr.coml TPD vw.ti pnst.orgl SHCA� rrrsbdntlustry.orgl ICG vd c oolillwak Kim, FL PE 486367 SPACING 24,0" I VALLEY FRAMING & BRACING DETAIL 6 1 R BC '/2 01 Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-li" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® "CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. :e the crippes for each row starting from the valioys or sleepers working Inward to the ridge board so that cripple locations are gered between rows. Typ) lnnection Requirement Notes 2x6 rafters to ridge 4 16d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 3 16d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Crinole to ourlin 3 16d tee -nails tr a RC viKcu it aLM=rtKS AKc U,tU) 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS --4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of crifpie with 10d 10.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cripples over 10'-0' long requre two CLR's or both faces WTI or scab. Use stress graded lumber & box or cemmoninalls. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples if cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing In accordance to current NDS requirement�Nb Nails are common wire nails unless noted otherwise. �� N• �� r•�GENSF•• -, Jr NQ� �' Tills DCLDMVDQ _ o@f4riAMo FIJRIISN T{flt 11RAVBG Tt1 ALL @ITR." _ UM•r THE Ir6TALLER& 41 ryv' f uvv r C LL 20 30 40 54 REF VALLEY FRAMING Trusses requW extra a care h fabrimtt,g, handltq, sNPp„g, Nstnl and bra fallow the latest a&tim of SCSI d S • Refer to"�'ar�, o3vafw rux,porvnt safety nrd Sack for to • ; . C DL 10 20 7 7 DATE 10/01/14 ., Practices Prior perfar p these functions, Installers shad provide t what ng —d Per DCST. all provide a or CSL shalt noted ro er ty attached top chord sfnll fave properly attached strucbrnl shrntNng and bottan ihoN shoo mve a property rr-eLho. Lxattons 9,om for perrore t lateral restraint of bs •Wese �. STATE : C DL 0 0 0 0 DRWG VACNV1801015 I� a � „ ar BIe, as npp(kabr1: Apply plates to each r shall have bractq intoned per al. seed) the of truss and oskion m sham above and m the Joint DetnAs, unless noted otherwke. • ,� P o BC LL 0 0 0 0 AN 1TH/ , Rafter to drawtgs t6gA-z for stand" prase posttMns, f-- Alpine, n &.Asian of ITV & Ading Conporxnts Croup Inc stwU not be resp.—M. for arty devlatbn f QA•'•. t OR10 ••.• �yEG A a tNs arowtq, my folure to build the truss In confornance with ANSVIPI I, or for han&tp, st>bptrg, hstallatim & bracing of trusses. - •�•••••• y C TOT. LD.30 50 47 61 far arty strut ev �ety tar Ahe = atom Teie this d-Astv. tdimtes o¢epmnct of professfvgl tfr 'y ord use of drowlrp re�°^�"h' °f ludo g•�o•�•r Ato'liTPI %t NA v �� .A�t DUR. FAC. 1.25/1.15 13369 Lakeironl Drive Earth City, Li063045 p••' CZ I s.e2. For fart t+farnatlon sit this job's oerarat notes ppaage and these web litela ALPM m tptxitwcani TPIi nw.tphst.ory SBCA, heirs drWustryor'gr IM mA=safeorg rpttta 0 ?� SPACING SEE ABOVE