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HomeMy WebLinkAboutTrussfflil ■`EVIEE® M , 1JAQ.,?A t aan luc AQov173oS' Total Truss Quantity = 69, THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCFDE THIS DOCUMENT. REFER To PAW FOR C0t0mcnaH. t 1' r-r TYPICAL 7' SETBA CORNERSET LABEI AND SPACING PLUMB SHINGLE 6 11e" Reviewed for lt: orr CCo ComRUance Universal Engine ft Sciences F IaTE. NOLTIMY GIRDER CO7NE CnM ALL PLIES SHALL BE FASTEND TOGETHER (BOLTS. NAILS, AND OR SCREWS) PRIOR TO INSTALATION AND BEFORE ANY DADS APE APPLIED. PER THE SUPPLIED ENG94MMG SHEETS Nam Da NOT CUT OR ALTER TRUSSES ViTHaUT CONSENT ff THIS OMM BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE DEPARTPEKT AT CARPFNIER CONTRACTORS [I AMUCA, Ia. 877-293-9487 NOTE ALL BEARING WALLS MUST BE ADEQUATELY DESIGNED TO CARRY THE LOADS DPOSED BY THE TRUSS OR TRUSSES, AND MUST BE INPLACE AND DV SER BEFORE THE TRUSSES ARE SET IN ORDER TO AVOID REPAIRS Labeled End Mark General Notes 1) ¢MdRob! dord tr s Rot truss and 16t m b. itdd.7 g top d- �qp.U* OW Pw 2) M batre m b..Z I =. alhnrea Mai 3) M 4w Waft b 24 O.C, of= otiv>rae toted. 4) Pr Tnw Nab Ynb3de BCS-81 = cooda8m ,- a x Ix dtald b. ptacW d a ma>b = Waft IS = saw the opm, to be t.p.aI at a tmd.mm of 20' b.brn ecdt X-btaa ttragtatt tM *Uchm R.w tefr m BCSrB1 Ia sty oddw bait doWIL ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCOL 10 PSF TOTAL = 37 PSF DURATION 1.25 R WIND SPD/TYPE 160 ENCLOSED BLDG EXPOSURE — C USAGE —RESIDENTIAL CAT D WIND IMPORTANCE FACTOR= I UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2017 TPI 2014 Tn member design & corrector plates a dmIgganed for ASCE 7-10 and nux®m u fortes fmmboth components and claddings and main wind f=e aststmg system. • These t—aaba-be" rnte d to carry an additional 10A psfmn-con t bottom chord live load FLOOR LOADING SCHEDULI TCLL PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE AIL REAMONS AND UPLIFTS ARE MOM ON ENGINEERING PALL KEY ® 0 OESCRIFPON Mr. DALE e= a=.a .m ent en.rt� w are . tr rtw >, t..a w envu s ma V�,.® o w tN m .: r t.tr was tw wr m, w t srm Wr 7a M tea tra ea anus R anoo =tare tea wtn WS r1aO IALV earea 1A171at actin Ir. s s CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. V. WINTER HAVEN FL13RIIIA 33880 PHONE, (BOW 959-8806 FAX. R863) 294-2488 BUILDER D.R. HORTON SrATEIfIDE PROJECTCREEIR3IDE MODEL 1672/AItiA/4EAB CCA PROJ/MODEL/ALT 7A6/ 167ED ALT DESC OTC 3242 TRW= CDR LOT 49 BLOCK DESIGNER PAGE RES 1 3 29 17 k333986R T 4 "=1' REFER TO PACK FOR CORMECDON. 0 t t' TYPICAL 7' SETBA CORNERSET LABEL AND SPACING a _ Reviewed for Code Compliance Universal EnWneedn Scmm" NOTE - MULTI -PLY GIRDER CONNECTIIXi ALL PLIES SHALL BE FASTEND TOGETIER (BOLTS. NAILS. AND OR SCREWS) PRIOR TO DISTALATIO! AND BEFORE ANY LOADS ARE APPLIED. PER THE SUPPLIED ENGINEERING SLEETS NOTE - DO NOT CUT IR ALTER TRUSSES WITHOUT CONSENT OF THIS OFIM BACK CHARGES WILL N DT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC. 8-n-293-94V NOTE - ALL BEARING WALLS MIST BE AIEDUATELY BESIQED TO CARRY THE LOADS IMPOSED BY THE TRUSS OR TRUSSES, AND MUST BE IM'LACE AND D1 SERVICE BEFORE THE TRUSSES ARE SET IN ORDER TO AVOID REPAIRS. 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. ATTENTION! REFER TO aCSI -EI ir-. a -at Yr !t ttr aw -fl General Notes 1) N p= M d-ard bran, flat Mann and flat 91d- ha-e the tap dad p=Bdy parted Wm to be imtdW Qem ids up. 2) Alh"m to be Smpsm MM mien a0r�ue mated. 3) Al spotig is 24. 0.0 =d= othtttt-ce 4) Per It = Hde kmMM BC9-BI rerarrtet-et-daS=t petit-mmt X-hrtteig *mN be plmed at a naere=n 1P0d-9 t5 = a=m B= rpm, to be reported d a rtncimw d 2D' bet -rem each X-brace tMaghat the *Ucbm Heo• rir fo B _. for aty odddimd bmckn ROOF LOADING SCHEDULE TCLL 20 PSF TCDL 7 PSF BCLL • PSF BCDL 10 PSF DURAATION = 125 P%SF WIND SPD/TYPE` 160 ENCLOSED BLDG EXPOSURE = C USAGE =RESIDENTIAL CAT H HAND IMPORTANCE FACTOR= 1 UPLIFTS -BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2017 TPI 2014 T—member delifa & connector pla. deli ed f ASCE 7-10 and marz®nor forces .pn both componeom, and claddings main n wind fore mmimg systems. • These t—m have been reviewed to may ao additional 10# psfnan-con t bottom chord live load. FLOOR LOADING SCHEDUL TCLL PSF TCDL PSF BCDL PSF TOTAL = PSF ROOF DMGNED FOR SHINGLE ALL REACTIONS AND UPLIFTS An SHOWN ON ENGIIiEEMG, WALL KEY 06'-8' ® 0 DESCRIPTION INrr. DATE ttnr s --rr a ar tw to tae � tav sm m tsn tw ttr tm=usn vAttn Tm>$ is �rLm tta twt a tnA en r twr a tar 1i twa tav v>N tra � ra to is rA awm-tamatar.c as �s m t t CARPENTER CONTRACTORS HMOF AMERICA 3900 AVENUE G. Ti W. WINTER HAVEN FL13RIDA 33880 PHUHEt (800) 959-8806 FAX- 4863) 294-2488 BUILDER D.R. HORTON STATMEDE PROJECT CREEI{SIDE MODEL 1672/ARfA/4EAB CCA PROJ/MODEL/ALT 7A6/ 320/167ED ALT DESC OTC-- 3242 TRUM CIRCLE LOT 49 BLOCK DESIGNER PAGE RFS 1 DATE 32917 '1333986R 1 4 "=1' Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE �DR HORTON /STATEWIDE _ _) 17A5/320 CREEKS IDE 167ED Lot:._ 4 9 ��._.....�.� Block: Address: 3242 TRINITY CIRCLE ................................................................................................................................... JobNumber: IN333986 ................................................................................................................................... Revision Date: Unit: New Load #: Revievved for Code Compliance Univ Engume . CARPENTER CONTRACTORS OF AMERICA, INC sue„ 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINE March 1-3,10.19 ANITWCOM.PAW me. Bolb Michaelis ParOfiter'Cdhtractoes of Am6riba, Inc.: 3909 Avenue, q,,NQIih Winter HaVen,fi_ 33880-6201 'Re: AltprnatiV6 installations for .1 single 0!y carried truss with a width less than the hanger width, and Wood blocking lo:achieve full. design .load Voluafor fade-Mounted.hanger .a chrh drit on a.:oteply girder detail :supporting(Ref&dn ail WA37-02)... Dear Bob, Foe .a single Ply carried truss with a.width 16§S, than 'the hanger Width you can install fa . pre bricated jack scab truss; (*)-for wood ,*,filler .block ihg;-. The chord sties,qhQrd.'grpol. s, and A 10indIt6nh6.ctbr.plat6(s) to .be'the. same as the single : ply '** carried truss. The -pr&fbbridat&d Jack scab truss (*);will haVe a.minimum .length of 4W-and will,havea, Mipimy(n Pitch. of. 5112., The singleply carried truss shall baveo reaction of I 3,506# or less. Attach 'prefabrica ed,j 6� t ack:tc.a truss.vift:two, (2) rows of 0.128'x3.0"*GUn Nails at'27 Q.Q., per row, staggered I7:(;See.Fi&re_' I bdloW).- Please refer tothd Simpson Strong. -Tie Catalog og C-G 2019; page 21.6 Figure.'3.for more 'information: Fora single pl girder'that requires W.Oodblocking W.'adhieve-.1Ull .design sign load Valu& for. faqp-Mounte y d .hangers attach. one wood block ?I to 'the back face of the single -ply girder Wi . t . ht the: same size: and I grade, -as th6boti6m:cho-rd,.6 girder. ...f. the sin * gle ' ply rdO. The.'Wobd: block length to b'e, 'sUidh that Ahe'Wood .blodkihg-.extends to each adjac"e'nt'-pane']'p'o'iht.s:(Vv6bs and bottom chord intprpepUpps),. Attach wood block two. s... ) rows-q 0..128. - x3..O Gun Nail, at 6" OJO. per 3.0":applied to the 6760: Forum Drive Suite FL J2 00) UI-97 . 9�O -.(863)A22-,8'6`85* Ote 305, Orlando .021 -�- (0 mwmalpineitw.,com ........... ..... ....... ... The tnjdafb�'mbodfiUer'blboki' 'orxm»md bl6ckinq to; achieve full design load. xfaJue for must be approved bvthe Ali ' _andend di4mices, and aUnaU connect.lbri.9 nlumtbe'of If|oonbeofany fbr�er youhave any q phaaq� ' nle acnU Chief Engineer Engineering I36pqrtm.erit- p0q. FL 6750FnM]tb Dfi"�8udeSO5��1abd�.FL32821'(80D)521-B7QO-(863)422-8685 v�vw.o|pm��cnom m 7 ALPINE M7wWWTMY AOhI 26z,.2019- Mr. Bob Michaelis Cgrpehter Contractors of America, Inc. Northwest 3900 Avenue.. Qii Wintet Hbven, FL 33880-6201: Dear Bob, Rd' Str6ndbabk briddirig.60 fb6f trusses. I understand there. is some concern over our recommendations farstr6rigbabk. bridging 6ir roof trusses, stron ba k bridging for roof* trusses is rl*pt a- requirement of'ANSkTPI 2014 nor is it a requirementofthe. . 9- . c . Building Com'pbhbnt -Safety Inf6ftabo, n*_ requirement But st`r'on,,gb:ack bridging' on roof' trusses it recommended by ZarpphterCo'htradt6etof"America. Zr6hgback bridging rves the followin two functions:' - One, bridging aligns the ;bottom chords after, they are set so they are uniform along theceiling mg line' and helps with -ceiling 'servic.eabiilt"y. Two; bridging. reduces -eelative- d6fiecti o*h:6f adjacent, trusses: Strongback bridging'.do&s. hot-prbVbht or f6duce.-ioverall individual deflection, On, especially any rb6f:ti-u6ses- .4gf [ .� " 'than 1/4" inch; ........ .. . .. . . . .... . ................ . . ........... .... .... .. .... . ............ 5irpnglpack bOdging in roof. trusses does not serve as ferhobrary* or permanent bracing and is not s-ween trusses. Consequently', no dOsidh. loads have' intended to distribute. or share design load. bet ' t a : -been ac.couh ' ed -for;With this detail And doritihUbLis.!§trohgbi�*ck'btidgihg should not beatt'blidd betweefi common and`:girder trusses. The. -shall not..interfere w . ith .other use strongbapki bridging.design: considerations As specified the Engih6or'Of Record or the Building Designer. -The outer ends Qf'th6stroqgbackbridging shall be: attached. . to. a wall or another secure end. restrain . t,, or Eks.sppcifiedt "y.the Engineer " f _o Recordorthd Building.136sjjh6r. Strofigback: bridging'shall- be 'A tA. milm..Of 2X6 nominal lumber oriented with. depth V. the d p. - e I - ini e rtical'. Attach With (t.); 1:6 d :common nails (0.1'62"x3': ") nails At each intersecting mernbet.. When 'extending the st um of two trusses. The location ton back bridging overlap, by. 'at a. mini� of. fhe, stron b .9 ...g ack. bridging maybe.. specified 'OYAhe.Tr6§_E;* Man­ufActOrer',. Engineer dT Record, Of Building Designer: . Please On BCSI 68trongbackipg Prpvitiqns." or tq�. Alpine:*,$TRPRIBR.1.0.1.4 detail for more information.. The: graphic shoWh (Figure-1) is -f6r,9 edi6rld- illustrdtivO� purpose only, . 87.60'F.6rum Drive:guite .805, Orlando, FL 3282.1' - (800) 521-9790.- (863) 422-81585. ALPINE. AM Figure.1 If Lcan bd of any furthibrassitAaric.6 or you Have any quesbons; please: ive. me acall. .9 Williain.H. Krick P.:r-. Chief Engineer Alpine an IlVII.Company Epgin Department art eering, ep m Qflandav FL 3.28211. 6760 . Fonjin -Drive Sulte.305, Orlando; '1702821 , (800) 5.21-9.790 - (863) 4224685. www.alpineitwx0m [I S7RD.NG3ACK BRIDGING­RE-COMt ENDATION.S BUTT.STRONGBACK i I 0-AU scab -.on -blocks shall, :be; a rqlnimumA2x4� BRIDGING TOGETHER 'stress gradedlumber,' im- -A tr s.- -ongback bric[ging, and bracing shall. :be::o. mitilhum 2X'6 'stress. graded, lumber.' 40 -The purpose of st 'ba ck ack-bridg1hg1s.. .,'ATTACH SCAB WITH" 10d;BDX4UN develop load sharing be�tween-'Indlvidua( trysi�ts,, 4f EA. (0128N3.0f). WLS-K.-.2. ROWS: Af 0'. Z resulting In an overall increase In, -the NOTE, :IN uru,w- SPLICING AS SHOWN, LAP MEMBERS syste'r4. .2x6 strop back' bridging', 'posm-wohda.as: .!�h&wK in FOR;�AT LEAST ONE TRUSS SPACING STRONGBACK, BRIDGING 'SPLICE DETAIL de�todts, Is* recommended at. 101 41� -0:.c. Cmax.)- .NOTE, DetalLs I and 2.. are the 'Oreferr061 attacthmeht method:!� I .. methods *.-The- terms: 'bi-(4 In and*:1br- clhb,.,Qtre so, il, es . . terms . 9 . ... 4 1 me m . . ATTACH Sik6k6iAC'K TO 'WEB W/ �0) 10d. COMMON mistakenly � used: 19 �a n. (0148fx3') . .NAILS OR L RD . tan Impot.7 t structural r�eq 'uIremeht of qny. floor . (0110d :BOX/GUN NAILS or roof ' -system. Refer. to the; Truss. Dosigh 3M28fx3.0')�. 311) Drawing (TPP) for~"the: -bracing .requrem_erts for each 1nd1VIdC4ak -truss component, 'Bridging;' particularly, `stronQ,ba6k..:'bridging' recominieridatIdn for a truss system -to help control vibration. In: addition to: -alding in the distribution of point loads b&t.We&h adjacent 'bridging. truss, •st.rongback serves. to reduce AN 0390: bout -ice or residual vlUratkph. 'resulting. from moving point ldqdt,.:sUch as foo-Esteps, The performance: of all 'floor :systems are enhanced by. the. Insta(twtion of s+rongback IpHdglng and -ther.Ofqr-6. Is:' -strongly recommended by Alpine. For additional Information rebq ' V�-dlhg stroriqbac* bridging, refei- to ..BCSj .(Building Component I Safety Informatloin), LL 'nF I T SDL. PSF I No.. 70861 AC72DL PSF- I ETA F 4,�7 X to, D. PSF A i :CONS- VMON MATERIAL.- rLT'; AST 2TAU!aSS.•' • a -�!r�J�ROP RTA'T�: Ai�fi TAM `: t1 A� � NCB . f' q :. [l� r E~.A. � s AND.: Ni1P:.tlf,,fR FAtI14�: LABOR: sS�! i) '!. ( INSiT LL. 0 _TO r�M�v�•'�xr� .. c gFITA JC :TO. Off, �tt�PLIMIT , aa':aSrt� �7s45f8"�:'JnrcrY Hftt+1`0�1. A 9 'all.xy oriels ,.:^ um.. • .-.. _.�:...::.� =;;_' r cr-+ ; R,m;.;:+i;:�:a;^:•n=.:. .--_t::��.ri•P:�=l•�—ti• •:i: • • . 1. : r;f.r ;. M': i-:',,,• •: ^:,.'. , ... T: `:R :: '. : .�C�' .:. ..:. E ,. ....ti.. 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(g) ou o o s.A oda.A ituo .Ao .Aa,Ah �v nuow ssm. 4�a :� Im �vlduo p pamo jn a.Ao ssrl x} Aad sloajiq om} uv4} a4tow�ou�pua lauod p,Ao4� .,lad >{oa.Aq auo uol,1A a Aow oN s.Aagwaw ua)lo,Aq gxZ adyxZ 11i•Im sassnu} Ald al uls .aof AJUO pllvn sl u6lsap s14j '..lagwaw qam ,ao p.Aol,lo u"o,aq g4.1m ssn.a!� v .ao,4 s Aloda.a sal4loads Bulmo.lp sl41 ua>10ja J0 pa>JDnOjo .. ".... ...,t ..: ., �7......: VA .DETA, Luni:ber Size and t rade:Mi.numum Requirement's, • 8ldee tioid_ (i}k2{km6ljsr��Xg2i;SSgVl+Filiµeit�/qP..2i,rf4P4.k�f. Ax:4 CKIN .I_ 6 TR1S Rfer#%ns,2tIW,hr laesu'1Z?U6,p;aF-i" 6a 'FFANiNGTRUE,% UNDER VALLEY or,tiener RAFT ER -.OR RIDGE PurRrts%aallx4na•?g1 Slaepors+ ix(,hlddlA{fa{AeR.StaC'ru'tj3F,t i%3dtb0tter ® t6210.PLE -0'. tGrippies'4�`1dr-,3u psf(TL)and•2D p4f (TR) Mix, Ciipples:end ti{otld'nt.r •YK6 6PF' l dr�8{ter p Spate<tJie;criPpr#�:fn1'ea(ohCc�r'sWittngf{pmthG'v2lleysbr•slec ars Trus+BeWvv_.•SeE.deslEii=Soutliem•PlneNlAteriat .i'insl'werkFn+gamfard{oiti'e'rldgo•JSbardi5othatcflppfefocatlottsere ,;�•.iy•' stBy9er8'd'bq-e,.en rays:, ' :. •` % .:e W, O.O. ITYPi :tEd nom cut'kRALtEL• TO. VALLEY RAFTER • fIRCI'RAFTER _ �.. Im J'd.^�'. tjIOGE � ,n ,ica HOARD .egLCARSEAM,-EVERYTWRD, a �y (?X6) FAIROFRAFTERS Irt�>int:trtiQrt [sP.qutrQ'1nenE.'Notes 'ALLE RCl,O .PLAN - ` i. 2iififAtietatoildge 416d'tde-496• z GrTpjill fct1:ilge. 416dtoe-n$ils • EE•CWPP1t:;sRA; N ,: fi '-'•*iAttaehrrient.baij'6a.inade.'direotly ` &SLOCK1NGNOTE ttl h•'!1`"`bBd'sfl tA' 3, Cifpple.'tarafleY 4'16dtoe-fates 'iToB o :e ' b u 0,XS"•no h ( 6dtoenalfs•naits �%x I•i8.lgh�' ; •+.RCPPL... c +. .. -.. Y O s 1 9 Si6dtoe Halts ea ln� �D ttlflg•a; " toll i" eetlt ti ofVa(tey 4rA kAXSPAC[NO 4'-0":TYPI¢AL 4!o"TYEICA4 a;.b!:Yy.m44t. RafYettdsltepbrtlrfilbbklhg. z (,l Rahar`to:two•2R6sleepers• 41edtoe: alli 5. 5leepef to:trilB§' 4•3:ed WO-TAails (�7 to'e+natls;eaFh sleeper:&truss q ;, v; .6. .:Ridge:boerd:ta•roofbltsck Aledtoe-falls B a _ HEvE 'F7ERLClrT•AS'R$Q'O.FORFfrcH .7. -Rid ebodedtotr !es.- 4;ficlAO 4jis Fguy , i• ' Spu ..to(TW), 316.dtde-fails, o o A • •, ... - 'TrusslP'6l'aekibg 4'16dtoe-Flallf ,5 " 10, Truss't"rlppla; 4'16dRo trails TrW to tqvpi P. 7YPlcALC,OMMON3 2t4.Ppf n ¢4^ d. in":SKI 4THlN. ,(designed by:oShers) 0L6C ! Wi3' 12. Crl Rldto P}1tl rt, . 316daQe nblls 4xyt3L C{KINQ , Whdrenb•shdalhlnA.ePPl�d1 + 'SPACED �'4'•O:C.• ( (NOT i;Egy00-IF9IEEPERSAREUSEDI ,�. :C§gyp'1>L'atlt'tt7;r8flCl� 41"toe-nBIIS. CQET�ft Nq GRIP 1�4E:. Bi ACi fG. •&- BLO.QK4tJG :Ftt�;"� ES• NOTE: 16t1•(0.162r1C33.3KJ t pMM& NAiIS pQrllh5;requl ;2'-0"'O,C inSbsethtebf'Plj "46d�heathing. :y:t;tdgthu4ris"Lateral•tesfigitiY;{CIRp:miri.i5iregi{licjiiOTdr11}T¢ 6'0•"fo:ib'-b°lo{t TPnbsss• vtthoirtshgathing.apptlecf:musCbeevafuated:aFcotdlfgty,. ,hallEil w�2=iAF!';(O,F48"%3!);falls.:Or•.4 4"j ersgat�raihtbr�efPegtneileddu:}late a F'ui1(n tikould flvertdp'stlBathing ona tttliS sQAeltig• rriiniritOrir 4{:�fippJe iv�th,''Qdj0.�26•;x3.0') rtai(s.at.6" o.¢• 'T.`.or ioad mus€ t�a•8o�. U' i0'p s (eilg(h. )n,•ca5 :tfiat thist•isdfrrpraptical: oyeriapsheathing:a.minCmum Ctipples.oJab'1;0'-0 :Jorig,requr0'tWo:Gl•R's.or bo'eti (aces!wG'SP1:orseAb.•'Usestress , q6-.en8nai Upwards•thdugMahealhFrigfiito';uil9riwitha graded;�umggr:8j:bgxorr:arttinbn;nalls. r i f ^' p Namdvc ed"e bf. trfipp(e;p�n'.face rtdge'6'r iafterv. ` nlinhitulp;afe Sd �0:43i'X26"•.) CotprOo� Yt11 Q tt y �F ; sel6n as�e roper nunaberof•nalls are Etterts!6f,k6YproY,eJfngshel Inglielowta,.v2my-tet 9. fl: •,,,'.,. friii§t tiA:oJatuatad by the: bultdlhg dbsJ}.her� jnsralled iptd,tldge bpi -d r Install bloF.{iih'g uirder rafter if slcopers.are.not usgd,. ! 7ri(s: [awlrlg;applfes to Valleysvit[tlt:thefiotldwitl9 eondltlons: In3tatt.btobCtin9 under eflpples if crlp*' ' " l{ UatAin- Spans (aisttnrz:6Qtween'heeCs):;30'0 .orlgss t wertrus5 0 ObdYds•andlater SiaEit,g1s'rintllsad, -f(laxfi{itGlhl atlep helgfiu 14'-'0^ �' ' J p ' -Maximum trie,$r),rdbf height: &&;feet -Apply all riail,ri .lit see palfnr:e•t'o•eurroe NDS ref4q4�e.Em tt�?: ryat(s`aie bohtmon y�[re'natfs unldss ribted'bthhtwl§a • CS�E°7`{IS•,TAOmph;.��osed,GaClt,Fx�i';g,:l�i.0,•kzE=1.Q l..! '•• , r A Nlrtximurn of ASGE•'7-10, k80 mphi Enelofed; Fxp we �.. r . wrrearr+•t REtie Nie'lTIIOV 14L oN:T}CS, ve+a d Tr Lf, `tc Q •30 46 5• R.g1' VALLfslr 'r1 C3�tINCr .at:+otirehT— FueasR'isas u:tivrz Tn•xi car'a° cma;u +u e,Ite •sat ? j N-0O .. 1 '7 �$fi, 1'rues+3 re9r}'c'iexti'av-e, osre h F"*V. C& (nndk,p asNpek ai>t+stal by -I n a. y fetle. ihr latest'td#>m,:afi:6rSL•®tot,Q, OCnporrn4;hfirty • arvn / Ql�.lrf Wks.%es a•wr• td Pa'fa'r�t7' tea• f -fir ' �C fYL ]U 2'0 7 7 D4T. 10 rA lesi,iidteq etl;_crr k.,'ZoF':el,xa'stif esww E tgaje '+re °`°su is d� 1 : ' $C 1SL ti 0 0 0 WP 1YACt1Vi8D1015 •,... • �, a7ialA fate g,..M,. . Y.'attae}pd r. Loeq'dens•: '.fort P,�-'*+v'+�n. a tl. lxi f } rdc calm ptr rl si, xc °aru sa,: s7 sa .aJ 7kt�M1. �uT:Pll'�'E, dt jl,J� C1 of f�.p:aa';p�`5o„•rr a�q. auoK•e..: .1o+eass gr+ss i at�a.,a. �'r `�` BC •LL 0 •0 Q 0 .d ,•---,�� refer fo'dra.t�'fW-Xtg ltv�doi•d 'plate Posfdoht •... .y .��(ti• �•• rtx tlwt F. �N ;a-k o` 6-y F 4e &o a e h � wK4r eia;°`hratmi i° fa" ate' •sy�( p', w 'TOT. LD,370 50 4.7 61 vu�eimtan•i ......:oq•.?!+scrsl ." .. :rvf.• • .. - .. , • lr;s4.ta+ a4iQ'+aSs.►+c«�,�ove+'_P.acs: n ihTs ,i¢_^x,Jll4c1ahF;eb1i+oon[a.a!anes f�' f(N a►rter,y,�,+a.+,:. Fafga�r._t,rtaFvety • f qr u�:tI)a' °; P:�.!+�sd�re,ra,•risC•rn. +k,rtets.rA'LltrtA ts+o. aOQF Fun rA.,kqw rsit ihe;Wz orat eAts*T/:tirPcuat-t•'r -e.1rxoec*ase-"K_.�,pf2b.t�ra �•datSbea*s.fst.n bocnol ��Y, ' s� �����1'�+��•` 2AaD/.O1V. TE —:tfk-t-wfi rr'} ;'I�t 0 Simpson• •Wood Face -Mount Hangers - I -Joists, Glulam and SCL ......... _................ __... _._.........................................................._............................................................ _.............. _....... _._....... _.._................................... __.......................... _..... __...... _._._.-.......... -... ._...... _...................................................... ® These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. 71 i J Actual Joist Size (in.) Model No. Carried Member Dimensions (in.) ! ° Min./ i Max, Fasteners Allowable Loads Code Ref. E ti Web o Stiff Regd. W - H ; B Face �; Joist .. DF/SP Species Header. SPFIHF Species Header Uplift (160) Floor '(100) Snow (115) Roof �.Fioor .(100) Snow ,(115)' Roof ,(125) IUS2.56/16 • - 2% 16 2 Min. (14) 0J48 x 3 - W) 1,660 1,805 1,805 1,425 1.555 1,555 Max. (16) 0.148 x 3 I - '70 1:805 1,805 1,805 1,555 1,555 1,555 2'h x 16 MIU2.56/16 - 29/16 151AG 21h - (24) 0.162 x 3'h (2) 0.148 x 1'/z 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 • ✓ 2% 101/z 2 - (16) 0.162 x 31h" (6) 0.148 x 11h" 970 11,945 2,205 2,375 1,675 11,895 2,045 HU316 / HUC316 MIU2.56/18 • ✓ • - 2 A6 29/is 141A 177As 21h 21/2 - I - (20) 0.162 x 31/z (26) 0.162 x 31/2 (8) 0.148 x 1112 (2) 0.148 x 11/z 1,515 230 . 2,975 3,745 3,360 4;045 3,610 '4 095'i 2,565 3,226 2,895 3,480 3,110 3-460'' IBC, FL, LA 2'/2 x 18 HU3161 HUC316 ✓ 2% 14'1 21/2 - (20) 0.162 x 31h': (8)-0.146 x 11W 1515 2,975 3,360 3,610 j.2565 2,895 3:110' 21h x 20 MIU2.56/20 - 29A6 19M6 21h - (28) 0.162 x 31h (2) 0.148 x 11/z 230 4,030 4,060 4,060 ( 3,465 3,495 3,495 2'h x 22 to'26 P�ilU2.56/20 ✓. 2•S6 19 s 21h - '(28) 0.162 x 31h (2) 0'48 x 1 bz - ,:236 4,030 4 060" 4 060 3,465 3,495 3,495 2% x 91/4 to 26 21AG" wide joists use the same hangers as 2'h" wide joists and have the same loads. M103.12%9 = 31A 91tia 21/2 - ' (16) 0.162 x 31/2(2)'0748 x 11/z 230 2,305 2 615 2 820� 1;980 2,245 2,425' 3x9Yz. HU210-2 / HUC210-2 ✓ ; 31/a 813tie 2'/z ,Max. (18) 0.162 x 3'h (10) 0.148 x 3 179 2,680 3,020. 3,250'1 2305 2;605, 2,800 IBC, MIU3.12/11 - 31A 11'A 21/z - (20) 0.162 x 31/z (2) 0.148 x 11/z 230 2,880 3,135 13,135 12,475 2,695 2,695 FL, 3 x 111A HU212-2 / HUC212-2 • ✓ 31h 101346 21h Max. (22) 0.162 x 31h (10) 0.148x3 1,795 3,275 3,695 3,970 2,820 3,180 3,425 LA HU3.25/12/HUC3.25/12 • 314, -'i11/4 21h `- (24) 0.162 x 31h `' :(121.O.148 x 3 , :J, 95. 3,570 4,030 4335. 3;075 3,470 3,735' HU3.25/16 / HUG3.25/16 314 13tIA6 21/z' Min. (20) 0.162 x 3 'z (9) 0.148 x 3 1 015 2;975 3 366 3 610 2,560 2,890 3,105 . Max. (26) 0.162 x 31h (12)'0.148 x 3 1/95 3,870 4 365:.4 695,13,330 3.755 4,040 - 3'A glulamHUCQ210 2 SDS' 31/4 . _;..9� : 3' _- (12)1/a" x 2,12" SDS (6) %4"-X:2;h" SDS' ,2 34 ,- 4;315 .1,315' 4 31 i 13,600 a 7:0.3,710 FL HGUS3.�25/10 • 3'/a 85k4 :- (46)0.162x31h' {16)-0.162x3;/2' 4;095 9,1009,100; 9;100 7,825 7,825 7,825 IBC, HGUS$25/12 3Y4 01a" . "4 - :(56) 0.162 x 3'A'; (20},O;f62 X.3Yz' 5;040 9,400 9 400: 9 400 8,085 -8,085' 8,085 FL ° LGU3 25-SDS' • - . 3% 8 to 30 4'/z .-. (16)'/4" x 21W' SDSI (12)1/a" xi21/2" SDS 5,555 6,7.20 r 310) 3410, 4,840 5.26& 5,265 HHUS46 • - 35A 51/a 3 - (14) 0.162 x 31/z (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 2,395 2,715 2,930 31/z x 51/4 HGUS46 - 3% 06 4 - (20) 0.162 x 31h (8) 0.162 x 31/z 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS48 139A61 615AG 2 - (6) 0.162 x 31h (6)0.162 x 31/z n, 1 595 1 815.';1,90: 1,365 1,555 1,680 31/z x 71/4 'HHUS48' • - 3% ' 71A 3 - (22) 0.162x 31h ` (8) 6A 62 x 3'/2 1780' 4,210 4,770 5,140 ( 3,615 41095; 4,415 HGUS48 - : 35/e .. 71h6 4' - (36) 0.162 x 314 (12) 0:162 x 31h 3,235 7,460 7,460: 7,460 6,415 6;415; 6,415 IUS3.56/9.5 - 35A 91h 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 1,250 MIU3.56/9 - 31M6 81 A6 21/z - (16) 0.162 x 31/z (2) 0.148 x 11h 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 • • ✓ 139A6 83/a 2 - (14) 0,162 x 31h (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 • • - 39/ifi 815Ae 2 - (8) 0.162 x 31/z (8) 0.162 x 31/z 2,990 2,125 2,420 2,6151 1,820 2,070 2,240 HHUS410 • • - 35/a 9 3 - (30) 0.162 x 31/z (10) 0.162 x 3Vz 3.565 5,635 6,380 6A45 4,845 5,486 5,545 31/2 x 9'/z HU410/HUC410 • • ✓ 3% 8% 21/z - (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460. 6,415 6,415 6,' 15 H000410-SDS - 39A6 9 3 - (12)114" x 21/2" SDS (6)1/4" x 2'h" SDS 2.265 4,500 4,500 4,500 3,240 3,240 3,240 HGUS410 • • - 3%, 91,46 4 - (46) 0.162 x 3'h (16) 0.162 x 31h 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, LGU3.63 SDS - 35.a 8 to 30 41h - (16)'/a" x 2'/i' SDS (12)'/<" x 21h" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 �q MGU3.63-SDS - 35A 9Y4 to 30 41h - (24) % x 2'h" SDS (16)1/4" x 21h" SDS 7,260 9,450 9,450 9.450 6,805 6,805 6,805 IUS3.56/11.88 - 35A 11'/e 2 ;_ (12)0.148x3 - , - fi . 1;420 1 615:.174,� ;1,220 1,390: 1,485' MIU3.56_ /11 ) • - 39A6 1'/s' 21h - (2010.162 x3?h . (2) 0.1:48 x 1'Iz 210 ' 2,880 .3,1354'3135.� ., 2,475 2,695' 2;695' U414 '° •' • • ✓ ° 3sn6 . : iO,,, _ 2� - (16) 0.162 x 31h ( (6)-0.148 x 3 970 : 2,305 Z615 2,820 1,980 2,245 2,425 HHUS410 . •` • - 35A 9<' 8 _ (30)0.182 x 31h (10),0.162 x 3Yz-'3„65; 5,635 .6,380; 6,445 j 4,845 5,486; ;5,545' HUS412 •' a' - : 3 A- 101z 2 ' -. (10) 0.162 x 3'h' (10)_0.162 x 31/2 3 4 w, 2 660 3,025 3 265, 2;275 2,590 2;795" 31/zx11?A HU412/HUC412` • •- - 3% 10.Wia " 21h Min. -(16) 0.162 x 31h (6)'0.148 x 3 1135 2,380 2 685 2 890`1 2,050' 2,315 .2,490. Max. (22) 0.162 x31h - - -> (10)..OU48 x 3 'I r95; 3,275 3,695 8;970.,2;820 3,180�a 3,425 ` H000412-SDS • • - AG 111 ' - �'- (14) W' x 21h" SDS (6)1l4'"X2?h'SDS 2?55. 5,045 5 4A 5 145' 3,530 3,G33' 3,630' HGtIS412 •' - 3% 10346 4 i - (56) 0.162 x 31h % (20) 0.152 x 31h :5,040' 9,400 9,400' 9,400 '8i085 8,085 8,085'' 1-03.63-SDS •: • - ` 35A 8 to 30 '41h (16)?/d' x 21h" SDS ; (12)1/4" x 21/2' SDS' .5,555 6,720 6;720 6 72 4,840 4,840' 4,840'' MGU3.63 5D$ - 35A 91/a to 30 41h - (24)1/a" x 21h'' SDS i (16)'V' X:2'/z" SDS ' '7,260 9,450 9,450 91450 6,805 6,805; 6,805' HGU3.63-SDS • - 35A 11.t0 30 41h - (36)1/d' x 2'h" SDS (24)!A":x 21/z" SDS I 9A60:13o60 13,11601`3,. C.0 3,1'S 9 •r5l 9,475 146 See footnotes on p.150. THA/THAC Adjustable Truss Hangers Zv�0SER4 lu This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, le) 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 specked 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 1/4" 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 3W (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 0 1� ,�ri',ar THAC422 ' for 422-2 426-2 THAC422 13/4' typical 21h' for THA422-2 and THA426-2 THA418 Double 4x2- 2face nails Use full table value (total) Single 4x2- 4 top nails See (total) Face nails Top nails nailer table per table per table µ11eA -' Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of headf ® Double -Shear Double- Nailing Dome Double -Shear 1 t, Shear Side View; Nailing Side View Nailing Do not ?. (Available on Tap View s , bend tab some models) '14!' 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 , yp"., -- Top Top Flange Installation 'er to tnote 5 p.187 186 Simpson.. O Wood Construction Connectors o THA/THAC OD Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. 0 0 THA29 18 1a/a 9"h6 51% 11/2 — (2) 0.148 x 3 (6) 0.14E x 3 1 (4) 0.148 x 3 1 525 1 1,750 1 1,750 1 1,750 450 1.330 1:330 1 1.330 21A. — (4)0.148x3 (6) 0.148 x 3 1 (4)0.148)(3 1 525 2,610 2,610 2,610 1 450 1,985 1 985 1,985 THA218 18 I 1 % 1171A61 51/z 1 2 (4)0.148x3 1 (2)0.148x3 i(4) 0.148 x 1'/z1 11146011,460 1 1460 1 111110 1 1,110 1 1,110 16 3'/a171%s' 81 (4) 162 x3z, 3'lzTHA2182 0 IBC, FL,16 THA222-2 16 1 31/a 122�%J 8 1 2 — (4) 0.162 x 3'/z (2) 0.162 x 3% (6) 0.148 x 3 Ilt36011,9951 1,995 ' A90 1,515 515 LA THA418 116 1 3% 1171/21 77% 1 2 I — I(4) 0.162 x 3'/21 (2) 0.162 x 31/21 (6) 0.148 x 3 1,96011,9951 1,995 1 - 1 ' ,4901 1,515 1 1,515 1 THA426 114 1 Na 1 26 1 7'/a 1 2 1 — 1(4) 0.162 x 3'/2I (4) 0.162 x 3'/2 1(6) 0.162 x 3'/21 — 12,435 12,435 1 2,435 1 — 12,095 12,095 1 2,095 FL I THA426-2 114 171/4 1261461 93/4 1 2 I — 1(4) 0.162 x 31/21 (4) 0.162 x 31/z 1(6) 0.162 x 31/21 — 13,33013,330 I 3,330 1 — 12,865 12,8651 2,865 THA29 118 11 a/a 19"A6 ( 51/a 1 - 1 911/e 1 — I (16)0.148x3 I (4)0.148x3 1 525 12:26512,2651 2,265 1 450 1 1950 11950 1 1950 THA218 18 1 % 1173/is 51/2 1 1 173/is I 1 (18) 0.148 x 3 (4) 0.148 x 3 1855 12.450 12,450 1 2,450 1 735 12105 12105 1 2105 THA218 2 ; 16 .31/a 17"hs) , 8 ��415s m (22; 016,2 X 31/zJ�6`-0.162 x 31/z 185a� 3 �1fi 3 i 1 1' 595 2,84,E �, � 5 IBC, _ FL THA222-2 16 1 3'/a 22Y% 8 1 1 141/16 — (22) 0.162 x 3'h (6) 0.162 x 3'/2 1,855 3,310 3,31+3 3,3310 1,595 2;845 2,845 845- LA THA418 116 1 3% 1171/21 77/s I — 1 141A6 I — 1(22) 0.162 x 31/21(6) 0.162 x 31/z11,85513:310 I 3,.s10 I 3,310 1 1595 1284512,8451 2:84;) 1 THA426 114 13a/a 1 26 1 7 /a l — 116'Ar I — 1(30) 0.162 x 3'h1(6) 0.162 x 3Yz11,855 14,415 (4,480 I 4,480 11,595 13,795 13,855 I 3,855 THA426-2 114 171/4 I26'Ar,1 93/4 I — I 18 I — I(38) 0.162 x 3'hl(6) 0.162 x 31/2I 1,855 15,52015,520 I 5,520 11,595 14,745 14,745 I 4,745 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated loads for the THA29 with 1'h" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-py 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11/z" nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the 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 bads. 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 naiing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. FL I 0 LUS/MUS/H US/H H US/H G US Face -Mount Joist Hangers This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. "Ibe double -sheer hanger series, ranging frorn the lighj capacity LUS hangsrs to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through two points on each joist nail foi greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX© coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or nailer applications. 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 2* Ve" for Vs s 0 H �' FE : LUS28 HHUS210-2 ' MUS28 S, 0 o ' 9 G o r.o m r q. r HUS210` (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 193 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) Model N° Mn He ght" Ga.-W -. Dimensions (irr.) Fasteners H ag Carrying Member - Carved Single 2x Sizes LUS24 LUS26 2%s ^ 4 fa ( 18' : '.•18/ie, ; 3% 1 13/4 (4)_0148 x'3" ' (2) 0148x 3 ,.. i 19�e 43/a 1. 3/a -(Y)"0148 x=3 - (4).0.148, x 3 ,4 MUS26 411tie 18 19/e 53/ia 2 (6) 0.148 x 3 (6) 0,148 x 3 HUS26 45/e 16 15/a 5% 3 (14) 0.162 x 31h (6) 0.162 x 31h HGUS26 `-49/6 i 12� 15/a 53/a 0162 x 31h , • (8) 0.162 ii 31/2, ', LUS28 18i :1.T6°.: 6% ;73/a..-€(fi)_- W485'3 t_(4)O.i48x3"�f MUS28 65A6 18 19/ie 613A6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 1 % 7 3 (22) 0.162 x 3 %2 (8) 0.162 x 3'h HGUS28 69/ie 12 15/a 7 A 5 (36) 0.162 x 31h (12) 0.162 x 31/2 LUS210 4i1a 18, ' ^ i 9tie 71I'ia"' '" 1 ala , ' (8) 0.148 X 3`. HUS2=10 I 83/a :;16;• is/a': 9 _3 (3d)0.162z_31/2 (10)0.162x3%,' (46)0:162 x_311z' ,(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, seep. 21. Many of these products are approved for installation B with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. 1,165 865 990 1,070 1,355 1165 1 935 1,070 1 1150 1 1,475 865 1 635 725 1 785 1 0", IBC, FL, 5at1. �'0.,_ : 1405 ;',i 560 , ,1' 6f , } £ i --`:81f_ " :' 955` 1090 , 1, i80_.:'" 3 ^, LA 1,020 2,735 3,095 3,235 3,235 1,320 2,960 3,280 1 3,180 3,280 11150 2,350 2, 660 2:780 Z780 ,43A0 ,4,8 0 5,170`_=" 390,-_ d7a �� i 4,690" ;=5,220_ i `� 380 5;390 ?80' , `3,225 3,610' 3,87& -'3,985� IBC, FL 1,165 1100 1260 1350 1725 1165 1,195 1,730 865 810 925 1000 1270 i 12C1 1 730, ,1,975 -212p, a'c E,ac9 , ; 1,875: . 2135' 1 2,255 ` ' 2'a 1,1610 1,270 ' 1,465' 1 575 ~mm3,520 5 , IBC LA 1,760 4,095 4,095 4,095 4,095 171'60 4,095 4,095 4,095 4,096 1.480 3,520 3,520 3,520 1_165t ` "- J,27,. 7,2/ Z;-275 . 7275 .1,325 ,:3, 7Q,' 3,820 ; 3;915," 4,250",'! IBC, FL 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, ,�?0 .0.8 0'.: 7_,635.. , s9 7�D . "8 3_, _ 5g3 u 220 ".2,330 ? 455;' 2,5s5 ;E .2,825 LA 2090 9,100 9,1D0 9,100 9,100 2,090 9,100 9,100 9,1C`ii 9.100 1,545 6,3=-0 6730 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 bad 0.46 of table load 2" < W < 6" Bevel out 0.85 of table bad 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 194 Acute 'side opec°y anyle Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). Simpson Strong TieOW.00d Construction•Connectors R These products are available with For stainless Many of these products are approved for installation additional corrosion protection. steel fasteners, {I with Strong -Drives SD Connector screws. For more information, see p.15. see p.21. See pp. 335-337 for more information. Double 2x Sizes HHUS26-2 4196 1 14 1 35/s 53A 3 (14) 0.162 x 31/2 (6) 0.162 x 3'h 11320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 12,935 13,655 HGUS26-2 06 1 12 1 35/is I 57AG 4 (20) 0.162 x 31/z 1 (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 14,445 14,795 FL, LA LUS210-2 6?/ts 18 31h 9 2 (8) 0.162 x 31/z (6) 0.162 x 31/z 1,445 1,830 2,075 12,245 12,830 1 1,245 11,575 11,785 11,930 12,435 HHUS210-2 8-1h 14 3 ne 87A 3 (30) 0.162 x 3Yz (10) 0.162 x 3'h 3;550 5,705 6,435 1 6,485 1 6;485 3:335 1 4.905 1 5.340 5.060 5,190 HGUS210-2 89/re 12 35is 9 A6 4 (46) 0.162 x 31.6 (16) 0.162 x 31/z 14,095 1 9,1001 9,100 19,100 19,100 13,520 17,460 17,825 1 7,825 17,825 Triple 2x Sizes NGUS26 3 (41s'" 12; 41s 3Yz. '4 (20)Oi162 X3Yz (8) 0.162a 3'r4 215, 4 340 '48(3t� 5170 5,575.'' 1,555, 3730 4J70° 4;4A5= 4,795,' IBC, FL, HGUS28-3' 61 s : 12' 415/i6 .71/ `4 `' (36) 0162 x 31/z '`(12) 0.162 t 31/e 3 233 7460<�74fi0 ._E E 7460, 7460', 2,780 8 415 6;915 .6,415,= 6,415 LA HHUS210-3 Pit 1 14 141A. 81A 3 1 (30) 0.162 x 31/z 1 (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 813A6 1 12 1414. 91/4 1 4 1 (46) 0.162 x 31/z (16) 0.162 x 3'h 4,095 9,100 19,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 FL, LA Quadruple 2x Sizes ttuUJGb'_4= `J'!2 i. 1L bf16 6 ,41'- -(1U)U:7blx.'S'l2 s 6)1.1a0L=.x318 40.939 74V i�Fii9Ui 0"013 1,000 J r3U -i;LCU-'4,�,-40 �},19a; IBC, FL, HGUS28-4 71/4 12 69,i61 73/rs 4 1 (36) 0.162 x 3Yz 1 (12) 0.162 x 31/fl 3,235 1 7,460 17,460 17,460 7,460 2,780 6,415 16,415 6,415 1 6,415 1 LA HHUS210-4 83/a 14 6'/e 87/e 1 3 1 1,30) 0.162 x 3Yz (10) 0.162 x 31/z 3,405 15,630 16,37516,485 16,485 1.2,930 14,840 15,485 15,575 15,575 1 FL 4x Sizes E IBC, FL, LA IBC, FL LUS48 43/8 18 39/i6 63/a 1 2 1 (6) 0.162 x 31h 1 (4) 0.162 x 31/z 1B60 11,315 11,490 11,610 12,030 1 910 11,130 11,280 11,385 1,745 IBC, FL, HUS48 61A 14 3'AEi 7 2 (6) 0.162 x 31/z (6) 0.162 x 3Yz 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 3Yz (8) 0.162 x 3Yz 1,760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 61A. 12 35A 71hs 4 (36) 0.162 x 31h (12) 0.162 x 3Yz 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 HGUS412 107A. 12 3%s 107tis 4 (56) 0.162 x 3'h (20) 0.162 x 31h 5,695 9,045 9,045 9,045 9,045 4.900 7,78; ' 780 ',780 7,78i} HGUS414 1117/is 1 12 135AI123i6l 4 (66) 0.162 x 3Yz (22) 0.162 x 3Yz 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 18,190 18,190 Double 4x Sizes IBC, FL, LA FL 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2014. Simpson Strong-Tiee Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21/z' nails in the header and 0.162" x 3/h" 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 listed diameter by length. See pp. 21-22 for fastener information. 1 i_i_i t 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 %" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge N Finish: Galvanized s.. Installation: v _ • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling U round and triangle holes for maximum values N • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: 0. HTU may be skewed up to 67Yz°. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong-Drive3 SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table E' Many of these products are approved for installation with Strong-Drive8 SD Connector screws. See pp. 335-337 for more information. I'Am HTU26 truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Alternate Allowable Loads.) 5tanaara Allowable Loaas ('/8" Maximum Han 2x Sizes Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28Installed on 2x6 Carrying Member (HTU210 similar) emu,. V n I uza SMax) . q,re_ _ ,ire 1-<a iia s V2 ttu) u.ioe x 372 - acuf u i4aa;� n ;,},aa ,t.,a�u„ _ g4 e ..it .+i1u__ :38,u IV I .1,13u-. e,03u..i.. _ ?p ,a;to..�. =a," i IBC, HTU28 (Min.) 37/s 15/8 71hs 31/2 (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.) T/a 15/s 7'/s 3Y2 (26) 0.162 x 3'/2 (26) 0.148 x 1'/z 2,020 3,820 4.315 4:655 5,435 1 735 3,285 3,'10 4,(i05 4,675 LA HTU210 (Min.),' 9?� `15s `911s31/z (32) 0152 x-31hf{.1A),0,148 x 1 �/z;330. j..,3�41. 4 0rT9 w� s{t. s €Q , 1,145+ �:22 2 $,2 3,5 HTU210 (Max ). -[ ,W , � '1�1s ` gMe 311x (32) 0.162k=31/2 -(32) 0148�x-l"A 3�315 47,05 310 '5',T�ti 5;995 2 850 4,045„ "",�a� , �f9,10 6,-155 Double 2x Sizes HTU26 2i(Mm) is``57hs `31/ (20)'0.162,01/ 4)0.148z3, A,515.j.2,940�'2 HTU26-2.(Max.} ?12.. 351ia: �'5�hs; 31h-, (20};O I .xSlz -(20)0:148:x ,i2; 7,�,J `2,940„=_, 20 .3,� t1 ti44 £i 1,870` 2,630: '2',"856..,3680, �3;855'. HTU28-2 (Min.) 37/8 35/is 71/16 3'h (26) 0.162 x 3'/2 (14)0.148x3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IBC, HTU28-2 (Max.) 71/4 3$4s 714a Th (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 r 101 4 005 : 5;010 ': FL, 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. Upfift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between %` and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Me" 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 uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. 196 HTU Gi Face -Mount Truss Hanger (cont.) 6 Many of these products are approved for installation with Strong -Drivel' SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member HTU26 (Min.) 1 37/e 1 (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 11/z 925 1 1,470 1 1,660 1 1,790 1875 795 1 1,265 1 1,430 1 11540 1,615 HTU26 (Max.) 51h I (2) 2x4 I (10) 0.162 x 31/z (20) 0.148 x 11h 1,240 1 1,470 1 1,660 I 1,790 1 2,220 1 1ii65 1 1,265 1 1,430 540 191G IBC, 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are lsted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loacis (%2" maximum Hanger (aap) Single 2x Sizes HTU28 (Min.) 37/a 1 % 71A6 31h (26) 0.162 x 31h (14) 0.148 x 11h 1;110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, !, HTU28 (Max.) I 71/4 1 % 71tia 31h (26) 0.162 x 31h (26) 0.148 x 11h 1,920 3,820 4;316 4.655 5,015 1,695 2,865 3:235 3;490 3,765 LA HTU210 n3 31/z _ (32) 01,62 z 31/z (14) Q.148 x,11/x 1250 3,600 3 6b0 3 600 3 &00 1075 2,700 2,700 2,700- "2,700 ' HTU210 (Max)., 9 1 /s 9 fjs �31r _ (32) 0162 x 31Iz (32) 148 x 11Ir; 3 255 4,705 5 "020 020 0 020. 800 3,530 3 765 3 765. _3,765;! Double 2x Sizes HTU26 2 (Miri.); -."'3?/a 3346 , 5346 31h (20) 0.162 x 3llz :(14) 0148'X 3 ; 1515 2 c40 3 7 3 500 ¢ 3 000; ' i1 305 2,205 2,205 2,205, 2;205 N'; U26 2 (Max:) , 51h 3'/ia .5'fa 31h .` (20} 0162;x 31/z (20),b 148 x 3 1910 ` 2,940 i x20 3 500' 3 500 1 640 2,205 -2;205 2 205 �2,205 ?, HTU28-2 (Min.) 37/a 3V1a 71A6 31h (26) 0.162 x 31/z (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 180, HTU28-2 (Max.) I 71/4 35✓6 711A6 31h I (26) 0.162 x 31/z (26) 0.148 x 3 3,035 3,820 4:315 4,655 151520 2,610 2,865 3,235 3,490 4,140 FL, 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 loads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 'A" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSliTPI 1-2014. Simpson Strong -Ties Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x cant' ng 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 va6e. The allowable uplift is 100% of the table load. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong TieO Wood Construction'Connectors Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUG is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/,s° or greater, at 100% of the table bad. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/,e" at 100% of the table load. Specify as an W version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and »' x 214" Titen 2 screws (Model TTN2-25234H) for GF=CMU. Follow all installation instructions and use the loads from the sawn lumber or RNP 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 1 YV — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/,e"-diameter hole to the specified embedment depth plus 1/2". • AHernatively, drill the 3/%e -diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material Will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a 3/16" 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 37/3" is required as shoirn in Figure 1 for full uplift load. • Where no uplift load's required, a minimum end distance of 11 z ` is pen- itted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUG410 HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 237 3- O HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) 0 These products are available with additional corrosion protection. For more information, see p.15. o N Fasteners �_.-AllowableLoads (DF(SP) e Cotle�� GFCMU Concretes _ Standard Concealed GFCMU Tifen° 2 Concrete Titene 2 Joist UpUft , (160)� Dawn (100/125) ; Uplift (160) 777 Down ' (100/125) Ref. HU26 HU26X (4)1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 11/z 335 1,000 335 1,545 HU28 HU28X (6)1A x 2344. '= (6)1/4 x i?/4 (4) 0.148 x 1 �/z 54� 1,500 7fi0 2 300 HU24-2 HUC24-2 (4)1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26-2 (Min.)., ' HUC26-2 (8) 1/a X 23/. (8) 1/4 x 13/a= ' (4) 0.148 x3 760 2 000 760 ` 3;200 HU26-2 (Max.) HUC26-2 02)''/4 x 23/4 _ '02)1/4 x 13/a (6) 0.148 x3 l 135 3 OOD 1135 3�950 HU26-3 (Min.) HUC26-3 (Min.) (8) 1/4 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 HUC2,8.2 (Min.j _ (10)?/4 x 2314 1 (10) I4)C 1314 (4) 0.148 x'3s 760 2,500 M HU28 2 (Max) HUC28-2�(Max.): - (14) �1/4 x 23'4 : - ` (14)1/4 'l /4 (6) 0148.x'3 � 1' 135 3 b00 1138 4 �20 HU210 HU210X (8)1/4 x 2%L 1/4 x 13/4 (4) 0.148 x 11/z 545 2,000 760 2,415 HU210 2 (Min.)x ? I1UC210 2 (Min.) 14)'1/a x 23/4_ -} 1/4 x 13/4 (6) 0148 X 3 q -..-113� 3 500 ?� 920 e'� HU210-2 (Max j -,HUC210-2 (Max,) (18)'Y< x 23/4 ',} 1/1 x 13/4 (10} 0.148x 35 0$5HU210-3 (Min.) HUC210-3 (Min.) (14)114 x 23/4)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 1 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)1/4 x 23/4 (18)1/4 X 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 `. HU212X (10)'ya x 23a �_ (10)1/4 X 13/4(6) 0.148 x 11/z 1135 2 500 r 1135 2 66s 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)'/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212 3 (Min:), HUC212.3 (Min:), (16);Y4 x 23/a-;(i6)"?ia x, 13/4 (6)0.148,xa3 -)-1,135 4 000 1135 4 920 ,. HU212 0 (Max j HUC212 3 (Max:) (22)'1la x 23/4: ' , = (22)1/4 is 13/4 (10) 0.148 x 3 1i 800 ...,, 5 085 , ,' 1800 5`080 „ — HU214 HU214X (12)1/4 x 2?/a (12)114 x 13/4 (6) 0.148 x 11/z 1,135 2,665 1,135 2,665 HU214-2 (Min.) HLJC214-2 (Min.) (18)1/4 X 24'a: (18)1.4 x 13W '(8) 0.148 x 3 1'Al5 - 4 500 ,HU214-2 (Max 1 HUC214-2`(Max)' (241)1/4 x 23/4 1 (24)1/4x 13/4 (12) 0.148 x 3 2 015 5 085 2 OJ5 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 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (2 4) 1/4 x 23/4 (2 4) 1/4 X 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 H0216X (18)' /4 x 23/4 (18)1/4 x 13/a (8) 0.148 x 11iz 1 515 27920 i 515 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) % x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 3 (Min) HUC216 3 (Min.) (20)11gdX -(20)?%a;x-13/4 (8) 0.148 x3 ,75154,920 4,920 HU216 3 (Mai%) ; HUC216 3 (Max.)(26)1/a,26 1/4x1✓4'(12j0.148x 3 2 015 5 085 2 015 HU7 (Min.) (Not available) (12)1/4(12)114 x 13/4 (4) 0.148 x 11/z 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)114(16)1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU9(A4in.) (Not available) (18) /4 x 2/4 _ (i8) l4 x 13/a (6) 0.148 x 11/z 130 „ 3 230 HU9 (Max) „ ` ,; (Not;available) (24)z/ x 23/a ,;_ (24} 1/a x 1?/a , (10) 0.148 x 11h 1; 445 3 735 1445 3 735 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11h 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 13/4 (10) 0.148 x 11/z 1,445 3,735 1,445 3,735 HU19 (Min.) (Not available) (28)'r`a x 2314_ (28)1/a z 13/4 (8) 0.148 x 11/z 1� 515 3 485, -„� 1 515 3 485 HU14 (Max) > > (Not available). >. (36)1/a x 23/4 (36)1/a x 13/a (14) 0.148 xM11/z 2 015 4 245 2 Oi5 4 245 238 ;� - - STAGGER JOINTS - TYP.T UPLIFT/SHEAR ANC EACH TRUSS - SEE PLAN RAISED HEEL ROOF TRUSSES AN �r- a�a�aa�a�a� ei�ar NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS HEEL TRUSS 5r=ARING� SCALE, NTS SKI ROOF SHEATHING- SEE f SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN �q W N O RIBBON BOARD- < ¢ 3 SEE SCHEDULE P U Z LL FOR SPACING t Z w O IBBON BOARD- SEE FASTENING TO Cl C W N ::HEDULE FOR SPACING d TRUSSES w LL g z O P ASTENING TO TRUSSES WALL SHEATHING -SEE PLAN = = w 9 MIN. 15/32' GDX PLYWOOD OR 0� 1/I6' OSB WITH 8d GUN NAILS U (0.131' X 2 1/2') B 6' O.C. TO UPLIFT/SHEAR GYP. CEILING- -MASONRY WALL- RIBBON BOARDS ANCHOR EACH SEE PLAN / SEE PLAN TRUSS- SEE PLAN SCHEDULE , DO NOT FASTEN RIBBON BOARD MASONRY WALL- -_ INTO END GRAIN OF ROOF TRUSS BOTTOM CHORD SEE PLAN s _ REVISI RAISED HEEL TRUSS E5EARING E3 SCALE: NrS 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 SPF02 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED Vult=180 MPH (2) 12d GUN (0.131' X 39 (Vasd=139 MPH) 2X4 SPF'2 191, TO EACH TRUSS, (4) EXP. C. NAILS AT JOINTS ENCLOSED wmeoxeawaiau SHEET INFORMATION: 1 NO...111 /ED Bx: SKA January 10', 2420 Carpenter Contractors of America, Inc. 3900 Avenue G, NW Winter.Haven, FL,33880-620.1 Dear Matt: Ithas come to my attention that some questions were raised concerning 5/8" diameter holes drilled thru the chords (wide face) ofsys42 gable end trusses to, allow for threaded rods used for "tie"downs." Ifthese.gable ends are over continuous support ,with one face..fully sheathed and the. holes are drilled about the centerline of the wide face no close than 4' O.0 without'damaging any connector'plates: or vertical webs then no repair is required. The truss only supports 2 feet of floor loads and no additional load:. If you have any: questions, please give me a call. Sincerely, •' No.863�7 �, Yc l / e v(nn 6750 Forum Drive, 'Suite 305, Orlando, FL 32821 - (800) 521-9790 - (863) 422=86.85 wwuv alpineRW.com HWAA- Ir o. 86367 w .s �e STATE OF i20 OR This docurnvnd has been eiactroi cnNltsigmd and sealed using a pigidd Signature. Pr&fad copies Whout an oronal sign "s must be "verified using the original oloctrork version. ALPINE AN e ATQMRMt Y FL REG# 278, Yoonhwak Kim, FL PE #86367 Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www.alpineitw.com site, infornmatiran..a Customer: Carpenter Contractors of America Job Number: N333986 Job Description: ,7A5/320 ,167ED ,RG01 11672/ARIA/4EAB ELEV.D Address: Job En aneeripQA4rSa:_ ` Design Coder FBC 6th ed.2017 Inte11iV1EW Version: 17.02.02A through 18.02.01 JRef # 1 WXd89750093 Wind Standard ASCE 7-10 Wind Speed (mph):: 160 Roof Load (pso: 20:00- 7A0- 0.00-10,00 Building Type: Closed Floor toad s : None This package contains general notes pages, 27 truss drawing(s) and 5 detail(s). iterr%> CiralNirlg Ntlmber Truss -.:;' , 1 2.11.20,1438.12902 Al 3 211.20.1438.13448 A2 5 211.20.1438..'1.2903 A4 7 211.20.1438.14461 A6 9 211.20.1438.14525 A10G 11 211.20.1438.14774 A9 13 211,20.1438,14446 61 15 211,20.1438.1'3993 C1GE 17 21120.1438.14244 MV01 19 211.20.1438:13681 ER 21 211,.20.1438.14338 ERS 23' 211.20.1438.14243 CJ5A 25 21120.1438.14805 CJ3A 27 211.20.1438.13416 HJ7 29 Al8015ENC1.01014 31 GBLLETIN1014 1erri, < IOYawat Nuin6r . ' Truss . ,r 2, 211.20:1438.12948 AM 4 211.20.1438.13463 A3 6 211.20.1438.13323 A5. 8 211.20.1438.21'685 A7 10 211.20.1438.21716 A8 12 211.20.1438,21591 A11G 14 211.20.1438.14602 B2GE 16 211.20.9438.21497 V4 18 211.201438.14664 MV02 20 211.20:1438.14430 ERA 22 211;20.1438.13759 CJ5 24 211.20.1438.13120 CJ3 26 21120.1438.13714 CJ1 28 A16015ENC101014 30 GBLLETIN0118 32 VAL160101014. ' E(or�da Certificate of Product Approval #.FL1999 Printed 7/29/2020 2:49:12 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely'for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.oro. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber._ g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.ic6safe.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.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 Job Number: N333986 Ply: 1 SEQN: 7009 / T18 COMN Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 8 FROM: RWM I DnwNo: 211.20.1438.12902 Truss Label: Al KID / YK 07/29/2020 6'1"7 12A"i5 } 19'4" + 25'11"1 + 32'6"9 + 38'8" 6'17 6'7"8 6'7"1 6'7"1 6'7"8 617 5X5 E �,1 100' 1' 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:ll- 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 #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N Lumber value set "l313" uses design values approved 1/30/2013 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. 9,4" 19'4" 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 Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 38'8" - 9,4" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.208 K 999 360 VERT(TL): 0.515 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.132 J Creep Factor: 2.0 Max TC CSI: 0.532 Max BC CSI: 0.886 Max Web CSI: 0.490 VIEW Ver: 17.02.01A.1115.21 aNHwAk ��r'`'� �•••r 0 No.86367 1.00 STATE 4F m w� w 38'8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1661 / 301 / 936 / - / 433 / 8.0 H 1662 / 301 / 936 / - / - / 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 1442 - 3042 E - F 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 10, 44 e�/S •epc b did ONdA fii t��� FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 BCSI. Unless noted oytherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly aId ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, ile. Apply plates to each face, oftrussand position as shown above and on the Join Details, unless noted otherwise. Defer to 60A-Z for standard plate positions. of Ince with ANSI(t PI 1, or for handling, shipping, installation and bracing c inch indicates acceptance of ro essiona engineering responsibi s drawing for any structure is the responsibility of the Building Desi see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: failure to build the i or cover page n. The suitability AL NE M MCOMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7010 / T23 / COMN Cust: R8975 JRef: 1 WXd89750093 ,7A5/320 ,167ED.,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RDP DrwNo: 211.20.1438.12948 Truss Label: A1A KM / FV 07/29/2020 Tl0"l4 7'10"14 75 7'1111"5 Loading Criteria (pst) 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 It 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 #1 :T2, T3 2x4 SP #2 N: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :W6, W9 2x4 SP #2 N: Lumber value set "'I 3B" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. �21'1"12 1'9"12 121"12 1 sf'4 19'q" 26'6"4 4'2"14 + 5'8"8 1'5' 12 =5X5 F 38'8" 30'g"2 + 38'8" 4'2"14 7'10"14 i"11 F 6' '1 3' + 5'8" + 4'0"11 18' 21' 268" 30'8"11 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 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): 0.201 E 999 360 VERT(TL): 0.549 E 999 240 HORZ(LL): 0.100 L - - HORZ(TL): 0.186 L Creep Factor: 2.0 Max TC CSI: 0.739 Max BC CSI: 0.793 Max Web CSI: 0.825 VIEW Ver: 17.02.01A.1115.21 ,,,q�>l111tf tttf��i�rf N • rl I�Iw e No. 86367 r R, STATE 4F icr�� p *o�• ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1518 / 301 / 936 / - / 433 / 8.0 J 1518 /301 /936 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.1 J Min Brg Width Req = 2.1 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1385 - 2665 F - G 1456 - 2370 C - D 1300 - 2278 G - H 1327 - 2399 D - E 1316 - 2355 H - 1 1299 - 2276 E - F 1434 - 2326. I - J 1386 - 2665 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - U 2299 -1067 M - L 2298 -1076 U - T 2297 -1066 L - J 2300 -1076 R - N 1841 - 645 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - T 305 - 446 F - N 1047 - 698 T - R 2100 - 903 N - M 2114 - 929 R - F 1050 -712 M -1 308 -451 . l0�yp�; ijjMwkk% FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 `"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 an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro pperly id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 e. AppTy plates to each face of truss and position as shown above and on the Joini9Details, unless noted otherwise. f�efer to 60A-Z for standard plate positions. iing, a division of ITW BuildincL Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ss In conformance with ANSI/TPI 1, or for handlin4, shipping, installation and bracing of,trussesA seal on this drawing or cover page _ rng this drawingq indicates acceptance of ro essiona engineering responsibilrt� solely for the design shown. The sui ability d use of this drawing for any structure is fhe responsibility of the Building Desig e' r per ANSI/TPI 1 Sec.2. more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindus".com; IM wvw.iccsaf ALPINE ,wmvco.. 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7011 / T17 / SPEC Cust: R8975 JRef: 1WXd89750093—] ,7A5/320 ,167ED ,RG01 / 1672MRIAMEAB ELEV.D Qty: 2 FROM: RWM DrwNo: 211.20.1438.13448 Truss Label: A2 KM / DF 07/29/2020 6'1"7 17815 19' 25'11"l 32'6"9 38'8" 6'1"7 t 6'7"8 T 6-3"1 6'11"1 -1 6'7"8 'I' 6'17 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: 37es d:: D.00 Mean Height: 15.00 ft .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 #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"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 -5x5 E 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 38'8" 18,8" 28'8" Defl(CSI Criteria - PP Deflection in loc L/defl L/# VERT(LL): 0.208 K 999 360 VERT(TL): 0.515 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.132 J Creep Factor: 2.0 Max TC CSI: 0.532 Max BC CSI: 0.886 Max Web CSI: 0.489 VIEW Ver: 17.02.01A.1115.21 '° ,1,�`�� N ►►il/rrj�, 1 4 s �CEN,S''�of� a s` ffi No. 8636% • w �- STATE OF t3 • ,c 10, 1' 38'8"�� ♦ Maximum Reactions (Ibs) Loc R /U /Rw !Rh /RL /W B 1661 / 298 / 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 chord live load in areas with 42"-high x 24"-wide �0- 0 Q 1Q Cr clearance. �j S d 0 ® 9� Wind %10, NA ( +, Wind loads based on MWFRS with additional C&C member design. FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 **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, 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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have braclnp installed per, BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. ,ine, a division of ITW BuildiphcLComponents Group Inc. shall not be responsible for any deviation from this drawing,anyv failure to build the ss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page . . ing this drawing, indicates acceptance of pro esslona engineering responsibility solely for the design shown. The suitability i use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindus".com; ICC: www.iccsaf AL NE M nW C.OMPAW 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7012 / T16 / HIPS Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 2 FROM: RWM DrwNo: 211.20.1438.13463 Truss Label: A3 SSB / OF 07/29/2020 T10"14 T10"14 rh b rn �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 #2 N :T2, T4 2x4 SP 2400f-2.0E Bot chord 2x4 SP #1 :B2, B3 2x4 SP 2400f-2.OE: Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Lumber value set "l3B" 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' 21'8" 30'9"2 9412 4,8" 9,1"2 =5X5 =-5X5 D E 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 38'8" 9,4„ 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): 0.0681 - - 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 c Q No, 86367 R STATE OF o �r y v o a Z , ®v 38'8" T10"14 10, 1' 38'8"+ ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1714 / 308 / 940 1- / 385 / 8.0 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 sr00" 40RIV >'�� 11044mbolik " 5 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "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 c7 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 propperly id ceiling Locations shown forpermanent lateral restraint of webs shall have bracincct� installed per BCSI sections B3, B7 or B10, e. AppTy plates to each face oftrussand position as shown above and on the Join i Details, unless noted otherwise. Refer to 50A-Z for standard plate positions. line, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,anyy failure to build the ss in conformance with ANSIrI PI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover page , ing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability J use of this pawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindusty.com; ICC: www.iccsaf ALPINE MMCOMPMy 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7013 / T15 / HIPS Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 2 FROM: RWM DrwNo: 211.20.1438.12903 Truss Label: A4 KM / DF 07/29/2020 T10"14 T10"14 1' I 10, 10, 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 Des Ld: 37.00 EXP. C NCBCLL: 10.00 Mean Height: 15.00 It 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 It 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 :T3 2x4 SP #1: 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 "l3B" uses design values approved 1/30/2013 byALSC 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. 15, 23'8" 30'9"2 38'8" T1"2 8'8" I 7'1"2 1 71014 5X5 5X5 D T3 E 9'4" 19'4" 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: 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): 0.194 J 999 360 VERT(TL): 0.470 J 999 240 HORZ(LL): 0.0671 - - HORZ(TL): 0.115 1 Creep Factor: 2.0 Max TC CSI: 0.937 Max BC CSI: 0.841 Max Web CSI: 0.582 VIEW Ver: 17.02.01A.1115.21 �0111111itritf?��r W Alf a v e d a o. No, 86367 a g STATE OF ®. ,% 10, 1'� 38'8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1691 /319 /938 /- /345 /8.0 G 1692 ! 319 / 938 / - / - / 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 1496 - 3045 E - F 1517 - 2855 C - D 1517 - 2853 F - G 1496 - 3046 D - E 1236 - 2198 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2643 -1183 J - 1 2082 - 848 K - J 2082 - 819 I - G 2645 -1213 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. K - D 709 - 369 E - 1 712 - 369 '�`'`�•• �0R1D� C. �••ae® ®'�1 SON AL FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 "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 propperly per BCSI sections B3, B7 or B10, ,per noted otherwise. Refer to Alpine, a division of ITW,Building.Components Group Inc., shall not be, responsible for any deviation from this PI 1, or for handling, shipping, Inst; acceptance of rolesslonai engi any structure is the responsibility :ral notes page and these web sites: ALPINE: failure to build the 1 or cover pa e , n. The sui ability ALPINE MJ rIW COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7014 / T14 / HIPS Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qly: 2 FROM: RWM DrwNo: 211.20.1438.13323 Truss Label: A5 KM / DF 07/29/2020 6'9"4 i 13' 19'4" 25'8" 31'10"12 38'8" 6'9"4 6'2"12 i 6'4" 6'4" 62"12 + 6'9"4 = 5X5 1112X4 � 5X5 D E F 12 6 �1\42X4 �2X4 coC G o 'n W3 in Z B H A ! =4X6(A2) =6X6 =5X8 =6X6=4X6(A2) 38'8" 10, 9'4" 9'4" 10, 10, 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 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): 0.220 E 999 360 B 1665 / 699 / 931 / - / 304 / 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 Des Ld: 37.00 EXP' C HORZ(TL): 0.130 J B Min Brg Width Req = 2.0 Mean Height: 15.00 It NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 2.0 TCDL: 4.2 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.505 9 g d surface. Bearings B & H are a rigid Soffit: 0.00 BCDL: 5.0 psf 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# FT/RT:20 0 /10 0 Loc. from endwall: not in 9.00 ft () () 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 "136" 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 1) 9 �+ Maximum Web Forces Per Ply (Ibs) live load in 42"-high 24"-wide (�P�I chord areas with x Webs Tens.Comp. Webs Tens. Comp. i0�1,) WA tpo clearance. 4N% Q � r Wind � `,`6a� v��S :�/L,110A� D-K 470 -224 F-J 5I3 2�56 G r d Wind loads based on MWFRS with additional C&C ,q y member design. e4 i DS36 7 0 IV S7 F�I Vie, ®, r Q� STATE oF, 4� rrpr�p`i 1ORIa F N A, 1 , FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "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, installing and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety to these functions. Installers temporary practices prior performing shall provide 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 for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or o10, as applicable. Apply pfates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to 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 MnWcoMPAW truss in conformance with ANSI/ PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa a .. 2400 Lake Orange Dr. listing this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown. The su,Pability ,Alpine, 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: 7015 / T12 / HIPS Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RWM DrwNo: 211.20.1438.14461 Truss Label: A6 JB / WHK 07/29/2020 5'94 11' 19' L 27'8" 32'10"12 38'8" F' 5'9"4 5'2"12 8' r 8.8 , '+ 5'2"12 5,9"4 i 5X5 = 5X5 = 5X5 D E T3 F T 12 6 � •2X4 W 2X4 M C G o h n W3 M 1 B H A Ii 4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6(A2) 38'8" _f 1'10, 9,4" 9'4" 10, 1' T 10, 19,4„ 1 28,8„ { 36,8„ 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): 0.203 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 / 918 / - /- / 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 Reg = 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 sf Bldg Code: FBC 6th ed.201 Max TC CSI: 0.774 g g p 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 it 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 ,�Q1t���f Maximum Web Forces Per Ply (Ibs) %IP member design. 1I/�1'Ow\ ttA' Webs Tens.Comp. Webs Tens. Comp. •r�/"r����i� ^HC�hIA D-K 635 -394 F-J 461 -156 E - K 388 -496 No. 86367 m 1 p � a STATE 4F q �OR1Vo,� ® �QNaAm '� FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 —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 BCSI. Unless have bottom have per noted otherwise,top chord shall properly attached structural sheathing and chord shall a propperly attached ri4id ceiling, Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, Apply to face truss the Joint"Details, Refer to as applicable. plates each of and position as shown above and on unless noted otherwise. drawings 160A-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 µm COMPA . truss in conformance with ANSI[TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 2400 Lake Orange Dr. listing this drawingg indicates acceptance of ro essiona engineerinct responsibility solely for the design shown. The sui ability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 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.t inst.org; S9CA: www.sbcinduslry.com; ICC: www.iccsafe.org Orlando FL, 32837 SEQN: 3855 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1 WXd89750093 T9 ! FROM: RWM ply: 1 ,7A,' 20 ,167ED ,RG01 ! 1672/ARIA/4EAB ELEV.D DrwNo: 211.20.1438.21685 Truss Label: A7 / YK 07/29/2020 9' 17' 21'8" 29'8" 38'8" 91 8 4 8 8' 9' :6X6 T2 =5X5 =4ET3 4 ,6X6 D F ,2 6 T W o (a) (a) `0 W5 B 1 A N G j: H =4X6(A2) =6X6 =5X5 =6X6=4X6(A2) 1 38'8" L1' 10' 9'4" 9'4" 10, 1'J f 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# 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 /703 /222 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1518 /- !- /900 f703 /- Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 It HORZ(TL): 0.140 1 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: psf Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 5.2 Soffit: 0.00 BCDL: 5.0 psf G Br Width = 8.0 Min Re 1.8 Bldg Code: FBC sth.ed 201 Max TIC CSI: 0.906 g q = 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. " Spacing: 24.0 C&C Dist a: 3.87 ft Re Fac: Yes Max Web CSI: 0.280 Bearings B & G require a seat plate. P Loc. from endwall: not in 9.00 ft /10 FT/RT:20 0 0 Members not listed have forces less than 375# () () Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 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 Webs 2x4 SP #3 :W2, W5 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values approved 1 /30/2013 by ALSC B - K 2256 -1202 J - I 3036 -1647 K - J 3034 -1648 1- G 2256 -1231 Bracing (a) 1X4 #3SRB or better continuous lateral restraint 1�It11If 1(�lill� Maximum Web Forces Per Ply (Ibs) ®Pj�v to be equally spaced. Attach with (2) 8d Box or Gun ��� r l �.�WA /� Webs Tens.Comp. Webs Tens. Comp. nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable �1 yN 1, e e ° . O �d A!a f p�� C - K 687 -289 E - I 485 -765 support by erection contractor. �t� 0�c 0 ,� L. f Y e iK - D 483 -763 I - F 688 -290 (a) or scab reinforcement may be used in lieu of CLR q`� • • • restraint. substitute (1) scab for (1) CLR and (2) ee No. ����' i scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and o d e 80% length Attach 0.128x3" 1'D of web member. with gun nails @ 6" oc. Wind ► • e d °r STATE OAF°czJ�� Wind loads based on MWFRS with additional C&C®i; •e 0 Z OR'QTo member design. /� `' C1 • •p'O ®0 o b°+ Additional Refer General Notes for additional information FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "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 SBCA) for an safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted dtherwise,top chord shall have attached structural sheathing and bottom chord shall have a properly propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face, 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 Building Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the pN WCOMDPNY truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pa e , , 675o Forum Drive listing this drawing indicates acceptance of ppro) essionar engineering responslbilltt�� solely for the design shown. The suitability Suite For and this drawing for is the the Building DesigrSer ANSI/TPI 1 use of any structure responsibility of per Sec.2.305 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: wvrw.tpinsLorg; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 Job Number: N333986 Ply: 1 SEQN: 7017 / T25 / HIPS Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: HMT DrwNo: 211.20.1438.14525 Truss Label: A10G JB / WHK 07/29/2020 7' 17' 1 26'4" 31'8" 38'8" 7' 10, 9'4" 55 7' %6C8 T2 —8XD10 T3 =H1014 12 E z6X6 T4 F T 6 T o (a) W n co (a) B 1 A io G Hl 4X6(A2) B1 1112X4 =5X5 1112X4 =6X8 IISX5J -5X5 =3X6(A1) P6-4" 12'4" 7'1"12 4'10"4 5' 5'8" 3'8" 5'0"8 7'W8 7'112 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 Sid: 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): 0.147 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• C HORZ(TL): 0.101 K Mean Height: 15.00 ft Wind reactions based on MWFRS 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 TIC CSI: 0.896 J Min Brg Width Req = 5.7 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)/l0(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: Bot chord 2x4 SP #2 N :B1 2x4 SP #1: Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W6 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. p• p• Lumber value set "l3B" 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 Bracing M-L 2810 -1334 J-1 791 -1817 (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach 8d Box Gun Maximum Web Forces Per Ply (Ibs) with (2) or �`��/d nails(0.113"x2.5",min.). Restraint material to be \ � e a • �" �/ Webs Tens.Comp. Webs Tens. Comp. supplied and attached at both ends to a suitable �• e �C A/ e e + rIAo� Lr Y C - N 617 -100 E - J 1938 - 3930 support by erection contractor. mod +® �� +v &0 D - K 1588 -3143 E - 1 2067 -872 (a) or scab reinforcement may be used in lieu of CLR ° �' pG C + + K - E 2681 -1062 I - F 372 -487 N0.86367 restraint. substitute (1) scab for (1) CLR and (2) ® I V0, p V 3 V 7 s scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, and ° • grade, w 80% length of web member. Attach with 0.128x3" gun nails @ 6" oa o+ STATE 4F e Loading #1 hip supports 7-0-0 jacks with no webs. ��° p R I� Wind , '`��IN Wind loads and reactions based on MWFRS. „ .4 //11 /16111 t8 01110ti FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 to these functions. Installers practices prior performing shall provide bracing per BCSL Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections temporary have a properly B3, B7 or B10, as applicable. AppTy plates to each face oftrussand position as shown above and on the JoinQDetails, unless noted otherwise, kefer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildin/$cLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure truss in to build the ,wmv;oanvawv conformance with ANSI 1, or for handl% shipping, installation and bracing of•trussesA seal on this drawing or cover pa e, , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The s i'Mability 9 and use of this Q�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.alpineitwxon; TPI: www.tpinst.org; SnCA: www.sbcindustry.com: ICC: www.iccsafe.oro Orlando FL, 32837 SEQN: 3853 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1 WXd89750093 T11 / FROM: RWM Qty: 1 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D DrwNo: 211.20.1438.21716 Truss Label: A8 / YK 07/29/2020 7'10"14 13'10" 16'8" 21'4" 27'8" 32'6"2 388" 7'10"14 5'112 2'10" 4'8" 6'4" 4'10"2 6'1"14 =5X5 D I� 75 38'8" 10' 9'4" 9'4" 10' 1 10' 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 166 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 D Des d:: Mean Height: 15.00 ft .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 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N: 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. Wind Wind loads based on MWFRS with additional C&C 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: No FT/RT:20(0)/l 0(0) Plate Type(s): WAVE DeflICSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.220 L 999 360 VERT(CL): 0.410 L 999 240 HORZ(LL): 0.068 K - - HORZ(TL): 0.127 K Creep Factor: 2.0 MaxTC CSI: 0.881 Max BC CSI: 0.859 Max Web CSI: 0.647 VIEW Ver: 18.02.0 1A.0205. 119 III I11►fff1l No.86367 s ® r � 0 �o'�"mm. • r r STATE OF ®� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1515 /- !- /921 /695 /321 1 1518 /- A /916 /698 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 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 - 1 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 member design. cro :A f 0 Q R �a %*', ��'4 C Additional Notes�t� Y 0Ar®p e�;p Refer to General Notes for additional information ,'f didiN AL 111 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. :ing this drawingq indicates acceptance of professional engmeeni d use of this pawing for any structure is the responsibility of the more information see this job's general notes page and these web sites: ALPINE: www.a his drawing,any failure to build the on this drawing or cover pa e , ie design shown. The suitability ALPINE PN rrW C01WAW 6750 Forum Drive Suite 305 Orlando FL, 32821 Job Number: N333986 Ply: 1 SEQN: 7019 / T21 / SPEC Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qly: 1 FROM: RWM DrwNo: 211.20.1438.14774 Truss Label: A9 JB / WHK 07/29/2020 7'10"14 13'10" 18'8" 24'8" LIT"38'8" 7'10"14 5'11"2 4'10" 6' S' 9' =6X6 D 12 =6X6 =4X4 =5X5 6 E F G C5 M in (a) T n W3 0) m T5 B v H A I a� 4X6(A2) = 5X5 = 8X8 = 6X6 = 3X6(A1) 38'8" �1 10, 9'4" 9'4" 10, 10, + I 19'4" 28'8" 38,8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pn,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 B 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 EXP: C Des Ld: 37.00 Mean Height: 15.00 It HORZ(TL): 0.137 D B Min Brg Width Req = 1.8 NCBCLL: 10.00 psf TCDL: 4 Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 1.8 .2 Soffit: 0.00 BCDL: psf Bldg Code: FBC 6th ed.201 Max TC CSI: 0.879 Bearings B & H are a rigid surface. . Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.905 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.o0 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: o.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-2.0E: 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 "13B" 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 `1rl�i���R 11�lO��l Maximum Web Forces Per Ply (Ibs) a�I to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be �! �/ Webs Tens.Comp. Webs Tens. Comp. q �i�_�j°j� supplied and attached at both ends to a suitable ��� • 0Cc ti��.6 • L - D 598 -345 F - J 467 -665 E 8i support by erection contractor. `� ® Y • r� D - K 2451 -1647 J - G 727 - 376 �1 (a) or scab reinforcement may be used in lieu of CLR 0• o,® E - K 1411 -1982 ® restraint. substitute (1) scab for (1) CLR and (2) ® • No. $6367 scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, and • ra o grade, • ., "� 80% length of web member. Attach with 0.128x3" gun • p nails @ 6" oc. Wind v -,�ej� a q d 0 STATE ®F Wind loads based on MWFRS with additional C&C si ®• F� R�� q� ' ��, ©s �®® member design. �St a 0 V FL REG# 278, Yoonhwak Kim, FL PE 486367 , 07/29/2020 `"`WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, Component Safety Information, by TPI SBCA) for installing and bracing. Refer to and follow the latest edition of BCSI (Building and safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildin/$cLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANmvcouPAW truss in ANSI 1, for handling, installation bracing this drawing conformance with or shipping, and of,trussesA seal on or cover page , , 2400 Lake Orange Dr. listing this drawingq indicates acceptance of professionar engineering responsibility, solely for the design shown. The suitability Suite Lake this for is the Designer ANSI/TPI 1 Sec.2.150 and use of drawing any structure the responsibility of Building per For more information see lhisjob's general notes page and these web sites: ALPINE: www.alpineltw.com; TPI: www.tpinsl.org; SBCA _www.sbcindustry.corn; ICC: wwwkcsafe.org Orlando FL, 32837 SEON: 3838 / SPEC Ply: 1 Job Number: N333986 Cust: R8975 JRef: 1WXd89750093 T4 / FROM: HMT Qty: 1 , A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D DrwNo: 211.20.1438.21591 Truss Label: A11G �TCE / YK 07/29/2020 T10"14 7'10"14 13'10" 20'8" 5'11"2 6-10" 5X5 D 26' 31'8" 388" 64" 5'L 'I' 7' 12 6 X5=5X10(SRS) =4Xt0 5X5 C E F T4 G T 0 B H rr A =3X6(A1) 1112OX4 =5X10 1112X4 L 1114X4K =4X6=3X6(A1) 21' Icy 61 5' �1' 7'11"5 6'0"11 6'9"12 3'10"4 1'4" 64"8 7'11"5 14' 209"12 24'8" 26' 31'4"8 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 Kzt: NA Des LE 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 2z4 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,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.031 G 999 360 Lu: NA Cs: NA VERT(CL): 0.059 G 999 240 Snow Duration: NA HORZ(LL): 0.013 O - - HORZ(TL): 0.024 0 Code / Mist; Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 7Max TC CSI: 0.753 TPI Sid: 2014 Max BC CSI: 0.886 Rep Fac: Varies by Ld Case Max Web CSI: 0.669 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 18.02.01A.0205.19 12'8" 731� 38'8" ♦ Maximum Reactions (Ibs) . Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 782 /- /- /- /385 /- M 1016 /- /- /- /462 A K 1680 A A /- /795 A H 903 A A A /433 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 2.3 H Brg Width = 8.0 Min Req = 1.5 Bearings B, M, K. & H are a rigid surface. Bearings B, M, K, & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 637 -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) ooChords Tens.Comp. Chords Tens. Comp. �°o� 119�,i (� B - 0 894 -414 J - H 1184 - 539 got • I¢ l�r O - N 890 - 415 CAN ��® �,� S� a• �� Maximum Web Forces Per Ply (Ibs) e t V�. ��� * Webs Tens.Comp. Webs Tens. Comp. m f • y C- N 271 - 582 F- K 768 -1368 N - E 813 -367 F - J 1757 -789 i► ° ® E - M 518 - 875 J - G 377 - 244 o° STATE 0F ®cv�b d�fl+fs�`e®® �� C.. 11118sl4N A b- %- 464rlfl9dll� FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing insTalled per BCSI sections B3, B7 or 810, as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildingcT Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the Mnw COMPANY truss in conformance with ANSIfTPI 1, or for handl% shipping, installation and bracing of,trussesA seal on this drawing or cover page , , 675o Forum Drive listing this drawing indicates acceptance of ro esslona, engineering responslbilfty,solely for the design shown. The sui ability Suite For and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.305 For more information see this iob's general notes page and these web sites: ALPINE: www.alpineitw.com_TPI: �.tptpinst.org; SCCA: www.sbcindustry.com; ICC: www.iccsafe org Orlando FL, 32821 ^^ Job Number: N333986 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Truss Label: 131 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 " T10"14 7'10"14 1' T11'5 7'11"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 6/112013) 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. Ply: 1 Qty: 3 13'10" 5'11"2 =4X4 0 21' 6'0"11 14' 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: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE SEQN: 7021 / T29 / COMN Cust: R8975 JRef: 1WXd89750093 FROM: RWM DrwNo: 211.20.1438.14446 JB / WHK 07/29/2020 20'10"4 7'0"4 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 26'4" 5'5"12 5'4" 5'4" 26W ♦ 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 /116 /- /- /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: 17.02 02A 1213 21 1 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 643 -1221 D - E 482 - 694 C - D 483 - 679 1�ltiilftiPtipp/1 �'►'�`p��``,4N� �Ak f`41r �* N0.86367 STATE 4F Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-J 1015 -501 1-1 1011 -501 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - 1 394 - 579 E - H 517 - 903 I- E 586 -167 S>I0omvre- NAl- FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 SCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a propperly attached r! id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. f7efer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the M r,,,COpw,. truss in conformance with ANSI PI 1, or for handl!4, shlppinq, installation and bracing of.trussesA seal on this drawing or cover page .. 2400 Lake Orange Dr. listing this drawingq indicates acceptance of ro esslona engineering responsibility solely for the design shown. The suifabllfty Suite 150 and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI:^,:ww.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7022 / T27 / GABL Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D City: 1 FROM: RWM DrwNo: 211.20.1438.14602 Truss Label: B2GE JB / WHK 07/29/2020 6'1'7 13'10" 27'8" 6'1"7 7'8"9 13'10" l— 310" 4—}—�p)4X4� H 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: In to 2h Spacing: 24.0 " C&C Dist a: 3.00 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 Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 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 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 Udefl L/# VERT(LL): 0.021 0 999 360 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 CS 1: 0.127 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (lbs), or *=PLF Loc R /U /Rw /Rh /RL /W B 209 / 77 / 110 1- / 290 18.0 B* 79 / 17 / 42 / - / - / 248 Z 256 /95 1210 !- /- /8.0 AA 57 / 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# AWAS �,o� ease* ENS e No. 86367 ' _, STATE OF F �'d�c�°: j0R1104o10�: 4eirtlimilil FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 c7 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 propperly id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, e. AppTTy plates to each face ofptruss and position as shown above and on the Joint9Details, unless noted otherwise. Defer to 60A-Z for standard plate positions. of any any deviation from this drawing,any failure to build the 1g oftrussesA seal on this drawing or cover pa e sibility solely forthe design shown. The suit9ability )esigner per ANSUTPI 1 Sec.2. TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE MMCOMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7030 / T28 / GABL Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D City: 1 FROM: RWM DrwNo: 211.20.1438.13993 Truss Label: C1GE JB / WHK 07/29/2020 T 2'2" 1 4'2" 1 6'2" 8'4" 2'2" 2' 2' 2'2" 4X4 D 8'4" 1 I 2,2„ I 2 � 2 � 2 2 2'2" 47' 6'2" 8'4" 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: 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 "136" uses design values approved 1/30/2013 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 A16016ENC101014 & 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. 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): 0.003 1 999 360 VERT(TL): 0.008 1 999 240 HORZ(LL): 0.001 H - - HORZ(TL): 0.003 H Creep Factor: 2.0 MaxTC CSI: 0.223 Max BC CSI: 0.095 Max Web CSI: 0.086 VIEW Ver: 17.02.01A.1115.21 ♦ 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# 0oIiI If It/lo/ fPF QwA `t A� `P''� ® eats � A EN m N0.86367 Y 6 M m r A. ® mb STATE OF Cr S a or, 46 0 -s #®� �adto(�oa►te FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 BCSL Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oftruss 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 Bu ildip,$c� Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the MnWCOMPANY truss in conformance with ANSI/TPI 1, or for handlin shlppinp, installation and bracing of.trussesA seal on this drawing or cover page , , 240o Lake Orange Dr. listing this drawing, indicates acceptance of pro) essiona, engineeringg responsibility solely for the design shown. The sui ablhty Suite Lake and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.t insl.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 SEQN: 38451 VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:lWXd89750093 T7 / FROM: RWM city: 1 7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D DrwNo: 211.20.1438.21497 Truss Label: V4 �TCE / YK 07/29/2020 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 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.59 it 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 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 Refer to General Notes for additional information Valley truss connection to truss below shall be designed and furnished by others . 1'11 "8 3'11" 1'11 "8 1'11 "8 12 6 =4X4 B A4X4(D1) =4X4(D1) C 14'11"3 D 3'11" 3'11" 3'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA 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 Deft/CSI Criteria PP Deflection in loc L/defl L/# 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# a�Nk%'O;�AH WA r'���v peso•�I Nv, $6367 STATE OF 4 ',.4'.® Z0RIa� 'v4'Z/ON+Ai t� FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a pro arty attached rigqid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. ofptruss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildin,$cLComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the ,u WCOWv,,. truss in conformance with ANSI 1, or for handli4 shipping, Installation and bracing of,trussesA seal on this drawing or cover page, , 6750 Forum Drive listing this drawingg indicates acceptance of ro esslona engineering responsibility, solely for the design shown. The suifablhty Suite Fos and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindusq.com; ICC: w'VWJccsafe.0r9 Orlando FL, 32821 Job Number: N333986 Ply: 1 SEQN: 7031 / T5 / VAL Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RWM DrwNo: 211.20.1438.14244 Truss Label: MV01 JB / WHK 07/29/2020 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 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 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 Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 byALSC 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 4'1"11 _I 4' 1 "11 4'1"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 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): NA VERT(TL): NA HORZ(LL): 0.003 C HORZ(TL): 0.006 C Creep Factor: 2.0 MaxTC CSI: 0.222 Max BC CSI: 0.177 Max Web CSI: 0.100 VIEW Ver: 17.02.02A.1213.21 T 1 ♦ Maximum Reactions (lbs), or *=PLF Loc R /U /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# ?pet WA No, 86367 p � o a� STATE OF r 0010,E*;�zORIDP�° 4.1b °sa0 ,eIONAi FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 **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 dtherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have brac'in insalled per BCSI sections B3, B7 or B1O, as applicable. Apply Oates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildiphComponents Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the ANnw COMPMY truss in conformance with ANSI 1, or for handling, shippinq, installation and bracing of.trussesA seal on this drawing or cover page , . 2400 Lake Orange Dr. listing this drawing indicates acceptance of roTessionarr engineering responsibility.solely for the design shown. The suitability Suite Lake and use of this q�awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150 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 Odando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7032 / T6 / VAL Gust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RWM DrwNo: 211.20.1438.14664 Truss Label: MV02 JB / WHK 07/29/2020 12 6 1112X4B 4X4(D1) T A N 777-7/7 CD 1112X4 2'1"11 2'1"11 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 Sid: 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. Additional Notes 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 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): 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 ,,M�yjjj i�rr�rr�rr�i ° s N0.86367 e ° w STATE 4E ® ° A Maximum Reactions (lbs), or'=PLF Loc R /U /Rw /Rh /RL /W D' 75 / 13 / 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# s,®,S * 414 4 N 1A9111 � FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 —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 quire Information, bVV 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 propCerly qqId ceiling Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or 810, le. 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. ALPINE a use of tills drawing for any structure is the responsibility more information see this job's general notes page and these web sites: ALPINE: alpineitw.com; TPI: www.tpinst.org; SSCA: www.sbcindustry.com; ICC: ANfiw COMDAw 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number. N333986 Ply: 1 SEQN: 7033 / T8 / EJAC Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 14 FROM: RWM DrwNo: 211.20.1438.13681 Truss Label: EJ7 JB / WHK 07/29/2020 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 C 12 6 M O LO co C0 B A D 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 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. Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: W 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 7' 7' Defl/CSI Criteria PP Deflection in loc Udefl U# 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 ,QII`11lt11Plp/1►/ a � � m No. 86367 Y$ • P b STATE OF ®cv� v p . F O°�cro• ♦ 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# WOe. � OR10r' /0 a4dA1r, olltvllitiiik FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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, installingand 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 rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicable. Apply Oates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW_Buildin4Components Group Inc. shall not be responsible for anv deviation from this drawing.anv failure to build the I or cover pa e n. The suit9ability ALPINE MITWOOMPAW 2400 Lake Orange Dr. Suite 150 Odando FL, 32837 i rr 1, or ror r acceptance any structure more Job Number: N333986 Ply: 1 SEQN: 7034 / T3 / EJAC Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 2 FROM: RWM DrwNo: 211.20.1438.14430 Truss Label: EJ7A JB / WHK 07/29/2020 2'4„ + 7' 7' Loading Criteria (pst) 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: 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 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 "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 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): 0.012 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 ,q�lfifllPlPlp��jr �,\Ci Ns�, w s No. 86367 • ® a w M STATE OF a �, C ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 425 / 178 / 370 / - / 202 / 8.0 D 125 /12 /101 /- /- 11.5 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# %�.��,.4 NA Mull FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "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 propperly per BCSI sections B3, B7 or B10, finless noted otherwise. Defer to a division of f ANSI/ 1 F'I 1, or 10f r icates acceptance ng for any sructure this drawing,any failure to build the I on this drawing or cover pa e , the design shown. The suiPabfifty IITPI 1 Sec.2. BCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE ANmvcomPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837� Job Number: N333986 Piy: 1 SEQN: 7035 / T1 / EJAC Cust: R8975 JRef: 1WX189750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RWM DrwNo: 211.20.1438.14338 Truss Label: EJ7S KM / WHK 07/29/2020 Loading Criteria (psq 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 TZ =2. 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 9.00 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 "l36" 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 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE ►I QeflICSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.018 C HORZ(TL): 0.033 C Creep Factor: 2.0 Max TC CSI: 0.725 Max BC CSI: 0.533 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 B M O co ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 270 / 79 / 188 / - 1151 / 8.0 C 128 /21 /104 /- /- /1.5 B 174 /135 /95 /- /- /1.5 Wind reactions based on MWFRS A Min Brg Width Req = 1.5 C Min Brg Width Req = - B Min Brg Width Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# ,jjIIIII IIfffi \'4NHW Ak r''''� \ oet @* rl No, 86367 8 STATE OFF 4Z ® (7 • / ®'r `1' SI ��(Ii46A11) FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "'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 r! id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. App�y plates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Alpine, a division of ITW Buildinl1Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,s,rtt ,o,WA,,,. truss in conformance with ANSI 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 professionar engineering responsibility solely for the de n shown. The suit9ability Suite 150 and use of this cawing for any structure is the responsibility of the uildIng Designer per'ANSI1TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindustry.com; ICC: www.lccsafe.org Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7023 / T2 / JACK Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D City: 5 FROM: RDP DrwNo: 211.20.1438.13759 Truss Label: CJ5 KD / YK 07/29/2020 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 C 12 6 c2 N Ch B 1 A D 4' 11 "4 1 4'11"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: 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 92 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. 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: 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 0 Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 256 / 95 1207 / - / 128 / 8.0 D 89 /13 /68 !- !- /1.5 C 118 /92 /61 /- /- /1.5 Wind reactions based on MWFRS B Min Big Width Req = 1.5 D Min Brg Width Req = - C Min Big Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,�tt�t tt to 111 Nr��I v`°�IWA00. 'Y o Na, 86367 � � O STATE OF ° t� NdAa �►lliOb FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "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 an SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinp installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint"Details, unless noted otherwise. Refer to ALPINE� drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildingg Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the �,rr,�,ro,,P W truss in conformance with ANSI�fPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page _ , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro) esslona, engineering responsibility solely for the design shown. The suitability Suite Lake and use of this drawing, for any structure is the responsibility of the Building Designer per`ANSI/TPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.lpinst.org; SBCA: www.sbcinduslry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7028 / T32 / JACK Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qly: 1 FROM: RDP DrwNo: 211.20.1438.14243 Truss Label: CJ5A JB / WHK 07/29/2020 C 12 6 r- (V 0) B io T A = 2X4(A1) D 2'4" � _ 4' 11 "4 f 4' 11 "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 Des Ld: 37.00 EXP: 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: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/112013) 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 Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# I Loc R / U / Rw / Rh / RL / W VERT(LL): NA VERT(TL): NA HORZ(LL): 0.006 D' HORZ(TL): 0.008 D Creep Factor: 2.0 MaxTC CSI: 0.775 Max BC CSI: 0.245 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 B 358 / 162 / 329 / - / 157 / 8.0 D 85 /13 /77 /- !- /1.5 C 102 180 /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# 11�*39i9�1t11111/�' CEN• ,�_ No.86367 a 4 �W a a STATE OFI���c�,�, /ONaA, FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "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) fsafety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted o"therwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly )id ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10 e. App7y plates to each face of russ and position as shown above and on the Join�Details, unless noted otherwise. Refer to' 60A-Z for standard plate positions. of ITW Buildin,$cLComponents Group In rice with ANSI PI 1, or for handlid s inq indicates acceptance of rotes s pawing for any structure is the re: see this job's general notes page and these web from this drawing,an failure to build the \ seal on this drawiXg or cover pa e.. /Aorthe d1 Sec shown. The suit9ability ALPINE M rrWCOWAW 2400 Lake Orange Dr. Suite 150 Orlando Ft., 32837 Job Number: N333986 Ply: 1 SEQN: 7024 / T22 / JACK Cust: R8975 JRef: 1 WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D City: 5 FROM: RDP DrwNo: 211.20.1438.13120 Truss Label: CJ3 JB / WHK 07/29/2020 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 4"3 T �— 1' 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: Any 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 "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. 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 2' 11 "4 2' 11 "4 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.001 D HORZ(TL): 0.001 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 T O) M 04 ♦ Maximum Reactions (lbs) Loc R / U / Rw / Rh / RL / W B 185 /75 /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# Ef►i►►ffffl` A WAS Aop r ®° No.86367 a o � STATE 4F NOR IONZ 04444944116 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "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 sheathinq and bottom chord shall have a properly attached rigqid ceiling Locations shown for _permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10, as applicable. Apply lates to each face otruss and position as shown above and on the Joinf Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z for s�andard plate positions. Alpine, a division of ITW BuildinhComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the u+mxmuAW truss in conformance with ANSIPI1, or for handling, 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 responsibilit�yv solely for the design shown. The suitability Suite Lake and use of this 9�awing for any structure is fhe responsibility of the Building Desigrier per ANSI/TPI 1 Sec.2.150 For more information see this iob's general notes paqe and these web sites: ALPINE: www.alpineitw.com; TPI: www.lpinsl.orq; SBCA: www.sbcindustry.com; ICC: www.iccsafe.orq Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7029 / T20 / JACK Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D City: 1 FROM: RDP DrwNo: 211.20.1438.14805 Truss Label: CJ3A KD / YK 07/2912020 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 C T tj I / I/ c7 � W B A = 2X4(A1) D (V 1— 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: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 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. the -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 Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 2' 11 "4 2' 11 "4 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 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 308 / 157 / 309 / - / 113 / 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 = - 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# ®�taaiflll/�+� No. 86367 aGo � 0 A STATE OF � Ctrs "4 ONAL FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached r'Ipid ceiling Locations shown for permanent lateral restraint of webs shall have brac'Inqq installed per BCSI sections B3, B7 or 610 as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to' ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the as mvc EM truss in conformance with ANSI/TPI 1, or for handlin jq, shippingg, installation and bracing of.trussesA seal on this drawing or cover pagge, . PAW listing this drawing, indicates acceptance of proTessionai engineering responsibility solely for the design shown. The suitability 2400 Lake Orange Dr. and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 =or 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: 7025 / T24 / JACK Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 6 FROM: RDP DrwNo: 211.20.1438.13714 Truss Label: CA JB / WHK 07/29/2020 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 " 4 3 T Wind Criteria Wind Sid: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: If 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 "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. 12 6 C Snow Criteria (P9,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 11114 11 "4 Defl/CSI Criteria PP Deflection in loc L/defl L/# 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 M 1 ♦ Maximum Reactions (lbs) Loc R / U / Rw / Rh / RL ! W B 143 /79 /148 /- /41 /8.0 D 11 /12 /18 /- /- /1.5 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# °1``Ir °�P AHW A�i r No, 86367 ��• a ma r O +fir r� STATE of ? �: FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 —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 an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached r! id ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or 910, as applicable. Apply Oates to each face oftrussand position as shown above and on the JOInCDetails, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildino Components Grouo Inc. shall not be responsible for anv deviation from this drawing an failure to build the k seal on this drawirSg or cover page /ANSthe d1sigc shown. The suif9abillty ALPINE NWCOWANI 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 rl PI 1, or for handling, shipping, Inst; acceptance of roTessiona engi any structure is the responsibility oral notes page and these web sites: ALPINE: Job Number: N333986 Ply: 1 SEQN: 3843 / T19 / HIP_ Cust: R8975 JRef: 1WX189750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 3 FROM: RWM DrwNo: 211.20.1438.13416 Truss Label: HJ7 KD / YK 07/29/2020 T 4.3 1 1'5" 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 De"s 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 136" 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. 5'Y5 9110"1 5'Y5 4'6"11 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 201 TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl 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 MaxTC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 VIEW Ver: 17.02.01A.1115.21 '011jl If I I I Flipi, ~•tea® �O �1C��s�+ � ��,d�i • N0.86367 e �-A ® STATE 4F b+� 9'10'1 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 326 / 154 / - /- /- / 10.6 E 364 /84 /- /0 /0 /1.5 D 214 /177 /- /- /- /1.5 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# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 ��ot000eo►ee FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 ."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, for safety 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 propperly id ceiling. Locations shown for ermanent lateral restraint of webs shall have braan installed per BCSI sections 63, B7 or B10 e.- AppTy plates to each face. ofptruss and position as shown above and on the Join Details, unless noted otherwise. Refer to a division of ITW Buildinq�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the conformance with ANSI PI 1, or for handlin4, shipping, Installation and bracing of.trussesA seal on this drawing or cover page , this drawing indicates acceptance of proTesslonaf engineerin4 responsibility solely for the design shown. The suiTabllrty se of this yawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. information see this lob's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE ANrtw COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 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 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ori 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00 S 2x4 Brace Gable Vertical pacing I Species I Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace X (2) 2x4 'L' Brace an (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' 10' 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12, 8' 14' 0' 14' 0' S P F #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' U H P Stud 3' 6' 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' 104' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' -j S P #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' 113 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, ill 11' 8' 14' 0' 14' 0' of DFLI Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' ill 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' a, 11' 9' 8' 10' 4' 13' V 14' 0' U _ r #1 / #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13, 11' 14' 0' 14' 0' 14' 0' _ S P r #3 4' 2' 7' l' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' U u (� Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' O I� r Standard 4' 2' 6' l' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10, 12' 8' 13' 7' 14' 0' 14' 0' #1' 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 81. 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10, 8' 6' 9' 1' 10' 6' 10' 11' 13' 4' 14' 0' 14' 0' 14' 0' Cl) ° D F L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10, 11' 10, 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10, 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 111 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' <`j U LJ P Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I� 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' 1 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' D F L Stud 4' 9' 1 7' 4 1 7' 10' 9' 8' 1 10' 1' 11' 7' 1 12' 0" 14' 0' 14' 0' 14' 0' 14' 0' Stnndnrd 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12, 0' 1 13' 7' 14' 0' 14' 0' 1 14' 0' aymm About, able Truss Diagonal brace options vertical length may be T doubled when diagannl 18• brace Is used. Connect diagonal brace for 600# at each end. Max web BraceZtotal length Is 14'. 2x6 DF-L #2 or better diagonal Vertical length brace) single Qk shorn In table above, 45' or, double cut (as shown) at 8, )K L 6 JT upper end. _ Connect diagonal at ' z z z 0 • ' -/ /-- / - midpoint of vertical web. Refer to chart alo mn e t al "WARNIM- READ AND FOIL -LOW ALL NOTES W THIS DRAVRIGt v ■-MMRTANT- FURNISH 7HIS DRAWING TO ALL CONTRACTORS 114MUDING THE INSTALLERS. p ®® a"' Trusses requMe extreme care In fabricating, handing, shipping, Installing and bmcfrg. Refer to and,'o follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety t! practices prior to performing these functions. Installers shall provide temporary bracing per BCSL �A 0 �` '�®®®lk Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord(1 shall have a properly attached rigid ceiling. Locations shown for permanent lateralstraint of webs A/t��itip r1��1�I� Tl� shall have nd Posi Installed per BCSI sections th J or Beta ils applicable. Apply plates to cods face 'f �(ivill d I�rLJ�J I�l�\`V'll of truss and position as shorn above and on the Joint Details, unless noted otherrise. / e V 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 AN RWNMPANY this drawing, any fnRure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation 6 bradng of trusses. A seal on this drawing or cover page Usti g this drawing, Indicates acceptance of fessk-t \\ 13723% Riverport\Drive erghecrkg re y solely for the Mn. THw suttotbRJty and use of thnis�Nnwtrg \\Suite\200 for any struchrethe respon�llty of the BWdinp Deslgrner par AhtSI/lP1 1 Sec2. \\Maryland\Heights,\MO\G3043 For more Information see this Job's general notes page and these web sites, ALPINE, wwr.ataineltw.com, TPI1 www.tdnst.oro, SBCA, www.sbcindustrvcro, ICG wwrYcsafe.are 6 Bracing Group Species and Grades, Group AI S ruce-Pine-Fir Hem -Fir #1 / #2 Standard #2 Stud #3 Stud #3 Standard Dou las Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Stnndnrd Group BI Hem -Fir #1 8 Btr #1 Do, u las Fir Larch Southern Pinewww #1 #1 #2 IP #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 maybe used with these rndes, Gable Truss Detail Notes+ Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load), Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nails. )K For (1) 'L' brace, space nails at 2' o.c. In IS' end zones and 4' o.c, between zones. iK)Wor (2) 'L' braces, space nails at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 80% of web member length, Gable Vertical Plate Sizes + Vertical Length Refer to common truss design for peak, splice, and heel plates.. Refer to the Bullding Designer for conditions not addressed by this detall. REF ASCE7-10-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 No Splice Less than 4' 0' TOT, LD, 60 PSF SPACING 24,0' L Wb8, Yoonhwak Kim. FL PE #86367 Gable Stud Reinforcement Detail ASCE 7-101 180 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 Ori 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 nr, 140 mnh Wind Snood. 15' Monn Holnh+ Pnrn+lnll„ r -i-.4 r.,,,­, n v-,+ - i nn S 2"Brace Gable Vertical Spacing Species Grade No Braces (1) Ix4 'L' Brace Ili (1) 2x4 'L' Brace x (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace No 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' U S P P #3 3' 4' 5' 1' 5' 5' 6' 9' 7' 3' 8' 4' 8' S. 10' 7' 11' 4' 13' 1' 13' 7' HF Stud 3' 4' 5' 0' 5' 4' 6' 9' 7' 2' 8' 4' 8' 8' 10' 6' 11' 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' —j 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' 10' 2' 12' 11' 13' 8' d 1 D F L Stud 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12' 11' 13' 8' Standard 3' 1' 4' 0' 4' 3' 5' 4' 5' 9' 7' 3' 7' 9' 8' 5' 9' 0' 11' 5' 12' 3' lJ #1 / #2 4' 0' 1 6' 10' 7' 2' 8' 1' 8' 5' 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' 12' 7' 13, 1' 14' 0' 14' 0' L U u P Stud 3' 10, 6' 2' 6' 7' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' V 14' 0' 14' 0' (1) 0 �I Standard 3' 10' 5' 4' 5' 8' 7' 1' 7' 7' 9' 7' 9' 11' 11' 1' ill 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' Q1 D P L Stud 3' 11' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10' 0' 11' S. 12, 6' 14' 0' 14' 0' Standard 3' 9' 4' 11' 5' 3' 6' 7' 7' 0' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' Q r #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 S P f #3 4' 3' 7' 2' 7' 7' 8' 10' 9' 2' 10' 6' 10' 11' 13' 10' 14' 0' 14' 0' 14' 0' (� U u 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' B' 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' 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' 0' 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' rI D F L Stud 4' 4' 6' 5' 6' 10' 8' 7' 9' 12' 10' 7' —1 V 0' 13' 5' 14' 0' 14' 0' 14' 0' Standard 4' 3' 5' 8' 6' 1' 7' 7' 8' 1' � 10' 3' 10' 1V 11' 11' I 9' 14' 0' 14' 0' Aboutj� able Truss Diagonal brace option, vertical length may be T doubled when diagonal 18• X brace Is used. Connect L diagonal brace for 775# •Le at each end. Max web Brace total length Is 14'. WX 2x6 DF-L or better diagonal ` ✓f� ! Vertical. length bracel single r shown In table above. 45• or double cut (as shown) at L )K p 1 upper end. b on uous �ggearIn '+� F g Connect diagonal at midpoint of vertical well. Refer to 'p ' i chart abO1n e t al Mil , aWA1INWfiww READ AND FOLLDW-ALL IVIES ON THIS DRAVDMI aUV —Dg'QtTMT w I143DSH THIS DRAWING TO ALL CONTRACTORS QtCLUDING THE DWALLERSIF Trusses require extreme core In fabricating, handUna, shipping, Installing and brocing• Refer to I Pill I L Vr T jl follow the latest edition of SCSI (Bull Component Safety Information, by TPI and SBCA) far safety practices prior to performb,g these functions. Installers shall provide temporary bracing per EC 1. Unless noted otherwise, top chord shall have property attached structural sheathing and Batton chortl shall have n properly attached Ngid cectl Locations shown far permanent lateral restraint of webs shall have bracing Installed per BCSI sections 33, B7 or BIO, as applicable. Apply to each face t`V/%�A I Ay 4Y V FJ Q plates of truss and position as sham above and on the Joint Details, urdess noted otherwise. 1,140 1+ Refer to drawings 16CA-Z for standard plate positlms, 111011161110 AN DINCOMPAW Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fren this drawing, any faRure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation & bracing of trusses. A seal on this drawing or cover page 16-UM this druwbg, Indicates acceptance of professional \ \ 13723\ Rive on1 Drive rp e ngirwering responsibility solely for the design sham The suitability and use of this dro i g \\Suite\200 far any structure Is the respons6Alty of the Building Designer per ANST/TPI 1 Sec2. \\Maryland\Heights,\MO\63043 For more Information see this Job's general notes page and these web sites, ALPINE www.atpinettw.coni TPI1 www,tpinskorgi SBCA, wwwabdndustry.orgi ICO www.Iccsafearg 9 Bracing Group Species and Grades) Group AI S ruce-Pine-Fir Hen -Fir #I / #2 IStandardl i #2 1 Stud #3 1 Stud 1 #3 Standard Dou ins Fir -Larch Southern Pinewww #3 #3 Stud Stud Standard I Standard Group Bi Hem -Fir #1 & Btr #1 Do Ins Flr-Larch Southern Plnewww #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). :.For Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values ma be used with these grades. Gable Truss Detall Notest Wind Load deflection criterion Is L/240, Provide upllFt connections for 100 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang, Attach 'L' braces with 10d (0.128'x3,0' min) malls, W For (1) 'L' brace, space malls at 2' o.c. In 18' end zones and 4' o.c, between zones. NEWFor (2) 'L' braces- space nails at 3' o,c. In 18' end zones and 6' o.c. between zones. bracing must be a minimum of 807 of web member length. Gable Vertical Plate Sizes Verticnl Len tin No Alice Less than 4' 0' 2X3 Greater than 4' 01, but I 4X4 less than 10' 0' + Refer to common truss design for peak, splice, and heel plates, Refer to the Building Designer for conditions not addressed by this detail, REF ASCE7-10-GAB18015 DATE 10/01/14 DRWG A18015ENC1010141 TOT, LD, 60 PSF X, SPACING 24,0' R/4RDR78, Yoonhwak Kim, FL PE #86367 'T Relnfoi Memb Gn Tr Gable Detail For Let -in VPrtirnlcz Gable Truss Plate Sizes ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a to that covers the total area of lapped plates to span the web. 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Nails, 10d Common (0.148'x 3.',min) Nails at 4' o.c. plus (4) nails In the top and bottom chords. Toenalled Nallsi 10d Common (0.148'x3',min) Toenails at 4' o.c, plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings oeyy A11515ENC100118, A12015ENC100118, A14015ENC100118, A18015ENC100118, A20015ENC100118, A20015END1001 A11530ENC100118, A12030ENC100118, A14030ENC1 �°0011 p/ A18030ENC100118, A20030ENC100118, A20030EN ���+++&S11515ENC100118,LO1R t S12015ENC100118, S14015EN 01181S18015ENC100118, S20015ENC100118, S20015E 10011@, S 1 8 S11530ENC100118, S12030ENC100118, S140306XC10010%, S 7 9 S18030ENC100118, S20030ENC100118, S200300118, S20030PED100118 w. e See appropriate Alpine gable detail for maximw&m' unrjeinforcedTe-1vertical ling '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 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 X 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) = 30X = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' ®, I-VARNBXda READ AND FD naV ALL NDTES [IN THIS DRAV11Sd ✓ : ��'�(y w.DWORTANT■w FURIUSN THIS DRAWING TO ALL CONTRACTORS INCLUDING TK INSTALLERS ��i s®o ° e�" REF LET -IN VERT Trusses require extreme care In fabricating, handling, shipping, InstalOng and bracing. Refer to and 0 b ® ® foilow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety 0� tS .� ®` DATE 01/02/2018 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. �� 1.7/p�NA� unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord f d DRWG GBLLETIN0118 shall hove a properly attached rigid ceRing, Locations shown for permanent lateral restraint of webs //A a, \\ �� shall have bracing Installed per BCSI sections the B7 or Det as applicable. Apply Plates to each face 14 ll d of truss and position as shorn above and on the Joint Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from AN RwmmpANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping. )AX, TAT, LD, 60 PSF Installation & bracing of trusses. A seal on this drawing or cover page Ustltg this drawing, Indicates acceptance of professional 11 13723\ Rivefport\ Drive ernglrneeNng respons6lUty solely for the design shown The sultabRity and use of this drawng pow ony structure Ls the responsblllty of the BuR DUR. FAC, ANY \ \ Suite1200 ding Designer per ANSI/TPI 1 Sec.2 1\ Maryland\ Heights.\ MO\ 63043 For more information see this Job's general notes page and these web sit 'A �7 yoonhwak Kim, FL PE #86367 MAX, SPACING 24,0' ALP UIEi www.alptneltw.comi TPD www.tpinstorgi SBCA, wnf.sbcindustryargi IC6 www.lc 'T Relnfoi Memt Go Tr Gabe Detail For Let -in Vertic-nl­; 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, 2*2X4 2X8 vrovi(1e 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) Nalls at 4' o,c, plus (4) nalls In the top and bottom chords, Toenalled Nallsi 10d Common (0.148'x3',min) Toenails at 4' o.c, plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detall Drawings 1 A11515ENC101014, A12015ENC101014, A14015ENC101014, 51 1ZY l�Iff A18015ENC101014, A20015ENC101014, A20015END101 � l y*? A11530ENC101014, A12030ENC101014, A14030ENC1 QpC1O161j,1• �1, j A18030ENC101014, A20030ENC101014, A20030EN 511515ENC100815, S12015ENC100815, S14015Ei�0081155�y4$11 03 S18015ENC100815, S20015ENC100815, S20015�D100895, 0� 0 8 0 511530ENC100815, S12030ENC100815, S14030�1C100�15, 0 ,J 518030ENC100815, S20030ENC100815, S2003&t*00815, SP0030PED100815 a PPri See appropriate Alpine gable detail for maximw'am unrRlnforcecIj e-Nertical la '0 e gTATE OF -WARNM- READ AND FOLLDV ALL NOTES ON TNIS DRAWING! wr weDPORTAK" FURNISH TNIS WAVING TO ALL CUKTRACMRS INCLUDING nE INSTALLERS.a Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shalt have properly attached structural sheathing and botton choi shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webi shad have bracing Installed per SCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. rrWCOMPANY Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fr ,4N this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handing, shipping, Installation 4 bracing of trusses. A seal on this drawing or cover page Usting this drawing. indicates acceptance of professional \\13723\Riverpon\Drive engineering responsbOty solely far the design shown The sultU ty arwl use of this drawing \ \ Suite\ 200 for my struclwe Is the responsibility of the Building Designer per ANSI/TPI I Sect. \\Maryiand\Heights,\MO\63043 Far more Information see this Job's general notes page and these web °: C ORiDP •° ?3,ICOode � jr1Aj 6 '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 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, deb Length Increase w/ 'T' Brace 'T' Relnf. Mbr, Size 'T' Increase 2x4 30 X 2x6 20 X 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' `i X. TOT, LD. 60 PSF IDUR, FAC. ANY SPACING 24,0' REF LET -IN VERT DATE 10/01/14 DRWG GBLLETIN1014 Valley Detail — ASCE 7-10: 160 mph, Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, )K)KAttach each valley to every supporting truss with: (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, 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 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 pur(in spacing for bracing the top chord of the truss beneath the valley Is measured along the slope of the top chord. All plates shown are ITW BCG Wave Plates, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', 4X4 3X4 2X4 12 Valle J., 12 Max. I— Spacing 2X4 X4 Pitched Cut Square Cut 8-0-0 Max Bottom Chord Bottom Stubbed Valley Optional Hip Valley Chord End Detail Joint Detail Valle 4X4 Toe -nailed / y s• 12 C or m n T u ss e 12 Max. � Z& t 2 ' o„ X3 � t1q'��i�t 1X3 6-0-0�y'j'�` ` ll S t r IX31X3 5X4 SPL (Max Spacing) 1X3 2X4 P o�� s �� 0 4 Nj SP 20-0-0 C++) = � 0, '' @ Partial Framing teb a aT O.C.c Supporting trusses at 24' o,c. maximum spacing, * Plan e mvARemia.. READ Arm FDLLw ALL NIITES ON THIS DRAWING! —D§ICRTANTww fU NISH THIS DRAWING TO ALL CONTRACTORS INCUMING THE INSTALLERS. 0 e�VjL ® • 30 30 40PSF REF VALLEY DETAIL DATE 10/Ol/2014 Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing. Refer to and follow the latest edition of SCSI (Bullding Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCS7. 00, O���lpn d �� g d® A • ,,D 20 15 7 PSF DRWG VAL160101014 w, unless noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a properly attached rlgkl cellhg. Locations shown for permanent loternl restraint of webs d� l? 0 �dt I s , C D 10 10 10 PSF Q I'rLJ�J 'UI�\vII U or Det as appilcabLe. Apply plates to each face shall have bracing ionInstattedss per BCSI sections the of truss and position as shown above and on the l Joint Oetalis, urdess noted otherwise. Refer to drawings 160A-Z for standard plate pastttons. {w/rl� YY, f �� k, e e i t i � � b ► k► BC L 0 0 0 PSF 55 AN rrWCOMPANY Alpine, a dlvislon of ITV Building Components Group Inc. shall not he responsible for any deviation iron this drawing, any failure to build the truss h conformance with ANSI/TPI 1, or for handling, shipping, T❑T, D, 60 57PSF installation 6 bracing of trusses. A seal on this drawing or cover page Usting this drawling, Indicates acceptance of professional DUR.F .1.2S/1,33 1,15 1.15 \ \ 13723\ RiverpoA\Drive 0 respan lty solely far the des.�T,,� shown The suitabllIty and use of this drawing for any 'trvictve Is tix respansbRlly of "" Hirig Designer per MUM I Sec?. \\fiuile\200 \\ Maryland: Heights,\MO\63043 Far more information see this Job's general notes page and these web sites ALPINE ow,alpineitw.conl TPn ow,tpinst.argl SBCA. wwssbdndustry.argl ICQ rvlccsafearg SPA ING 24,0' PLC T b8, Yoonhwak Kim, FL PE #86367 VALLEY FRAMING & BRACING DETAIL R BC 1�2 01 Lumber Size and Grade-Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-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. :e the Grippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. TYp) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 4 16d 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 CRIPPLE, BRACING, &BLOCKING`NOTES 13. Collar beam to rafter 4 16d toe -nails NOTE:16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to W-0" long nailed w/ 2 -10d (0.148"x3") nails. Or 2x4'T' or scab reinforcement nailed to flat edge of cripple with 10d J0.128"x3.0") nails at 6" o.c. 'T' or scab must be 90% of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress graded lumber & box or common nails. -Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing Is not used. ► -Apply all nailing in accordance to current NDS regi iremen Ay Nails are common wire nails unless noted otherwise. He f AA ���•v�C�NSF "_® —WARNMM- WAD NO roues ALL WMS ON TFUS MAWDrA = • -'—' '""'" ` LL 20 30 40 54 REF VALLEY FRAMING �TMIThu FtRMSR THIS DRAWM To ALL CORMACTWS MMMIufc TIC DETALLf3s4, e Trusses req ke extreme care M fabH..t4q, Fnrdlt V, sNPphp, InstallFp and brackg Refer to L ° foltoe the latest edtion of BCSI CO&Adhp Corpo t Safety Infornatlon, by TPI and SBW for saf6ty o DL 10 20 7 7 DATE 10/01/14 practices prior to performhp these furrtlons, Instalters shall provide temporary hbradno per• B STATE OF i lL,tess rated oth—l—, tap ctnrd sWt h— properly attached structural sheath) aw bottom • (�. �C DL 0 0 0 0 DRWG VACNV1801015 shall have a properly attached rlpld eelhp. Locations shoe, for perearent lateral restrant of •6� a shall have b—c►y Instaued per BCSI sections B3, B7 or B[o, as appticabte. Apply plates to each f. :• � A • ��L� �ill d (] of trust and osWan ns sloven above and on the Jdnt Deta0.s, unless noted other lee. s w • / 0 O f_ ` BC LL 0 0 0 0 �� Refer to drarbhps 16"-Z for standard plate postdons. /� • C R I • � aph a &Asian of [TV BAdlnp Components Group Inc. store rat be responsbte for or,y d—I.tbn f-201 ••••&.1.....••• /kN fTWO0MP/1NY thds drae4q, any falu-e to badtd the truss h conformance etth ANSI/WI 1, or for hnndhp, sWppinp, rl 4ei ac TOT. LD.30 50 47 61 k,statlatlon i brodnp of trusus. S��AI p 1 A seal on this dra.hp r cover Pape Usthp this draehp, IrxJeates acceptance of professbrai v 1FYY M L e"pteer` .rct^:p�1t `w``y yr the deslon •ho.ra The �b and ;je of this d-WIQ nnH`q� DUR. FAC. 1.25/1.15 13389 Lakeiroat Drive °r0' r'•sPortY� L•sh•r Each City, MO tD0 a fr For more hformation see this Jobs penernl notes page hese�-to sites+ ztJ/ � SPACING SEE ABOVE pLPM .sealpFrltwzm M. tee.tplllf•torpi SBCla •...sbdndustryo Vj IM eee.lreiafearp (/9 C