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Home My WebLink AboutTrussREVIE ' P All-o c 1-71 d PACK TO b 4 TYPICAL 7' SETBA CORNERSET LABEL AND SPACING SHINGLE RO fHEEL,411-3,l---- 0 e PLUM Reviewed IDkw Code comPiall'" Universal own cJCWr� F NOTED NULTI-PLY GIRDER CONNECTION. ALL PLIES SWILL BE FASTEND TOGETHER (BELTS. NAILS. MID III? SCREWS) PRIOR TO INSULATION AND BEFORE ANY LOADS ARE APPLIED PER THE SUPPLIED ENIMAZERI4G SFEEM NITM DO NOT CDT 13R ALTER TRUSSES WITHOIT CONSENT [F THIS OFFICE BACK CHARGES WILL NOT BE ACCEPTED WITHWT PRIOR WRITTEN APPROVAL BY MR SERVICE DEPART)ENT'AT CARPFMER CONTRACTORS CF AWMCA. M 877-M-9487 NOTE. ALL BEARING WALLS MUST BE ABMMTELY DESIGNED TO CARRY THE LOADS DPOSED BY THE TRUSS OR TRUSSES, AND MUST BE IPLACE AND IN SERVICE BEFORE THE TRUSSES ARE SET IN ORDER TO AV® REPAIRS. Labeled End Mark Total Truss Quantity = 69. Z— THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. General Notes 1) N¢dmd lop daM pa d 2) fa bWwom to open id+ yi. wen slhonr 3) � gaff Ir 14• MC. w1:m Was% 4) Pw T— Phi b A" BCS-B1 -w=&5m pumwad X-koc N *Auld be plond at a mmdm n 1poriq 15' DC mm Dn opa4 tm the * �7ff bvL�m �xh Pkae Mier to BC9-Bt for aN a"llad buft ROOF LOADING SCHEDULE TCLL 20 PSF BCLL = Z Sr BCDL SO 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 CRPI'ERIA FBC 2017 TPI 2014 Tnus member deliFn & cemetlm pieta the deigned l*lhU E 7-IO and matiimum fora from both cemponems and eladdmgs and main wind force resisting systems. •'lbe. truss h..b—reviewed m mrty an. additional ION psfm -ron—A baaomchord We load. FLOOR LOADING SCHEDUL TCLL = PSF TCDL - PSF BCDL a PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REACI70NS AND UPIWPB ARE SHOWN ON ENGUMMMUNG10 WALL KEY 08'-8" DESCRIPTION INIT. DATE w m Id .m ha rmM tasl to sse rev n oNm WA mans am own vruv nm s 4rmss m tw rcv yr oar Irm anaas ten oan �n, w tsw m W 7n oa to ttr mnlvs tra vrlowt Wmar R asnn tsa ta,ato 1'N sans uoser wr�v IDAO/ DESCRIPTION INrr. DATE n to trt uvnru Q LRAM PIN= WT ]Mal NCARPENTER CONTRACTORS OF AMERICA 3900 AVENUE M N. W. WINTER HAVEN FLORIDA 33880 PHOM (BOO) 959-8806 FAX. C863) 294-2488 BUILDER D.R. HORTON STATEIEIDE PROJECTCRiDDfSUIE MODEL 1672/ARLA/4LAB CCA PROJ/MODEL/ALT 7AIS/ 320/1571D ALT DESC OTC 3325 TROMY CM= LOT 77 BLOCK DESIGNER RFS PAGE 1 DATE 3 17 ��128 �NN333988L lc 4 "=1' s.. REFER M PAO( FOR CONNECOOFL 0 r-m TYPICAL 7' SETBF CORNERSET LABEI AND SPACING Reviewed for Code Compliance oj Universal Engineering Sciences NOTE, MtLTI-PLY GIRDER CONNECTION. ALL PLIES SHALL BE FASMID TOGETHER (BOLTS, NAILS, MID OR SCREWS) PRIOR TII INSTALATH N AND BEFORE ANY LOADS ARE APPLIED. PER THE SUPPLIED ENGINEERING SHEETS HATE, DO HOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF A)ERICA, INC 877-293-9487 NOTEa ALL BEARING WALLS MUST BE ADEQUATELY DESIGNED TO CARRY THE LOADS IMPOSED BY THE TRUSS OR TRUSSES, AND MUST BE I PLACE AND IN SERVICE BEFORE THE TRUSSES ARE SET IN ORDER TO AVOID REPA02A Labeled End Mark Total Truss Quantity = 69. THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. General Notes 1) a pwdd dvd trose®, flat baess Ord Bat 9M- hate Des top died paaGY pied t - m gr be Totaled in Side up. 2) Al huger in be Sinpwa HllSI6 udm a0nrtiae aced. 3) Al tnm ryodig is 24 O.0 udeaf atim im noted 4) Pa Tnm PAW koftle BG9-BI mmunadoTm pemmet X-bead dndd be pbmd at a mm. spuig 15' OG a— On apu4 to be aepmIed at a aauni a d 20' betnem mch X-brace Wamdaat the abuctum Phu: adar to BC9-B1 for eery aaad'nod W.*g ddML ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 % WIND SPD/TYPF 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT H NAND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON- 9.2 PSF DESIGN CRPPERIA FBC 2017 TPI 2014 Truss member deli�m 8: mnnmmc plates desi� ed for ASCE 7-10 and mmamum forces lrom both mmpoamts, and claddings and main wind force resisting systems. • These wsses Lave Lem reviewed to carry m additional 109 psf nonaoncmraa bottom chord live load FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLIFTS ARE SHOWN ON ENGINEERING WALL KEY 0 W-B" ® 0 rLmi DEsmi-nON NIT. DATE tie iz a a tie erwn� nu w tie a ory ry >s va tw vuna s rmuvn vrrn nears tra arena tars raaw aav vaw m r art s tar ra r an vies am � tea as aes wit anam�M—e ws wi M190 IR.V SitRa11 a/1n9� i s s � CARPENTER C CONTRACTORS OF A M E R I C A MO AVENUE 0. N. W. WINTER HAVEN FLORIDA 33880 PHONE, (800, 959-11806 FAXr <fd63) 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECT CREE[6IDE MODEL 1672/ARIA/4EAB CCA PROJ/MODEL/ALT 7A5/ 320/167ED ALT DESC OTC 3325 TRINITY CDR LOT 77 BLOCK DESIGNER RFS PAGE 1 DATE 3 29 17 '1333986L 1A4 "=1' f-, Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE 7A5/320 CREEKSIDE � �� [i6ED k Lot: __..r_.� Block: ' Unit:.w_ Address: 3325 TRINITY CIR .........:................... ................................ .................................................................. .... JobNumber: N333986 Revision Date: New Load #: RG01 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 [p Reviewed for Code Unive(mPliance �a� Eng Sciencea�n�� ALPINE March 13,20.19 AN rrwc6mpAw Mr. Bob: Michaelis Carpenter Contractors of Amdricia,lnid. -3900 Avenue G, Northwest - Wiht6t HEfveh,FL 33880-620.1 Re: Alternative: 1h s'taillationa for a single ply carried truss with a width less than the hanger width_gnd. wood, blocking to: achieve full design load value for face -mounted: hanger _attachment * O*ft a* one: ply supporting girder (Reference Mail WA3M2).-. Dear Bob,: :Fot.a single ply carried truss ''with- 'a width leiss than the hanger width you ca,nJhstqjl.:a. prefabricated jack sob truss: for wood.filler b.1.6ckihgi The chord: sizes;:-chordgrades, and AlPirb:-,cbhhect6r.pIat6(S) to - be the. sairrieas the single ply--carned truss. The Prefabricated jack d;!b* truss. (*):Will have a. minimum pit6h-:of-V1Z, The single ply carried Jength of 48�'and WRI.have a minimum I.russ shall have.a. reaction of 3,.500'# or - leS�s'.'At'tadh'prefab6ctit-c�d.j'ack:�scab truss. with:. two (2)'roWs�.'of'0.1'28"x3,O"'Gun Nails at*2' O-C, Pee row, staggered 1 ":(See FigU06 I bel6W). P16ase'tefer to the' Simpson Strong. -Tie Catalog C'-'C'' 2Q1..:.9, page 2I� 'P* Pigpre:�3� for more Information, - Figilre 'I For-asingle'-pl'y— Me'rAhat requires wood blocking to,odhiom-Aill design load Value for face -mounted 9 hangers attach onewood-block to the back face of the single: ply girder with the same size.and dradeasAhe bottom.- Chord. Of the. single ply girder. The.-Wodd: block length to be such thatthe wood blocking --extends to eachadjacentpanel points and bottom -chord intersections): h. wood block (*)-- with two: -'.(2)-rows -of 0*.128'.x3.i7'Gun Nails at'0`0,0.. per .raw,.staggered, 3.0" applied to. the 67660orum Drive Suite. 305, Orlando, IFL 312821 - (000)'521-9106 - *(868).,422786*85 mwmalpineft.com Pr ALPINE AaN rtvK single ply -girder face, with an additional (20) 0,128, O'Gun Nails jA:each panel ppfint'app d out X� .He to 'the, Wood. No& face ($60 ibelow). Wi�r to the �Simpson .Wohg-T.ie:Catalog C-C..'201 9j -page 216,. Fig.Ure. 1 for more irifortnati6n. Figure Z, .. ..... ... . . ......... .. .. ... ......... .. .... .. ... .... .... .......... .. . . ........ ... The -application of preafabrimated Jack scab truss for Wood fille'rblocking :or wood blocking to, achieve full. design load value for face -mounted h4ngprp Must be :approved by thehardware manufacil Ail edge -and end distances, andtpai6ing for'all nail connections must be sufficient to'OreV66t.tplittihg of 'Wood.. If I can.be of any further assistance, -or if you have anyquestions. please7give me a call.. . 41. -Aer U" .XfZ . % Am-:': : �� . 'STATE (IF Chief Engineer Alpine-ari. M. Gor6poiny Engineering Popartment. Orlando; FL [VIV 6750 Forum DdV&. SUJ iteC306',:O'r1afid6.. FL.3282.1 - (800).521-.9790 - (863) 422-8685 Pm iY ALPINE M1!WCOW_1MY April 26,,:2019, Mr. Bob Michaelis Carpenter CoMmictors of Atnerida, Inc. 39.0.0 Ave.nueQ, Northwest Winter Haven, FL 33880-6201 Dear. Bob,. R6'- Stro'n'Oback bridging: on fbbftrutset. I understand Aheeaissofti6 condom over our feborbtnendati6nsf6r:strob back-bridgin'' on roof 9 g trusses: .8iiongback bridging for roof trusses is n.ot.a...r.e.q.uire.m,ent'..of:A.NSI=TPI 2014 nor is it U a requiremenfothe Building Component -Safety, Information- (BCSI), But strongback bridging on roof :trusses is recommended, by Carpenter Cdhtradtdrs of. America: -Str6higback bridging serves the:. following two _ functions:. One, bridging aligns the bottom chords after they are- set :so.. they are u.niform along the ceiling fine I and h Os- rvi.ea i i y inG k' .. w—i ceiling so , c 16,iit� Twoibrid.gingredu.ces-e6liativdd&fle.cti'on.6fadiabeht-tr'Ussds:: Strongback b(idgingAo6s: hot;pr6Vent or reduce overall indiVidual deflection, especially any rootrUss6f § * ' s. deftqq .. .. ....... ........ .. (i n g. nj qrqthan 1/4 inch, .......... .. .. StrongbaqX- bridging in roof trusses does not servei'.as :temporary be permanent bracing �and is not or .share design loads, -between i(Usses. Consequently, , -rip dos . 1 . do load' have`intended to .distribute. dh§tn' UiO y s been accounted for -With this. detail and continuous. s'tr6hgbac k.bddgiho should . . * hotbb -att' ached between common and girder '.trusses-.. The. use :of strongback bridging shall not. interfere with other, d gi. psga . considerations as specified :by (116 Engkieer' f R c or Building,Desig r. .6 Ord C). 6 1 Me The bUter-ofids of 'Siroogbackbridging shall be aftochedjo a wall or anothersecure end. restraint; or a.s.specified:by the Engineer of Record 6r.thd Building.D6sidri6r. Strofigback bridging 'shall be -'a. minimum of 2j.(6 ftordinai LUmbor- oriented With the d' epth vortical.. Attach with (3) fd pqMrpon nails (P. 126Tx1T) nailsat: each intersecting 'member: When extending the strdn k bacbridging overlap by at a.mini mur n of . two trusses. The jocat im Q f 9the.. tr n . ack bridging .9 maybe: specified .Oy'the -Truss Manufacturer-,. Engirie&r of Record, or Building Designer. Please rofd�.-;to- kSj "St-rongback! P :MBR-18ki.014 deta�iil for more information. The graphidl .ng tpvisions' O.r.to Alpine: urpose shoWh (FigUrie-1) is fb*rg.eno-rid.illustrAt,ivO!'p- only. Fbrum Drive:S . ulte 305, Orl6ndo, FL 3282 T- (800) 521-9790i - (863)422"8685 WWW.WoineitW.com.' ALPINEA.Mur-.- I X v U L- t.1*1 JL L- `,Iv . I .:. -) ) Fi gure.l., If I..c;ain be of any further assistance or -if you have any questions; please give. me a call. William. H. Knck. O.'E* ChiefEngiOper Alpirlo an 11W Company mpany Engineerihg'136p5ttmeht -()tl6n,do: FL V82.1. 676.0. - Forum Drive Suite.365, Od6n'd6, FL 32821 -; (800). 521-9.790 - (8153).4224685' W",alp'in.eJtwxorn** MO AN ffWMMPAW 13723 ft"*rt Oche SU110 MO Marylaw HOfOhf&,Mo 83043 S.TRONGBACK BRIDGING RECOMMENDATIONS IN,- All scab -.on blocks shall. be: .-m. -minimum, BUTT STRONGBACK BRIDG . ING TOGET14ER 'stress graded lumber*.', M-.-AU..strongback bridging .and bracing shall be: m1n1hum 8x'6 '.Stress' graded. 1.uHbL-4,.1 Oi-The .04rppse� of sirondbaqk- brid6lhols -t 0 op load sharing e 10'! ATTACH SCAB WITH 10d;BDVGUN.. Individual i S,: devel 0 between I vidua truss ROWS' AT 'resf&Wnri In 'an overall Increase I +k NOTE, IN LIEU IF SPLICING AS"SHOWN, LAP'1TR13NGBACK-'9RIDWNG HERDERS Fak:AT LEAST 1314E TRU=:;SP4C1NG STR13NGBACK BRIDGING SPLICE DETAIL GING ATTACHMENT A"L T*-.E**RN*A �A IF stifPneisr.pf, the. floor. -systemi 2x6* stronoback brldglng�, PoMt1oh0d- As. -:!�,hoWh in ditalls, Is recommended at. 101 =C".O.C. (Max;) iw--Th!�- terms: 'bridging' :OnC(:"bt�-Qdh"` mls,�akenly . �u are. sometimes sed"Interchangeably. `Tnaclhg.�� Is. an Impgrturit ;structural r�equlretnen-t. of any rLo&- or roof system, Refe)-' the. Truss.'De8igh -D "L 'uW,'Om nts -for ..r.q;*Ing (TD.M. fbi.,,� -the. ..bracing r .q e each IndIVIdIUM truss co.m ent, 'Bridging;' porticutarly, "strongback'Tornidging' 1:s. q:.. g'4' recommiehdatJoh for a -truss system to help con -trot vlbratlon. In: addition;. to aiding.. In the: d1str1b tion of point toads )pi�tw.e&6 adjacent M -stro -to reduce truss, nqba,�k� �rl�qlnq serves% bounce. Or at lon 'rOsJultlng, from t moving point tqqdtj:.sUch as footsteps. The Performance of all floor systems -are enhanced . by. the. Insto'Lliatloh strong6ai�k bridging and -therdfori�Ai�. s.t.r6ngty recommended nded by Alpine, For additional information rebardleig strongbo bridging, refei.- -t"* -'BiOS*j'(B Itolin' P u g Component Safity, Information). Mmj i No. 70861. STATE. F > 12 Ofl PL: PSI"' I DL' zPSF I D L PV L A PSF FAC,, . --I 1.00 S IF �SHOSINtl �t��r�.��'��: 41AL w�r�t�Ir�S MORE 1 S.'R E 0 V.45.0 ..Qt `4C. t * . TEq • �,,: kk, i ':Q 1 `.' TC': ID E? `1 = LR t 0 i Ci 1 i1 lV. 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Aulo a.uoddns a.ou Avw p jogo u"o.ag -oa,lo &p1d .lo}mauuo:) aye ul4}IM Bul a.an»o suol;mas qaM .ao p.aog= paGVWVp ,aoj. pasn aq }ou AMA 11oa.ap Alioda.A sl41 'samllds laund-plw ;.n a}nld .aol.oauucD uano.aq ,ao j pasn aq Avw liv:pp ilodeA sIyl ',•OS9l apro J(3 NSW puv. Ilk ap-CIA 1011SIA oI- pa!H611) 51 11'0"P s144 4;•IM asn • .ao.4 ap-a.46 gagwnl pa;4.1w.lad wnwlxow a4l '.4agwaw apls gvoa o}ul (ulw ',ex,BZi'0) sllvu un8 .ao xoq 10% Oulsn VIDN 'paaaoft s sMo..l f'o'o At }o sMoi <B) aa.aNa. Oulsn s aagwaw gxZ o}ul INN paua8 o}s sao a ''vo ,y vro slAo a (a) oraq 6uisn s Jagwaw qXB o� ul WON 'lauvd ua)-{o.aq aNq- uIW41M aq "nu (S) Lq 6ual Aagwaw gvaS . (H) + ('1>�a) = (s)q::eual .lagwaw apls wnwlupq ago f aad qv�s auo iddy aagwaw pa6owop so 5alma s pun lapo a6 lazls awns 's.aagwaw apls gxZ CM} .Jo yxZ osl = (S) (a) roa av pa6owop jo apls 4Dva uo anuo*sip Bulllvu wnwlutw = (-1) uol}oas pa6owop 4o Lfoual wow ,21 *a.lo paBrowvQ . (g) ou o v s,a oda,A A o ,Jo .aa.Jn ov nulow ssnAq. 4. ay;1M ovlduoo p panto jo aJo ssn.aq� lad slvajq ant} uroy} a4aowouqpuvv lauvd p.aotp uad >1o"q auo uvq!! a.Jow oN sjac(waw ua:io,iq gxZ .ao trxz 4}iM sassn,I} Ald al66uls do,. Aluo p11vA sl ul3lzap s141 '.aagwaw qaM .lo puo4:) uasjo Jq ya.1m ssn q. 'o uo} s aloda.A sal3loads 8uIA-o jp s141 ua>jojg Jo pa>1D)ojo I I 0 sc a Lumber Size and.Grade-Minumum Recjulrpmi �nfs i1qaid— (mQ,!MS#Ot".P1dq,4i raft 4.,br i - . -;SpF *X-oi�-wyr 6eqar Purlrns .1Uqlml 'A P , ply I fl:; c-gb-f'4d n c e,*i;, - 6 u ri" t N 0 S' rg I r R', 11 "kniS. -Maximum MomInif height; 31O.-foet 061=6ri r"-!ialjs unJoAi d6ted Ls :h& rnphj.EnJwd, Cat H, u m TRUSS UER VALLEY -FRAMING V.�CLEf•Y1413RAMR-.OR R(DGE F. V L) At- PS I v I Di Mack. lmrk('nV.��td' 6EN ai�c iliatcrip,p,te locations are lomd,bow"n mw-. , K*6q.u,1.r.qm- q f- Notes 4 10d*tdi4i9lU- .5 -1 6d to L-03 I f S Rafter t6.tWo.7.X6 sleepers.' 415dtoe4alri -swepa tti udli- 4*16d td&ftlli 3200 td&iMUS,e2,ch $1a4qar.-A0ru$s A449e:bobrdia roof bldck 4 164 toe-ntills --Fluffid to CTM, :Trfmcm*-616ikitwi 416i6to&W4 -rrws-tdiolopli. 416d--toe4rbyis Trjlw'to d1j3.pl F- 4.16;1.toe-.hdft •Crl b In. e-n t 334dt 4 16d'toe-nalls. -�ii mo; -0861 -T(�'U AVDM 41: '-3 0 46 54 FM r 44 -0 ZO 7 -r DAT9 10/91JA un 0ti t--U-vfi t -TC DL I y. qc ffL 0 .0 0 0 DRW-O, W4NVI ,�U 4;X W flc(14a —fh f TAIt Be- LL 0 .0 0 0 Irt;2 = !:� * .. - - - .4 Owl! r - , ,w M. 00'� AM '.. I ,,! . . . , , . V% *= = lud� , I , * A I� P.- , *- de ' 1 114 'T6T. LD-30 50 47 61 AH TW or Por, OR VP for rov= =f . 4 . F�. rw.w.Wr."a4 -sq* iNx. Job's "b% -KROVE Face -Mount Hangers - I -Joists, Glulam and SCL � n 5 6 4 •� t These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. 0 0 Carried Dimensions Fasteners Allowable loads Member {m } {m) Actual i .� DF/SP " , SPF/HF "; Joist Model mina Code Size a N0. e 1 Web Max. Species Header , Species Header Ref.- (in.) o Stiff ""W H B - Face "Joist co - Regd. Uplift, Floor Snow Roof =Floor ,Snow Roof (125){100)"- (115} (125)", Min. (14) 0.148 x 3 - 1-0 1,660 1,805 1,805 1,425 1,555 1,555 IUS2.56/16 • - 2% 16 2 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,8C15 ' 555 1,555 1,555 21/2 x 16 MIU2.56/16 - 29/6 157ii6 21/2 - (24) 0.162 x 31/2 (2) 0.148 x 11/2 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 I ✓ 29/16 101/2 2 - (16) 0.162 x 31h" (6) 0.148 x 11/z" 970 1,945 2,205 2,375 1,675 1,895 12,045 HU316 / HUC316 ✓ 29/i6 14% 21h - (20) 0.162 x 31/2 (8) 0.148 x 11/2 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, ' MIU2 56I18 " • - 2sti6 � i� l» 2'/z :- (26)' 0162 x 31/?- (2) 0148 x 3'lz 230 3,745 4,045. 4 045. 3 220 3,980 8,480 L, LA 21h x 18 HU316'/,HUC316 14'/a 21/ F- (20) 0.162 x 31/2 (8)0148 x 1'&I z 1515 " 2,975 3 360 -3,610 i2 565i2,895 3,110 21h x 20 MIU2.56/20 197A6 (28) 0.162 x 31/2 (2) 0.148 x 11h 230 4,030 4,060 4,060 13,465 3,495 3,49521/s x 22MIU2 to.26 56/20 ': 4-/2 197/afi T'h- (28) 0162 x 31/i (2);0:1"48 x 11/2 . 230 4,030 4 060: 4 060 3465 3,495 3,495 29/16 x 81/4 to 26 29/1s" wide joists use the same hangers as 21/2" wide joists and have the same bads. 3 MIU312/`# = 31A 9"A6' 21/2 - '(16) 0.162 x 31h� (2) i3 48 x��11/2 .230 2,305. 2,615 2 820 1980 2,245. `2,925i x.g1h HU210 2lHU0210 2 ✓ 31h-(. 8' 46 ;,: ,21/z Max, �(18),0.162 x 3'h; (TO) 0.148 x,3 7,.5 2,680 3,020`� 3 250- 2 305 2,605,) 2,800' IBC, MIU3.12/11 - 31/8 111/8 21h - (20) 0.162 x 31/2 (2) 0.148 x 11/2 230 2,880 3,135 3,135 2,475 i 2,695 2,695 FL, 3 x 117h HU212-2 / HUC212-2 ✓ 31/s 1O'A6 21h Max. (22) 0.162 x 31/2 (10) 0.146 x 3 1,795 3,275 3,695 3,970 2,820 13,180 3,425 LA HU3.25/12 /HUC=3.25/12 31K 113/4_ 21h `'- '(24)"0.162 x 3 (t2) O'.148 z 3 17 5. 3,570 1AI63O ,4,335 :3 075 3,470 3,735i HU3.25116 /," • Min. (20)� 0.162 x 3W (8j 0148 x 3 1 515 2,975 3,3604 3,610 2;560" 2,890 3,105 HUG3.25%1fi 3Y4 131i4 21h . Max. 1 -(26) 0162 x 3 h (12) 0.148 x 3 .,7r 3,870 4,365 4,695 3;330. 3,755 4,040• _ '3'1/6 glulam HUCQ210,= -'SDS 3)/a , - 9, ., ' :3 - (12)1/4" x 21/2" SDS (6)!WI x 2W' SDS 2 i.b 4,'.3IS 4,315 1„315 3 600 3,714 13,710 FL HGUS325710" - 3?la 5hm , "4 - -'(46)'0,162x31h " f16)0362x'3?I2' 4,095 9,10oe 9;100: 9100_(7825 7,825 7,825: IBC, HGU83.25/12 . •" 31/a --105I8; - 4 „ ='1 '(560.162 x 314'= (20) 0; 62x31/2', 5 04Q 9,400' 9,4,00 9 4,, `9,`085 ( 8,085 8,085, FL ,LGU3.25-SDS ' - 31/4 $:to 30 ` 41h '- (16)1/4 x 21h" SDS ("12),1d' X,2,1/z',SDS', 5,555, 6,720 7 31u 7 iitf;(,4 840 .5,285 0;2z:5 HHUS46 - 35/a 5% 3 - (14) 0.162 x 31h (6) 0.162 x 31/2 1,320 2,785 3,155 13,405 2,395 2,715 2,930 31/2 x 5'/a HGUS46 - 3% 47/16 4 - (20) 0.162 x 31h (8) 0.162 x 31/z 2,155 4,360 4,885 5,23013,750 4,200 4,500 HUS48 •' ` - 39A6 6Y% 2 "- (6) 0.162 x 31h''. (6p0762 x.31h ;' 1 320 11595 11815'I 1;960 "1365 1;555 1,680 31h x 7114 HHUS48 " - 35/6 1 71h'3 '- (22) 0.162 x 31/2- (8) 0.162 x 3'/z %:,80 4,210 4,774 5,140� 3 615;, 4,095 4,415. HGUS48 ' - 3% 7'/,6 T 4 - , (36).0.162 x 31h „{12) 0162 x 31h ; 3,235 7,460 7,460) 7,460,1�6 415; 6,41516,415. IUS3.56/9.5 - 35/a 9'/2 2 - (10) 0.148 x 3 - 70 1,185 1,345 11,455 j 1,020 1 1,160 1,250 MIU3.56/9 - 39/16 813As 21/2 - (16) 0.162 x 31/2 (2) 0.148 x 11/2 210 2,305 2,615 12,82011,980 2,245 2,425 U410 • • ✓ 39/,6 83/a 2 - (14) 0.162 x 31/2 (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 • • - 39ti6 815iifi 2 - (8) 0.162 x 31/2 (8) 0.162 x 31/2 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 • • - 3% 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/23,565 5,635 6,380 (5,445 4,845 5,486 5,545 31/2 x 9'/z HU410/HUC410 • • ✓ 39/16 85/6 21h - (36) 0.162 x 31h (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 6,415 6,415 6,415 H000410-SDS • • - 39N 9 3 - (12)1/4" x 21/2" SDS (6)1/4" x 21/z" SDS 2,265 4,500 4:500 4:500 3,240 3,240 3,240 HGUS410 • • - 3% 9'/,6 4 - (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,1 DO 7,825 7,825 7,825 IBC, LGU3.63-SDS • • - 35/a 8 to 30 41/2 - (16)1/4" x 21/2" SDS (12)1/4" x 21/2" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA MGU3.63-SDS • • - 35/6 91/4 to 30 41h - (24)1/4" x 21/2" SDS (16)114" x 21/2" SDS 7,260 9,450 9,450 19,450 6,805 6,805 6,805 IUS3.56/11,88 • - 35/.1 111a, 2 -" (17)0.148x3:i =- ..,�,, ?o 1,420 1,615° 1,745 1;'220 1,390 1,485':. MIU3.56/11 U - . ,3 .P 11'/s- 21h - . (20) 0.162 x 31h (2) 0.148 x -j'✓z (" 210 2 880 3,135 3,133 2 47512;fi95 2,695= U414' • • •, ✓ 3gh6 1 10 2 - (16) 01R9 Y:I1h'. ' im n dR Y,A i .1n?n 19 ins 9Rim,': ->,Agn1 i'9Rn.) 7'94,; l9 vs HHUS410 •. - 35A 9 3 = (30) 0 HUS412' .:. - 39%i6� „lb1h; a ; 2' =; (10) 0 31/2 x 117h - ''HU412! HUC412 39ti6 .; . 10/16� 21h. Min.(16) 0 Max.. (22) 0 'HUCQ412=SDS - f 39ti6 11 -, (14)1/4" HGUS412= - AS, in6 4_, = (56)0 LGU3.63-SDS - 13$/6 8 to 3q.: 41/2 '= (16)1/4' MGU3,63-SDS • - 1-35h1,91/4to30 A -_ (24).1/4" HGU3.63'SDS •' - 3% 11 to30, �i1h -- (36)'/4" 46 See footnotes on p.150. THA/THAC 3 . �i Adjustable Truss Hangers O) E This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within t/4" from the edge of the top -flange members. For the THA29, nails used for joist attachment must be driven at an angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3%" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 1314' for THAG422 for 422-2 426.2 THAC422 Face nails Top nails per table per table 13/i typical 2h' for THA422-2 and THA426-2 THA418 H2Yay C H v W 214, THA29 Double 4x2— 2face nails Use full table value (total) Single 4x2 111. 4 top nails See (total) nailertable y'' Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps maybe installed straight or wrapped over with tabulated face nails installed into top and face of head( ® Double -Shear Double- Nailing Dome Double -Shear Shear Side View; Nailing Side View Nailing Do not (Available on 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 ryNrcar r nnca Top Flange Installation er to tnote 5 p.187 86 THA/THAC ........... ............... _.__..................... ......................................... ....................................................................... _....... _....... ................................................................................. .................................. _........... . Adjustable Truss Hangers (cont.) s These products are available with additional corrosion protection. For more information, see p.15. 0 1-fl, Dimensions Fasteners Min. Min -Model7in.) top, , Header _f n� No Ga. Flange .depth Carrying Member; H] C (in.) (in.), f d .d. 1'/z - 1 (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1,750 1,750 1,750 450 1 1,33011,330 1,330 THA29 18 15/a 911/16 5Ye 27/s - (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 - " (;8 7 s/a 13% 5'Jz ° 2 - - „(4) 0'. ""' (2) 0.14`8 i,i {4) 0.148 x P/2 1.' i 4� , " 1,46tt1 1,1'iU t' 1L' 1 Y 1t3° z' THA218 18 15/a 173Aa 5 /2 2 - (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11/z - 1,460 1:460 1,460 - 11110 1,110 1,110 IBC, THA218 2' J6, 3% 171Ms 8 2 - (4) 0162.X'31%i .__ (2) 0.162 x 31/z ' (6)'0;148 X 3 - 1 r60 :. 1;_ x : t oU, 4 E,d9U 1,:'i15 1,515 FL, THA222-2 1 16 31A 223/1s 8 2 - I(4) 0.162 x 31/z (2) 0.162 x 31/z (6) 0.148 x 3 1,960 1;995 1,995 ,490 1,515 1,515 LA THA418 16 3% 17'/z 77/a 2 1 - (4) 0.162 x 3'/z (2) 0.162 x 3'/z (6) 0.148 x 3 1 *60 11,9J5 1,0-95 1- 1:490 1,' 15 1 1,515 THA422, 16 35/a 22 77/a 2 - (4)`0162 0'/z ,=(2} 0.162 x;3'/z` (6) p148 x 3- 1..v1 �3 1 a5 1,J5 ?9(i THA426 14 3% 26 77/a 2 - (4) 0.162 x 3'h (4) 0.162 x 3Yz (6) 0.162 x 3Yz - 2,435 2,435 2,435 - 2,095 2,095 2,095 THA422 2s114 " 14 , 71/4 2211/s 93/4 . 2 „=., (4) 0362 x 3'h (4) 0.162 X 31h- (6) 0.162 x 31/2 3,330 3,330 ' 3,330 2 865: 2;865 2,8W. FL THA426-2 71/4 261/s 93/4 2 - (4) 0.162 x 31/z (4) 0.162 x 31/z (6) 0.162 x 3'h - 3,330 3,330 3,330 - 2,865 2,865 2,865 THA29 118 1 1 % 19"/6 1 51/a 1 - 1 9'ti6 I - 1 (16) 0.148 x 3 1 (4) 0.148 x 3 1 525 12,26512, 2651 2,265 1 450 11950 1 1950 1 1950 THA218 18 1 % 173/s 51/2 - 173i6 - (18) 0.148 x 3 1 (4) 0.148 x 3 855 2,450 2,450 2,450 735 1 2105 12105 2105 THA218 2 1"6 a 17'1is 8 .'. , - -141fis (22} 0,162'X 3"/z (6)`'0:1;62 x 3'1z 1,855 3,v10' ^a:3'k0 ` aii •; 1 595 2;° 8�5 :,8 - ;' IBC, B THA222-2 16 31/a 223/1s 8 - 141As - (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 TtiA413 18 351a 334s 41/a - 133/a (14)'0.148•x 3 . ` (4)-0148 x 3 3 v s r,dj 5 2,340 G 4 0jb3 735 =.1 0 2.0"-8 2,105 THA418 16 35/a 171/z 77/a - 14'/s - (22) 0.162 x 31/z (6) 0.162 x 31/2 1,855 3,310 3,310 3,310 1595 2:845 2,8451 2,845 THA422 - 16 35/a ' 22 ', 77/a - 141fis 22 0.162 x 3'h 6 Q.162 x 31h 1,855 3,?10 3,310, 3,310 -, €510 ?_?1`5 1,1 `5 845 THA426 14 35/a 26 77/a - 161% - (30) 0.162 x 31/z (6) 0.162 x 31/z 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 s 2 THA422 �14 T/4 2211% 93/d. ' -,-, 16' %` - (30) 0.162, X3h (6j0;162)t 1, 855 5y70 5,520 '�� 5,520 `, 1,595: 4t145 4,7451 '- 4,745 = FL THA426-2 14 7114 261/s 93/4 - 18 - (38) 0.162 x 31/z (6) 0.162 x 31/z 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. Uplift bads 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. 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 11h" nai6 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 is LUS/MUS/H US/H H US/HG US Face -Mount Joist Hangers ?v�'01WO W ® m E This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The double -shear hanger series, ranging from the. light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through two points on each Joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX9 coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or nailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1. for 2xs 1'tie" for 4x's o' H mow--/ B VJ LUS28 43( HHUS210-2 MUS28 0 e vy m: c �;L HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 Is LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) Ss' SS SS` Model Na. Min., Heel!Ga: Height Dimensions (in.) .Fasteners W: H ,B Carryings , Carried Member `_ � ;Member Single 2x Sizes 'LUS24:` 2V, 18 tA- :31A 1314 .t(4);a148x3 (2)Q.148x3,"., LUS26 . •41/a_' 1�/ie' , 4s%4 131a �' (4} fl148x S':, (4) 0.148 x 3. MUS26 417Ar 18 1 9/is 53A6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 4-A6 16 1 % 5% 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HGUS26'- 48As' . 12 1 W 541i 5 (20) 0.162-x 31/2 '(8) 0.162 x 3?h '<. LUS28 -AIN 18 1IN -: 6% - 1 ?/a (6)�_D148 x 3 , (4) 0.14$ x 3 MUS28 6-516 18 1 s/is 613A6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 15/a 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 HGUS28 69/,s 12 15/e 71/s 5 (36) 0.162 x 31h (12) 0.162 x 31h -LUS210- , - .41/4 ,; . 18 ', 1 Y16 773/s, 13/4 (8)(1.148.0 - (4), 0.148 x 3 dUS210 : Ss/a. �;16 ; >;1.5/a 9 3 . (30) 0.162 x 31h (10) 0.162 x 31/2 HGUS21¢ , 88fjs; . , f 1/ . 62931/2 1 (16) 0.162 x 31h .'' 1. See table below for allowable loads. Single 2x Sizes 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 t with Strong-DriveO SD Connector screws. See pp. 335-337 for more information. LUS26 1,165 865 1 990 1,070 1 1,355 1 1,165 935 1 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MU526 .. ?.°, 1,295 ,. 1,480 1,560 "': ' 1,5ii0 5 r ,1;405 .; 1,566 -- J"6na ' 1 5ii 810 955 , 1,090 ° 1;!$0 _.,.. 0 LA HUS26 1,320 2,735 3,095 3,235 3:235 1,320 2,960 3,280 3:280 3,280 1,150 2,350 2,660 21780 2,780 �HGUS2fi 4,340` �4,850` 5,17Q "�' 5 390 1s75 , 4,690 ` ;5 220, e 5 390 = 5390 1ti0 3,225 .; 3,610 3,870 3;985 �` IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1,165 1,195 1360 1,465 1,730 865 810 925 1,000 1270 MU528` 1°. 20 `'" 1730' 1,975' 2,125 " 2',255", 1,328 ;. 1,875 - ""°2,135 2255 .2.2- 5 1,"i50 1;270 ' 1l 455 "1575 , 1s3 r IBC, FL, LA HUS28 1,760 4,095 4,095 4,095 4,095 1 1,760 4,095 4,095 4,095 4,095 1,480 3,520 3,5203,520 3,520 HGUS28 1,6; 0 72Z-5 7,275 7;275, 7,27S, 1,6p .' 1,275` ; 7,275 '7,275• 7275 '1325 - .-3.570,A 3,82Q. 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, HUS210 2,6335 5,450 5,795 5,830 5,X'0, ` 2,835" ` 5 395` ' , 5 780 ='S£i3 S';BUrT , 2120 2 "s3v ' 2,455 2,535 . "2,825 ` LA HGUS210 2,090 9,100 9,100 9,100 9,100 2,090 9,100 9,100 9100 9,100 `.5L:5 6.340 6,730 6:730 6,730 IBC: FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45" • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute side apeary angle Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 LUS/MUS/HUS/HHUS/HGUS These products are available with For stainless Many of these products are approved for installation RD additional corrosion protection. ED steel fasteners, B with Strong -Drive° SD Connector screws. For more information, see p.15. see p.21. See pp. 335-337 for more information. SS 4 Double 2x Sizes HHUS26-2 45A6 14 35As 5a/a 1 3 1 (14) 0.162 x 31/z (6) 0.162 x 31/z 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 1 2,935 3,655 HGUS26-2 49Ar, 12 3% 531r 1 4 1 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,340 4,850 5.170 5,575 1,855 3,730 4,170 14,445 4,795 IBC, FL, LA LUS210-2 67/16 18 31/s 9 2 (8) 0.162 x 31/z (6) 0.162 x 31/z 11,445 11,830 12,075 12,245 12,830 1;245 11,575 11,785 11,930 12,435 HHUS210-2 83/a 14 3-IA. 87A 3 (30) 0.162 x 31/z (10) 0.162 x 31/z 3:550 5,705 6,435 6,4$5 6,485 3,335 4,905 5,340 5;060 5,194 HGUS210-2 8% 12 35,i6 93i6 4 (46) 0.162 x 31/2 (16) 0.162 x 31h 14,095 19,100 9,100 19,100 19,100 1 3,520 17,460 1 7,825 17,825 17,825 Triple 2x Sizes nUUJLO J :.I it718,,t; Ili s, ff,7161 eZ?Y2', _ff,r: I tN) U.104x.j7? -< IaJ U.�OL, 3'l2 :Ll'I,JJ 4 iT�U� ,!$P3U I 3j1fU U,37J .,1,0.70 I 0,115U, 4, 14,7 tlJ IBC, FL, HGUS28 3,1e 'i 61346 , .,., 12 41 5a 71/a� , ;9 {36} Q.762 x 3'/i '(12)`0162Ix 31h 3,2 5 ��11 7a1Ei0' :7,460 `7460 7,460 2 78(� 6,415 6;415 6 415 6;415' LA HHUS210-3 8% 14 41146 87/a 3 (30) 0.162 x 31/z (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 HGUS210-3 813/i6 12 415A6 91/4 4 (46) 0.162 x 31h (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS212r3 �' 105/a ' °415fic 1031a 4' ' `(56) 0.162 x 31h '(20) 0.162x 31/z 5,6�3 0;1745: q 045 ; ° 600" a l8fi "d 7,?8D 118L1 IBC FL, .12 3645 ,0 _ ,?.. - .: LA Quadruple 2x Sizes rruuJLO-4 D72 r_14 '0776 OA8 !y't , ,(GUJ'U. OLXJ72 0)U.1104,XO72 41100 4,54U-= 40JU yJ,11U�'J,OfU, hmDU",3,f3U, �4rI;lU 4i4}0. 4,1.7J, IBC, FL, HGUS28-4 71/a 12 69/e 73A6 4 (36) 0.162 x 31/z (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/s 87A 3 (30) 0.162 x 31/z (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL 4x Sizes IBC, FL, LA IBC, FL LUS48 43/a 1 18 1 314s 63/a 1 2 (6) 0.162 x 31/z 1 (4) 0.162 x 31/2 1 i,0601,315 11,490 11,610 12,030 1 910 11,130 11,280 11,385 1,745 IBC, FL, HUS48 61/a 14 39/i6 7 2 (6) 0.162 x 31h (6) 0.162 x 31/z 1,320 1,580 1,790 1,930 2,415 1:135 1,360 1,540 1,660 2,075 LA HHUS48 61/z 14 3% 71A 3 (22) 0.162 x 31/z (8) 0.162 x 31/z 1,760 4,265 1 4,810 5,155 5,980 i'51 5 3,670 4,135 4,435 5,145 HGUS48 67A6 12 35/s 71ti6 4 (36) 0.162 x 31/z (12) 0.162 x 31h 3,2351 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 HGUS412 107/is 12 3% 107tis 4 (56) 0.162 x 31/2(20) 0.162 x 31/2 5,695 9:045 9,045 9;045 9,045 4,900 7,780 '•,780 1 7,780 17,780 HGUS414 I 117A6 1 12 1 35/a 127A6 4 1 (66) 0.162 x 31/2(22) 0.162 x 31h 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 18,190 Double 4x Sizes IBC, F LA FL 1. Uphft bads 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 -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-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 31h" 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. W 19 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/e". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/e" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling round and triangle holes for maximum values • 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: • HTU may be skewed up to 671/2'. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table Many of these products are approved for installation with Strong -Drive° SD Connector screws. See pp. 335-337 for more information. 13/4 HTU26 Typical HTU26 Minimum Nailing Installation ,,,�..,. yr, „ �"„ .,, truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" MaXIMUm Hanger Uap) Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) a Min: Dimensions (in.) Fasteners din.) . DF/SPAllowable�Loads�` SPF1HFAliowable.Loads , _ " Model No. ' , Heel Height . - � H g Carrying Cairied °� _ � Uplift Floor � Snow�.Roof , Wind ,Uplift Floor _ Snow � "Roof 1Nrnd. Code Ref. ,W , Member Member, (160) (100) _ (115). (125) . (160)'° (160) (100) .(115) i(125} '(160), ' Single 2x Sizes HIll26 1�e 5Ma 31h (20)0.162x31/z.20.18x1' 2,60 %ad,55, 6,4 , k0 `.1( HTU26,(Mlri.) ; 3?la`;1$/s :5��s. 31/a{20)0:162X31h (1? 0:148x1?/2 a,250, 2,940 ''320p.e ,200.'3,200 1,075; .1,852'' 2,415 _2;0J5.� 2;015; HTU26 (MaxJ ... 75'l ; 13/e "5 s' 31h '.;(20) 0162x31/z, �(2Q) 0:148x1,"h ' 1,555 2,940;,', 3 2tS, 1 58i3 .,4,'bl'b 1; 535 2530 � �� ;p ��'�� 3,450'' IBC, HTU28 (Min.) 1 31/a 15/e 71fis 37/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 1 71/4 15/e 71/a 31h (26) 0.162 x 31/2 (26) 0.148 x 11/2 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA Double 2x Sizes HTU28-2 (Min.) 1 31A 3% 71tie 31/2 (26) 0.162 x 31/2 1 (14) 0.148 x 3 1,530 3,820 1 4,310 1 4,310 4,310 11,315 2,865 1 3,235 3,235 3,235 IBC, FL, HTU28-2 (Max.) 71/4 3-5Se 71tie 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 3,820 4,315 4,655 5:825 2,995 3,285 3,7 0, ` 4#'305 :5F01i. LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 'A" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uprd is 100% of the table bad. 96 8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. E HTU Face -Mount Truss Hanger (cont.) f 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 F 940A °�, HTU26 (Min.) 37/a 1 (2) 2x4 (10) 0.162 x 3'h (14) 0.148 x 1'/z 925 1 1,470 1 1,660 1 1,790 1 1,875 1 795 1 1,265 1 1,430 1 1,5'0 1,615 HTU26 (Max.) 5'/z (2) 2x4 (10) 0.162 x 3'/z (20) 0.148 x 1'/z 1,240 1 1,470 1,660 1 1,790 2,220 1065 1,265 1 1,430 1 11,540 1,910 IBC HTU28 (Max} . ,7�/4 ;(2)4x6 '(20) 0.162 x3ih (26}'WO x 1'lz' 1,970 ]" 2,940 =' , 2 , , * 580, ,� ,3;805 1695 2,530 ,� 2, 5a . 8,080 ;' 3,360" FL, LA (2) 2x6 1 (20) 0.162x3'h ((32)-0;14$ X 11%z'�=, 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is'h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) 3,360 Mm: Dimensions (in.) Fa'sfeners (in ) DF/SP Allowable Loads° ' SPF/HFAI(owable loads Model , No H6el Height IN. H _ „ B Carrying. Member Carved Member " Uplift (160) Floor „,(100}/ ,Snow (115) -Roof (12.5) Wind , ,`(160) Uplift (160) _ -Floor _(100) Snow -(115) - _Roof (125) Wind (160)a Code Ref. Single 2x Sizes HTU26' , . 3'/z sh. 57/16" 3Jz (20)'0.162x3'/z, r(1`f) 0148x 1'/z 6 5 9a , 5 95 2a9 o4a ` ." 10 „ TC} j,� a .1, ?: HTU26 (Mm } . 37/a I'/a : 57/1e ' 3'h -, (20) 0 T62 x 3'lz (14} t)`148; x 1'h' 1175 2 940 3;100 3100 .3,10Q , 1 010 ,1955 1;955 ` 1 955 1955 H fU26,(Max.) 5'lz . , i sh" , 51'a 3'lz , (24) 01fi2 is 3'lz (20) 0;148 x 1'h' 1215 ' 2,940 3 4 ,58t1 «iruF3 t045 850 ° 2 $ 2,285 IBC, HTU28 (Min.) 37/a 15/a 7146 3'/2 (26) 0.162 x 3'/2 (14) 0.148 x 1'/z 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) 7'/4 1 % 71AG 3'/z (26) 0.162 x 3'/z (26) 0.148 x 1'/z 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,494 3,765 LA HT(J210 (Mm,) ` ' 3✓a 15/a 9b56., -3'h (32)-0 i62 x 3'/z (14) U.148 x,11h 1,25 0 3;600 3,640 3,600 3,640'.. 1,075 2,700 2,700 .. 2,700 2;700' HTU210 (Max) , , ,9'/4 ,15/a „ 915a' 3'h (32) 0.162'x 3y/z (32} 0.148 x 11h 3,255, 4,705 5�020 5;O24 ` 5,020 �, 2,800 3,530 31765, °3;7fi5 . ; 3;765 Double 2x Sizes HTU28-2 (Min.) I 37/a 13-/1e 7'1A6 3'/z (26) 0.162 x 3'/z I (14) 0.148 x 3 11,490 13,820 13,980 13,980 3,980 11,280 12,865 ( 2,985 12,985 2,985 I IBC, 1 FL, HTU28-2 (Max.) 1 7'/4 3511,, 1 7'/ia 1 3'/2 (26) 0.162 x 3'/z (26) 0.148 x 3 13,035 13,820 4,315 4,655 5,520 2,610 2,865 13,235 3,490 4,14C LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between'/a" and'h°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1'/z" 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 HU/HUC/HSUR/L 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 25he" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/,e" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and x 2�44' Titen 2 screws (Model i fN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or E1N,JP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/,a"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/,a"-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 Kts are available. They include a 3/,e" drill bit and hex -head driver bit (Model TTNT01-RC); a She" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/a" is required as shown in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 11/2" is Permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall a 23 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) 1* These products are available with additional corrosion protection. For more information, see p.15. Mode(. ' ' Fasteners - . Allowable Loads (DFISP) No Cn) `dCMU Concrete Code, 5tantlard Concealed 6FCMU Goncrete Joist ° Uplift Down Uplift Down Ref." Tden� 2qt TitenO 2 (160) e° (1001125) s _... N .. . . HU26 HU26X (4) 1/4 x 23/4 4 (4) 1/4 x 13/4 (2) 0.148 x 11h 335 1,000 335 1,545 HL128 '` H1128X • (6)1CX 17"{6)1IaX 13/4, (4) 0148�X 1'Iz 545 1500:� 760 a, s2 400 HU24-2 HUC24-2 (4)1/4 x 23/4 (4)114 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 ,HU26-2(Mm� "" - HUC26.2 (4)? 23i'a �(4)0148'X<3 '760, 2,000�-= �'760 3200 (Max ) C26 , (12)/x23 _{12)'/za a,/ 01- 000HU26-2 , 1,1 5 3 950 ° HU26-3 (Min.) HUC26-3 (Min.) (8)114 x 23/4 (8) 1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/4 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU28 2 (Min.) HUC28 (10}'!a x 23l ,- (10)1/4X 131a (4) D 148.x3 760 �° 2,500` 76Q �ti3 725 . , 8- Mai.}, HUC28-� (Max.) °"� (14} i/4 x 23/a_ (14)114 x 13K ',(6) 014$ X3 �1135 , ; 3,500 1 i35 HU210 HU210X (8)1/4 x 23/4 (8)1/4 x 1 3/4 (4) 0.148 x 11/2 545 2,000 760 2,415 H0210-2 (Mn) WC,210-2 (Min.} (14) l x 23/a ";', (14)'la x 13Ia '" >(6) 0148 1_3 7135 3 500 I, 1 l35 4 920 _" ,� HU210.2 (Max:)" _ HUC210 2 (Max-}.-„{18)'/a X 1?/a "- . '{10}`0.148 z 3 1800 4;50D 1,800 5 085 HU210-3 (Min.) HUC210-3 (Min.) (14) 114 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)114 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU21 HU212X 3T ,0)Ye,3/a` ,p .,2;500/rx 71 5 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 (22)1/4 x 1 3/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212 3 {Min) -': HUC212 3 {Min . ; (16);1/a x 23/a .: >' {16)'I4'x 13Ia (6} 014$ z 3� . °_`1135 4;000 Y,;�35 4,920 " H2 3 ( (M (22)1/4U21 13 0Max) , 800 5,085. 5,0$5 "/a - HU214 HU214X (12)114 x 23/4 (12)114 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU214 2 (Min j. , HUC219 2 (Min) " ` (18)1/a x 23/a \ {18)'/dx 13Ia (8) 0,148k 3 7 515 4 500 HU214-2 (Max.) HUC214�-2 (Max:). ° (24)1/4 x 23/a (24)1/4,x1'14 " , ' (12} 014S.X 3. 2,013 - - 5,085 2,015 " 5,085 " HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (2 4) 114 x 23/4 (24)114 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 w HU216X (1"8)?lax 23/4 °. "F {18)'Ia it;?/g (8) 0.148 x 1yh y ; 7,515 2 920 tl 1',515 i^ " 2 920 HU216-2 (Min.) HUC216-2 (Min.) (20)114 x 23/4 (20)114 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26) 1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 'HU21&3 (Min) HUC216'-3 (Min) °'` (20);/a, x 231a '' {20)1/a x 13/i` 1 515 °. 41920 1,515 4920 HU216 3 (Max.) "', HUC216-3 (Mai.), =_ `(26)7Ig x 23/4 ' (26)'la x 13/4 , " (12) 0.148 x 3 2 015 HU7 (Min.) (Not available) (12) 1/4 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 1 % 1,085 3,485 1,085 3,485 HU9 {Min) {Not available) (18)1Jax 23I4 {18)°'/a X 13/a ' (6) 0148 x-''h u, : 7,135° A 3;230 1,135 3,230 HU9 (Max) o (Not available) x l 3/41445 3,7351;445 3 735 HU11 (Min.) (Not available) (22) % x 23/4 (22)1/4 x 13/4 (6) 0.148 x 1112 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30) 1/4 x 23/4 (30)114 x 13/4 (10) 0.148 x 11h 1,445 3,735 1,445 3,735 HU14 (Min) {Not available} < ° -, (2$):'/a x 23/a (28)?/ax 13/a , (8) 0148 x 1h 1 5J5 e"' 3,485 1;5i5 _" 3,485 HU14. Max Notavalable 36 :1/a x 23Ia F 36 'lax 1.31a 14 0148 x 11/2 2 015 4 245 2;D15 4,245 a 38 STAGGER JOINTS - TYP.T A/9K1�, UPLIFT/SHEAR ANCHOR — EACH TRUSS - SEE 5/5KIf' PLAN NOTE: ADVL FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING'A SCAM Nis SKl RA15ED HEEL ROOF TRU55ES SEE PLAN ROOF SHEATHING- SEE I SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING d JBBON BOARD- SEE FASTENING TO w IDCHEDULE FOR SPACING t TRU65E5 45TENING TO TRUSSES WALL SHEATHING-5EE PLAN MIN. 15/32' COX PLYWOOD OR 1/16' 05B WITH ed GUN NAILS -MASONRY WALL- (0.131' X 2 1/2') 9 6' O.G. TO UPLIFT/SHEAR GYP. CEILING- SEE PLAN RIBBON BOARDS ANCHOR EACH SEE PLAN 4 TRU55- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING B SCALE: NTS SKI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' X 39 (Vasd=128 MPH) 2X4 SPFM2 24' TO EACH TRUSS, (4) EXP. 5, ENCLOSED NAILS AT JOINTS Vult=180 MPH (VasXP. MPH) (2) 12d GUN (0.131' X 3') EXP. G, E 2X4 5PF02 16, TO EACH TRUS5, (4) ENCLOSED I NAILS AT JOINTS RIBBON OflM FOR ' RNSED KM ROOFIW.. Im 0V: SK.I ALPIN, E� , M fTWCOVW� January 1Q,2U20' Catpbfiter-Coritractors dAmericd, Inti. '3,960,Aven 6 di NW, Wiriter.* Havoi, FL 3.3,BM62,01 Dear Matt- Ithas come ,to' my aitentiGmthat,SqMe questions were raised concerning diameter' de face) ofsys42gq pdi fe or, ifi"rea&d rods If, th'es-b:ga : ble endsare aver continuous supp ort. _Ort: with oflo"f4.c'e,,Iful,ly,;sh'ea.th'e,,dt e illed the;wide are.drilled about face thdur Ar ; any 1 1 11 . -11 .. � t; C;- I amagingConned or"plate's --,o""'rvertical; "webs then no.repair"i�re.q�tre�d.�Thetmls.goi,y:supports��'fei6t'flbo !bad dn"d'nd additional: load... lf,you 'have any. :questions; please give -mle:a.:.call.l Sincerely; Y, rel Nd,;86361- STATE , QF Yoonhw. 1 6,750 :F6ru m Drive,9 FL �k _(400), ', Suite 30 �o mie, 521.W90-186442216685 �5�y�i�ea o i•trtixtajr a No. 86367 STATE OF 20 ONA� b This lem ntvrg has been ehsctr-M— r signet' and welted using a iTVW Stgnakne. Pdr tsd copies wi#routsn orip W she must be verified using Ow oti&W electronic version. ALPINE AN IiW COMPANY Ft, REG# 278- Yoonhwak Kim,, FL PE 486367 Alpine, an ITW Company 675E Forum Drive, Suite 305 Orlando, FL 32821 Phone:(800)755-6001 www.alpineitwcom Site Information: __.. .. Pago 1: Customer. Carpenter Contractors of America I Job Number.' N333986 Job Description: 7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELE,V.D Address: Job,En inee"rin C..riteita.":-, - Design Code: FBC 6th ed 2017 IntelliVIEW Version: 17,02.02A through 1'8.02.01A _ JRef'#: 1 WXQ89750106 Wind Standard: ASCE 7-10 Wind Speed (mph) 160 Roof Load (pso., 20.00- 7,00- 0.00-10.00 Building Type: Closed FloprLoad ps : None This package contains general notes pages; 27 truss drawing(s) and 5 detail(s). Rena J Drawing Number __ Truss, , '. 1 224.20.1548.12211 Al 3 224,20.1548.13631 A2 5 224.20.1548.12461 A4 7 224.20:1548.17859 A6 9 224,20.1548,17936 A10G 11 224.20,1548.18155 A9 13 224.20.1548.17702 B1 15 224.20.1548.17266 C1GE 17 224.20.1548.17579 MV01 19 224.20.1548.13865 EJ7 21 224.20.1548.17749 EJ7S. 23 224.20.1548A 7562 CJSA 25 224.20.1548.18092 CJ3A 27 224.20.1548.13756 HJ7 29 IA18015ENC101014 31 1 GBLLETIN1014 ifiain Drawing: Number Truss: 2 224,20.1548.12554 A1A 4 224.20.1548„13787 A3 6 224.20.1548.13709 A5 224.20.1548.23911 A7 10 224.20A 548.23974 A8 12 224.20,1548.23896 A 11 G 14 224.20.1548.17952 B2GE 16 224.2M 548.23897 V4 18 224.20.1548:18077 MV02 20 224.20.1548.17858 EMA 22 224.20.1548,13975 CJ5 24 224.201548.12587 CJ3 26 224.20.1548,13974 CJ1 28 A16015ENC101014 30 GBLLETIN0118 32 1 VAL160101014 FWt4a Certificate of Product Approval #FL1999 Printed 8/1112020 4:06:34 PM • General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings a"re those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es.oro. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Pagel 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 Iona 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.orq. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.orq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN:7009/ COMN Ply: 1 Job Number: N333986 Cust:R8975 JRef: 1 WXQ89750106 T1 8 FROM: RWM Qty: 8 7A5/320 ,167ED ,RG01 / 1672/RRIA14EAB ELEV.D DrwNo: 224.20.1548.12211 Truss Label: Al KD / YK 08/11/2020 6'1"7 125 19'4" 25'11"1 32'6"9 38'8" 6,1"7 6'7"8 6'7"1 6'7"1 6'7"8 6'1'7 =5X5 E 38'8" 10' 19'4" 28'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.208 K 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.361 K 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 J - - Des Ld: 37.00 XP: C Kzt: NA E HORZ(TL): 0.132 J - - Building Code: NCBCLL: 10.00 Height: 15.00 ft Mean Hei TCDL: ei psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.2 psf FBC 6th.ed 2017 Max TC CSI: 0.532 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.886 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.490 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.02A.1213.21 Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord: 2x4 SP #2 N; _ Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113'W.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. %'i®if liifl#fef i 9 0 STATE OF 10, 11 38'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1661 /- /- /936 /301 /433 H 1662 /- /- /936 /301 /- 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 1442 - 3042 E - 5 1073 -1962 C - D 1343 - 2764 F - G 1343 - 2765 D - E 1073 -1962 G - H 1442 - 3043 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L . 2659 -1146 K - J 2202 - 861 L - K 2202 - 835 J- H 2660 -1148 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -199 K - F 471 - 725 D - K 471 - 724 F - J 521 -199 E - K 1318 - 632 ®� ry NAI. � 41J4461iii4l° FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have prplogattached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310, as applicable. App�y plates to each face o truss and position as shown above and on -the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildingComponents Group Inc. shall not be resRonsible for any deviation from this drawing, any failure to build the ANf COMPAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracincLof trusses. A seal on this drawing or cover pacie listing this drawingg indicates acceptance of professional en ineenng responsibilitty� solely -for the design shown. The suitability and use of This 6750 Forum Drive drawing for any sfructure is the responsibility of the Buildingg esigner per ANSI/TPI 1 Sec.2. Suite 305 F& more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.icesafe.org Orlando FL, 32821 i Job Number: N333986 Ply: 1 SEQN: 7010 / T23 / COMN Cusl: R8975 JRef: 1WXQ89750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RDP DrwNo:. 224.20.1548.12554 Truss Label: AtA TCE / WHK 08/11/2020 21'1"12 1'9"12 T10"14 12'r'12 17'10"4 19'4" 26'6"4 f 7'10"14 �— 4'2"14 S'8"8 1,512 t 5'4"8 =5x5 F 38'8" — 30'9"2 38.8" 47"14 7'10". 1' 7'11"5 f' T 4'0"11 6' 3' 5'8" 40"11 T11"5 1' 7'11"5 12' 18' 21' 26'8" 'f" 30'8"11T 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 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.201 E 999 360 B 1518 / 301 / 936 / - / 433 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.549 E 999 240 J 1518 1301 / 936 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.100 L - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.186 L B Min Brg Width Req = 2.1 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 J Min Br Width g Req = 2.1 Soffit: 0.00 BCDL: 5.0 psf p Bldg Code: FBC 6th ed.201 Max TC CSI: 0.739 Bearings B & J are a rigid surface. g g Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.793 Bearings B & J require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.825 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(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: 17.02.01A.1115.21 Lumber B - C 1385 -2665 F - G 1456 -2370 C - D 1300 - 2278 G - H 1327 - 2399 Value Set: 13B (Effective 6/1/2013) D - E 1316 -2355 H - 1 1299 -2276 Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N: E - F 1434 -2326 I - J 1386 -2665 Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :W6, W9 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "l3B" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSC B - U 2299 -1067 M - L 2298 -1076 Plating Notes U - T 2297 -1066 L - J 2300 - 1076 All plates are 2X4 except as noted. j 111(t i P ►p R - N 1841 - 645 Wind ��`® �: Maximum Web Forces Per Ply (Ibs) Wind eed on MWFRS with additional C&C ® 01�� C+ @� �®+°gyp WebsT Webs Tens. Comp. membeades gds �®®`®'`�+ C 305Com4p6 * The lower section of ttom Chord oS No. 86367 � � T - R 2100 -903 N - M 2114 929 between0panel points O andmay, �° a C� R - F 1050 -712 M - 1 308 -451 be field -removed as required provided that all remaining plate/wood contact areas stay 10 o intact and undisturbed. 9 `� a STATE OF N'Ag FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **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, installingand bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proerly �id ceilin Locations shown for -permanent lateral restraint of webs shall have bra installed per BCSI sections B3, B7 or B10 le. Afplgji plates to each face oftruss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to' 60A-Z for standard plate positions. a division of more r I HI 1; or for r acceptance any structure any deviation from this drawing,any failure to build the 1g oftrussesA seal on this drawing or cover page. sibility solely for the design shown. The suitability )esignerper ANSI/TPI1 Sec.2. TPI: www.tpinst.org; SBCA: www.sbcindus".com; ]CC: www.iccsaf ALPINE AN mN COWANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 328: Job Number: N333986 Ply: 1 SEQN: 7011 / T17 / SPEC Cust: R8975 JRef: 1WXQ89750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D City: 2 FROM: RWM DrwNo: 224.20.1548.13631 Truss Label: A2 KM / OF 08/11/2020 6'1"7 12'8"15 19' 25'11"1 32'6"9 38'8" 6'1"7 6'78 6'3"1 6'11"1 6'7"8 6'1"7 =5X5 E �1'+ 10' 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP 92 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/3012013 byALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. 38'8" 18.8" 28'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): 0.208 K 999 360 Lu: NA Cs: NA VERT(TL): 0.515 K 999 240 Snow Duration: NA HORZ(LL): 0.076 J - - HORZ(TL): 0.132 J Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.532 TPI Std: 2014 Max BC CSI: 0.886 Rep Factors Used: Yes Max Web CSI: 0.489 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.01A.1115.21 WAVE ,aotIaItit Ifffhpp N� WAS ;P Nv.86367 a ® e a� STATE OF , 10' 1' ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1661 1298 / 934 / - / 427 / 8.0 H 1662 / 298 / 934 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.0 H Min Brg Width 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 1422 - 3042 E - F 1052 -1962 C - D 1323 - 2764 F - G 1323 - 2765 D - E 1052 -1962 G - H 1423 - 3043 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2659 -1128 K - J 2202 - 847 L - K 2202 - 818 J - H 2660 -1133 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 - 200 E - K 1317 - 635 D - K 477 - 724 F - J 521 - 200 K - F 476 - 724 flR10r ®� IW,' S/� �i �- 15 � oea4aaaialkpP FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **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, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached r! id ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicabgle. Apply Oates 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. 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 handlin shipping, installation and bracing of.trussesA seal on this drawing or cover pa a .. 2400 Lake -Orange Dr. listing this drawing indicates acceptance of pro) essfonar engineering responsibility solely for the design shown. The suitability g and use of this drawing for any structure is the responsibility of the uilding Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; [CC: www.iccsafe.org Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7012 / T16 / HIPS Cust: R8975 JRef: 1WXQ89750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA14EAB ELEV.D Qly: 2 FROM: RWM DrwNo: 224.20.1548.1371 Truss Label: A3 SSB / DF 08/11/2020 7'10"14 7'10"14 0 W t =4 �1 10 10. Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C 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 It GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.0E Bot chord 2x4 SP #1 :B2, B3 2x4 SP 2400f-2.0E: Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. 17' 218" 30'9"2 4'8" 9' 1 "2 =5X5 =5X5 D E 9'4„ 19'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NF Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 38'8" 9'4" 28'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.182 J 999 360 VERT(TL): 0.436 J 999 240 HORZ(LL): 0.068 1 - - HORZ(TL): 0.116 1 Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.836 Max Web CSI: 0.629 VIEW Ver: 17.02.01A.1115.21 �,o i1IQIIIIIF,?P® *S� �A" WA A �I;"0' SAA I gym, s �./-yp^� (�`'/jOr o �� 0. 0 � � 0 STATE OF v 0 A mot/ y°o 38'8" 7'10"14 in m 10, 1' 38'8"r A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1714 / 308 / 940 / - / 385 18.0 G 1715 /308 /940 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.0 G Min Brg Width Req = 2.0 Bearings B & G are a rigid surface. Bearings B & G 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 1481 - 3117 E - F 1509 - 2925 C - D 1509 - 2923 F - G 1481 - 3119 D - E 1157 - 2043 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2715 -1174 J - 1 1978 - 720 K - J 1978 - 692 1 - G 2717 -1204 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 404 -443 J - E 386 -244 K - D 834 - 463 E - 1 837 - 463 D - J 386 - 244 1 - F 404 - 443 s�,reis,OONAjoilliki1 ,�p0 FL 'REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricatingq handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly i!d ceilin Locations shown for ermanent lateral restraint of webs shall have bracinginstalled per BCSI sections 63, B7 or 810, I e.-_ Apply plates to each face. otptruss and position as shown above and on the JoinfDetails, unless noted otherwise. f7efer to of n this drawing,any failure to build the al on this drawing or cover pa e *the design shown. The suitability 31/TPI 1 Sec.2. SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE AN —COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 r I Hi 1, or Tor nanounqq,, snlppir acceptance of ro7essionz any structure is tphe respons more information see this Job Number: N333986 Ply: 1 $EQN: 7013 / T15 / HIPS Cust: R8975 JRef: 1WXQ89750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 2 FROM: RWM DrwNo: 224.20.1548.12461 Truss Label: A4 KM it DF 08/1112020 7'10"14 15' 23'8" 30'9"2 38'8" i 7,10"14 7'1"2 8'8" T1"2 7-10"14 i 5X5 = 5X5 D T3 E 12 6 �C5 F NS 0 i7 W 20 W1 B G A H a^5 4X6(A2) =6X6 82 =6X6 83 =6X6=4X6(A2) 38'8" 10' 9'4" 9'4" 10, 1'� �1' 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 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.194 J 999 360 B 1691 1319 / 938 / - / 345 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.470 J 999 240 G 1692 / 319 / 938 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.067 1 - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.115 I - - B Min Brg Width Req = 2.0 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf G Min Br Width Code / Misc Criteria Creep Factor: 2.0 g Re q = 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.937 Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.841 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.582 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: 17.02.01A.1115.21 Lumber B - C 1496 -3045 E - F 1517 -2855 C - D 1517 - 2853 F - G 1496 - 3046 Value Set: 13B (Effective 6/1/2013) D - E 1236 -2198 Top chord 2x4 SP #2 N :T3 2x4 SP #1: Bot chord 2x4 SP #1 :132, B3 2x4 SP 2400f-2.OE: Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC B - K 2643 -1183 J - 1 2082 - 848 K - J 2082 - 819 1 - G 2645 -1213 Loading Truss passed check for 20 psf additional bottom i♦a 8f P P P; Maximum Web Forces Per Ply (Ibs) chord live load in areas with 42"-high x 24"-wide %®`Ii `r- Webs Tens.Comp. Webs Tens. Comp. clearance. r ® iWA, N p� ` Wind �``� �000pi06a i P K-D 709 -369 E - 1 712 -369 o EN, a0 ®� Wind loads based on MWFRS with additional C&C �e®� � member design. ® No, 86367 a r o s va STATE OF a 0/0�8�e FL REG# 278, Yoonhwak Kim, FL PE 486367 08/11/2020 **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 Component Safety Information, by TPI shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingq and bottom chord shall have a propperly id attached ri ceilin Locations shown for ermanent as applicabgle. Applgy plates to each face ofptruss and lateral restraint of webs shall have bracin irislalled per BCSI sections B3, 87 or B10, as shown above the Joint9Details, Refer to drawings 160A-Z for standard plate positions. position and on unless noted otherwise. ALPINE� Alpine, a division of ITW Buildin Components Group truss in conformance with ANS11 PI 1, or for handlingq'' Inc. shall not be responsible for any deviation from this drawing,apy failure to build the AN RW COMPANY shippingp, installation bracing this drawing listing this drawin� indicates acceptance of this yawing for and of.trussesA seal on or cover paqe.. 240o Lake Orange Dr. engmeerm responsibility solely for the design shown. The suifablli y 9 guilding Suite 150 and use of the any structure is he responsibility of the Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www:tpinst.org; SBCA: www.sbcindustry.com_ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7014 / T14 / HIPS Cust: R8975 JRef: 1WXQ89750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA14EAB ELEV.D i Qly: 2 FROM: RWM DrwNo: 224.20.1548.13709 Truss Label: A5 KIM / DF 08/11/2020 i 6'9"4 } 13' 1 19'4" 25'8 31"0"12 38'8" 'i` � � 6'9"4 6'2"12 6'4" 6'4" 62"12 6'9"4 5X5 III2X4 = 5X5 D E F 12 6 2X4 C N L2X4 _ io W3r` Z B H A q••3 I 4X6(A2) = 6X6 = 5X8 = 6X6 =4X6 (A2) 38'8" 1' 10, 9'4" 9'4" 10, 1' f' +' 10, 19'4" i 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (P9,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 E 999 360 B 1665 / 699 / 931 / - 1304 / 8.0 BCLL: 0.00 Enclosure: Closed Lu:, NA Cs: NA VERT(TL): 0.543 E 999 240 H 1665 / 699 / 931 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J - - Wind reactions based on MWFRS EXP: C Des Ld: 37.00 HORZ(TL): 0.130 J B Min Brg Width Req = 2.0 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 H Min Br g Width Reg = 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.505 Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.889 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.355 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: 17.02.01A.1115.21 Lumber B - C 1565 -3029 E - F 1432 -2498 C - D 1493 - 2774 F - G 1492 - 2775 Value Set: 13B (Effective 6/1/2013) D - E 1432 -2498 G - H 1564 - 3031 Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "'I 3B" uses design values approved 1 /30/2013 by ALSC B - L 2641 -1259 K - J 2171 - 956 L - K 2171 - 926 J - H 2642 -1289 Loading Truss passed check for 20 psf additional bottom ;�f19 @0 i il�� Maximum Web Forces Per Ply (Ibs) in 42"-high 24"-wide ,/ lload areas with x p, Webs Tens.Comp. Webs Tens. Comp. cchord learance. q�gOA1�A114WAk �`� Q \a`®e ^®rh ©rIrl 6., L - D 572 -256 K - F 470 -224 Wind '� i A y D - K 470 -224 F - J 573 -256 es* � �`��' � Wind loads based on MWFRS with additional C&C a"' 0 �` ® , e member design. No 863 6 7 i A ® e 0 STAFF OFF ®Cciti NAL. `�p1 FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to -and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinccll installed per BCSI sections B3, B7 or B10, as applicabgle. Apply Oates to each face oftrussand position as shown above and -on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Build ip/$c�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the *N WCOMPANY truss in ANSI conformance with 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page2400 Lake Oran a Dr. listing this drawing indicates acceptance of pro) esslonar engineering responsibility solely for the design shown. The suitability g and use of this yawing for any structure is the responsibility of the uilding Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ]CC: www.iccsafe.org Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7015 / T12 / HIPS Cust: R8975 JRef: 1WXQ89750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D ;q Qty: 1 FROM: RWM DrwNo: 224.20.1548.17859 Truss Label: A6 JB / WHK 08/11/2020 5'9"4 11' 19' 27'8" 32'10"12 38'8" 5'9"4 5'2"12 8' 8'8" 5-2"12 5'9"4 5X5 = 5X5 = 5X5 D E T3 F T 12 6 � �2X4 W 2X4 fo C G n W3 toB H K J 4X6(A2) L = 5X5 = 5X8 = 5X5 = 4X6(A2) 38'8" 1' I 10, 9'4" 9'4" 10, 1' 10, �r 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 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.203 E 999 360 B 1518 / 701 / 918 / - / 263 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.554 E 999 240 H 1518 / 701 1918 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.120 J - - B Min Brg Width Req = 1.8 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 1.8 Soffit: 0.00 Bldg Code: FBC 6th ed.201 Max TC CSI: 0.774 Bearings B & H are a rigid surface. BCDL: 5.psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.832 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.760 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: 17.02.02A.1213.21 Lumber B - C 1616 -2720 E - F 1654 -2573 C - D 1496 - 2450 F - G 1498 - 2452 Value Set: 13B (Effective 6/1/2013) D - E 1677 -2603 G - H 1613 -2718 Top chord 2x4 SP #2 N :T3 2x4 SP #1: Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values approved 1 /30/2013 by ALSC B - L 2374 -1314 K - J 2081 -1082 L - K 2074 -1047 J - H 2371 -1341 Wind Wind loads based on MWFRS with additional C&C 91I�119�Yt (1��Isp� Maximum Web Forces Per Ply (Ibs) �PIIP Webs Tens.Comp. Webs Tens. Comp. member design. 11M%A� �1 �t;0�� 4 F-J 461 -156 E-K 388 -49 a N0. 86367 m � s � a 8 eeo ®� STATE OF a 0R 1D) If4dId4d9lfla0►t6 FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a propperly attached ri id ceiling Locations shown forfpermanent lateral restraint of webs shall have bracingq insTalled per BCSI sections B3, B7 or 610, as applicabgle. Apply plates 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. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN mN COMPANY truss in conformance with ANSIl� PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e . , 240o Lake Orange Dr. listing this drawingq indicates acceptance of -pro essiona engineering responsibility solely for the design shown. The suit9ability 9 and of this drawing for any structure is fhe responsibility of the Building Designer ANSI/TPI 1 Sec.2. Suite 150 ,use per For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: w Apinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 SEQN:3855/ HIPS Ply: 1 Job Number: N333986 Gust: R8975 JRef: 1 WXQ89750106 T9 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D DrwNo: 224.20.1548.23911 Truss Label: A7 / YK 08/11/2020 9' 28'8.. 9' 8' 4'8" 8' 9' 6X6 -5X5 -4X4 =6X6 C T2 D E T3 F 12 6 T W o (a) (a) n W5 rn B G A H I8,8„ q_3 4X6(A2) -6X6 =5X5 =6X6=4X6(A2) 1 38'8" 10' i 9'4" 9'4" 10, 10' 19'4" 28'8" 38'8" Loading. Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) I Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 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): 0.229 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 R03 /222 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1518 /- /- /900 /703 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.140 1 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 Bldg Cade: FBC 6th.ed 201 Max TC CSI: 0.906 g q = BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.854 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)/l0(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: 18.02.01A.0205.19 Lumber B - C 1545 -2622 E - F 1557 -2395 C - D 1558 - 2395 F - G 1545 - 2621 Value Set: 13B (Effective 6/1/2013) D - E 1915 -3079 Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N: Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W2, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC B - K 2256 -1202 J - 1 3036 -1647 K - J 3034 -1648 I - G 2256 -1231 Bracing (a) 1X4 #3SRB or better continuous lateral restraint �4a�11 E111o►�jD� Maximum Web Forces Per Ply (Ibs) to be equally spaced. Attach with (2) 8d Box or Gun t l A� material to be Ps Webs Tens.Comp. Webs Tens. Comp. . RestraintCo .5a suppled and lied b both ends to suitable mgq,,a 687289 E 7 5 support by erection contractor. '®.off ��°j ®�1y►YS�� K-D 483 -763 1 - F 688 -290 (a) or scab reinforcement may be used in lieu of CLR ue • P restraint. substitute (1) scab for (1) CLR and (2) ® g° . N®. �6�67 m scabs for (2) CLR'S where shown. Scab ft +p reinforcement to be same size, species, grade, and ® s 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. �, b STATE OF w` Wind a �' - g Wind loads based on MWFRS with additional C&C �e�0X% ae l�J member design. �� 0 p` ®�®A4/��1`(A8 p�� Additional Notes (�� Refer to General Notes for additional information of + FL REG# 278, Yoonhwak Kim, FL PE 986367 08/11/2020 **WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for saTpety to these functions. Installers practices prior performing shall provide temporary bracing per BCSI Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for _permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910, as applicable. Applplates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 16DA-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the AN RW COMPANY truss in conformance with ANSI/TPI 1, or for handli4 shipping, installation and bracing of.trussesA seal on this drawing or cover page , , 675o Forum Drive Misting this drawing indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The su,Pablhty and use of this yawing for any structure is the responsibility the Designer ANSI/TPI 1 Sec.2. Suite 305 of uilding per For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com' TPI: www.tpinst.or ; SBCA: www sbcindustry.com; ICC: www.iccsafe.org' Orlando FL, 32821 Job Number: N333986 Ply: 1 SEQN: 7017 / T25 / HIPS Cusl: R8975 JRef: 1WXQ89750106 ,7A5/320 ,167ED ,RG01 116721ARIA14EAB ELEV.D Qty: 1 FROM: HMT DrwNo: 224.20.1548.17936 Truss Label: A10G JB P WHK 08/11/2020 T 17' 26'4" I 31'8" 38'8" f 7 10 9�4" i 54 7 i 1116X8 =8X10 =H1014 =6X6 12 C T2 D T3 E T4 F T 6� T ro o (a) 7(a) B A G `* H as N. 4X6(A2) B1 1112X4 =5X5 1112X4 =6X8 III5X5J =5X5 =3X6(A1) 26'4" 12'4" 7112 4'10"4 5' 5'8" 3'8" 5'0"8 7'3"8 1'� 771"12 12' 17 22'8" 26'4" 31'4"8 38'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.147 M 999 360 B 1751 / 806 / - / - / - / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.409 M 999 240 J 4100 / 1843 / - / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - - G 256 / 134 / - / - / - / 8.0 Des Ld: 37.00 EXP: CMean HORZ(TL): 0.101 K - - Wind reactions based on MWFRS Height: 15.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 2.1 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed.201 Max TC CSI: 0.896 J Min Br Width Re 5.7 g q - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.984 G Min Brg Width Req = 1.5 Bearings B, J. & G are a rigid surface.Bearings Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: No Max Web CSI: 0.870 B, J, & G require a seat plate. Loc. from endwall: NA FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.02A.1213.21 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Value Set: 13B (Effective 6/1/2013) B - C 1493 -3260 C - D 1247 -3005 Top chord 2x4 SP #2 N :T2, T3 2x6 SP SS: :T4 2x6 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Bot chord 2x4 SP #2 N :B1 2x4 SP #1: Webs 2x4 SP #3 :W6 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values B - N 2859 -1288 L - K 2810 -1334 approved 1/30/2013 by ALSC N - M 2884 -1292 K - J 791 -1817 M-L 2810 -1334 J - 1 791 -1817 Bracing d,3i1iVf1IP!!I/ (a) 1X4 #3SRB or better continuous lateral restraint y t f l/j� Maximum Web Forces Per Ply (Ibs) to be equally spaced. Attach with (2) 8d Box or Gun ®�4i N S" t�t►°Y l� k. 14, Webs Tens.Comp. Webs Tens. Comp. to be�*'� attached at ends to alsluitable dby Fp--A, ®® 1938 ��G�S�� 3872 wi support re ton contrabotoh �r.� D - K 1617 -3100 E - I (a) or scab reinforcement may be used in lieu of CLR pG R t�l8 K - E 2681 -1062 I - F 372 -487 restraint. substitute (1) scab for (1) CLR and (2) �e ' Y V 0 scabs for (2) CLR'S where shown. Scab reinforcement to be w o same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun ` o e nails @ 6" oc. 4® STATE OF Loading #1 hip supports 7-0-0 jacks with no webs. ® 4,) {��etd ®®/ ®fi®j�LypORIt t �� 6A�®Aa,I Wind Wind loads and reactions based on MWFRS. t✓f Y f1 F- 1g�11Il9@��bb� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **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 to these functions. Installers practices prior performing shall provide bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall attach eli rigid ceilingq 'Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections temporary have a properly B3, B7 or B10, as applicable. Apply plates to each face ofptruss and position as shown above and on the Joinf-Details, unless noted otherwise. f7efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW BuildinggComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure truss in ANSI to build the conformance with 1, or for handlMQ, shippingg, installation and bracing of,trussesA seal on this drawing or cover pa e, , 2400 Lake Orange listing this drawingq indicates ,acceptance of ro) esslonar engineering responsibility solely for the design shown. The suifablllty 9 and use of this drawing for any structure is the responsibility of the building Designer ANSI/TPI 1 Sec.2. Suite 150 per For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinsl.org; SBCA: www.sbcindusty.com; ICC: www.iccsafe.org Orlando FL, 32837 SEQN: 3853 / FROM: RWM SPEC I Ply: 1 Qty: 1 7'10"14 7'10"14 Job Number: N333986 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Truss Label: A8 13'10" 16'8" 21'4" 5'11"2 2-10"+ 4'8'. ^ =5X5 D 38'8" Cust: R 8975 JRef:1 WXQB9750106 T11 / DrwNo: 224.20.1548.23974 )' YK 08/11/2020 27'8" 32'6"2 I 38'8" 6'4" 4'10"2 61"l4 9'4" 9'4" 10, 1' 10, 19,4„ 28,8„ i 38,8„ i ° Loading Criteria (ps0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA D 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N: Lumber value set "136" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.11 Yx2.5",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. Additional Notes Refer to General Notes for additional information Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Pf: NA Ce: NA VERT(LL): 0.220 L 999 360 Lu: NA Cs: NA VERT(CL): 0.410 L 999 240 Snow Duration: NA HORZ(LL): 0.068 K - - HORZ(TL): 0.127 K Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.881 TPI Std: 2014 Max BC CSI: 0.859 Rep Fac: No Max Web CSI: 0.647 FT/RT:20(0)/l 0(0) Plate Type(s): VIEW Ver: 18.02.01A.0205.19 WAVE a o s No. 86367 �� m• FATE 4F�� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1515 /- /- /921 /695 /321 1 1518 /- /- /916 /698 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 I 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 1585 - 2648 F - G 1366 -1995 C - D 1601 - 2456 G - H 1527 - 2444 D - E 1064 -1492 H - 1 1629 - 2706 E - F 1655 - 2513 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2290 -1231 L - K 2498 -1346 M - L 2446 -1305 K - I 2358 -1351 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 1664 -1070 F - K 431 - 632 M - E 1019 -1466 G - K 768 - 424 rf `lON ,A � b �+/fldi8911C FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an fabricating, fsa ety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a pro pperly Id ceilingg Locations shown forpermanent lateral restraint of webs shall have bracingg ins �ailed per BCSI sections B3, B7 or 810. e._ AppTy plates to each face. of truss and position as shown above and on the Joint -Details, unless noted otherwise. Defer to of Im 1, or Tor acceptance any structure failure to build the 1 or cover pa e . . n. The suit9abdtty ALPINE ANR COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 more information see TPI: www.tpinst.org; SBCA: Job Number: N333986 Ply: 1 SEQN: 7019 / T21 / SPEC Cust: R8975 JRef: 1WXQ89750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qly: 1 FROM: RWM DrwNo: 224.20.1548.18155 Truss Label: A9 JB f WHK 08/11/2020 7'10"14 13'10" 18'8" 24'8" 29'8" 38'8" f 7'10"14 + 5'11"2 410 r 6' + 5' 9' 6X6 D 12 �6E6 =4F4 �5XC 6 6 5X5 C (a) M W3 TS o v B H A I � 4X6(A2) = 5X5 = 8X8 = 6X6 = 3X6(A 1) 38'8" 10' 9'4" 9'4" 10, �1'� +1'� + + + 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 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.292 E 999 360 g 1514 / 694 / 909 / - / 321 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.797 E 846 240 H 1516 / 697 / 903 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.073 D - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.137 D - - B Min Brg Width Req = 1.8 Mean Height: 15.00 ft Code / Misc Criteria CreepFactor: 2.0 H Min Brg Width Req = 1.8 NCBCLL: 10.00 TCDL: 4.2 psf Bearings B & H are a rigid surface. Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed.201 Max TC CSI: 0.879 9 9 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.905 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.845 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: 17.02.02A.1213.21 Lumber B - C 1600 -2648 E - F 2002 -3069 C - D 1620 - 2461 F - G 1581 - 2379 Value Set: 13B (Effective 6/1/2013) D - E 2555 -3805 G - H 1563 -2600 Top chord 2x4 SP #2 N :T5 2x4 SP 2400f-2,OE: Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "'I 3B" uses design values approved 1/30/2013 by ALSC B - L 2290 -1231 K - J 2821 -1584 L - K 1836 - 912 J - H 2232 -1244 Bracing (a) 1X4 #3SRB or better continuous lateral restraint Maximum Web Forces Per Ply (Ibs) to be Attach 8d Box Gun i1�IFf1li► equally spaced. with (2) or Webs Tens.Comp. Webs Tens. Comp. Restraint to be �1 n suppled and attached). att both ends to al sluitab a �0 a �0 L - D 598 -345 F - J 467 665 e• • support by erection contractor.e'tl/f� PA D - K 2451 -1647 J - G 727 - 376 Gf 1f S` (a) or scab reinforcement may be used in lieu of CLR ,4a� • �� *r eP E - K 1411 -1982 restraint. substitute (1) scab for (1) CLR and (2) �4 • e a+ scabs for CLR'S Scab ♦ Nii. 86367 (2) where shown. a reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun 4 ® �� • nails @ 6" oc. Wind or e c STATE OF e 4/ Wind loads based on MWFRS with additional C&C v ® a a member design. C bra ®P �`y �•OpQ® D °d°eil�adao►tboe FL FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT*` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face ofptruss and position as shown above. and on the Joinf Details, unless noted otherwise. kefer to drawings 160A-Z for standard plate positions. �LPP �I NN ALPINE Alpine, a division of ITW Buildin Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the —co... truss in conformance with ANSI/ PI 1, or for handlin j shipping, Installation and bracing of,trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr. listing this drawing, indicates acceptance of pro) essiona engineering responsibility solely for the design shown. The suitability this drawing for is the the Designer ANSI/TPI 1 Sec.2. Suite 150 and use of any structure responsibility of Building per iFor more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 SEQN: 3838 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1 WXQ89750106T4 / FROM: HMT Qty: 1 , A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D DrwNo:. 224.20.1548.23896 Truss Label: All �TCE /"YK 08/11/2020 7'10"14 7'10"14 1310" I 20'8" 5'11"2 6-10" 5X5 D 26' 31'8" 38'8" 5'4" 5'8" 7' 21' j 5' 12'8" i 7'11"5 6'0"11 + 69"12 + 3'10"4 + 1'4+ 54"8 7,3"8 +1'� 7'11"5 14' 20'9"12 24'8" 26' 31'4"8 38'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA D Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T4 2x4 SP #1: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC 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 plf 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: 174 lb Conc. Load at 27.73 TC: 161 lb Conc. Load at 29.60 TC: 87 lb Conc. Load at 31.60 TC: 288 lb Conc. Load at 31.64 BC: 128 lb Conc. Load at 27.73 BC: 125 lb Conc. Load at 29.60 BC: 489 lb Conc. Load at 31.64 Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information Snow Criteria (Pg,Pfin PSF Pg: NA Ct: NA CAT: N Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201' TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): WAVE Deft/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.031 G 999 360 VERT(CL): 0.059 G 999 240 HORZ(LL): 0.013 0 - - HORZ(TL): 0.024 0 Creep Factor: 2.0 Max TC CSI: 0.753 Max BC CSI: 0.886 Max Web CSI: 0.669 VIEW Ver: 18.02.01A.0205.19 ��%J1110tIII IfIftle B ® ` 9 �Po ¢ N0. 86367 em V ®� .a STATE OF as � T80 0 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 782 /- /- /- /385 /- M 1016 /- !- /- /462 /- K 1680 A /- /- /795 /- H 903 /- /- /- /433 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Reg = 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 537 -1085 E - F 389 -166 C - D 279 - 542 F - G 509 -1166 D - E 285 - 546 G - H 664 -1396 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - 0 894 -414 J - H 1184 - 539 O - N 890 -415 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - N 271 - 582 F - K 768 -1368 N - E 813 - 367 F - J 1757 - 789 E - M 518 - 875 J - G 377 - 244 ��®� . ®1 OR ta� �� C. jaNAL ed,l�aa0��b� FL REG# 278, Yoonhwak Kim, FL PE 486367 08/11/2020 - **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a prorp�erly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracingq insalled per BCSI sections B3, B7 or 910, as applicable. Applgy plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. refer to ALPINE ,� drawings 16OA-Z for standard plate positions. �LPPII NN Alpine, a division of ITW Buildin,$cLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANMCOWAW truss in conformance with ANSI 1, or for handlin shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 6750 Forum Drive listing this drawin indicates acceptance -of pro esslona engmeerm responsibility solely for the design shown. The s. abuity and use of this gnawing for any structure is fhe responsibility of the Ouilding Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see this job's general notes page and these web sites: ALPINE: www.alpincitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 Job Number: N333986 Ply: 1 SEQN: 7021 / T29 / COMN Cust: R8975 JRef: 1WX089750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 3 FROM: RWM DrwNo: 224.20.1548.17702 Truss Label: B1 * x JB / WHK 08/11/2020 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 " 7'10"14 13'10" i 20'10"4 26'4" 7'10"14 5'11"2 - 7'0"4 5'5"12 T11"5 7.1i"5"5 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 21' 6'0"11 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NF Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bidg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE =4X4 D Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.034 J 999 360 VERT(TL): 0.095 J 999 240 HORZ(LL): 0.013 J - - HORZ(TL): 0.024 J Creep Factor: 2.0 Max TC CSI: 0.664 Max BC CSI: 0.664 Max Web CSI: 0.557 5'4" 5'4" A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 845 / 189 / 553 / - / 274 / 8.0 H 1051 / 193 / 550 / - / - / 8.0 K 185 /54 1116 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 H Min Brg Width Req = 1.5 K Min Brg Width Req = 1.5 Bearings B, H, & K are a rigid surface. Bearings B, H, & K require a seat plate. Members not listed have forces less than 375# VIEW Ver: 17.0102A.1213.21 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. �Itj1114f11PlpP��' L\C NSA, • �� m . t' No.86367 "' • o 4 �.� o• STATE OF ®tea p 6 f1 B - C 643 -1221 D - E 482 - 694 C - D 483 - 679 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-J 1015 -501 J - 1 1011 -501 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - 1 394 - 579 E - H 517 - 903 1- E 586 -167 S +•.6d© 0NfIA ( 8+ FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! `"'IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing; installed per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face of truss and position as shown above and on the Jcint"Details, unless noted otherwise. Refer to I� drawings 160A-Z for standard plate positions. ALPINE NN Alpine, a division of ITW Build in Components Group Inc. shall not be responsible for any deviation from this drawing,apy failure to build the RNnW COMPANY truss in conformance with ANSIl� PI 1, or for handling, shipping,_ installation and bracing of.trussesA seal on this drawing or cover pagge .. 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The suitability g and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.alpine;tw.com; TPI: wwwjp nsl.org, MCA: www.sbcindusigxom; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7022 / T27 / GABL Cust: R8975 JRef: 1WX089750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RWM DrwNo: 224.20.1548.17952 Truss Label: 82GE JB / WHK 08/11/2020 6'1'7 13'10" 27'8" 6'17 7'8"9 13'10" r — 310 --}-- 4 —1 —�P�4X4 � H Loading Criteria (ps0 Wind Criteria _ TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C 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: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l36" uses design values approved 1/3012013 by ALSC Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. Truss designed to support 8" maximum gable end overhang. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Deft/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.021 O 999 360 VERT(TL): 0.064 0 999 240 HORZ(LL):-0.011 M - - HORZ(TL): 0.020 M Creep Factor: 2.0 Max TC CSI: 0.146 Max BC CSI: 0.284 Max Web CSI: 0.127 VIEW Ver: 17.02.02A.1213.21 twiIIIIIIpt POto ®NHW AA- r °°° d s+ No, 86367 a 0 a °� STATE OF sP�"®S,S f ®o ® e ° ♦Maximum Reactions (lbs), or•=PLF Loc R / U / Rw / Rh / RL / W B 209 / 77 / 110 / - / 290 / 8.0 B' 79 / 17 / 42 / - / - / 248 Z 256 /95 /210 /- /- /8.0 AA57 /21 /55 /- /- /16.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 B Min Brg Width Req = - Z Min Brg Width Req = 1.5 AA Min Brg Width Req = 1.5 Bearings B, B, Z, & Z are a rigid surface. Bearings B, B, Z, & Z require a seat plate. Members not listed have forces less than 375# FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached ri id ceilin Locations shown fornermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicable. Applgji plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. 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 ITNCOMPANY truss in conformance with ANSII�PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e. , 2400 Lake Orange Dr. listing this drawing, indicates acceptance of proTesstonar engineering responsibility solely for the design shown. The suit9abillty g and use of this drawing for any structure is he responsibility of the building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineilw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com• ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333986 . Ply: 1 I SEQN: 7030 / T28 / GABL Cust: R8975 JRef: 1 WXQ89750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RWM DrwNo: 224.20.1548.17266 Truss Label: C1GE JB / WHK 08/11/2020 EO in N 43 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 D Des d:: .00 Mean Height: 15.00 ft TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 byALSC Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS Al 6015ENC101 014 & GBLLETIN1014 for gable wind bracing and other requirements. + MEMBER TO BE LATERALLY BRACED FOR HORIZONTAL WIND LOADS. BRACING SYSTEM TO BE DESIGNED AND FURNISHED BY OTHERS. 2'2" 1 4'2" 6'2" 8'4" 2'2" 1 2' 12' 12'2" 4X4 D 8'4" 2'2" 1 2' 2' 2'2" 1' 2�2� 4-2� T 6�2" 1 84 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.0031 999 360 VERT(TL): 0.0081 999 240 HORZ(LL): 0.001 H - - HORZ(TL): 0.003 H Creep Factor: 2.0 Max TC CSI: 0.223 Max BC CSI: 0.095 Max Web CSI: 0.086 VIEW Ver: 17.02.01A.1115.21 0 Maximum Reactions (lbs), or *=PLF Loc R /U /Rw /Rh /RL /W B* 185 / 87 / 135 / - / 59 / 24.0 F* 185 / 87 / 135 / - / - / 24.0 Wind reactions based on MWFRS B Min Brg Width Req = - F Min Brg Width Req = - Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# III Itrprito, cE Ns a N0, 86367 .a a e .'moo a ®& STATE OF a 4,c,v a� I p�,IZQ " e • p � 0 ® FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **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 t Safety Information, by TPI an�'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r SCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly �id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 le. Applgy plates to each face ofPtruss and position as shown above and on the Join f Details, unless noted otherwise. kefer to' 60A-Z for standard plate positions. Alpine, a division of ITW Buildin Cc truss in conformance with ANSIl� PI listing this drawing,indicates aca and use of this awing for any C his drawing,an , failure to build the on this drawing or cover page ie design shown. The suifability TPI 1 Sec. 2. CA: www.sbcindLtstry.com; ICC: www.iccsaf ALPINE AN CRY COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 and these web SEQN: 3845/ VAL Ply: 1 Job Number: N333986 Cust: R8975 JRef:1WXQ89750106T7 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RG01 / 1672/ARIAAEAB ELEV.D DrwNo: 224.20.1548.23897 Truss Label: V4 �TCE / YK 08/11/2020 Loading. Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber 1'l1"8 3'11" 1'l 1 "8 1'11 "8 12 6 = 4X4 B A 4X4(D1)=4X4(D1) C 14' 11 "3 D i- 3'11" _I 3'11" i i 3'11" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.59 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 GCp!: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Valley truss connection to truss below shall be designed and furnished by others . Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE DefI/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.004 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.104 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (lbs), or `=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D' 75 /- /- /31 /10 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# ,1lsrta�I,ItiIt? ffp/p NAQ A WA/� J. d• No. 86367 0 STATE OF ®A"aIS�ONA 1_ 411111l11111 FL REG# 278, Yoonhwak Kim, FL PE 486367 08/ 11 /2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS a division of n Components Group In . shall not be responsible for any deviation from this drawing,any failure to build the illr} PI 1, or for handlin4, s�ippinq, installation and bracing of.trussesA seal on this drawing or cover pa e, s acceptance of pro) essionar engineering responsibility solely for the design shown. The suifabillty r any structure is the responsibility of the Building Desigrier per ANSI/TPI 1 Sec.2. ALPINE AN nW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 ALPINE: www.alpineitwxom; TPI: Job Number: N333986 Ply: 1 SEQN: 1031 / T5 / VAL Cust: R8975 JRef: 1WXQ89750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D y. Qty: 1 FROM: RWM DrwNo: 224.20.1548.17579 Truss Label: MV01 JB / WHK 08/11/2020 �= 4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C 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: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . , 1112X4 B a1) 4'1"11 _1 4'1"11 4'1"11 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/l 0(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.003 C HORZ(TL): 0.006 C Creep Factor: 2.0 Max TC CSI: 0.222 Max BC CSI: 0.177 Max Web CSI: 0.100 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (lbs), or "=PLF Loc R I /Rw /Rh /RL /W D' 75 /28 /52 /- /18 /49.7 Wind reactions based on MWFRS D Min Brg Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# �A VVA m t! ISO, 8636! f3 i 4 q ® MATE OFro 9� i10 R INA Ldifillikt FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS a division of m Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the �PI 1, or for handling shipping, Installation and bracing of,trussesA seal on this drawing or cover paqe . . s acceptance of ro esslona engmeerin� responstbillty solely for the design ...The s.ifabtlfty r any structure is he responsibility of the uilding Designer per ANSIITPI 1 Sec.2. neral notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf I ALPINE', ANmMCOMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7032 / T6 / VAL Gust: R8975 JRef: 1WXQ89750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D i Qty: 1 FROM: RWM DrwNo:: 224.20.1548.18077 Truss Label: MV02 3 JB / WHK 08/11/2020 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37Mea .00 C 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: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 12 6 1112X4g i 2' 1 "11 �{ 2'1"11 2'1"11 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/l 0(0) Plate Type(s): WAVE T CV Defl/CSI Criteria ♦ Maximum Reactions (lbs), or *=PLF PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W VERT(LL): NA VERT(TL): NA HORZ(LL): 0.000 C HORZ(TL): 0.001 C Creep Factor: 2.0 Max TC CSI: 0.039 Max BC CSI: 0.041 Max Web CSI: 0.026 VIEW Ver: 17.02.02A.1213.21 D* 75 113 / 48 /- / 10 / 25.7 Wind reactions based on MWFRS D Min Brg Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# �®dgi\IQi9tllp��v ,'�`' p��W AA w i a 00 G No.86367 STATE OF cv� PONAL s e4441e14ue FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly attached ri id ceilin Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910, _ as applical5 e. AppTgy plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. F�efer to ALPINE� drawings 160A-Z for standard plate positions. 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—COWA- truss in conformance with ANSIlgfPl-1, or for handlin4, shippintq, installation and bracing of,trussesA seal on this drawing or cover pagge, . 2400 Lake Orange Dr. - listing this drawing, indicates acceptance of -pro) essiona engineering responsibility solely for the design shown. The suiTability and use of this drawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org_ Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7033 / T8 / EJAC Cust: R8975 JRef: 1WX089750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 14 FROM: RWM DrwNo: 224.20.1548.13865 Truss Label: EJ7 JB /' WHK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set 1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 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. ad more Snow Criteria (Pg,PfinPSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 7- T Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D Creep Factor: 2.0 Max TC CSI: 0.713 Max BC CSI: 0.527 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 L N M ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 331 /117 /259 /- /173 /8.0 D 127 /20 /101 /- /- /1.5 C 171 /133 /91 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ®,ojjIjIIf IIIP rPr ��agm@AH� .p/Ak o '� (� • r © 0 ,. a STATE 4F ORID�Q' �ONAk. d�oAdf-0IksJ1�6®�� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly aid ceiling. Locations shown for ermanent lateral restraint of webs shall have bracinnn installed per BCSI sections B3, B7 or B10, ale. A .plgy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. q Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the TPI 1, or for handling, shlppinq, installation and bracing oftrussesA seal on this drawing or cover pafge acceptance of pro esslona engineering responsibility solely for the design shown. The sui ability any structure is he responsibility of the uilding Designer per ANSI/TPI 1 Sec.2. ral notes page and these web sites: ALPINE. www.alp.ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE ANMCOMPAW 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7034 / T3 / EJAC Cust: R8975 JRef: 1WXQ89750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 2 FROM: RWM DrwNo: 224.20.1548.17858 Truss Label: EJ7A JB / WHK 08/11/2020 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 " - 2'4" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 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: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 7' 7' Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.012 D HORZ(TL): 0.021 D Creep Factor: 2.0 Max TC CSI: 0.775 Max BC CSI: 0.504 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 l��Rt,wa��rRrnrr►��P ea No. 86367 ® a STATE 4F e� C co O (�7 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 425 / 178 / 370 / - 1202 / 8.0 D 125 /12 /101 /- /- /1.5 C 161 /125 /78 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 114440 /0 a ' FL REG# 278, Yoonhwak Kim, FL PE 486367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly id ceilin Locations shown for_permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. e. Applgj plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Defer to 60A-Z for standard plate positions. a division of rIm 1,orfor h acceptance any structure these web sites: ALPINE: from this drawing,anV failure to build the k seal on this drawl vg or cover pa e , I for the de Sec shown. The suit9abillty ALPINE AN—COWAW 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7035 / T1 / EJAC Cust: R8975 JRef: 1WXQ89750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RWM DnwNo: 224.20.1548.17749 Truss Label: EJ7S KM / WHK 08/11/2020 T rA B M O M Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA A 270 / 79 / 188 / - / 151 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA C 128 / 21 / 104 / - / - / 1.5 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.018 C B 174 / 135 / 95 / - / - / 1.5 Des Ld: 37.00 EXP: Cgh15.00 ft HORZ(TL): 0.033 C - - Wind reactions based on MWFRS Mean Height: NCBCLL: 10.00 TCDL: ei t: Code / Misc Criteria Creep Factor: 2.0 A Min Brg Width Req = 1.5 Soffit: 0.00 p Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.725 C Min Brg Width Req = - BCDL: 5.0 psf B Min Brg Width Req = - Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.533 Bearing A is a rigid surface. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.000 Bearing A requires a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes �01 H 1rYA Provide (2) 0.131 "x3.0", min. toe -nails at top chord. �d� `®_eE Af� �0 Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. ,[. No. 8636� 0 STATE 4E ORIV FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 "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 othenwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracingg insgalled per BCSI sections B3, B7 or B10, as applicabgle. Applgy plates to each face of truss and position as shown above and on the JoinfiDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. • Alpine, a division of ITW BuildinqqComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the AN wco�AH,. truss in conformance with ANSVTPI 1, or for handlin4, shipping, Installation and bracing of,trussesA seal on this drawing or cover pa�e • , 2400 Lake Orange Dr. listing this drawing,indicates acceptance of ro essiona engineerm responsibility solely for the design shown. The sui ability 9 and use of this awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.icrsafe.org Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7023 / T2 / JACK Cust: R8975 JRef: 1WXQ89750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 5 FROM: RDP DrwNo: 224.20.1548.13975 Truss Label: CJ5 KD / YK 08/11/2020 C 12 6 M 9 ("I M B 3 A D 1' Din 4'11"4 ! 4' 11 "4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 it GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 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. more Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.411 Max BC CSI: 0.254 Max Web CSI: 0.000 VIEW Ver: 17.02.01A.1115.21 `1,tjjj1111tiff fftp se .s a 0 4 No.86367 p a► p �� • a 6 � STATE 4F �~ ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W B 256 / 95 / 207 / - / 128 / 8.0 D 89 /13 /68 /- /- 11.5 C 118 /92 /61 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# toRtia� 0N�aL FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 "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 t Safety Information, by TPI an � SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly id ceiling Locations shown fornermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10. 60A_Zpe. Afop y plates to each face or truss and position as shown above and on the Join i Details, unless noted otherwise. kefer to for standard plate positions. a division of I NI i, or for r acceptance any structure any deviation from this drawing,any failure to build the rig oftrussesA seal on this drawing or cover page sibility solely for the design shown. The suifabillty )esignerper ANSt/TPI 1 Sec.2. TPI: www.tpinst.org; SBCA: www.sbcindustry_.com; ICC: www.iccsal 'Aakl. ALPINE Mn COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 328' Job Number: N333986 Ply: 1 SEQN: 7028 / T32 / JACK Cust: R8975 JRef: 1WXQ89750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D City: 1 FROM: RDP DrwNo:. 224.20.1548.17562 Truss Label: CJ5A JB / WHK 08/11/2020 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 " Lumber A 12 6 `') a� (V 0) B F_ T A = 2X4(A1) D �— 2'4" 4'11 "4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 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: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.20 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.006 D HORZ(TL): 0.008 D Creep Factor: 2.0 Max TC CSI: 0.775 Max BC CSI: 0.245 Max Web CS 1: 0.000 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 358 / 162 / 329 / - / 157 / 8.0 D 85 /13 /77 /- /- /1.5 C 102 /80 /41 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �,`�1`OIIPttt1►�� Aft too, AA No. 8630 / Q. � � s %� ; STATE OF ®w� �rs0, 4 FzoRia� ��°06dido 1dA� e� iijFL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly aid ceiling Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or B10, fle. AppTy plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. of rawing Tor any structure is the respon this job's general notes page and these web sites: failure to build the 1 or cover pa e , n. The sulPabtiity ALPINE AN RW C0WANN 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7024 / T22 / JACK Cust: R8975 JRef: 1WXQ89750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIAMEAB ELEV.D Qty: 5 FROM: RDP DrwNo: 224.20.1548.12587 Truss Label: CJ3 JB / WHK 08/11/2020 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 " V Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C 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 Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 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. 2X4(A1) Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C ONE! 2'11'A ' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.001 D HORZ(TL): 0.0.01 D Creep Factor: 2.0 Max TC CSI: 0.206 Max BC CSI: 0.115 Max Web CSI: 0.000 VIEW Ver: 17.02.01A.1115.21 i ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 185 / 75 1 160 / - / 84 / 8:0 D 50 /6 /41 /- /- /1.5 C 63 /50 /29 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# `�,�N�t111a►orrl p� CEfYS®«� p0f�� \ No, 86367 ® d q STATE OF ° Cc/�� v ee�tMO FL REG# 278, Yoonhwak Kim, FL PE 486367 08/11 /2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS a division of information see in Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the 311�PI 1, or for handl!n� shippinq, installation and bracing of,trussesA seal on this drawing or cover pa e , . s acceptance of pro essfonarr engineering responsibility solely for the design shown. The su Pabdlty it any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. neral notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE AN 710MVAN 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7029 / T20 / JACK Cust: R8975 JRef: 1WXQ89750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RDP DnvNo: 224.20.1548.18092 Truss Label: CJ3A ' . KID / YK 08/11/2020 IV Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 Bot chord 2x4 SP #2 N Lumber value set "136" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 2'4" 2' 11 "4 2' 11 "4 Snow Criteria (P9,Pf in PSF) Pg: NA Ct: NA CAT: NF Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): -0.003 D HORZ(TL): 0.004 D Creep Factor: 2.0 Max TC CSI: 0.908 Max BC CSI: 0.283 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 C c'7 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 308 / 157 / 309 / - 1113 / 8.0 D 45 /24 /55 !- /- /1.5 C 34 /28 /35 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - G Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# `�j1110f11fl/�p� NAH - AA- 4 4 No.86367 STATE OF ® 'i ,- '9 ��o S ••eQ®° e ea®adS�QN+A� `�+® FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 **WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r sa ety 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 propperly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910 as applicable. Apply Oates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Refer to' drawings 160A-Z for standard plate positions. FiHi 1, or Tor acceptance any structure from this drawing,any failure to build the 1 seal on this drawing or cover page , r for the design shovJn. The -suifablllty ANSI/TPI 1 Sec.2. AL NE ANMCOMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 information see this Icc: Job Number: N333986 Ply: 1 SEQN: 7025 / T24 / JACK Cust: R8975 JRef: 1 WX089750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D 'r Qty: 6 FROM: RDP DrwNo: 224.20.1548.13974 Truss Label: CJ1 JB / WHK 08/11/2020 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 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "136" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 12 6 C F Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N! Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE M T M co 11 "4 11 "4 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL):-0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 17.02.01A.1115.21 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 143 /79 /148 /- /41 /8.0 D 11 /12 /18 /- /- 11.5 C -15 /32 /27 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �y1i141/111lIq�� QNHW Ak `'f a � s No. 86367 • o F ^ r•m o ® G r Y ®� STATE flF ds,ONBA16 � FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly t,Aceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 , pply plates to each face. of ttruss and position as shown above and on the Joint9Details, unless noted otherwise. kefer to a division of acceptance or protessionqi engineers any structure is the responsibility of the his drawing,any failure to build the on this drawn vg or cover pa e ie design shown. The suit9abdlty 1. ALPINE AN; COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 328' more information see Job Number: N333986 Ply: 1 SEQN: 3843 / T19 / HIP_ Cust: R8975 JRef: 1WXQ89750106 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qly: 3 FROM: RWM DrwNo: 224.20.1548.13756 Truss Label: HJ7 TCE / WHK 08/11/2020 5'Y5 9110"1 5'Y5 4'6"l 1 T 4"3 i �— 1'5" Loading Criteria (psf). Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Mean Height: 15.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 . BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP 2400f-2.0E Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Provide (3) 0.162"x3.5", min toe -nails at top chord. Provide (3) 0.162"x3.5", min toe -nails at bottom chord. 9'2"2 9'2"2 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NI Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defi/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.040 F 999 360 VERT(TL): 0.111 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 7.11 9'10'1 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 326 / 154 / - /- 1- / 10.6 E 364 /84 /- /0 /0 11.5 D 214 /177 /- /- /- 11.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 E Min Brg Width Req = - D Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# VIEW Ver: 17.02.01A.1115.21 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 ati1f114f 11 Plfi�ll � WAS10, �'''� m s No. 86367 r "�1 Pm STATE OF .(/ 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 ®d •ro®6Ae� pe, (� �eiir�ieaour FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 "WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a pro erly per BCSI sections B3, B7 or 910, unless noted otherwise. kefer to of r I vi 1, or Tor nanaing, snipplr acceptance of rOTessioni any structure is the respons failure to build the or cover pa e n. The suit9ability ALPINE ANMCOMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 more information see this TPI: www.tpinst.org; SBCA: Gable Stud Reinforcement Detail ASCE 7-101 160 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 Ori 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 ❑ri 120 mnh Wind Sneed. 15' Mann Helnht. Pnrtinllv P-1—orl_ Fenn —a n ih+ = I nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace M (2) 2x6 'L' Brace w Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 #2 S P P #3 3' 8' 5' 9' 6' 2' 7' 8' i' 11' 9' 1. 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' l- Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' p Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' CU #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9.' 14' 0' 14' 0' J S P #2 3' 10, 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' P. 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8 10' 4' 13' 1' 14' 0' U _ #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' Il' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 1 10' 10' 13, 9' 14' 0' 14' 0' 14' 0' U I_I QJ O I� Standard 4' 2' 6' 1' G' 5' 8' 1' 8' 8' 10' 5' 10, 10, 12' 8' 13' 7' 14' 0' 14' 0' \ #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' ill 1' 14' 0' 14' 0' 14' 0' 14' 0' / S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' QJ D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10' 11' 13' 4' 14' 0 14' 0' 14' 0' Standard 4' 2' S' 8' 6' 0' 7' 6' 8' 0' 1 10' 2' 10, 10, 11' 10, 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10, 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' U LIP Stud 4' 7' 8 ' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I�l Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11, 9' 12, 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10, 2' 11' 7' 12' 1' 14, 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' �--i D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 1 14' 0' 14' 0' 14' 0' �ymm About: able Truss Diagonal brace options vertical length may be T doubled when diagonal 18' brace Is used. Connect diagonal brace for 600# •L• L at each end. Max web Brace 01/q # /'I� total length Is 14'. © ®e �' �OAt 2x6 DF-L #2 or I <� ® ` p / better diagonal T- tl �A 40 Vertical length shown bracer single 8, p In table above. or double cut 45' (as shown) at L 1 upper end. — onSiy_gNs®Bearing Connect diagonal at r. 449l C C midpoint of vertical web. Refer to chart ab0 ill^ P70. �vrtrtiticn "VARN M" READ AND FULLOW ALL NOTES ON THIS DRAWING! a01 W ; � a�e�4 "IKPORTANTv FURNISH THIS DRAWINGi TO ALL COMACT13RS INCLUDING THE INSTALLERS OTrusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to andfollow the latest edition of BCSI (Building Component Safety Information, by TPI and SECA) for safety ®1practices prior to performing these functions.Installers shot( provide temporary brndng per BCSL ��I/j\ lAUnless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord i/j1)Hshall have a properly attached rigid ceiling. Locations shown far permanent lateral restraint of webs��t�i1,0 shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to each face of truss and position as shown above and an the Joint Details, unless noted otherwise, �I E, Refer to drawings 160A-2 for standard plate positions. Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation & bracing of trusses. A seal an this drawing or cover page Usti g this drawing, Indicates acceptance of professional \1514\EaAh\City\Expressway engineering responsibility solely for the design sham. The suitability and use of this drawing \\Suite\242 far any structure is the responsOiRlty of the Budding Designer per ANSI/TPI 1 Sec2. 11 \\EaAh\City.\MO\63045 For more Information see this Job's general notes page and these web sitp�/ffiR7 Yoonhwak Kim, FL PE #86367 ALPINE www.al Ineltw.coni TPI, www.tpinst.orgi SECA, www.sbcindustry.orgi ICC� wwdc r-1 Bracing Group Species and Gradesi Group Ai S ruce-Pine-Fir Hen -Fir #1 / #2 Stnndnrd #2 Stud #3 1 Stud #3 Stnndnrd Dou las Flr-Larch Southern Pinewww #3 #3 Stud Stud Standard Standard Group BI Hen -Fir #1 & Btr #1 Dou ins Fir -Larch Southern Plnewww #1 1 #1 #2 1 1 #2 Ix4 Braces shall be SRB (Stress -Rated Board), wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with IOd (0.128'x3.0' h.In) nails. )K For (1) 'L' bracer space nails at 2' o.c. In 18' end zones and 4' o.c, between zones, )K)KFor (2) 'L' braces, space nails nt 3' o,c, In 18' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of 807 of web member length. II Gable Vertical Plate Sizes 11 Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than 11' 6' 4X4 + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detalt. AX. TOT, LD, 60 PSF SPACING 24.0' F ASCE7-10-GAB16015 TE 10/01/14 WG A16015ENC101014 Gable Stud Reinforcement Detail ASCE 7-10: 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt =' 1.00 ❑ri 140 mnh Wind Snppd. 19' Mann Hpinht. Pnrtinlly Fnrinapd. Fvnnauro n. k7+ = inn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace x)K (1) 2x6 'L' Brace w (2) 2x6 'L' Brace w Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B # 1 / #2 3' 6' 6' 0' 6' 3' 7' 1' 7' 4' 8' 5' 8' 9' 11' 1' 11' 7' 13' 3' 13' 9' 0) U S P P #3 3' 4' 5' 1' 5' 5' 6' 9' 7' 3' 8' 4' 8' 8' 10' 7' 11' 4' 13' 1' 13' 7' HF Stud 3' 4' 5' 0' 5' 4' 6' 9' 7' 2' 8' 4' B' B' 10, 6' ill 3' 13' 1' 13' 7' p Standard 3' 4' 4' 4' 4' 7' 5' 9' 6' 2' 7' 10' 8' 5' 9' 1' 9' 8' 12' 4' 13' 2' #1 3' 8' 6' 1' 6' 4' 7' 2' 7' 5' 8' 6' 8' 10' 11' 3' 11' 8' 13' 4' 13' 11' S P #2 3' 6' 5' 9' 6' 2' 7' 1' 7' 4' 8' 5' 8' 9' 11' 1' 11' 7' 13' 3' 13' 9' #3 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' ^c 10, ' 12' 11' 13' 8' aj r Stud 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12, 11' 13' 8' d Standard 3' 1' 4' 0' 4' 3' 5' 4' 5' 9' 7' 3' T 9' 8' 5' 9' 0' 11' 5' 12' 3' U #1 / #2 4' 0' 6' 10' 7' 2' 8' 1' 8' S' 9' 8' 10, 1' 12' 9' 13, 3' 14' 0' 14' 0' _ S P P #3 3' 10' 6' 2' 7' 2' 8' 0' 8' 4' 9' 7' 9'- 11' 1 12' 7' 13' 1' 14' 0' 14' 0- u P Stud 3' 10' 3' 6' 2' 6' 7' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' 1' 14' 0' 14' 0' QJ o �l Standard 3' 10' 5' 4' 5' 8' 7' 1' 7' 7' 9' 7' 9' 11' 11' 1' 11' 11' 14' 0' 14' 0' #1 4' 3' 7' 0' 7' 3' 8' 3' 8' 6' 9' 9' 10' 2' 12' 11' 13' 5' 14' 0' 14' 0' S P #2 4' 0' 6' 10' 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12' 9' 13' 3' 14' 0' 14' 0' #3 3' 11' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10, 0' 11' 8' 12' 6' 14' 0' 14' 0' �1 i D P L Stud 3' 11' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10, 0' 11' 8' 12' 6' 14' 0' 14' 0' Standard 3' 9' 4' 11' 5' 3' 6' 7' 7' 0' 8' ill 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 / #2 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 9' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' d Sr P r #3 4' 3' 7' 2' 7' 7' 8' 10' 9' 2' 10, 6' 10, 11' 13, 10' 14' 0' 14' 0' 14' 0' LD U I I P Stud 4' 3' 7' 1' 7' 7' 8' 10' 9' 2' 10' 6' 10, 11' 13' 10' 14' 0' 14' 0' 14' 0' O I� Standard 4' 3' 6' 2' 6' 6' 8' 2' 8' 9' 10' 6' 10, 11' 12' 10' 13' 9' 14' 0' 14' 0' X #1 4' 8' 7' 8' 7' 11' 9' 0' 9' 5' 1 10' 9' 11' 2' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 10, 8' 11' 1' 14' V 14' 0' 14 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 7' 9' 12' 10' 7' 11' 0' 13' 5' 14' 0' 14' 0' 14' 0' � D F L Stud 4' 4' 6' 5' 6' 10' 8' 7' 9' 12' 10' 7' 11' 0' 13' S' 14' 0' 14' 0' 14' 0' Standard 4' 3' 5' 8' 6' 1' 7' 7' 8' 1' 10' 3' 1V il' 11' il' 12' 9' 14' 0' 14' 0' Diagonal brace options vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 775# at each end. Max web total length Is 14'. Vertical length shown In table above. Connect dlagonnl at mldooint of vertical AN ITW CO \ \ 514\ Earth\ City\ Expressway \ \ Suite\ 242 \ \ Eanh\ City,\ MO\ 63045 2x6 DF-L #2 or better diagonal bracer single or double cut (as shown) at upper end. Aboutj� T 18' )K mace L 31E 31E T 1L Lj 1 14�1 Refer to chart aboW wwVARND161n READ AND FDLLBV ALL NDTES ON THIS BRAVING 17, vDNPORTANnv FURNISH THIS BRAVING TO ALL CUITRACTDRS INMUDING THE INSTALLERS. E Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and it.. the latest editlon of BCSI (Building Component Safety Information, by TPI and SBCA) for safety actices prior to performing these functions. Installers shall provide temporary bracing per BCSI. less noted otherwise, top chord shall have properly attached structural sheathing and bottom char all have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs .all have bracing Installed per BCSI sections B3, B7 or H10, as applicable. Apply plates to each face truss and position as shown above and on the Joint Details, unless noted otherwise. fer to drawings 16CA-Z for standard plate positions. Alpine, a division of ITW 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 S bracing of trusses. A seal on this drawing or cover page Ustig this &owig, Indicates acceptance of professional gineering responsibility solety for the design shorn The sultobUty and use of this drawing r any structvr is the responsibility of the Budding Designer per ANSI/TPI I Sect. For more Information see this Job's general notes page and theset,web sLll�ll(J7R ALPINEi wwmalpineitw,conl TPD www.tpinsorgi SBCA, www,sbclndustry.argi ICd v.J 7 �III 1fI►�'of' �1 WA '.r., f 3 7 ®�°el��f o� ma$TXTE VORICa OR�o� Ss+°®gym®® hA1_ ""Odd 0 d 101 R Bracing Group Species and Grades: Group At S ruce-Plne-Fir Hen -Fir #1 / #2 IStandarl 1 #2 Stud #3 Stud #3 Stnndnrd Dou las Flr-Larch Southern Plnewww #3 #3 Stud Stud Stnndnrd Stnndnrd Group B: Hen -Fir #1 & Btr #1 Dou ins Fir -Larch Southern Plnewww #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). wwFor 1x4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values maybe used with these nodes. UaIoLe I russ Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 100 pile over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang, Attach 'L' braces with 10d (0,128'x3,0' min) nails. )K For (1) 'L' brace, space nails at 2' o,c, In 18' end zones and 4' o,c, between zones. )KFor (2) 'L' braces. space nails at 3' o,c, In IB' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 807 of web member length. Gable Vertical Plate Sizes Vertical Length No Splice + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. Less than 4' 0' 2X3 Greater than 4' 0', but 4X4 Less than 10' 0' TOT, LD, 60 PSF MAX, SPACING 24,0' F ASCE7-10-GAB18015 TE 10/01/14 WG A18015ENC101014 'T Relnfo Memk Go Tr Gable Detail For I_Pt-in VPrtir-nl<,- Gable Truss Plate Sizes pproprlate Alpine gable detall for e sizes for vertical studs, Engineered truss design for peak, -b, and heel plates. vertical plates overlap, use a ,te that covers the total area of lapped plates to span the web, ei 2*2X4 2 X 8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nails, 10d Common (0.148'x 3,',min) Nails at 4' o.c, plus (4) nails In the top and bottom chords, Toenalled Nallsb 10d Common (0.148'x3',min) Toenails at 4' o,c. plus (4) toenails in the top and bottom chords, This detall 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 §1 CI ®y o A11515ENC100118, A12015ENC100118, A14015ENC100118, A18015ENC100118, A20015ENC100118, A20015END10011 � A11530ENC100118, A12030ENC100118, A14030ENC$ QldC�0f�1',to �� A18030ENCI00118, A20030ENC100118, A20030EN A®0 3 Q18 S11515ENC100118, S12015ENC100118, S1401SEN 0118,�3 6 011&j� �o S18015ENC100118, S20015ENC100118, S20015E* 001IPA S 0 15P 1 B e S11530ENC100118, S12030ENC100118, S140300C100115, S 7 # S18030ENC100118, S20030ENC100118, S2003 18, S20030PED100118 ff+ See appropriate Alpine gable detall for maxima unrRlnforced g e vertical l® ov,:� ® STATE OF 0 i 'T' Reinforcement Attachment Detall. 'T' Reinforcing 'T' Relnforcing 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, ✓eb Length Increase w/ 'T° Brace 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 2x6 20 Examples ASCE 7-10 Wlnd 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' ..vARNDaa.. RIJD AND FD(lOV ALL I�TEs ON THIS DRAVINa ® ®� �� wwDPDRTANTww FURNISH THIS DRAVM TO ALL CONTRACTORS INCLUDING THE INSTALLERS. IV rto 40..- ��® / REF LET -IN VERT Trusses require extreme care In fabricating, handling, shipping, Installing and bracing: Refer to and ("1 9 p ®®0 DATE O1/�2/2018 follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) for safety 0 l.) proctices prior to performing these functions. Installers shall provide temporary bracing per MI, a� ` Unless noted otherwise, top chord shot( have properly attached structural sheathing and bottom chord < shop have a property attached rigid calling. Locations shown for permanent lateral restraint of webs///d�+'�o, i1��11 DRWG GBLLETIN0118 �, shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and pasitlon as shown above and on the Joint Detalls, unless noted otherwise. �I E Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc, shall not be responsible for any deviation from this drawing, any falture to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, )AX, TAT, LD, 60 PSF ANITWCOMPANY Installation & bracing of trusses. 1 \ 6141 Eadh\ Cit \ Expressway A seal on this drawing or cover page listing this drawing. lndcates acceptance of professional y p y engineering responsibility solely for the design shown The suitability and use of this drawing D U R, F A C, A N Y \\Suite\242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 SecZ l\ Earth\ City,\ MO\63046 For more Information see this Job's general notes page and these web MAX, SPACING 24,0' ALPINE, www,alpineltw.comi TPI, www.tpinst.orgi SBCA, wwwsbclndustry.orgi ICC, vw n 'T Relnfol Memb Go, Tr Gable Detail Fnr I Pt -in VPrt1r"(11cz Gable Truss Plate Sizes pproprlate 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. 2X4 2X4 *2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nails, IOd Common (0,148'x 3.',min) Nails at 4' o.c. plus (4) nails In the top and bottom chords, Toenalled 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 Detal( Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detall Drawings ® gg A11515ENC101014, A12015ENC101014, A14015ENC101014, A18015ENC101014, A20015ENC101014, A20015END1010A A11530ENC101014, A12030ENC101014, A14030ENCQE1A03014, /� AP A18030ENC101014, A20030ENC101014, A20030EN,�,01 { A00 3 i '.�/ 10i S11515ENC100815, S12015ENC100815, S14015Et100815QaS1 0 �® 518015ENC100815, S20015ENC100815, S20015�D1008b5, ��j,O,15P D 0 8 �s ®� S11530ENC100815, S12030ENC100815, S14030�'NC100015, %I�0 8 • r S18030ENC100815, S20030ENC100815, S2003VLQkO§815, SP-0030PED100815 0 0 See appropriate Alpine gable detail for maximum unrwinforced a vertical long hZ STATE OP o 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detall). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Jeb Length Increase w/ 'T' Brace 'T' Relnf. Mbr, Size 'T' Increase 2x4 30 2x6 20 Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o,c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' s ■■VARNINGi■■ READ AND FOLLOV ALL NOTES W THIS DRAWING[ �� W ® 0��(1 aDwaRTANT■■ FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INST&LERS. "o ri` p rQ ° ��aREF LET -IN VERT Trusses require extreme care In fabricating, handUng, shipping, InstalUng and bracing. Refer to and �l1 • DATE- 10/O1/14 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 temporaryy bracing per BCSI. red Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord / �! Y �. shall have a properly attached rigid telling. Locations shown for permanent lateral restraint of webs �Ip9Ed �e,e► DRWG GBLLETIN1014 �F^�� shall have bracing Installed per above sections the B7 or B30, as applicable. Apply plates to each face d I��LU�J�)1 of truss and position as shown above and an the Joint DetnOs, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a dvlslon of ITV Building Components Group Inc shall not be responsible for any deviation from AN ITW COMPANY this drawing, any follure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, )AX, T❑T, LD, 60 PSF Installation 6 bracing of trusses. A seal on this drawling or cover page Usti g this drawing, Indcates acceptance of professional \\ 13723% Riverportl Drive engineering responsibility solely for the design shown. The suitobtity and use of this drawing OUR, FAC, ANY II Suite%200 for any structure Is the responsibility of the MoUrg Designer per ANSI/TPI 1 Sec2. \\Maryland\Heights,\MO\63043 For more Information see this Job's general notes page and these web sit �}ty� �,'] yoonhwak Kim, FL PE #86367 ALPINE, www,alpineltw,comi TPIi www.tpinst.orgi SBCAi www.sbctindustry,orgi ICC, v.,c s E.a MAX, SPACING 24,0' Valley Detail - ASCE 7-10: 160 mph, 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, �" Attach each valley to every supporting truss withi (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-10 160 mph, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE-7-10 140 mph, 30' Mean Height, Enclosed 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 ITW BCG Wave Plates 3X4 12 12 Max. I 2X4 X4 8-0-0 max 4X4 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. WWX 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'. Valle Spacing Pitched Cut Bottom Chord Valley Toe -nailed X4 We g ■■VARNINGww READ Arm FDLLDV ALL MIES ON TRIS DRAVIM '- f N TANTa FMUSH MIS DRAVING TD ALL CWIRACTMS INCLUDIrlra THE INSTALLERS. d'O� Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and0 follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs ,¢z 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. I �' Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not he responsible for any deviation frc this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN rrW COMPANY installation L bracing of trusses. \ \ 5141 Earth1 Cil \ Expressway A seal on this drawing ar cover page llsti g this drawing, Indicates acceptance of professional IISuite%242 Y P Y fergir�ey responsibility the olely far the deMM responsibility of the Building The suir per NSIand use of this drawing structure dog Designer per ANSI/TPI 1 Sec2. \ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web t ALPINE, www.atpineitw.coml TPD www.tpinst,orgl SEC& www.sbclndustry.orgi ICO v Square Cut Bottom Chord Valley 11 11@4i11 ►d +� A-- 4D v E No. 86 -17 Corr STATE OF v � 2X4 Stubbed Valley End Detail L1 4X4 Optional Hip Joint Detail 24' Partial Framing Plan LL 30 30 40PSF REF VALLEY DET, DL 20 15 7 PSF DATE 10/01/2014 DL 10 10 10 PSF DRWG VAL160101014 LL 0 0 0 PSF LD, 60 55 57PSF IDUR,FAC,1.25/1,3311.15 11.15 1 24,0' VALLEY FRAMING & BRACING DETAIL R BC '/2 of 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'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. re the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gored between rows. ITYP) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails °�V' �`�"� J"`r 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Tong nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with 10d �0.128"x3.0") nails at 6" o.c. "T" or scab must be 90 % of cripple length. Cripples over 10'-0' long require two CLR's or both faces w/ "T" or scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed Into ridge board -Install blocking under rafter if sleepers are not used. -install blocking under cripples If cripples fall between lower truss top chords and lateral bracing Is not used. -Apply all nailing In accordance to current NOS requirem Nails are common wire nails unless noted otherwise *A H. ff4i�y _` ��lr �GENSF • V °• � ° i I s (A) (B) ') -WARNWit •READ AND FOLLDV ALL Nams m nUS DRAVDa3 oDf�[R'TAHie FURN M TM DPAVD/C. M ALL CMURACtvRS DCLIDDM Tic DtSTAL�-_-_ ° Trusses require extreme Infabr4catwp, hardliug, � = TC LL 20 30 40 54 REF VALLEY FRAMING DATE 10/01/14 care whipping, Installing andb brache Ref.8 follow the latest edition of BCS1 (RRdirg Component Safety Informilon,'by TPI and SBCA) foGcdfetA ` TC DL 10 20 7 7 pmc ices pMar to perfarnig these functions. Installers shall provide temporary bracing Pell BCSL. UNese noted otherwise, tap chard shall have property attached structural sheathing and bot},on chartl shall have a property attached clod celip Locations sham far lateral • _ /� STATE (� BC DL 0 0 0 0 DRWG VACNV1801015 ^ d �p�� pe„anent rest—lintaf shall have bmcbq Installed per BCSL sections B3, 87 or B10, as applkohle, Apply plates to e.css f of truss and posnlon as clown above and on the Joint BetaLs, unless noted otherwise, i ✓1 x °• qq we 46 L( • L. _••�eA BC LL 0 0 0 0 Refm to dmwtrps 160A-Z for standard plate positions. oA •^L OI'� 1 f ••••.w1Y»�[..°•°•° M7 fIWOoAAPAW this a Wlslon of ITV Building Components rrow Inc, shalt not be respansble for any davfatior��i snip, any fa!Lr to build the truss In conformance with ARSI/IPI 1, or for handUrq, Vippl Instalatkm 4 bracing of trusses, �C�O` SS1ONAL G� TOT. LD.30 50 47 61 A seat on this1dmwka or cover page Ustkp this d^nwFp, Ywscates a¢eptance of professlonol nor the d aa"`'b uzrpiueerrp n.spOn>blttth t�' ` ��' 'fi r q for my � r'•ty of the a. m:> pen. AeaviP�1 i S—Z DUR. FAC. 1.25/1.15 13389 Lakelronl DrNe Earth City. M063046 For none information see this Job's general notes page ad these web sites ALPM malpineltweami TPI..w..tps itoM SBCly _.bdndustrya.w.. rg, IM kesafwarp Q /, �� (�J ll SPACING SEE ABOVE