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HomeMy WebLinkAboutTruss0 I m NO N 21'-4' 4'-4' 14'-0' 39'-8' Total Truss Quantity = 57 REM To Ph PACK FOR CONNECBCN. b fi TYPICAL 7' SETBA REVIEWED Aevfew foCom r �'W' General Notes 1) Al pmW dWd bmsA nd o-w= wd nd fa w Yb— ff yrp d- t PPartl°Sl' *dW Pan 2) title m b 50-pmf NISffi Lmim dkni' Al *avks 4) Pw Teo Phis k.Mb W -B1 rcnna=&Um prrmml X-hraeY-1 dAM be pimd d a mmS-m- cp=1v IV 0.0 otsan Ib pw6 to be -.pea- d a m -dk an d 27 bh-v- rah 6 Via- to M0.0� for mW od&gwd hmft TT ROOF LOADING SCHEDULE BCLL PSF BCDL - 10 PSF DURATION 1 26 X F WIND SPD/TYPE- 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT 11 WIND IMPORTANCE FACTOR= 1 UPLIFTS. BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2017 TFI 2014 T—mamba deli &. wmecta platys de iced for ASC 7-10 and msimma fo-ws from both wmponents and deddings andmeinwindfoscetes U.gsystem, • These hussy have been swi d f �' m Imd om c additional 10# psf on•eoncuc vm botthord live FLOOR LOADING SCHEDU TCLL = PSF TCDL - PSF BCDL a PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND TIPLTFPS ARE 8H04N ON ENGMMIiG WALL KEY ® 0' DESCRIPTIM INIT. DATE rvot nm t m nm 1m N � fl ." 1cv vat wrJ-w7m m ma Mra"MWr"gD wm Um x-rsit -R M100 RV. WR7o tARQ LOAD/ DESCRIFM INM DATE = N N m NccmYOp " Hpli) N rala P1 -IN Fn m CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. W. WINTER HAVEN FLORIDA 33880 PHUND C800) 959-8806 FAX- (863) 294-2499 BUILDER D.R. HORTON STAT"ME PROJECTCREEKMDE MODEL 1828/CAW4EBB CCA PROJ/MODEL/ALT 7A5/ 320/182ZCX ALT DESC OTC 3337 TIRIi= CIRCLE LOT BO BLOCK DESIGNER RFS PAGE 1 3 30 17 �1334496L 1A4 "=1' Total Truss Quantity = 57 .{Q.-A. 0 I 4'-4• I4'-0' 39'-8' TYPICAL 7' SETBA CORNERSET LABEL AND SPACING TM Is A TR= PLAronff PLAN ITS DrtF700 m Am IN THE VWALUTM IF TRUSSES ENE ECtO Tm= IFAtiINGS AND ApQQTmnxz&s arER= DOL1NErIL Labeled End Mark g ESTE ES IN RAN BE CU=ACIM TRUSS MTA IDSMRM PMA AYUDM EN U DWALAOON DE TRU S LM DD3UILS r AR0107ECf= IX DIVA DE Ir1O]aE7aA SIPEIUN ESTE IDdlEl/i N1p1Oin�r cam me¢rnL m or art u M.TQ Traasa tmlurr m®rr v nax vrrQ Nar rare ML PLES allll c PAsraa Ta¢nER mis, NAili Mal m m l �� a6rMwiOr Ma v>: ANr LSae AM: NRmL mM m olSo� val lea c Aa>Tm Vlll Wr reaM taanp ANrmvM. T smvtt= avwlrlarr AT G1MOIrG1 maPKTali v AIPaA. mC m All sAMIG vr. a Mrsr II A[®M1TLT a[sma laem M IOA� rM E T M 7laOs a rA1RQi. Ma ra6T c netMi Ma A [atYE M iM6IIL AII fLT a am m AV® ®AD¢ aes,.rm nce®c sl¢rA. rm�7-sln II AtDTARAI aA6L$ Ma}7� SM AMAnCtal Q®10 M OAM LLEVM W CMfAT p•1ESTA2 Itw IR TMm a TG6SR T amr MaB E u NSTMAQa T MRQ II MT.SM aWd!LA G1MilA P®W MUAt lE afA]MaA aAOmiRADAi •� m sflN®a GMINID maRKT04 v p T® MaC a[ sic l$ TR II MDA I I oNOmr c vrA N1TRl6 eat¢ N M.TQ lea TRatYi m a Ln�rmaDaa c crA i WS W vM�.II amnmrra rEnr >m aR1NLf MigNRMpaC Tines W aAAs saAr RPmLS .YrtAi aTlvn .R tUVm r NRSru rah Reviewed for Coda Compliance Universal EnyinOwft Sclerx:ea General Notes 1) M pedal dwd h=M Pot bum aM Rd Ordm bm the Sop d-d pml6* pw&W W— to be imtoled gram side W 2) AI Iwgms to I Smpm IUSE w9an atha•be rMtEd. 3) M trim epomq b 2r 04- Wet Otba�be aabmi 4) Pw Tnm Plate bobbde WSI-M raearmlada6m pain a X-0radap a1mJd be ptomd at a ma& m pod g 15 O.G awe the ep.% to be repeated at a mo & u at 20' bebem each Y-0rae tlegr¢piR the emcbm Plmu rda to B "go for ay od&Smd bradg delo8 ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL 10 PSF TOTAL = 37 PSF DURATION = 1.25 R 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 Truss member design S corrector plates eli�ed dfor ASCE 7-10 and mawmtm forces Gam both weaponmts and claddings d main wind fain resisting systems • These trusses have been reviewed to caay m additional 10N psfnon-conemreot bottom chord five load. FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE AIL REACTIONS AND UPLIFTS ARE SH01M ON ENGINEERING WALL KEY OB'—B" ® 0 rLOAD# DESCRIPTION MR. DATE uM oc av a aSAr uaM w r>n sNPSMr a vM hart amM hat L?.0 AYN 7R Rf ear �. M11 RY Vl/ w 7MM MM l0 IIa 1ASM Q LCl MR N Mlt l0 r0• R OR ®A �1617a lAM NIC MZ Mi Mlafm RV. SarLmr lA1L Q Nleia LOAD/ DESMPn0N iNrr. DATE m to Ms arum MD RV. N AfIDMr01e .M bml� w ARAIIIR¢r W 7nM CARPENTER CONTRACTORS OF AMERICA 3900 AVEN IE ti N. W. WINTER HAVEN FL13RIDA 33880 PHMC- (800) 959-8806 FAX. (863) 294-2488 BUILDER D.R. HORTON srATEmE PROJECT CREEKSIDE MODEL 1B28/CALL/4EBB CCA PROJ/MODEL/ALT 7A5/ 320/182EC,E ALT DESC OTC 3337 TRINITY CDR LOT 80 BLOCK DESIGNER PAGE RFS 1 DATE 3/3 17 ,y0 �NN334496L 1A4 "=1' t,t Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE 7A5 CREEKSIDE 182EC,E Lot: 8mp _� Block: E��_� Address: 3337 TRINITY CIR .......... .................... ......... ............... ......... _._......... JobNumber:N334496 ....................................... _.................................................................... Unit: Revision Date: New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 Reviewed for co& comw"we unersW EnWneeft snc• ti ALPINE m8rch 13,:2019 AN RW C&QAW Mt. Bob: Michaelis CarO&ht6r`Cd.6trafctbtt. of. Amdricia,, Inc.. -3000 Avenue G, Norfhwesi Winter HaVen,TL 33880-6201 Re: AlteroafiV6 lhstWl6tions. for a single ply. darned truss with a width Jess than the hanger width, .and: - wood, .b . I . otkinglo: pchiev6 full design loadval'ue-fo'r ft,ice-n'idUh*t6'd*.*h*ange*r'.atta6hitent on ply Supporting girder (Reference detail WA37-02).. Dear Bob,: For a'single ply carried truss with a width less than the hanger. width you can ih;4qll'a.prefaWcptedI jack scab truss,- for woqO.filler bI.6c.kJhg;.-The chord sites,:.chord. grades, and Alpine: connector plafe(s) to bethe. same as the sjngle:plycarnod truss. The prefabricated jO'ck1'iscab truss h4ve a, minimum of 48�' and Will have p mjnjqi�yM.p.t�h.:of.,51-12, The single ply carr*_.t. ii d , � rpps shall hall havoa. . reaction of 3,500# or les$. Mach prefeibdciat4�d,jack :scab:tr.uss. VAith.'two. (2) rows. of 0.1 28"x3ff**'GUn Nails at'2' -0.0. pee.r6w, -staggered 1":(See FigUM I beI6W). P16as&fbaf& to the Simpson Strong. Catalog 0- C 2019i page 216. Figpre:-8.'for more finform.atibm Figare 'I For -a singl ei- ply"glMer' that requires woo dblockino to,bdhi'Ove.�'U[ design load Value for face -mounted hangers attach one wood, block tothe bads face of the single ply �.d_r .gi. e with the: same size and grade. .as'the bottom.- cho.ft. of the. single -ply girder. The -wood block length to be such that .."the wood blocking - ..extends to each adjadentpah6l points :(wbbs.and bottom chord intersections):. Attach wood blook(2)rows .qf .128 x3.oIiGun Nails a't6"'Q-..b.. per row,. staggered 3.0" applied to., the (*)with two: ,� 676o Forum Drive 8uite 505, Orlando; FL. 32821 = (000"' 521-979 -www.alpineitw.,com �d ALPINE single ply girder fbce�, With an additional (20) 0.12$7x3..10 GunNails *each'panel point. applied to the.. irir-g--'-^ -gr--�' '- '--- ''—'--�—' -^ --__........... ... ... ... -_'__.... _................ ......... ..... ..... __-__--------- --- _____ _....... .... ...... ... __'... ......... ... ......... '-____--____--'-_--............... '--'-- - The of- truss for Wood �ormxo.Pd blocking to... ach.jeve. fUU damizn koad'xojkJeforhangers must beapproved by the. -_' edge'_-aDdeh6 - distances, . ~-'-or all oaU nustbe sufficient to preVehttplittingof D\canbeCfany further assistance, or if you haveanyq ' -me a cal ' ' ~ �ST ATE �F NOrlandoi FL GT5OFbr'UnrDhv&-8u��3U�'Odnbdo,PL3282.1- -.9700-(863)422-8685 @��a�h8itwzpm ALPINE MITNCOMPANY April 26,,:2019� Mr. Bob Michafolis Carpenter Coritradtors ofAttierida, Inc. Avenue 0, Norlh wost Winter HW6n, FL 33880-6201: Dear Bob,. .M Strdnoback bridging on fb6f.trugM*, I understandAhere is some concern over our recommendations f6rstrongback bridging on r:o* oftrus'ses, 'Sfrongback- bridging for roof trusses is not.arequirement of:ANSI-�TPI 2014 nor is it. a re Wrementofthe q Building CoMporient -Safety, Informati,on-, .(B But str.ongba ck bridgitigt On roof trusses Is M' Carpenter C rve.5 recommended by Carp oft&6dt&s of Am6rida: -Stf.dilgbac'k bridging se the: following two. .. functions: One, bridging aligns the bottom -chords after they; are.. set ,so. they are u.nif.orm, along the ceiling line and hel "ith"-ili .ps:wi ceiling serviceability Two; brid.gingreduces relative deflection .6fadiAbebt-trUssdsi: Strongback bridging does: hot*:.,preVentqr reduce overall indiVidual d6flectian, especially any roof trusses, an 1/4"inch. Si n of t d not serve* as lem-obrairy.oe Perm bracing rongback. bridging i no trusses oes anent bra . ng and is not .interided to distribute. or share, design loads. between f(Ussje * s. Consequently, no design loads have` been accounted forWith thisdetailand doi-ifinUbLis &Mi 6hobackdgirig -Eiho'Uld not bbAttached beitween common and ,girder trusses: The. use :of stroogback . bridging shal I I not, interfere w . ith other OesIgn consideratibns as specified :by the Engih6br'bf Record or the Building: Designer. The outer ends of -8irorigbark bridging shall be attached. to a wall 11 or another -secure end. restrain . t. or I . . o . . .9 a.s..specifle6by the l5rigiheeir of R66ord 6r:.thd Buildinq..Desidndr. Str6figback- bridgino'shall. be niinimdrn:of 2X6 nominal lumber. oriented with the depth vertical:. Attach - , :common 2"x3 with (3) f6d - ommon nails (Pj� nails at. each intersecting 'When extending the .9 - �strdn back bridging overlap by at. a.minimum of two trusses. The of the: bridging, maybe: specified by the Truss Manufactur'e'r,. Engineer of Record,. or Building De§igner. -Please, ref&rto- BCSI "Strongbacking ProvWons" or to Alpin6-- STROMOPI.01�4 cletaill for more. information. shoWh (FidUrb-A) isfor ,generic .illustrative.ptirpose only. ,6750 Fbrurn DriveSuite 305, Orlando, FL 32821:- (800) 521-9790:.- (863) 422"8685 ;I ALPINE Figulre.l., or yo If I. -can be of any full; br assistance'"If . u have .any questions; please give. me a call. WilliahtH.Mck P.E. Chief'.E,ngkppe!.r Alpine an !TW:Comoanv Engineering a"rtmefit -O&n.do-, - FL 6780 - Forum Drive Suite:30'6. Orlanidb,- FL 32821 , (800).521-9790 - (893) 4224685- I 's S . TRON . GBACK. B . R .. IDG . I . NG RECOMMENDATIONS BUTT STRONGBACK -All scab --on blocks shall. be: -(x minhum, 2x4. :BRIDGING TOGETHER 'stress graded lumber;' so -AU str-ongback bridging .and bracing shall :be :a. minimum 2X6 'stress' 'gr-qae.-O' luiibeir! ►Thepu-pose of strop brIc64ig Is, ,to . -b- ATTACH SCAB WITH* 1Dd;BDVGUN develop load sharing between '. Individual zi6(UPECVX3.q'�. NAILS 114.'� ROWSAf .: . 9 ... . D. resulting In an overall 1n&-eds,e- In. the SCAB NOTE, 'IN LIEU:,UF- SPLICING AS*SHOWN, I 'STRONGBAM-BRIDGING stlf:Pness-.:of, the floor system i -2k6- LAB MEMBERS FOR: LCAST. NETRUM.SPACING strongback bridging, Potitlohdcl. as. shown In . '.(Mo.X,) STR13NGBACK :SPLICEBRIDGING:, DETAIL cleta Its, Is recomMendied at. 10' =01;'.O.c. The terms- 'bribiblinb' 'and :'br,dclhg" aresometimes NOTEv Details J. and .21'are 'preferred oLttoGhmeht me-thods ATTACH STRONGBACK 70 'W/ Y: �used mistaken( Interchangeabt . 'Bracing' Is. an Y W. ED XM' 10.1 C13HMM :(0.148?x3') NAILS 'OR ructura I'mpCrant: t'structural t-4eq LArL-meat of any floor MkID'X. or roof system. R.efer to the Truss. Design I NAILS -Drqwlng TDD) for, the> ,bracing req uVOments -for, each In.dividuat -truss component, 'Bridging;` particularly As- a'. recommendation'W for a -usi- !Kystem­�to help control . v1*br.aA1on.­ In: addition: to- oddIrig.. In the: distrIbutlon of point loads JpOtWe,46 adjaCent brdgIng serves -to re � truss.,reduce AN"W, SOIQ 2M MarylaW FAIghts. MC STRONGBACk ATTACHMENT ALTERNATIVES or pouhpe- or residual f rom moving pqfi.t.n,. loqoltj :such as footsteps. The. Performance of all . floor -:sys . tems -are enhanced by. the. lnt;tallqt(oh of -s+ronig6ack bridgingand therefore _Is. strongly recommended by Alpine, For additional Inf6f,,hat(ori i;ieOqfd1hg strOhgbaqk bridging,.refer +. P :BCSI GUILding Component Safety, Information). V_ "�4F 1C PSF N6, 708.6­1. Tel DL. PSF ?XL A PSF F- D. PSF 4-,; JDIA FAC., LOO, . ...... . .. ... .... 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Asd s>joa.lq oma1. uv4!� a.aow ou pun lauvd p,aogz Aad aloa.aq auo uvq� a,aow oll sjagwaw ua>lo,aq gxZ .ao yxa 4}im sassn,a} Ald al uls .ao,+ Aluo piioA sl U015ap s141 '.aagwaw qam .ao p,ao4o ua5{o aq 4!�1m ssma, ro .tof s,Aloda a sa131oads 6ulmo.ap s141 U@>10jg J0 p @>JD oO 3 r Ltatai'ber size and &t'ade-Minumi]m Requimmgnfs. tgdye'tivard��-i6(mtn)il2soatf;�trl1,16441Umar, pxA$ Cwk ( 6 TRUtS- Rifrpr•spans•2M-0••brisssu'(<Jt�'•R,xK,SP,.•:I; gF!F fIV112,;0p•'n'r6ttrar ........--- TRUSS, UNDER VALLEY -FRAMING ' V (tFLixe's�#i?;S6F'tt?jN2, oF.#2ortiet[er ALLk'r.Y Ri4F,TER.0R R)OGE Purn'n?flateAitrl•:anq...?�y.s'P•r�.'kR>Ez;'o�9riro'rbeseu. :... �,,. 'S(eepars 2x(wlddt.nfrafler,:seae'ce't)•SP.EiY'dr'halser '3 +GtL)'9PL 2pira,Ftt2b6'SPP.ai @'. +qrlpples 4'-fl'"ior3[i psftTli arttl 20 Of (TD) Max, C%iPi+ks:endiifotki'nt.:ti38PF'Efidn6mitet Spatartiiecrlpiie:fctea(ch ro�'sttiih34friim4htl'vallays btsloepars Yruai'Bab ''wtd�`ic('tthatcrtppto locations are t stagger 'bgw&en rows, n I ze b" O.C. (TYP) tEC`IION CUF PARALLEL TQ. VALLEY RAFTER (rtj;Jgj'RAFTER' RIDGE 0• BOARD .0OLL•ARSEAM«EVERY 714RA "" _ . ax6) FAIR OF RAFTERS Ct)�tr] �ti•Qt"1 [:C� IUi.C4'Iti:D[tt•�I�triteS ' ALLM: 'avoV .per •J. 416a1a-iiatts .. ,&9L'OGitN1tDNRfE a46e.made. treotiy 32. CilpPle.'ta aidgeet 4YbctYoe nails d'toe.natts iroe orthtougtr"{iywb8d'stieafh6dfa�e atts ..RIPPLES •• �. b d 'Ws-niotch in sheathing 4 S'16d 1 l2 H4.1git$= : y'c ttii78: a �' ' taft * Rafre�tosleeper'estt)Iobking_ dtoe7ta11'sn u�Vallt:y :. A .MAXSPQ'C[HD 4°,e":i Ffc•AL 4-0"TYeicmL 4.8 TYPICAL. s („F MfteF't�:two20sleepers • 416titoe4atri VaepeitoaN:s' 9'16dtoe-ri 4 Tvrbair&'steepet3to'lilrss 3260tda;naUs.,eachsleepet;&truss :Vdge:lioardic toof bldck A 16d toe -nails x' & t a 8 , Z BEVEL,RAFT RCIIT•AS REQ'O.F.OR.PITCH .p• F .,•9 O ... •7, •'Ridgre:bo2irltlatt:lr5s: 4�6d.tOe�zjls (� ' . .� � � a •s 8. ••putliri to (fYiii3.>;6.d'tde-nBi)s. O p o i47 .9, 'Trusstp,'litockf$g 4'16i';ioe-Fiailf S0. Fruss to grippt. 416ddotr rtbiis - ,• .. •.. i ':11, 'Tr.Rss'tot:filPPle. 4S6d.toe-trails ,' TYPtCAL;COMMONS 2A-ft tln-24- d.to•pjif lin.. • 316d•tge nplls Yxi• sit. yiUN.Q SPi►GEuZy'.O:C. tWhargnDshBalhirtyaP?r l (NOTEjEWikD.fFSLEFFERS.ARF.USED) 4?! a 16d'toe halts. CEEEAL NOTES fP9-EG�0,ES• wins PGrlins;requt 0"'O.II inabsaiYpebf_pij iQ6d.shaatMng.:yGy'edntlhuousjftl4m1•resfiiOT,:atigpTaz,B'=0•"foi(i'-U"loctg• ltusseswjihovtsh@aihiggappiled,mustbeaVafuated:�cEardio9[Y.• ,naR rJ ivt2=fQH;(0: 48 xr:nails«%Or-:2 q"7 arsfabraiofotce+�lanthpiled.fc:fleled`�o R'uii(nti$kdulilcverlap`ahea'thingbnatttis�s�eitrg•fifinimurin. gf:cf.�AP),e:w h1hd� .1•.,';x30")riatLs.at£"o.a.•"T.`.orscb6;mus�ije•80% otc!'(RWejeilg{h. ,;, tn•cas:t8atthh;is,I,mpraetl�►.oveciapsheathtng:a.mii�lmum C'rlp�tes.riY��xG'-.O:icng�raqure'tv/a•.r)lR's•.orpaih'tacasw!'.*t7':or;scab.•'l/se.si'ress . oT B",.`aadd rail Gpwzt'" thfougM9tie6thlft1ato'`puAiri i Ath a B�;ded luin�er,bi•:box or cominnn ;nails. ' arrow ' bEcrl' ' tt , " rrt)nirriurF;o18 ed (t)13i"X25"•.) co1Rt!3.on YljKQ rtpils: t'E ... ! 9h RP.Ie;Cai; f tld"e'a'r cotter. F1teets.otriofproYlgingsheatfijn9i+eto'+ua;.Valieyet ariong;as:tha.proper,nurrAtieraf•naiisare inUsf•he:v,ialIY4" 41h4:4r1IrdlI-.d'ddid hmA iiisialled irilo,tidge.boalyd Inst�dki tiocis(fig'utfiier Kafter If s(pepars.ara.no) used,. Z. Tt[�s:tirgwlrtgappliestoValiayavilth:thaf6Udt+11t1�;condlttons:-(niq[t.blocfiingunder eitpptrs'1frrlpp(oii;fa1 tWWean• jr' .3.pan5s'(3istpnoe;bgiween'heefs}';+�Q'�'•''.or Tess loWpt4Ju55 op Fhdrds.end tdtera( iiroc(t{`g 1s'riot;•lrsad. -MtaiiitoGril'Y.ai{ey heigflL' 14'=0" -Apply lf iiali'ri.Iriaccbrriztnee.to•curranf NDs ceqquulrsm¢7tk: -Maximum �.§A'm'of height: 3A;feet Nal{s'aaie pbirimoo yyko-plis uhlos§ ribted'ofhe ise �SS'.p7� TAO mph,'.En¢Ibsed, LaC lt, fez'(i:8,:lyi.0,•jitE=1.0 {„�,` •Or A FAaxfmum'ofati5CE7-10,180 inph; £ar:io3ed;�Exp a Kzt�I.l1 e r , anr�Rlalxa•'re'aiaw'777LLW.)ti ni' s. .vaxt �:•mA , P(> Lf�Q 30 46 54 ![` VAIN Ckt7iivtINC rm+t+siararr,: xuti'i� uave+d m ur Tt R6TN? 2 l.O<'70$>� nre o.b �t!w t � •� > ►na. w•Ad,o rirr gte J : TC Mr 10� ZO 7 '7 DAT9 14 ygljl4 ibuo. tl,r• lai:.t':atbn+aF`9eit aw. C, n5 .;ority ' aw.7oo , y teI rnr d, sAr�, for�sa rly. t.:' / . .! p•eepees,.pr6or• t6 perFartJcW't!ps4'.fin:4Wpi• LPtfa z provide• or'arybrvdip:peSC, a urrtr■:trwt�q.gaerlds�; soP':eiwni aMu'7xro ww�rrr q .F R++t tHrw:re eos�a+etiuQt . BC. bL (� 0 G 0 DRV1[G VPClQVI8010Is atrell, Falrq t!•atrn�)d+cd•r.1dd eesbo. 1:ow�x :ah�d,m:F.nr..gR "p *Ar.nb,a�zr•Oat'rvsYrnklt pF I 'L.a. �+ ��.� , .. .. - atell• hzn.r� A alnite per' seeitons �+r: D7 e�. �DLp,� tr y der] ka end • ,,7"TA tt. O • n 1f,7I �If�1 an 4M P.h above' ecil a A* Jdnt-T:"tcllr artesa iiutrd a tiver tier. i X. �` BL • •LIB C D O• 0 L�1 u H. oe 4nyrp'yyr�:. �O t Rrfir to`dra.f�s' T6G�,= f'4" lSii�doi•d 'pinie po'ihron"t ' ' ' - • . O tid,. a..dvlsion of inr -- ',.-" CaSponmtr' 6r n$. b+C aiaa rwt. ae l e3pon�4• !a . devin .q of /� f 'r(jT. Ljm'Q 5Q 4.7 61 AMNW11fC1�Mi?+ATi1' 'NIt�is:cl;id..ro, �+Y idi+r:et"•biad'trr'Sru'rs'3, eo'nfaShiiner*fkl'AKSt/1'i't.t. or for••rwnmlrq, b!' L✓.. �~ _'i c . . lis�a, ,� •.''4'al';oarm,�'.Poa:uslL+o'tl,7s..dra+.�o.1ix>seo'P#'s':tOeP4otbe'..oF�ar'ofescloint �?,�` ..,a+ay•va�ine.�pryst;om. ssA�r}3•'erYt°.�s*..>F'(�.ab>tsa S'.• � il+s' :i3L1'�'. •1`t1G: ].?:a• 1.T� i Pm +qY ..: .. r: ltY' *",00'.. . Y Sect' i j:J59'L�,; tQNo •'•.. "f •.'. tt iNs.,Jo6's GerkM�•aL o4f;17 a oiN• ,F+sse rtb. s13sa '. ., �.' ' `t: f±. Q .7 lr Par: rwre,fiior+w, :SR�i'Cgj�]; •:.,. AB-OVE MI, AI.R>7E1•xridlE*M1tirvry 7i•.'r,er tphsta-pr, aCJr •tr.,d6dnekre�Y:orOt 7tL. n.:J ea"p i ';'a SIMPSON 4 Face -Mount Hangers - I -Joists, Glulam and SCL , ............................._...._................._.._.................................................................................................................._...._._.__.................._....._................................................................... .............................................................................................__....... ....................... ........................._ ID These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. c, -^ tsequ .:uym.• quo. (100)" au�w: uau, , ,vv, (i1S}_ {42a)° �100){125} ., Min. (14) 0.148 x 3 - 7) 1,660 1,805 805 1,4251,555 11 ,5:1 .� p IUS2.56/16 - 2% 16 2 Max. (16) 0.148 x 3 - '0 ?"n 1,`, 5 ' 80G " 8'' ' S u5 E5 55 11.555 C 21/2 x 16 MIU2.56/16 • - 29ti6 15746 21h - (24) 0.162 x 31/2 (2) 0.148 x 11/2 230 3,455 3,920 4,045 2,970 37370 3,480 C O U314 ✓ 29ti6 101h 2 - (16) 0.162 x 31/z" (6) 0.148 x 11/z" 970 1,945 2,205 2,375 1,675 1,895 12,045 V HU316 / HUC316 ✓ 29ti6 14% 21/2 - (20) 0.162 x 31/2 (8) 0.148 x 11/2 1,515 2,975 3,360 3,610 2,565 2,89513,110 IBC, MIU2 56/18 29 6 17J6 21Iz - (26) 01fi2 X 31/z ' (2} 0 748 x 1 riz 230 • 3,7,45 4045 4 0-4 3,220 13 480` 3,480 LA 1 hx19 3 HU316%HUC316 . ": • ✓ 2946 x. 14'/s g� 21z = (20} 0162 7(3'(z ° {8) 0 748 X L jz 151 2,975 3 3f ti 3 6%D° 2;565 t 2,895' 3,11i7 J 21/2 x 20 MIU2.56/20 - 29A6 197/16 21/2 - (28) 0.162 x 31/2 (2) 0.148 x 11/2 230 4,030 4,060 4,060 3,465 3,495 13,495 �21Jzxz22„ ` , 1VIIU2 56/20 :• ✓ 29/16 i9%6 21h - (28) t 62x 3l/ (2} 01'48 11/z , `r230 4 0 0 4 060. 4 060 3 465 3 495� 3 49 ' tfl.26 �,, -, ° E rL 29/x 29/16' wide joists use the same hangers as 21/2" wide joists and have the same loads. O to 26 to (16);0.162148 x 11z 230 2; 05 2,615' 2 $20 1980 '2;245 2 425 3 x 911z - HU210 21 HUG ✓ 31+ 8?'1 ° 21/a 1 Max. (18} O.162 x'311z) {10)'fl d$ x 3. '':1,7S5 2,680 3,020', 3,250 2 05 2,6052,800 IBC, MIU3.12/11 1 31/6 1 111/6 21/2 - (20) 0.162 x 31/2 (2) 0.148 x 11/2 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 3x117/6 HU212-2 / HUC212-2 • ✓ 31/s 1O9ti6 21/z Max. (22) 0.162 x 31/2 (10) 0.148 x 3 1,795 3,275 3,695 3,970 2,820 3,180 3,425 LA , 'NU3;25/12 HUC3 25I12' • , 31Ia 113Ja1� 21/z" - "- (24) O.162 x3, 2 , (12)i1 48 x3 ; ';,..7 3, 70 4 i)3�'', 4 385, 3�¢75; 3,47D= 3,735' HU3.2511&l • Min. °(20)0162X3'Iz; {8)O:i48x3 ,515 2,975 3,3G© 3,610 2;560 2,890 �-'HUC3.25/1 3�Za 131316� . 21/z' ` . 2 I 24 3,704 t,4695, 3,3013,7A 4,010'' 5 - glulam HUCQ0- D , "' ,1DS ti�1o3'/a 15` "1 3,a0(j 10':f.:,7i{,'' FL HGUS3.25/10 ` . •.: 2'7a $'/e 4 `, - (4'6),Q 162 x 3?h j (16) 0,162 x 3'lz. , 4 095 9,i,' 0' 9100 9100 j,,7,825 7,8257,825 IBC, HGUS3 25/12 • :"..'3'/a 105/6< 4 ' =r.:' (56) (ti 162 x 31h (20) t1.162 x 31/2 5,040 9,400 9 400-' 9 A06 81085 8;08"5',18,08Tu FL t6U325;SOS"; •. . ;' -; ' 8to30 41/z f12)?/a,„x.21/x,'•';SDS `5,55a6,720 r 1:3 .4,840 HHUS46 - 35/s 5% 3 ...=e,(16)"1a`x21h`SDS - (14) 0.162 x 31/2 (6) 0.162 x 31/21,320 2,785 3,15513,405 2,395 12,715 2,930 31h x 51/a HGUS46 - 35/a 06 4 - (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,360 4,88515,230 13,75014,200 14,500 IUS3.56/9.5 MIU3.56/9 U410 HUS410 HHUS410 31/2x 91/z HU410/HUC410 HUCQ410-SDS HGUS410 LGU3.63-SDS MGU3.63-SDS El • - 35/6 I 91/2 2 1 - 1 (10) 0.148 x 3 - 70 1,185 11,34511,455 1,020 11,160 11,250 • • - 39/161 811/,6 21/2 - 1 (16) 0.162 x 31/2 (2) 0.148 x 11h 210 2,305 2,615 2,820 1,980 2,245 j 2,425 • • 0 ✓ 39/16l 83/6 2 - (14) 0.162 x 31/2 (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 • - 39A6 815/16 2 - (8) 0.162 x 31/2 (8) 0.162 x 31/2 2,990 2,125 2,420 12,615 1,820 2,070 2,240 • - 3% 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,565 5,635 6,380 i 6,445 4,845 5,486 5,545 • 0 ✓ 39/16 8% 21/2 - (36) 0.162 x 31/2 (12) 0.162 x 31/2 3,235 7,460 7,460 ! 7,460 6,415 6,415 6.4115 • - (39/16 9 3 - (12)1/4" x 21/2" SDS (6)114" x 21/2" SDS 2,265 4,500 4,500 1 `.500 3,240 3,240 3,240 • - 3% 91'A6 4 - (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,09#672 9,100 9,100 7,825 7,825 7,825 IBC, • - 3% 8 to 30 41/2 - (16)1/4" x 21/2" SDS (12)1/4" x 21/2" SDS 5,55 6,720 6,720 ! 4,840 4,840 4,840 LA 3% 91/4 to 30 41/2 - (24)1/4" x 21/2" SDS (16)1/4" x 21/z" SDS 7,26 9,450 9,450 6,805 6,805 6,805 46 See footnotes on p.150. THA/THAC Adjustable Truss Hangers This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed �j cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 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 112" 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 3s/s" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 1314' for THAC422 for 122-2 126-2 THAC422 13/i typical 21/x' for THA422-2 and THA426-2 THA418 Double 4x2— 2face nails Use full table value (total) Single 4a2 �. 4 top nails Face nails Top nails See (total) nailertable pertable pertable x ; 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 heade ® Double -Shear Double- Nailing y Dome Double -Shear Shear Side V ew; Nailing Side View Nailing Do not (Available on Top View bend tab some models) ' Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation rypicm r nhca Top Flange Installation er to tnote 5 p.187 86 SIMPSON THA/THAC Adjustable Truss Hangers (cont.) IS These products are available with additional corrosion protection. For more information, see p.15. 0 NJ 1'/z — 1 (2) 0.148 x 3 (6) 0.148 x 3 1 (4) 0.148 x 3 525 1,7 i0 1,750 1 1,750 450 11,330 1,330 1,330 THA29 18 15/e 91IA6 5Ye 234a — (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2:61 D 2.610 2,610 450 1,985 1,985 1,985 THA213 "°- 78 1 J; 6 iv� 2 7777777777--77-777, - (4(1148x3�' °, (2)0�48 -3-- {4)`6148x1�1z °�', 1.460 1;46��a 4 ;-" 1_ 1 ¢:T ', 11.10 '. THA218 18 1 % 173A6 51/z 2 — (4) 0148 x 3 (2) 0.148 x 3 (4) 0.148 x 11h 1.460 0 1 460 1,460 1,110 i 10 1,110 IBC, THA218=2 6 31/a 1V%f, '.8 ` 2 — (4) 0.'162 x3'h (2} 0.162 �! 3Ys (6 0148 x 3 196 9 @5 1 G" 1 90 l W5 1 15 FL, LA THA222-2 16 3Ya 22Va 8 2 — (4) 0.162 x 3'/z (2) 0.162 x 3'/z (6) 0.148 x 3 — 1,960 1 1;995 1,995 — ;490 1,15 1,515 THA418 116 1 35/a 117'/z 1 77/a 1 2 1 — 1(4) 0.162 x 31/z1 (2) 0.162 x 31/z 1 (6) 0.148 x 3 1 — 1 1,96011,9951 1,995 1 — 11:4901 1,515 1 1,515 THA426 114 1 35/s 1 26 1 77/a 1 2 1 — 1(4) 0.162 x 3'/z1 (4) 0.162 x 3'/z 1(6) 0.162 x 3'/z1 — 12,43512,4351 2,435 1 — 12,09512,0951 2,095 FL I THA426-2 114 1 71/4 1261/s1 93/4 1 2 1 — 1(4) 0.162 x 31/z1 (4) 0.162 x 3Y2 1(6) 0.162 x 31/z1 — 13,33013,3301 3,330 1 — 12,86512,8651 2,865 THA29 118 1 15/a 1 911tis 1 51/a I — 1911/e I — 1 (16) 0.148 x 3 1 (4) 0.148 x 3 1 525 12,26512,2651 2,265 1 450 11950 11950 1 1950 THA213 :18' 151a 1854s 8'/z ' 1351s (14} 0148: (3 ;045 2,340i THA218 18 15/a 173/is 51/2 — 173A6 — (18)0.148x3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 210" 2105 THA21672 16 3'/a 171% 8 j9lfis (22} 0162 x:31/z (6) 0.162X 3'h I $55 3 tt� 1( _ 13 (i 595 4 � 4 8 a IBC, FL THA222-2 16 3Ya 223/1a 8 — 14'tis — (22) 0.162 x 31/z (6) 0.162 x 31h 1,855 31310 3,310 3,310 1,595 2:845 2,845 2,845 LA THA418 116 1 35/a 1171h 1 77/a 1 — 1141A6 I — 1(22) 0.162 x 31/z1(6) 0.162 x 31/z)1,85513:31013:31011 3,310 1 1595 12,84512,8451 2,845 THA426 114 1 35/a 1 26 1 77/s 1 — 1 161/a 1 — 1(30) 0.162 x 31/z1(6) 0.162 x 3Yz) 1,85514,415 14,4801 4,480 11,59513,79513,8551 3,855 THA426-2 14 71/4 26'/s 93/a — 18 — (38) 0.162 x 31/z (6) 0.162 x 3Yz 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min. top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. FL I 18 Simpson Strong -Tie® Wood Construction Connectors SIMPSON Face -Mount Joist Hangers �G`�EERFp� This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost or a combination of these features. The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative doubin-shear nailing that distributes the load through 1nJo points on each ;Dist rail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or 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 2x's 1'�is' for 4x's� H 4; LUS28 Or HHUS210-2 - 1'i8 tyP. YMUS28 a e e' r C 05"H (HUS26, HUS28, and HHUS similar) �a � ffi --. M,f ® HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 Simpson Strong-TieO Wood Construction Connectors "yi Face -Mount Joist Hangers (cont.) SS' ice, SSA These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p.21. Many of these products are approved for installation f with Strong-DriveP SD Connector screws. See pp. 335-337 for more information. Single 2x Sizes LUS26 1 1,165 1 865 1 990 1,070 1,355 1 1,165 1 935 1,070 1 1,150 1,475 865 635 1 725 1 785 1 1,000 1 IBC, FL, 93 140 % 560 ! je cT ' 1 E 60_ '.. a 55 l,©913 1 $CI ra ', LA MUS2fi;_3.. 80' °" 7,560 '56(}, "�. s HUS26 1 1,320 1 2,735 3,095 3,235 3:235 1 1,320 1 2,960 1 31280 3,280 3,280 1,150 1 2,350 1 2.660 1 2:780 1 2,78 HGU526 t - r;4;340" . 4,850 " 5170� 5 39Q �; j 67 5 ' -' 4',699' S,220 5390 . 5,390 . ,e 780 -1 3,225 = 3,610 '1­ "3;870 �3,985 I IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1,165 1,195 1,360 1,465 1,730 865 810 925 1,000 11270 NIU528 ! { r 1,230'M ° 1,015� 2125 ": 2 �� . _ 332 = : "° 1875 " -2,135 12 25'51 , -1,270 1455 IBC, FL, LA HUS28 1,760 4,095 4,095 21111,095 4.095 1,760 4,095 4;095 4.095 4,093 1A80 3,520 3,520 3,520 3,520 -7,275 .', 7,275 1,350 ;2?5; 7 "7 ,J 7„2751 1.325 `16, 3;82(1 3975 ; " 4,250' IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS210 2:'6 5,450n , . , i a" <, � 3 635, . 95 ° . a`7�0 ' ` 5;,83 � ti-,z, 0 �;22L+ - 2,5 0 8 2 3 , 2 K; LA HGUS210 1 2,090 9000 9,10(i 9,"t?L1 9,100 2,090 ?..GO C'00 9,:00 9.100 5: 6,341-3 6. 730 1 6:730 6, s:i 13 : FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45° • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute side apeclly angle Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 Simpson Strong -Tie® Wood Construction Connectors These products are available with For stainless Many of these products are approved for installation ED additional corrosion protection. ED steel fasteners, C with Strong -Drive° SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. U Y (3 z r z a 0 0 0 w G z U) z 0 a CO CO CY N 0 b U U Double 2x Sizes HHUS26-2 I 45/i6 1 14 35/16 5% 1 3 1 (14) 0.162 x 3'/z (6) 0.162 x 3"/z 1 1,320 12,830 13,190 13,415 14,2501 1,135 1 2,435 2,745 12,93513,655 HGUS26-2 1 49/16 1 12 1 35/i657i6 4 (20) 0.162 x 3'/z (8) 0.162 x 3'h 121155 14,340 14,85015,170 15,575 11,855 13,730 14,170 14,44514,795 IBC, FL,' LA LUS210-2 67116 18 31/s 1 9 1 2 1 (8) 0.162 x 3Yz 1 (6) 0.162 x 3'/z 1 1,445 11,830 2,075 2,245 2,830 1;245 11,575 11,785 11,930 12,435 HHUS210-2 8N, 14 1 35/s 87/a 1 3 (30) 0.162 x 3'/z (10) 0.162 x 3Yz 3,550 5,705 6,435 6,485 6,485 1 3,335 4,905 5,340 5;060 5,190 HGUS210-2 89/ir, 12 1 35/1s 9% 1 4 1 (46) 0.162 x 31/z (16) 0.162 x 31/z 1 4,095 9,100 9,100 9,100 1 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes 14}]U9LV,0 514,RIL 14,f778r,,JY2, 't "{LV)U.40LX372 kOJU._1o4'X3Y2 L,If7;7 4/�4U':,g4?t47U 3`�IfU, 0�3/V� It1Dp;`3d30 9,.7/U 4,44'.)-;.4,rac 1 IBC, FL, HGUS28 3 61is " 12 415J16 71/a 4 (36) 011i2 x 3?lz" ',(12) q„162 X1h, 3,235 7,A60 7,460 746[i 7,46p 2 7$0;6 415 415 6,4i5 6,415' LA HHUS210-3 83/9 14 411/16 87/a 3 (30) 0.162 x 31/2 (10) 0.162 x 3'/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 81IA6 12 415AB 91/4 4 (46) 0.162 x 31/2 (16) 0.162 x 3Y2 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 1iUS212=3 1051a " : 12 "4'Sfie 10314.. ` 1 (56) 0 76�C x 3'l2 ;(20j t1162X3y12 54 9 0 04 tCi;'� i0, 7, d0 7 I7 0. IBC, A L, Quadruple 2x Sizes c>wu�co +�_ J12 IL o sR xs(4U)UJDZX3vz"�,;",BiV;10474,3%x: L lao IBC,FL, HGUS28-4 I 71A 12 6-As 7-Y% 4 (36) 0.162 x 31/2 (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 83/a 14 61A 87/a 3 (30) 0.162 x 31/2(10) 0.162 x 31/z 13,40515,630 16,375 16,485 6,485 2,930 4,840 15,48515,575 15,5751 FL 4x Sizes FL, LA IBC, FL LUS48 43/a 18 1 39AG 63/a 1 2 1 (6) 0.162 x 31/z 1 (4) 0.162 x 31/z 11,060 1,315 1,490 11,610 12,030 1 910 11,130 11,280 11,385 1,745 IBC, FL, HUS48 6Ys 14 39A6 7 2 (6) 0.162 x 31h (6) 0.162 x 31h 11320 1,580 1,790 1,930 2,415 1:135 1,360 1,540 1,660 2,075 LA HHUS48 61/z 14 35/a 71/a 3 (22) 0.162 x 31/z (8) 0.162 x 31/2 1:760 4,265 4,810 5,155 j 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 I 67/a 12 35/s 7Y6 4 (36) 0.162 x 31/2 (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 f 7,460 2,780 6,415 6,415 6,415 6,415 HGUS412 10346 1 12 1 3% 110316 4 1 (56) 0.162 x 31/z 1 (20) 0.162 x 31/z 15,695 9:045 1 9,045 9;045 9:045 1 4:900 17,780 1 7,780 1 7,780 17,780 HGUS414 1117/is 1 12 1 35/e 127/ts 1 4 1 (66) 0.162 x 31h 1 (22) 0.162 x 31/z 5,695 10,125 10,125 10,125 10,125 4,900 1 8,190 18,190 1 8,190 1 8,190 Double 4x Sizes IBC, F LA FL 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. 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 Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-pty 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21/2" nails in the header and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11/2" 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. e 19 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/e°. Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is %" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling round and triangle holes for maximum values • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: • HTU may be skewed up to 671/2°. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table >I Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Typical HTU26 Minimum Nailing Installation HTU26 1. ,,, . 1.r ., ,...,, - truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) a nl ucv.tlwaa:k,, a�x . r-rep br as u.Y?, °'.tcul, v ioc<n orz,i .ht?1.v,� ra a € z _ �,Wv � c,U�su us04k"' I x � -'e,v3u g: i3Oa� c wu c- e, < . �a ,u, ruv , HTU28 (Min.) 37/a 15/s 71Ae 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.) 71/4 1 % 71Ae 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 2,020 3,820 4,315 1 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA 37/a,� 15/a, , 311z: (32) Q.162x31., u;3HU1Q(Min.) , ` 1,145 3,295 , 25 .:3;225 '3 2 § (32) Q 148 x, JJK _ 3,3i5„ e4,705, ° Double 2x Sizes HTU26-2 (Miff.); �.37/aE, 3 is '57As 3'l2 r' 20 0:1"62`x�"y2 =j 4)"Q14.8 x 3 "' 7,51 2,940; t,€irt.. 3(i , :3; 10 ,7;3ta5 , t;856 2 090 ' 2 25 2465 HTU262 Mail,, = 57h 35As ;;5?Aa 3i12 20 0162x31h,' 20A 4$x3.' .2,175 ; 2,94G.' 3,323' �zi0 ,1,87Ci 2;53q' z ,a3v, .3'85ar HTU28-2 (Min.) 37/a 3-5/1a 71Aa 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 4,310 4,310 1 4,310 1,315 2,865 3,235 3,235 3,235 IBC, HTU28-2 (Max.) 71/4 35Aa 71A6 31/2 (26) 0.162 x 31/2(26) 0.148 x 3 3,485 3,820 4,315 4,655 5;825 2,995 3,285 � 4f, .i4 306. "' (1111.; LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between %" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 HTU ....... -...... --............................ ........................................................................................... ................. --.-._...................... ..... -................. ................. -.................................................................................... -.............................................. ... ............................................. Face -Mount Truss Hanger (cont.) Ii Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member 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 listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Single 2x Sizes IBC, HTU28 (Min.) 37/a 15/a 7% 31/2 (26) 0.162 x 31/2 (14) 0.148 x 1'h 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 71/4 15/a 71h6 31/2 (26) 0.162 x 31/2 (26) 0.148 x 1112 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765 HTU210 (Mm:) , 3'/a 131a 9'16. 31h (32) 0162 x,31h (14) 0.148 x �11h: 1250- - 3 6QQ" 3,600 3 600 3,60Q • 1 Q75; ° 2 70Q 2,700 QJ,21700 HTU21D (Max) ;. ° 911a 1 le 9Ys 31h ".{32) Q 162>x 3y%2 '(32) 0.148 it"111z 3 255 d,705. 5,020 5 020 '5,02Q,, 2 8Q(f 3�530 3 765 3,765 3 765 Double 2x Sizes 3'12 " ,(0) 0162 X 3"h , (14) piQ$ x 3 1751940?06Q 3 2,20 2 05'' HTU26-2 (Max.) , 51/z 3s -5716 : 31/2 : "(20) 0162 x 31/z (20j 0.148 x 3 ; 191Q2940 3; C ; 3;500 3 5Q0 1645' -2 205 2,205 2,205 2 205 HTU28-2 (Min.) 37/a 35/16 71/16 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,490 3,820 T3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, FL, HTU28-2 (Max.) 71/4 3�e 79iis 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,035 3,820 4,315 41655 5,520 2,610 2,865 3,235 3,490 4' 40 LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/s" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an `X' version and 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 ',A x 23/4" Titer, 2 screws (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or RVP sections. Material: 14 gauge Finish: Galvanized; ZMAXe and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/1s diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the Y11s"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kts are available. They include a 3/,e" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/,a" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/a" is required as shown; in Figure 1 for fill uplift load. • Where no uplift load is required, a minimum end distance of 11/2" is oerm tted. 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 23 i Simpson.. ... Construction Connectors• HU/HUC/HSUR/L ......._......... Medium -Duty Face -Mount Hangers (cont.) Mb These products are available with additional corrosion protection. For more information. see n.15. HU26 HU26X (4) 1/4 x 23/4 (4) 1/4 x 13/a (2) 0.148 x 11/2 335 1,000 335 1,545 HU218 ` 1 HU28X (6)1/a x,23la \ ' (&} 1/4 x. 3Ja 4) 0 i.48 x 11h 5A5� • 1500 " 760 2 40a 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 (Mtn) HUC2f 2 {$) 7/a x 23/a {$} rJ4 x 131a (4) p 148z 3 760 2 000 760 200 T HU26=2 (Max) HUC26'2 a ^x ,(12)11a x 23J4� " {1W/ 4 x 3 � 135 vlao ` 1',135 3;950 t 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 HU210 I HU210X 1 (8)1/4 x 23/4 1 (8) 1/4 x 13/4 I (4) 0.148 x 11/2 1 545 1 2,000 1 760 1 2,415 HU210-3 (Min.) HUC210-3 (Min.) (14)1/4 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 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; :. NU212X^ 10ax23Ja 10 �4x1 6 0 148ic'`t1 t135 2,p0 1135 2665 HU212-2 (Min.) HUC212-2 (Min.) (16) 1/4 X 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU214 I HU214X I (12)1/4 x 23/4 1 (12) 1/4 X 13/4 1 (6) 0.148 x 11/2 1 1,135 1 2,665 1 1,135 1 2,665 1 HU214-3 (Min.) I HUC214-3 (Min.) (18)1/4 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 x 23/4 (24)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 i48 x 1 Ib "'1,515,'t 2 920 „ HU216-2 (Min.) HUC216-2 (Min.) (20)114 x 23/4 j (20)1/4 x 13/4 (8) 0.148 x 3 T1,515 4,920 1,515 4,920 HU216-2 (Max.) HUG216-2 (Max.) (26)1/4 x 23/4 I (26)1/4 x 13/4 (12) 0.148 x 3 1 2,015 5,085 2,015 5,085 �. nUL iO'3.�N1clX.],, ,: CIUIrL iq:. +5,(MaX-J i,LU,�,-(d 7i Li'4 y. (LOj ✓4.x-1 f4 ,, � � IL� U.I�F2� X,7 .. L U t� - . ?,ULS57 I , .,� L!U'1'jp'k.,+' s�'�r7 U�3r7 HU7 (Min.) (Not available) (12)114 x 23/4 (12)114 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU9 (Min). ,,77 J -Yz 1351fa 3,230 HU11 (Min.) (Not available) (22)1/4 x 23/a 1 (22)1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 (Not available) (30)1/4x23/(10)0.148x1/2 1,445 3,735 1,445 3,7HU11 (Max.) /4x3/4 0 z z 0 W F7 0 z COcc 0 m 0 N rn N U ti 38 STAGGER JOINTS - TYP.j \ R/C fII- UPLIFT/SHEAR ANC EACH TRU55 - SEE PLAN aaaa■�saaaaaaa��a�iaaaa■a� �a�laaaaa�aaaa■a�i ` E ■I_I■■I.I . aa�a�aaaaaa■aa�aaaaau . _I.1—ill__:laaaaaa1 B/SKI fJ NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING A SCALE. NTS ,SKI RAISED HEEL ROOF TRUSSES LAN ROOF SHEATHING- SEE f 6OFFIT/FA5CIA- SEE ARCH. RAISED HEEL ROOF TRU55E5 -SEE PLAN RIBBON 50ARD- SEE SCHEDULE FOR SPACING d IBBON BOARD- SEE FASTENING TO w N CHEDULE FOR SPACING d TRUSSES 45TENING TO TRUSSES WALL SHEATHING -SEE PLAN -= MIN. 15/32' CDX PLYWOOD OR 1/16' 055 WITH Sd GUN NAILS -MASONRY WALL- (0.131' X 2 1/2') 9 6' O.G. TO UPLIFT/SGYP. CEILING- SEE PLAN RIBBON BOARDS ANCHOR EACH SEE PLAN d TRUSS- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING B SCALE. NTS SKI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT vult=1(.5 MPH (2) 12d GUN (0.131' X 3') (Vasd=125 MPH) 2X4 SPF02 24' TO EACH TRU55, (4) EXP. B, ENCLOSED NAILS AT JOINTS Vint=180 MPH (2) 12d GUN (0.131' X 3') lVasMPH) 2X4 5PF12 16, TO EACH TRUSS, (4) EXP. EXP. G, ENCLOSED I NAILS AT JOINTS SHEET THEE: —N—FOR RusEO REEL R—TRUM B SHEET INFORMATION: JOBNO, 30111d O�IE IS EYE[.: I I.OB.I e RE­ mm 8Y: SKJ <.r :AL January: 11-10'11; 2,920, Carpenter ractors o(Am evica, Inc:.. winter.i�voqP43J*W*-66 -.- -,. Dear,'Matt: It"liar -come ,.'t myattent-ior):,,"that-,,somequestions were P14PIr d concerning 8/ P01100M didibet6r the chords (wide face) of 42pbjei�endirusses,i at Sys "0 low—lor, iliread6d rods used:,f&I4'tI.&:downs ' If th e"'s- e. gable ends, arevver�cpp. support; with, orielfufly�'shedthedan-d the holes drilled -fh&Xenfe171, tog.wi de face ho't'los-PA 'a' n,4.' 0t,.w ifioUV6inag' ahy connector.'p Ate rverticdf v ebs tbeq pq"r,ppa i Isyp.q4jr Ilietruss phly",supports -f,ett,;6.f"fl6bfJbaslifid-,,nd ddditiondl: Ipad.., Ifyou have any questions,,please give ,me,,.ataI1I.; v- NO,. 86367 • STATE OF G750 Forum Drive, Suite FL 32821':- (OQQ) 521,-19790--,(863),422-8685 www.aIpIqe*pqrm This cinrnrn?n* ha%hfrn startrnnirat#y t . sionaausing aUiadalsionature. Printed ,copesw4hautancrigina sirnt4turemust� he eerfled using the arignai'electranic j( version. gaxt� I COA.#027s osrtlizozo w n' ALPINE AN 1TW COMPANY Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www.alpineitw.com '1aite Urforrilatlon: Pa a 1`v'' s Customer. Carpenter Contractors of America Job Number. N334496 Job Description: 7A5/320 ,182EC,E ;RH01 / 1828/CALIAEBRELEV.C/E Address:: 0b E el1C1 CCIt6Yia:. : " Design Code: FBC 6th Edition (2017) IntelliVIEW Version: 17 02.02A through 18.02.01A JRef #. 1 WXQ89750107 Wind Standard: ASCE'7-10 Wind Speed (mph):, 160 Roof Load (pst): 20.00- 7.00- 0,00-10.00 Building Type: Closed Floor Load s . None This package contains general notes pages, 24 truss drawing(s) and 5 deta:N(s). Itlif i , Ilrs!Ig i�lftr#. 1 224.20.1548,20245 Al 3 224.20.1548.19217 A2 5 224.20,1548.19652 A4 7 224.20.1548.19528 A6 9 224.20.1548.19699 A8 11 224.20.1548.20028 A10 13 224.20.1548.18920 A14G 15 224.20.1548.19091 A13 17 224.20.1548.20231 A16 19 224.20.1548.18281 C1GE. 21 224.20.1548.18904 CJ5 23 224.20.1548.18703 CJ1 25 A16015ENC101014 27 GBLLETIN0118 29 VAL160101014 Item` Dra�vlrg hCurrlbr Truss . 2 224.20.1548.20215' A1A 4 224.20.1548.18482, A3 6 224.20.1548.20106 A5 8 224.20.1548.19340 A7 10 224.120.1548.18404 A9 12 224.20.1548.18515 Al2 14 224.201548.20058 All 16 224.20.1548.18420 A15 18 224.20.1548.20278 B1GE 20' 224.20.1548.20184 ER 22 224,20.,1548.20198 CJ3 24 224.20.1548.13834 HJ7 26 A1801.5ENC101014 28 GBLLETIN1014 Florida Certificate of'ProductApproval #FL1999 Printed 8/11/2020 5:08:55 PM O 1 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 [CC Evaluation Service report ESR-1118, available on-line at www. icc-es. ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load,. including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added'to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References-, 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.orq. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 Job Number: N334496 Ply: 1 SEQN: 7549 / T10 COMN Cust: R8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 11 FROM: RWM DrwNo: 224.20.1548.20245 Truss Label: Al SSB / ' YK 08/1112020 6'1"7 12'11"15 19'10" 26'8"1 33'6"9 39'8" 6'1"7 6'10"8 6'10"1 6'101 6'10"8 617 =5X5 E 39'8" �1. 0' 10' 91101, 19,101, 9'10" 2918 10, 1� 39'8" Loading Criteria (psq 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): 0.222 K 999 360 B 1709 / 308 / 961 / - / 445 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.547 K 999 240 H 1710 / 308 / 961 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.140 J B Min Brg Width Req = 2.0 NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 2.0 Soffit: 0.00 TCDL: 4.2 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.616 Bearings B & H are a rigid surface. g g Load Duration: 1.25 BCDL: 5.0sf p MWFRS Parallel Dist: h to 2h TPI Sid: 2014 Max BC CSI: 0.982 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.527 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1488 -3151 E-F 1102 -2027 C - D 1387 - 2871 F - G 1387 - 2872 Value Set: 13B (Effective 6/1/2013) D - E 1102 -2027 G - H 1488 -3153 Top chord 2x4 SP #2 N - Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, W4, 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 2756 -1187 K - J 2276 - 889 L - K 2276 - 863 J - H 2757 -1187 Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.11 Wx2.5",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. 08/11/2020 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a propperly per BCSI sections B3, B7 or B10, finless noted otherwise. f7eferto Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 539 -206 K - F 485 -745 D - K 485 - 744 F - J 540 - 206 E - K 1361 - 646 Alpine, a division of ITW Buildi%cLomponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI 1, or for handling, shlppinq, installation and bracing of.trussesA seal on this drawing or cover pa�e , listing this drawingq indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability and use of this r7Fawing for any structure is fhe responsibility of the Building Designer per ANSIITPI 1 Sec.2. For more 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 ANMCOMPANY 13723 Riverport Drive Suite 200 Maryland Heights, MO 63043 Jab Number: N334496 Ply: 1 SEQN: 7550 / T25 / COMN Cusl: R8975 JRef: 1WXQ89750107 ,7A5/320 ,1B2EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qly: 1 FROM: RWM DrwNo: 224.20.1548.20215 Truss Label: AtA SN /, WHK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 7'11"2 T11"2 13' 5'0"14 17'1"12 19'10" 4'1"12 i 4 =5X5 F 23'8" 31'8"14 8'0"14 SECTION MAY BE REMOVED AFTER INSTALLATION. DO NOT CUT PLATES. 39'8" L1' 8'1"9 r- -r• 8'1"9 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: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2018) Top chord 2x4 SP #2 N :T1 2x4 SP #1: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :W6, W8, W9, W11 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. Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Laterally brace BC above filler @ 24" O.C. (or as designed) Including a brace on BC directly above both ends of filler (if no rigid diaphragm exists at that point). 4'10"7 + 4' 13' 17' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: W Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2014 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE, 18SS 68" 80"11 23'8" 'i 31'8"11 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.280 P 999 360 VERT(TL): 0.764 P 905 240 HORZ(LL): 0.120 K - - HORZ(TL): 0.225 K Creep Factor: 2.0 Max TC CSI: 0.790 Max BC CSI: 0.979 Max Web CSI: 0.964 VIEW Ver: 17.02.02A.1213.21 08/11/2020 *"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a propperly per BCSI sections B3, B7 or B10 unless noted otherwise. (tefer to' a division of ss In conTormance wnn ANJI/ I VI 1, or Tor nanount snipping, Insi ling this drawing, indicates acceptance of pro esslonar eng' d use of this drawing for any structure is the responsibility more information see this job's general notes page and these web sites: ALPINE: 39'8" T11"2 LL7' 11 +1 39'8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1555 / 308 / 960 / - / 445 / 8.0 1 1555 / 308 / 960 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.2 1 Min Brg Width Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1431 - 2747 F - G 1352 - 2067 C - D 1726 - 3278 G - H 1201 - 2103 D - E 1428 - 2551 H - 1 1445 - 2775 E - F 1514 - 2527 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2374 -1108 L - K 2401 -1133 Q - M 2867 -1220 K - 1 2404 -1134 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 441 - 838 M - F 1684 - 881 C - Q 549 -134 M - L 1745 - 618 S - Q 2530 -1180 F - L 520 - 425 Q - D 744 - 361 L - H 458 - 686 D-M 516 -912 any deviation from this drawing,any failure to build the 1g of.trussesA seal on this drawing or cover pa e slbillty solely for the design shown. The suitability )esignerper ANSI/TPl1 Sec.2. TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ]CC: www.iccsaf ALPINE', ANnw COMPANY 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304� Job Number: N334496 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Truss Label: A2 6'1 "7 6'1 "7 Ply: 1 Qly: 1 1, 12'6"15 19' 20'Ij" 27'1"1 6'5"8 1'8" 6'5"1 s 5X5= 5X5 E F 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: 3.97 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, W6 2x4 SP #2 N: Lumber value set "13B" 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. Wind Wind loads based on MWFRS with additional C&C member design. SEQN:7551 / T9 / HIPS Cust:R8975 JRef: 1WXQ89750107 FROM: RWM Dnallo: 224.20.1548.19217 SSB / WHK 08/11/2020 39'8" 9'10" 9.101. _ 19,10" + 29'8" 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): 0.172 L 999 360 VERT(TL): 0.470 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.856 Max Web CSI: 0.669 VIEW Ver: 17.02.02A.1213.21 08/11/2020 33'6"9 6'5"8 39'8" 6'1"7 10, 1' 39'8"r ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 / 309 / 964 / - / 428 / 8.0 1 1556 / 309 / 964 ! - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 1 Min Brg Width 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 1511 - 2800 F - G 1123 -1779 C - D 1415 - 2521 G - H 1415 - 2521 D - E 1123 -1779 H - 1 1511 - 2800 E - F 1093 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1206 L - K 2030 - 941 M - L 2030 - 911 K - 1 2444 -1216 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -192 L - F 548 - 381 D - L 482 - 683 L - G 482 - 683 E - L 548 - 381 G - K 508 -192 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pror��rerly attached rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910. as applicabgle. Applgy plates to each face ofPtruss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to drawings 160A-Z far standard plate positions. Alpine. a division of ITW Buildina Components Grouo Inc. shall not be responsible for anv deviation from this drawing an failure to build the ussesA seal on this drawitig or cover page . solely forthe design shown. The suif9abtlity er per ANSI/TPI 1 Sec.2. ALPINE ANmCOMPANY 13723 Riverpod Drive Suite 200 Maryland Heights, MO 6304 lYl 1; or for handling, shipping, inst acceptance of roiessionar engi any structure is tphe responsibility ral notes page and these web sites: ALPINE: TPI: Job Number: N334496 Ply: 1 SEQN: 7552 / T22 / HIPS Cust: R8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 18281CALIAEBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 224.20.1548.18482 Truss Label: A3 FV / ' FV 08/11/2020 6'1"7 120"15 18'01 21'7"151 27'7"1 33'6"9 39'8" 6'1'7 + 5'11"9 5'11"2 1 3'7"14 r 5'11"2 5'11"9 617 �' 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: 3.97 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, W6 2x4 SP #2 N Lumber value set "13B" 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. Wind Wind loads based on MWFRS with additional C&C member design. ;5X5 =5X5 E F 91101, 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/l 0(0) Plate Type(s): WAVE 39'8" 9' 10" 29298" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.171 L 999 360 VERT(TL): 0.467 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.124 K Creep Factor: 2.0 Max TC CSI: 0.415 Max BC CSI: 0.857 Max Web CSI: 0.541 VIEW Ver: 17.02.02A.1213.21 08/11/2020 10' 1' 39'8"� ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 / 312 / 965 / - / 408 18.0 1 1556 /312 /965 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 I Min Big Width 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 , 1540 - 2796 F - G 1154 -1794 C - D 1447. - 2523 G - H 1448 - 2523 D - E 1154 -1794 H - 1 1540 - 2796 E - F 1150 -1635 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2439 -1231 L - K 2064 -1000 M - L 2064 - 971 K - 1 2439 -1252 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 495 -180 L - F 523 - 335 D - L 470 - 674 L - G 470 - 674 E - L 523 - 335 G - K 495 -180 **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 sheathin and bottom chord shall have a properly attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin Insalled per BCSI sections 83, 87 or B10, _ as applicad e. Apply plates to each face of truss and position as shown above and on the JoinpDetails, unless noted otherwise. Refer 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 ANMCOWAW tr ss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page , , 13723 Riverport Drive listing this drawing, indicates acceptance of pro essioni engineering 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 ANSI/TPI 1 Sec.2. Suite 200 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; [CC: www.iccsafe.org Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7553 / T8 / HIPS Cust: R8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 224.20.1548.19652 Truss Label: A4 FV / WHK 08/11/2020 7'10"14 Tl0"14 r� b r 71 17' 22'8" 31'9"2 9' 1 "2 58" 9' 1 "2 =5X5 =5X5 D E 39'8" 39'8" 7'10"14 10' 9.10.1 9'10" 10, 1 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Y 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 B 1552 / 318 / 965 / - / 387 / 8.0 TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.149 J 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.408 J 999 240 G 1552 / 318 / 965 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.060 1 - - Wind reactions based on MWFRS Des Ld:EXP: C HORZ TL : 0.112 1 ( ) B Min Br Width Re 1.8 g q Code / Misc Criteria CL 10.00 NCBCLL: 10.00 Mean Height: 15.00 ft Creep Factor: 2.0 G Min Brg Width Req = 1.8 Soffit: 0.00 TCDL: 4.2 psf p BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.760 Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.863 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.629 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 17.02.02A.1213.21 B-C 1532 -2755 E-F 1559 -2561 Wind Duration: 1.60 WAVE Lumber C - D 1559 - 2561 F - G 1532 - 2755 Value Set: 13B (Effective 6/1/2013) D - E 1205 -1728 Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE Bot chord 2x4 SP #1 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. Wind Wind loads based on MWFRS with additional C&C member design. Alpine, a truss in c listing tt and use For more in ,�'._ N P��1 m* o � a MN M COA $futwimm,1;4 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a propperly per BCSI sections B3, B7 or B10, bless noted otherwise. Refer to vision of ITW Buildi $cLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the lformance with ANSI 1, or for handling, shlppinq, installation and bracing of,trussesA seal on this drawing or cover page. drawing indicates acceptance of pro) esslonarr engineering responsibility solely for the design shown. The suiiabili y A this drawing for any structure is the responsibility of the uilding Desigrier per ANSI/TPI 1 Sec.2. mation 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.iccsafi Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1221 J - 1 1695 - 768 K - J 1695 - 738 1 - G 2393 -1250 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 404 -448 J - E 389 -234 K - D 770 - 462 E - 1 770 - 462 D - J 388 - 234 1 - F 403 - 448 ALPINE ANmCOMPANY 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7554 / T24 / HIPS Cust: R8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 224.20.1548.20106 Truss Label: A5 FV /'-WHK 08/11/2020 6' 1 "7 6'1"7 11 10 r 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 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: 3.97 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.OE: Bot chord 2x4 SP #1 Webs 2x4 SP #2 N :W1, W6 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. 160"1 237'15 91101,10 77'14 :6X6 =6X6 D E 39'8" 33'6"9 9'101,10 9.10" 9.10" 19,10, 29'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): 0.156 J 999 360 Lu: NA Cs: NA VERT(TL): 0.427 J 999. 240 Snow Duration: NA HORZ(LL): 0.064 1 - - HORZ(TL): 0.119 1 Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.799 TPI Std: 2014 Max BC CSI: 0.855 Rep Factors Used: Yes Max Web CSI: 0.614 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE COA 91MQe a 08/11/2020 39'8" 6-1 "7 m m 10, �1 � 39'8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 / 713 / 964 / - / 367 / 8.0 G 1556 /713 /964 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 G Min Brg Width Req = 1.8 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 1622 - 2852 E •- F 1483 - 2513 C - D 1483 - 2513 F - G 1621 - 2852 D - E 1254 -1829 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2505 -1330 J - 1 1780 - 840 K - J 1780 - 810 1 - G 2505 -1359 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 423 - 469 J - E 381 - 218 K-D 617 -314 E - 1 617 -314 D - J 380 - 218 1 - F 423 - 469 **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 rigid ceiling Locations shown fortpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as appllcabgle. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer 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 nN rw coMcn�r truss in conformance with ANSI /l PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , , 13723 Rive ort Drive listing this drawin� indicates acceptance of pro) esslonar engineering responsibility solely for the design shown. The s iNabillty and use of this yawing for any structure is the responsibility of the uilding Designer per ANSI/TPI 1 Sec.2. Suite 200 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindust.com; ICC: www.iccsafe.org _ Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7555 / T7 / HIPS Cust: R8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 1828/CALIAEBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 224.20.1548.19528 Truss Label: A6 KD / FV 08/11/2020 7'10"14 15' 24'8" 31'9"2 39'8" 9,8" +' T1"2 T1014 =6X6 =6X6 D T3 E 12 6 C 5 0 NSF W bo � W1 B G A H ,.1 4X6(A2) = 5X5 = 5X5 = 5X5 = 4X6(A2) 39'8" 9'10" 9'10" 10, 1 i 10' 19,10" 29'8" + 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 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): 0.159 J 999 360 B 1552 / 328 / 962 / - / 346 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.436 J 999 240 G 1552 / 328 / 962 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - Wind reactions based on MWFRS EXP: C HORZ TL 0.115 1 Des Ld: 37.00 ( )� B Min Br Width Re 1.8 g q = Mean Height: 15.00 ft Code / Misc Criteria Cree Factor: 2.0 NCBCLL: 10.00 TCDL: 4.2 psf p G Min Brg Width Req = 1.8 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.913 0.00 BCDL: 5.0 psf Bearings B & G are a rigid surface. earng g Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.867 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.572 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber - B - C 1547 -2729 E - F 1568 -2537 C - D 1568 - 2538 F - G 1547 - 2729 Value Set: 13B (Effective 6/1/2013) D - E 1287 -1910 Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC B - K 2363 -1228 J - 1 1847 - 899 K - J 1847 - 870 I - G 2363 -1257 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. K - D 628 - 363 E - I 628 - 363 �g,t9ltitit titSlOtt8lp 6+*" i/lpgJ m• 4 ' •+ � 4 a a � 1. L" S. yN® , �• #® w •• �t9d0$9tH49N08•r �o`y'�e ` WN AIL ,t COA Nttaaas�rpata� 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require -extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached r! id ceilin Locations shown for permanent lateral restraint of webs shall have brac'in installed per BCSI sections B3, B7 or B10, as applical5 e. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. kefer 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 ANnw COMPANY truss in conformance with ANSI/TPI 1, or for handling, shlppinl, Installation and bracing of,trussesA seal on this drawing or cover page , . 13723 Riverport Drive listing this drawing, indicates acceptance of pro) essiona engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is tphe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 200 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7556 ! T23 . / HIPS CrustR8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 18281CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM D wNo: 224.20.1548.19340 Truss Label: A7 I FV /+ WHK 08/11/2020 6'1"7 14'0"1 19'10" 25'7"15 33'6"9 39'8" 6'1"7 T10"10 5'9"15 5'9"15 7'10"10 6'1"7 ,5X5 1112X4 5X5 D E F T2 12 6 � 5 �5CX5 Z N W3 :T4? 9) B H A I q^g E;$X6(A2) = 5X5 = 5X8 --5X5 =4X6(A2) 39'8" 10' 9'10" 9'10" 10, �1'T + 10' 19'10" 29'8" + 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.176 E 999 360 B 1556 / 715 / 958 / - / 326 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.482 E 999 240 H 1556 / 715 / 958 / - /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.121 J - - B Min Brg Width Req = 1.8 Mean Height: 15.00 ft Code / Misc Criteria CreepFactor: 2.0 NCBCLL: 00 H Min Brg Width Req = 1.8 TCDL: 4.2 psf 0. Bldg Code: FBC 6th ed 201 Max TC CSI: 0.743 Soffit: 0.00 Bearings B & H are a rigid surface. g g BCDL: 5.0 psf Load Duration: 1.25 p TPI Std: 2014 Max BC CSI: 0.859 MWFRS Parallel Dist: h/2 to h Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CS 1: 0.322 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 1632 -2822 E - F 1405 -2112 C-D 1510 -2515 F-G 1510 -2515 Value Set: 13B (Effective 6/1/2013) D - E 1405 -2112 G - H 1632 -2822 Top chord 2x4 SP #2 N 72, T4 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 2470 -1332 K - J 1912 - 950 L - K 1912 - 920 J - H 2470 -1362 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. C - L 366 - 395 K - F 383 -177 L - D 556 - 253 F - J 556 - 253 yltii6Sflflttttd�t�tX D - K 382 -177 J - G 365 - 395 {y[p���] ypqqPq� M o� 7,08 R . C 8 q d u �® aT ® w �g- � a........... Z V COA #' r8&3aato�si� 08/11/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, TPI by and SBCA) for safety practices prior to performing these functions. Installers shall provide bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall attached ri Id ceiling Locations shown fortpermanent lateral restraint of webs shall have bracingq installed per BCSI sections temporary have a propperly B3, B7 or B10, as applicad e. Apply plates to each face. o truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure truss in to build the AN —CO -- conformance with ANSIrf PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or listing this drawing,indicates acceptance of pro) essionar engineering responsibility solely for the design shown. and use of this rawing for any structure is fhe responsibility the Building Designer ANSUTPI 1 Sec.2. cover page , . 13723 Rive ort Drive The suitability Suite 200 of per For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcigdu. stry_com; ICC: www.iccsafe.org Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7557 / T6 / HIPS Cust: R8975 JRef: 1WXQ89750107 7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 224.20.1548.19699 Truss Label: A8 FV / WHK 08/11/2020 69"4 13' 19,101, 26'8" 32'10"l2 39'8" f 6,9"4 6'2"12 6'10" 6'10„ 6'2°12 6'9„4 i 5X5 1112X4 5X5 D E F 12 6 � �2X4 2X4 C O G u2 o W 3 ZW r` B t H I T3A 4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6(A2) 39'8" 10, 10' 19'10" 29'8" T 39'8" Loading Criteria (psf) 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 Ioc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360 B 1556 / 716 / 953 / - / 305 / 8.0 BOLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.523 E 999 240 H 1556 / 716 / 953 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - Wind reactions based on MWFRS EXP: C Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.121 J B Min Brg Width Req = 1.8 NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 1.8 Soffit: 0.00 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.502 BCDL: 5.0 Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.864 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.431 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B - C 1617 -2780 E - F 1504 -2289 C - D 1545 - 2523 F - G 1544 - 2523 Value Set: 13B (Effective 6/1/2013) D - E 1504 -2289 G - H 1616 -2780 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 "1313" uses design values approved 1 /30/2013 by ALSC B - L 2421 -1306 K - J 1982 -1003 L - K 1982 - 973 J - H 2421 -1335 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. L - D 535 - 255 K - F 425 - 251 D - K 425 - 251 F - J 535 - 255 1tlsitPPPlIPt@tP8laet E-K 306 -391 * % 0. 7,08 1 ® Q ® a � m s .. s COA Pi1t1� 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r safety to these functions. Installers temporary practices prior performing shall provide bracing per BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. Apply plates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible fpr any deviation from this drawing any failure truss in to build the AN—COWAW conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover pa e , , 13723 Rive ort Drive listing this drawingg indicates acceptance of ro esslona engineering responsibility solely for the design shown. The suitability and use of this drawing for is the the Building Designer ANSIITPI 1 Sec.2. Suite 200 any structure responsibility of per 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 Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7558 / T21 / HIPS Cust: R8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 224.20.1548.18404 Truss Label: A9 FV % .WHK 08/11/2020 6'3"4 12'0"1 19,10" 27'7"15 33'4"12 39'8" i 6 3"4 '} 5'8"12 'i` 7,9"15 7 9"15 i 512 6'3"5 a 5X5 1112X4 = 5X5 D E F 12 6 � �2C4 W i2G4 m v W3 zo B t H A I =4, =4X6(A2) = 5X5 = 5X8 = 5X5=4X6(A2) 39'8" 10' 9'10" 9'10" 10, �1' 10' 19'10" 29'8" +1'� 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/def! L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360 B 1556 / 717 / 947 / - / 285 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.564 E 999 240 H 1556 / 717 / 947 / - /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - Wind reactions based on MWFRS EXP: C HORZ TL : 0.124 J Des Ld: 37.00 ( ) B Min Br Width Re 1.8 g q Mean Height: 15.00 ft NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 TCDL: 4.2 psf H Min Brg Width Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.698 p Bearings B & H are a rigid surface. g g Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.865 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.610 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 1642 -2791 E - F 1617 -2492 C - D 1543 - 2524 F - G 1543 - 2524 Value Set: 13B (Effective 6/1/2013) D - E 1617 -2492 G - H 1642 -2791 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 "1313" uses design values approved 1/30/2013 by ALSC B - L 2434 -1333 K - J 2065 -1064 L - K 2065 -1034 J - H 2434 -1362 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. L - D 498 - 203 K - F 539 - 324 D - K 539 - 324 F - J 498 - 203 itt;ttttQtiiCggfrge dr tr E - K 361 -462 t ® 4 08 � T � g w p a ;F L COA RiilIiIVAIV, 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS shipping, Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI SBCA) for and sa practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly attached ri id ceilin Locations shown for -permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910, asap s appllcabe. App�y plates to each faceo truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildincctt Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the MN co..w truss in conformance with ANSI 1, or for handling, shipping, installation and bracing oftrussesA seal on this drawing or cover page. , 13723 Riverport Drive listing this drawing, indicates acceptance of pro) essiona engineering responsibility solely for the design shown. The suitability this drawing for is the the Designer ANSI/TPI 1 Sec.2. Suite 200 and use of any structure responsibility of Building per 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 Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 1559 / T5 / HIPS Cust: R8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 224.20.1548.20028 Truss Label: A10 FV / WHK 08/11/2020 5'9"4 11' 19, 28'8" 33'1Oil2 39'8" 5'9"4 5'2"12 8' 9%. 5'2.,T 5'9"4 5X5 = 5X5 = 5X5 D E T3 F 12 6 �2X4 W 2X4 ,.� C 0 G ,2 iO B A W3 h 'o H I 1 4 33 =4X6(A2) = 5X5 = 5X8 = 5X5=4X6(A2) 39'8" 10' 9'10" 9'10" 10, 10' 19'10', 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 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): 0.213 E 999 360 B 1556 / 718 / 940 / - / 264 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.584 E 999 240 H 1556 / 718 / 940 / - /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.127 J - - B Min Brg Width Req = 1.8 NCBCLL: 10.00 Mean Height: 15.00 it TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.870 Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.865 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.969 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 1669 - 2804 E - F 1721 - 2693 C - D 1547 - 2533 F - G 1552 - 2539 Value Set: 13B (Effective 6/1/2013) D - E 1783 -2773 G - H 1663 -2797 Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE: 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 2448 -1362 K - J 2163 -1134 L - K 2147 -1091 J - H 2440 -1384 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. L - D 470 -163 K - F 626 - 371 D - K 739 - 462 F - J 466 -151 taaaattatraogfidi pJF��=l E-K 419 -534 �>� waaoroaoa a � a m � 0 Phi pq� /q m a ° e�g q e dr+ tl�@*%m Yta SOP*Atl � . i.7a COA 08/11/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached ri id ceilin Locations shown forpermanentlateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicati e. Applgy plates to each face o truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z far standard plate positions. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN RW COMPANY truss in conformance with ANSI I� PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover e listing this drawingq indicates acceptance of ro essiona engineering responsibility solely for the design shown. and use of this drawing for any is the the Building Designer ANSI/TPI 1 Sec.2. pa 13723 Rive ort Drive The suitability Suite 200 structure responsibility of per 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.iccsate.org Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7560 / T4 ! HIPS Cust: R8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 224.20.1548.18515 Truss Label: Al2 FV ! WHK 08/11/2020 9' 17' 22'8" 30'8" 39'8" i 9' 'i' 8' '}" 5 8 8' 9' i ,5X5 C =5X5 =4X4 T2 D E T3 =5X5 F 12 6 T T b (a) W (a) m r, W5 h G In �B A H1 = 4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2) 39'8" i 91101, 9'10" 10, 1' 7 10' T 19'10.. +" 29'8" + 39'8" Loading Criteria (psq Wind Criteria SnowCriteria(Pg,Pf in PSF) Deft/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): 0.251 J 999 360 B 1556 / 720 / 921 / - / 223 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.687 J 999 240 G 1556 / 720 / 921 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.150 I - - B Min Brg Width Req = 1.8 NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.8 Soffit: 0.00 BCDL: 5.0 sf p Bldg Code: FBC 6th ed 201 Max TC CSI: 0.939 Bearings B & G are a rigid surface. g g Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.897 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.306 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 1595 - 2705 E - F 1607 - 2478 C - D 1608 - 2478 F - G 1595 - 2704 Value Set: 13B (Effective 6/1/2013) D - E 2001 -3233 Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N: Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W2, W5 2x4 SP #2 N: 'Chords Tens.Comp. Chords Tens. Comp. Lumber value set 13B" uses design values approved 1/30/2013 by ALSC B - K 2330 -1246 J - 1 3176 -1733 K - J 3174 -1732 I - G 2329 -1275 Bracing (a) 1X4 #3SRB or better continuous lateral restraint Maximum Web Forces Per Ply (Ibs) to be equally spaced. Attach with (2) 8d Box or Gun 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 C - K 718 - 313 E - I 529 - 834 support by erection contractor. K - D 527 - 832 1 - F 718 - 314 (a) or scab reinforcement may be used in lieu of CLR g;Bt6tnt3�# ldrfoary restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab to be reinforcement same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. ,®8$ g'°® saw E 's �« Wind m Wind loads based on MWFRS with additional C&C i 0. 08 member design. • • c t AT 0 o®a% COA w tcatl� 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, Component Safety Information, by TPI r installing and bracing. Refer to and follow the latest edition of BCSI (Building and SBCA) 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 propperly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq ins filled per BCSI sections B3, B7 or B10, as applicabgle. Apply Oates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. f7efer to �� drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc. shall in not be responsible for any deviation from this drawing,any failure to build the *N RW COMPANY truss conformance with ANSI/TPI 1, or for handling, shlppinlq, installation and bracing oftrussesA seal on this drawing or listing this drawingq indicates acceptance of pro essiona engineering responsibility solely for the design shown. this Orawing for is fhe the Building Designer ANSI/TPI 1 Sec.2. cover page , , 13723 Riverport Drive The suifabdrty Suite 200 and use of any structure responsibility of per 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.sbciridustry.com; ICC: www.iccsafe.org Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7561 / T28 / HIPS Cust: R8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RHO1 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: LPM Dnallo: 224.20.1548.18920 Truss Label: A14G KD / DF 08/11/2020 7' 13' 19' 28'4" 32'8" 39'8" 7' 6' 6' 9'4" 4'4" 7' �6X6 %6X6 12 C =4X4 =8X10 H1014 D T2 E T3 F T4 G 6T T r� o (a) Vy N (a) Cl) B 1 A H I =5X5(A2) -H0510 =4X4 =6X8 1115X5K B3 -4X6=3X6(A1) 1 28'4" 11'4" 10"0"4 5'1"12 44 44 I 7 8' I 18'10"4 24' 28'4' �1� 32'8" 39'8" .Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defi/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): 0.179 D 999 360 B 1922 / 884 / - / - / - / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.497 D 999 240 K 4268 / 1911 / - / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - - H 80 / 60 ! - / - / - / 8.0 Des Ld: 37.00 EXP: CMean HORZ(TL): 0.091 L - - Wind reactions based on MWFRS Height: 15.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.6 Soffit: 0.00 BCDL: 5.0 psf Bldg Cade: FBC sth.ed 201 Max TC CSI: 0.846 K Min Br Width Re 5.9 g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.844 H Min Brg Width Req = 1 Bearings B, K, & H are a rigidsurface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: No Max Web CS 1: 0.819 Bearings B, K, & H 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) THIS TRUSS MUST BE INSTALLED AS SHOWN AND NOT END FO%F. 1596 -3565 E - F 169 -505 Top chord 2x4 SP #2 N :T2, T3 2x6 SP #2 N: C - D 1465 - 3467 F - G 400 -180 :T4 2x6 SP SS: D - E 1332 -3056 G - H 538 -269 Bot chord 2x4 SP 2400f-2.OE :B3 2x4 SP #2 N: Webs 2x4 SP #3 :W6 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "1313" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSC B - N 3126 -1377 L - K 786 -1874 Bracing N - M 3815 -1821 K - J 786 - 1874 (a) 1X4 #3SRB or better continuous lateral restraint M - L 2986 -1327 J - H 179 -399 to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be Maximum Web Forces Per Ply (Ibs) supplied and attached at both ends to a suitable Webs Tens.Comp. Webs Tens. Comp. support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR bl4iyt431il+'t@1fgl�f C - N 1089 -274 L - F 3047 - 1224 restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab ° °+�r� N - D 440 -430 F - K 2007 -4053 D - M 568 F J 1889 778 reinforcement to be same size, species, grade, and o®°°spk'O.e /� �f'%, -883 - M - E 834 -67 G - J 344 - 528 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. N" a° �j a°L. � a° `s 4 E - L 1423 - 3051 « % Loading°0.7.08 1A #1 hip supports 7-0-0 jacks with no webs. ® ° c Wind Wind loads and reactions based on MWFRS. *c T 0 00A�� ONAL 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT*' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, TPI by and SBCA) for safety practices prior to performing these functions. Installers shall provide bracing per-BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall attached ri id ceiling.Locations shown forfpermanent lateral restraint ofwebs shall have bracinginstalled per BCSI sections temporary have a proLp�erly B3, B7 or 910. as applicabgle. Appplates to each face o truss and position as shown above and on the JoinfDetails, unless noted otherwise. Defer 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,apy failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pa e.. listing this drawinq indicates acceptance of pro esslona engmeerm responsibility solely for the design shown. and use of this drawing for any structure is the responsibility of the Ouilding Designer ANSI/TPI 1 Sec.2. 2400 Lake Orange Dr. The suii9abllity 9 Suite 150 per For more information see this job's general notes page and these web sites: ALPINE: www.alpine;tw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N334496 Ply: 1 SEQN: 7562 / T2 / SPEC Cust: R8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 224.20.1548.20058 Truss Label: All FV / WHK 08/11/2020 5'7"4 108" 1 ''3 15 16'0"1 23'7"15 297'15 4 '+ 5'0"12 7"15 4'8"2 '{' 7,7 6' 1010„1 '1 5X5 p5E5 =4F4 =5X5 �5H5 12 6 � • 2X4 l TT C TT 00 N T5 v 1 A J� 4X6(A2) --SS1017 =5X5 =5X10 =3X6(A1) 39'8" 10' 9'10" 9'10" 10, 1'1 �1'+ + + 10' 19116" 29'8" + 39'8" Loading Criteria (pso 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 Udef! U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 L 999 360 B 1556 1716 / 933 / - / 257 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.625 L 999 240 1 1556 / 718 / 930 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 K - - 'Wind reactions based on MWFRS HORZ(TL): 0.142 K - - Des Ld: 37.00 EXP: CMean B Min Brg Width Req = 1.8 Height: 15.00 ft NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 TCDL: 4.2 psf 1 Min Brg Width Req = 1.8 Soffit: 0.00 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.820 BCDL: 5.0sf p Bearings B & I are a rigid surface. g g Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.866 Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.811 Members not listed have forces less than 375# Loc. from endwall: not in 4.50 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE, 18SS VIEW Ver: 17.02.02A.1213.21 Lumber B - C 1690 -2806 F - G 1810 -2878 C - D 1552 - 2521 G - H 1529 - 2305 Value Set: 13B (Effective 6/1/2013) D - E 1443 -2214 H - 1 1548 -2649 Top chord 2x4 SP #2 N :T5 2x4 SP 2400f-2.OE: E - F 1486 -2258 Bot chord 2x4 SP #1 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "l3B" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSC B - M 2452 -1376 L - K 2805 -1515 Wind M - L 2814 -1517 K - 1 2266 -1220 Wind loads based on MWFRS with additional C&C member design. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 1699 -1052 G - K 435 - 669 M - E 597 - 872 K - H 693 - 314 �4it:fltlllDiltumry��+f M - F 499 -742 FE Lw� i ter. f� ® 0 � 0. 708 1 o a + 9 V 4 COA t(j ONAAL ..'4, 8k444 "104411 08/11/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition Component Safety Information, by of BCSI (Building 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 ri4id ceiling Locations shown forpermanentlateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply to each face. o truss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to Oates drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildin'Components Group Inc. shall not be responsible for any deviation from this drawing,any failure truss in ANSI PI to build the AN —COMPANY conformance with 1, or for handlin shipping, installation and bracing of.trussesA seal on this drawing or cover pa a .. 13723 Rive ort Drive listing this drawing indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The su,Pabllrty rp and use of this yawing for any structure is he responsibility the Desigrfer ANSI/TPI 1 Sec.2. Suite 200 of uilding per 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.iccsafc.or . Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7576 / T20 / COMN Cusl: R8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qly: 1 FROM: RWM DrwNo: 224.20.1548.19091 Truss Label: A13 FV / WHK 08/11/2020 4 108" 13'3"15 217'15 317'15 398" 5'74 5'0"12 2'7"1 8'4" 10, 8'0"1 D 12 E T3 =HOF10 T4 —6G IT 6 � T� �X4 W (a) -,°°n io B HIn A Ile 3X6(A1) B1 =3X8 L _ K J=3X6(A1) 20'8" 5'8" 13'4" 1' 10'8" 5'4" 7'10" 7,10" 8' 1' 'i' + 39'8" 10,8„ 16' 23'10" 31,8" Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce:. NA VERT(LL): 0.043 M 999 360 B - 840 / 395 1549 / - / 257 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.128 M 999 240 W 315 / 141 / 160 / - / - / 68.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.015 J - - H 585 / 240 , / 435 / - / - / 8.0 EXP: C HORZ TL 0.028 J Des Ld: 37.00 ( ) Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 B Min Br g Width Req = 1.5 TCDL: 4.2 sf P Soffit: 0.00 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.957 BCDL: 5.0 psf N Min Brg Width Req = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.693 H Min Brg Width Req = 1.5 Bearings B, N, & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.546 Bearings B, N, & H require a seat plate. FT/RT:20 0 /10 0 Loc. from endwall: not in 4.50 ft () ( ) 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 611/2013) B - C 844 -1265 E - F 541 -628 Top chord 2x4 SP #2 N :T3 2x4 SP #1: C - D 676 -932 F - G 648 -274 :T4 2x4 SP 2400f-2.OE: D - E 709 -911 G - H 258 -611 Bot chord 2x4 SP #2 N :B1 2x4 SP #1: Webs 2x4 SP #3 :W7 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "1313" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSC B - M 1088 - 604 K - J 924 -159 Bracing M - L 931 -462 J - H 455 -78 (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun Maximum Web Forces Per Ply (Ibs) nails(o.113"x2.5",min.). Restraint material to be Webs Tens.Comp. Webs Tens. Comp. supplied and attached at both ends to a suitable support by erection contractor. D - M 619 -431 F - K 876 -1254 (a) or scab reinforcement may be used in lieu of CLR �4i8ss9tlt'liil0y° t° E - L 354 - 564 K - G 655 -1043 restraint. substitute (1) scab for (1) CLR and (2) , P°o scabs for (2) CLR'S where shown. Scab °rY, L - F 903 -493 reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Q.• o mN Plating Notes �° m All plates are 5X5 except as noted. i r s r � a Wind a d Wind loads based on MWFRS with additional C&C member design. 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI SBCA) for to these functions. Installers temporary and safety practices prior performing shall provide bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingA installed per BCSI sections have a pro erly B3, B7 or 910, 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 BuildinccLL Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANR COWANY truss in conformance with ANSUTPI 1, or for handlin4, shipping, installation and bracing of.trussesA seal on this drawing or listing this drawing, indicates acceptance of pro esslona engineering responsibility solely for the design shown. pawing cover page .. 13723 Riverport Drive The suitability - Suite 200 and use of this 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.sbcindustry.com; ICC_www.icesafe.org _ Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7564 / T19 / COMN Cust: R8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 224.20.1548.18420 Truss Label: A15 FV / WHK 08/11/2020 5'7"4 10'8" 15'3"15 23'3"15 31'8"l 32'8" 39'8" 4'7"15 8' + 8'4"2 �11�15 7' =5X5 D 6 T 12 :5X10(SRS) � ���2X4 =5X14 =H0510 E T3 F T4 H G P T T= (a) o io B v J 1T 4 'A 3X6(A1) =5XO8 =5X5 =4X6 =4X4L =5X5=3X6(A1) 21' 5' 13'8" LL1' 8' 8' 5' 5' 5'8" _ _ 8' 1' r T 8, '�` 16' �` 21T 26' T 31'8" 39'8" Loading Criteria (pso 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): 0.038 O 999 360 B 745 / 341 / 498 / - / 277 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.117 0 999 240 M 1429 / 650 / 723 ! - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 K - - L 629 / 223 / 242 ! - 1- / 8.0 EXP: C HORZ L 0.031 K Des ) 1 534 / 244 / 399 / - / - / 8.0 .00 Mean Height: 15.00 ft NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 4.2 sf Soffit: 0.00 p Bldg Code: FBC 6th ed 201 Max TC CSI: 0.796 BCDL: 5.0 psf B Min Brg Width Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.774 M Min Brg Width Req = 2.0 L Min Brg Width Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.703 I Min Brg Width Req = 1 Loc. from endwall: Any FT/RT:20(0)/l0(0) Bearings B, M, L, & I are a rigid surface. GCpi: 0.18 Plate Type(s): Bearings B, M, L, & I require a seat plate. Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.02A.1213.21 Lumber Members not listed have forces less than 375# Value Set: 136 (Effective 6/1/2013) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP #2 N :T3, T4 2x4 SP #1: Bot chord 2x4 SP #2 N B - C 1173 -1100 E - F 800 -686 Webs 2x4 SP #3 C - D 1078 -901 G - H 703 -618 Lumber value set "l3B" uses design values D - E 886 -674 H - 1 605 -577 approved 1/30/2013 by ALSC Bracing Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun B - 0 936 -830 M - L 540 -410 nails(0.113"x2.5",min.). Restraint material to be O - N 570 -428 L - K 530 - 366 supplied and attached at both ends to a suitable N - M 598 -426 K -1 451 - 354 support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR y$ti44Rt11fAdlt4lft! Maximum Web Forces Per Ply (Ibs) scabrestras (2) CLR'S substitute whe a shoscab wn) S abCLR and (2) rlarf�rrr Webs Tens.Comp. Webs Tens. Comp. reinforcement to be same size, species, grade, and g,,as,o.a, "rrs ® 80% length of web member. Attach with 0.128x3" gun /p°'� �� C - 0 458 -291 M - F 773 -732 O D L G s Imo° p nails @ 6" oc., • '.,�- - 469 -432 - 886 -898 E * a - M 1630 -1574 Wind Wind loads based on MWFRS with additional C&C 0 member design. ® i ® 0 �c o m+ t Wt A COA jun"I (8/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) for satPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted o"therwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracinA Installed per BCSI sections B3, B7 or B10 as appliab�e. Apply Oates to each face ofptruss and position as shown above and on the Joini9Details, unless noted otherwise. Defer 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 ANCWCCMPA- truss in conformance with ANSI/TPI 1, for handling, installation bracing this drawing or shlppinlq, and of.trussesA seal on listing this drawing, indicates acceptance of pro essiona engineering responsibility solely for the design shown. and use of this d�awrng for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. or cover page , . 13723 Riverport Drive The s iicabillty Suite 200 For moreinformation see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: w Jpinst.org; SBCA: www.sbcindustryxom; ICC: www.iccsafe.org Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7565 / T18 / SPEC Cust: R8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 1828/CALIMEBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 224.20.1548.20231 Truss Label: A16 FV / WHK 08/11/2020 25'3';15 5'74 10'8" 17'3"15 19'3"1521'3"15 23'6" 19 27'3"15 29'8" 32'8" 39'8" i 5'74 5'0"12 6'T'15 2" 2' 1I i 2' '1 2'4'22 2'11"1� 7 =5X5 12 D T —5L5 I C =8X8 =_8X8=5X10(SRS) T ro E F G H I J K M = 47 r- o zo B Z AB AE M Tv N as A U N Y X W V T S R Q P 0 3X6(A1) -5X5 =5X5 =4X4 1112X4(— =5X5=3X6(A1) =4X4 21' 5' 13'8" 8' 8' 8' 1-3"15 1.811 2' �7'31'3""15 16' 17' "152, 21' 1523'3' 1525'3' 11g, 2"15�2,2"66 19 3?15 21'3"15 26' 29'6"5 2'1"11 8' 1 31'8' 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 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(I-Q: 0.037 Y 999 360 B 774 / 354 / 508 / - / 317 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.112 Y 999 240 U 1323 / 588 / 635 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 O - - R 711 / 237 / 257 / - / - / 8.0 Des Ld:EXP: C HORZ TL 0.030 0 ( ) M 531 / 246 1381 / - / - / 8.0 CL 10.00 NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf p Bldg Code: FBC 6th ed 201 Max TC CSI: 0.931 B Min Br Width Re 1.5 g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.771 U Min Brg Width Req = 1. R Min Brg Width Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.571 M Min Brg Width Req = 1.6 Loc. from endwall: Any FT/RT:20(0)/10(0) Bearings B, U, R, & M are a rigid surface. GCpi: 0.18 Plate Type(s): Bearings B, U, R, & M require a seat plate. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber Members not listed have forces less than 375# Value Set: 136 (Effective 6/1/2013) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N B - C 1167 -1151 F - G 823 - 821 Webs 2x4 SP #3 C - D 1085 -960 G - H 834 -831 Lumber value set 1313" uses design values D - E 849 -722 K - L 728 -548 approved 1/30/2013 by ALSC E - F 823 -821 L - M 667 -571 Plating Notes Maximum Bot Chord Forces Per Ply (Ibs) All plates are 2X4 except as noted. Chords Tens.Comp. Chords Tens. Comp. (**) 1 plate(s) require special positioning; Refer to scaled plate plot details for special positioning B - Y 978 - 866 T - S 662 - 551 requirements. Y - X 627 -443 S - R 661 -551 X - W 462 -353 R - Q 424 - 375 Wind yitttlttitlaltptl� W - V 462 -353 1rF�Ffa' Q - P 424 -375 Wind loads based on MWFRS with additional C&C V - U 462 -353 member design. �r 'yU - T 663 -550 P - 0 424 -377 O - M 445 407 Laterally brace filler 24" OCR chord above/below at e'0a •a CJ�k,a''!.- Maximum Web Forces Per Ply (Ibs) (or as designed) including a lateral brace on chord k® directly above/ below both ends of filler ; °� Webs Tens.Comp. Webs Tens. Comp. (if no rigid diaphragm exists at that point) $ �°08 9 a C - Y 407 -257 U -AB 548 -605 a ' Y - D 453 - 347 AB- H 472 - 522 E - Z 1577 -1447 R -AE 959 - 847 a Rip = Z - U 1591 -1466 0 AE- K 943 - 826 s Y11 i � COAij,,, 08/11/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI SBCA) functions. Installers and for safety practices prior to performing these shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly attached rigid ceiling Locations shown fornermanent lateral restraint of webs shall have bracin 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 Joinf9Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. ALPINE� Alpine, a division of ITW Buildin,$cL Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the in M-COMPANY truss conformance with ANSI 1, or for handl% shipping, installation and bracing of,trussesA seal on this drawing or cover page. , listing this drawing, indicates acceptance of ppro essiona engineering responsibility solely for the design shown. The sui ability and use of this drawing for any structure is the responsibility of the Building Designer ANSIITPI 1 Sec.2. 13723 Riverport Drive Suite 200 per 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: wAw.iccsafe.org Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7566 1 T3 / GABL Cust: R8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 1828/CALII4EBB ELEV.C/E Qly: 1 FROM: HMT DrwNo: 224.20.1548.20278 Truss Label: B1GE KD / 'DF 08/11/2020 10'8" 2r4" 10'8" 1018, 4-8" 2' (NP) =4F4 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: 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 "13B" uses design values approved 1/30/2013 byALSC Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or*=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.004 R 999 360 B 245 / 106 / 137 1- 1244 / 8.0 Lu: NA Cs: NA VERT(TL): 0.012 R 999 240 J* 72 / 33 / 35 /- /- / 248 Snow Duration: NA HORZ(LL): 0.005 L - - Wind reactions based on MWFRS HORZ(TL): 0.005 L B Min Brg Width Req = 1.5 Code / Misc Criteria Creep Factor: 2.0 J Min Brg Width Req = - Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.228 Bearings B & B are a rigid surface. TPI Std: 2014 Max BC CSI: 0.176 Bearings B & B require a seat plate. Rep Factors Used: Yes Max Web CSI: 0.086 Members not listed have forces less than 375# FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 ell ® fq p(��}��y * o a � Y�V 4I g W 08/11/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathingg 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 910, 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 Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the A.R CC-- truss in conformance with ANSI/TPI 1, or for handling, shlppinq, installation and bracing oftrussesA seal on this drawing or cover page2400 Lake Orange Dr. listing this drawing, indicates acceptance of- pro essiona engineering responsibility solely for the design shown. The sui ability and use - of this drawing for any structure is the responsibility of the Building Designer perANSIITPI 1 Sec.2. Suite 150 Lak 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 i Job Number: N334496 Ply: 1 SEQN: 7567 / T1 / GABL Cust: R8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E City: 1 FROM: RWM DrwNo: 224.20.1548.18281 Truss Label: C1GE KID / WHK 08/11/2020 Loading Criteria (psf) Wind Criteria - TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II 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 "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. 5' 2' (TYP) 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 14' 7' 4X4 D Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.005 J 999 360 VERT(TL): 0.014 J 999 240 HORZ(LL): 0.004 H - - HORZ(TL): 0.006 J Creep Factor: 2.0 Max TC CSI: 0.277 Max BC CSI: 0.196 Max Web CSI: 0.137 VIEW Ver: 17.02.02A.1213.21 !• s e s 08 1 ° s ' s 0 Ate° �q a 08/11/2020 ♦Maximum Reactions (lbs), or*=PLF Loc R / U / Rw / Rh / RL / W B* 68 / 30 / 38 / - / 13 / 159 F 268 / 134 / 205 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = - F Min Brg Width Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 461 - 238 H - E 461 - 238 **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 proL�erly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face of truss and position as shown above and on the Joinf-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,an failure to build the ANMNCGWP truss in conformance with ANSI1 PI 1, or for handli4 shipping, installation and bracing of,trussesA seal on this drawing or cover page.. 240o Lake Orange Dr. listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability Suite Lake and use of this q�awing for any structure is pro) responsibility of the Building Desigrier 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 Orlando FL, 32837 Job Number: N334496 Ply: 1 SEQN: 7574 / T15 / EJAC Cust: R8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 14 FROM: JRH DrwNo; ,224.20.1548.20184 Truss Label: EJ7 FV / YK 08/1112020 C 12 6 M M () V B A D 1 7' 7' 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 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Provide (2) 16d common 0.162"x3.5", toe -nails at TC. Provide (2) 16d common 0.162"x3.5", toe -nails at BC. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.713 TPI Std: 2014 Max BC CSI: 0.527 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE WATO e ssa site 08/11/2020 ♦ 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 /133 191 /- /- /1.5 Wind reaction's 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# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling 'Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Joint -Details, unless noted otherwise. f�efer to ALPINE og& drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANnw COMPANY truss in conformance with ANSI 1, or for handling, shlppinlq, installation and bracing of,trussesA seal on this drawing or cover pa�e ability 13723 Riverport Drive listing this drawingq indicates acceptance of ro esslona engineering responsibility solely for the design shown. The st4i ability Suite 200 and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Maryland Heights, MO 6304 For more information see this job's general notes age and these web sites: ALPINE: www.al ineltw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICCa www.iccsafe.org Job Number: N334496 I Ply: 1 SEQN: 7568 / T11 JACK Cust: R8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 4 FROM: RWM DrwNo: 224.20.1548.18904 Truss Label: CJ5 KD /"WHK 08/11/2020 C 12 6 c') 9) CV iM B M D 1 I 4'11"4 411 "4 Loading Criteria (ps4 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 6/1/2013) 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. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.411 TPI Std: 2014 Max BC CSI: 0.254 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/l 0(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE 08/11/2020 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 256 / 95 / 207 / - / 128 / 8.0 D 89 /13 /68 /- /- /1.5 C 118 /92 /61 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **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 rib Id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI s ctions 63, 87 or B10, as appllcabgle. Apply plates to each face ofptruss and position as shown above and on the Join Details, unless notedotherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing,apy failure to build the pN RW COMPANY truss in conformance with ANSI/TPI 1, or for handlingq,, shippingp, installation and bracing of,trussesA seal on this drawing or cover pa a 13723 Rive ort Drive listing this drawing indicates acceptance of ro) essionai engineering responsibility solely for the design shown. The suifability and use of this c7�awing for any structure is the responsibility of the building Designer per ANSIfTPI 1 Sec.2. Suite 200 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 Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7569 / T26 / JACK Cust: R8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 4 FROM: RWM DrwNo: 224.20.1548.20198 Truss Label: CJ3 FV / WHK 08/1112020 C 2X4(A1) 211'4 1, . 2' 11 "4 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf.in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W B 185 / 75 / 160 1- / 84 / 8.0 TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA D 50 / 6 / 41 ! - / - / 1.5 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.001 D C 63 / 50 / 29 / - / - / 1.5 Des Ld: 37.00 EXP: CMean HORZ(TL): 0.001 D - - Wind reactions based on MWFRS Code / Misc Criteria NCBCLL: 10,00 Height: 15.00 ft Creep Factor: 2.0 B Min Brg Width Req = 1.5 Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.206 D Min Br Width Re g q = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.115 C Min Brg Width Req = - Bearing B is a rigid surface. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.000 Bearing B requires a seat plate. Loc. from endwall: Any FTlRT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# VIEW Ver: 17.02.02A.1213.21 Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #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. ,PA7- zfdpF ,$ 8 a. 08 1 g POO �aasff�seeast�W.�c (9/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Isses require extreme care in fabricating, handlingshipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building mponent Safety Information, by TPI and SBCA) r saty practices prior to performing these functions. Installers shall provide temporary Icing per BCSI. Unless noted otherwise,top chord shall have -properly attached structural sheathingg and bottom chord shall have a propperly ached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin insjalled per BCSI sections B3, B7 or 910 applicabgle. Apply plates to each face ofptruss and position -as shown above and on the Join Details, unless noted otherwise. f7efer to (wings 160A-Z for standard plate positions. ,ine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the as in conformance with ANSI[TPI 1, or for handlin4, 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 sui ability J use of this c7�awing for any structure is the responsibility of the building Designer per ANSIlTPI 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.sbcindustry.com; ICC: www.iccsaf ALPINE ANnw CCWAW 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7570 / T27 / JACK Cust: R8975 JRef: 1WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 18281CALI/4EBB ELEV.C/E Qty: 4 FROM: RWM DrwNo: 224.20.1548.18703 Truss Label: CJ1 FV / WHK 08/11/2020 12 6 F7- C B M F � A � M r- D 2X4(A1) 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 SIP #2 N Bot chord 2x4 SP #2 N Lumber value set "'I 3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Alpine, a trUS5 In c listing th and use For more inl 1, 11"4 11 "4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions Qbs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): NA B 143 / 79 / 148 1- / 41 / 8.0 Lu: NA Cs: NA VERT(TL): NA D 11 / 12 118 / - / - / 1.5 Snow Duration: NA HORZ(LL): -0.000 D C -15 / 32 / 27 / - / - / 1.5 HORZ(TL): 0.000 D Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.5 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.196 D Min Brg Width Req = - TPI Std: 2014 Max BC CSI: 0.025 C Min Brg Width Req = - Rep Factors Used: Yes Max Web CS 1: 0.000 Bearing B is a rigid surface. Bearing B requires a seat plate. FT/RT:20(0)/10(0) Plate Type(s): Members not listed have forces less than 375# WAVE VIEW Ver: 17.02.02A.1213.21 COA 9 f Y tH ° 'NO su to ""' 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary. r BCSI. Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly iiid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610 ile. AppTy plates to each face. oftrussand position as shown above and on the Joint Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. ivision of ITW BuildiphComponents Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the iformance with ANSI PI 1, or for handling, shippinq, installation and bracing of,trussesA seal on this drawing or cover paqe , . I drawing indicates acceptance of -pro essiona engineering responsibility solely for the design shown. The suitability Df this q�awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE AN COMPANY 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304 5 Job Number: N334496 Ply: 1 SEQN: 7571 / T16 _ / HIP_ Cust: R8975 JRef: 1 WXQ89750107 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 2 FROM: RWM DrwNo: 224.20.1548.13834 Truss Label: HJ7 TCE / WHK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 4'3 i 1'5" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 R TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber 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. 5'3"5 9110"1 5'3"5 4'6"11 9'2"2 9'2"2 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; No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defi/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.040 F 999 360 VERT(TL): 0.111 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 9 I 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# VIEW Ver: 17.02.01A.1115.21 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 08/11/2020 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 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly attache. rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or 910, as appllcabgle. Apply plates to each face oftrussand position as shown above and on the Joint -Details, unless noted otherwise. kefer 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 MMCOWAV truss in conformance with ANSIftPi 1, or for handling, shlppintq, installation and bracing of,trussesA seal on this drawing or cover page.. 240o Lake Orange Dr. listing this drawing indicates acceptance of prolessionar engineering responsibility solely for the design shown. The sui ability 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; TPC. www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Gable Stud Reinforcement Detail ASCE 7-10: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Orr 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orr 120 moh Wind Sneed. 15' Mann Hainh+. Pnr+inlly FnrinaorN Fvnna,,.^c n it-+ = Inn 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) Lx4 'L' Brace NE (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace w Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 #2 0) - S I F #3 3' 8' 5' 9' 6' 2' 7' 8' i' 11' 9' 13'' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' UStud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' p Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' ill 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12, 9' 14' 0' 14' 0' J S P #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 1l' 8' 14' 0' 14' 0' F 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' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P F #3 4' 2' 7' 1' 7' 9' 8' 9' 9' _1'1 10' 5' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' U L11- Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' 0) O f if Standard 4' 2' 6' 1' 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' 6' 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' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' 0) D F L Stud 4' 4' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 0' 7' 6' 8' 0' 10' 2' 10, 10' 11' 10, 12' 7' 14' 0' 14' 0' 0 #1 / #2 4' 10' 7' M77' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P F #3 4' 7' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' L� U H F Stud 4' 7' ' 5' 9' 8' 164 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I l Standard 4.' 7' 5' 9' 4' -10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X#1 5' 1' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d Zk S P #2 4' 10' 8' 3' 8' 7' 9' 9'1 10, 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' '_Ii #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' D F L 1 Stud 4' 9' 7' 4' 7' 10' 9' 8' 1 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 1 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' ymm Aboutl able Truss Diagonal brace option, vertical length may be T doubled when diagonal e 18• )K brace is used. Connect L I diagonal brace for 600# •L' +I at each end. Max web Brace total length Is 14'. I __. 2x6 DF-L #2 or ' k4 better diagonal T }I Vertical length shown I brace) single 18' In table above. 51*145' or double cut )K (as shown) at 1 upper end. _ RL— Connect diagonal at ,4^' midpoint of vertical web. Refer to char' MWAIWNGiv READ AND FOLLOV ALL NOTES 13N THIS BRAVING —BO'ONTANTww FURNISH THIS DRAWM TO ALL CONTRACTORS INCLUDING THE INSTALLERSC Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref " t; follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo sr practices prior to performing these functions. Installers shall provide temporary brn4ng pew B Unless noted otherwise, top chord shall have properly attached structural sheathing and bo 1 shall have a properly attached rigid tel(ing. Locations shown for permanent lateral restraint 1 shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to ea of truss and position as shown above and on the Joint Details, unless noted otherwise. eP61141_NEth1s Refer to drawings 160A-Z for standard plate positions, Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devIAtt drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, ship) AN ITW COMPANY Installation 6 bracing of trusses. \\514\Earth\CiI VPx resswa A seal on this drawing or cover page Ustig this drawng, Indicates acceptance of professional Y P Y engineering responsibility surely for the design shown The suttob0.lty and use of this drawing \ \ Suite\ 242 for any structure Is the responsBnlUty of the Building Designer per ANSLTPI I Sect. \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites, ALPINE, wwwalpineltw.comr TPD www,t Inst.orgl SBCAi v sbclndustry,orgl ICC, wwwJccsafe.org � l['TW1 1/2020 Bracing Group Species and Grades, Group Al S ruce-Pine-Fir Hem -Fir #1 / #2 Standard #2 Stud #3 Stud 1 #3 JiStandard Douglas Flr-Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group BI Hem -Fir #1 & Btr #1 Do" u Ins Flr-Larch Southern Plnewww #1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So, Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these grades. Gable I russ Detail Notesi 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 18' end zones and 4' o.c, between zones. )K)KFor (2) 'L' braces- space nails at 3' o.c. In IS' end zones and 6' o.c. between zones, 'L' bracing must be a minimum of 807 of web member length. Goble Vertical Plate Sizes Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4' 0', but Less than 11' 6' 3X4 Greater than 11' 6' 4X4 _ I+ Refer topt common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions th, not addressed by this detall. REF ASCE7-10-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 AX. TOT, LD, 60 PSF SPACING 24,0' 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, Partlally Enclosed, Exposure C, Kzt = 1.00 Orr 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Tlrr 14n rink Winr1 Snopr!_ 15' Monn Nolnk+ Pn +l,.11. C.•.rf-A c.,.,­, Tl v-.+ - inn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) Ix4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4' 'L' Brace w* (1) 2x6 'L' Brace A (2) 2x6 'L' Brace *31 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' ill 1' 11' 7' 13' 3' 13' 9' [n U S P #3 3' 4' 5' 1' 5' 5' 6' 9' 7' 3' 8' 4' 8' 8' 10' 7' 11' 4' 13' 1' 13' 7' HF Stud 3' 4' 5' 0' 5' 4' 6' 9' 7' 2' 8' 4' 8' 8' 10' 6' 11' 3' 13' 1' 13' 7' Q Standard 3' 4' 4' 4' 1 4' 7' S' 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' ill 8' 13' 4' 13' 11' —� S P #2 3' 6' 5' 9' 6' 2' 7' 1' 7' 4' 8' 5' 8' 9' ill 1' 11' 7' 13' 3' 13' 9' 14- #3 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12' 11' 13' 8' al P Stud 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10, 2' 12, ill 13' 8' d Standard 3' 1' 4' 0' 4' 3' 5' 4' S' 9' 7' 3' 7' 9' 8' 5' 9' 0' 11' 5' 12' 3' U #1 / #2 4' 0' 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' V 14' 0' U u F Stud 3' 10' 6' 2' 6' 7' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' V 14' 0' 14' 0' QJ Q �l Standard 3' 10' 5' 4' 5' 8' 7' 1' 7' 7' 9' 7' 9' 11' 11' 1' 11' ill 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' S' 9' B' 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' QJ _ D F L Stud 3' 11' 5' 7' 5' 11' 1 7' 5' 7' 11' 9' 7' 10' 0' Il' 8' 12' 6' 14' 0' 14' 0' Standard 3' 9' 4' 11' 5' 3' 6' 7' 7' 0' 8' 11' 9' 6' 10' 4' ill 1' 14' 0' 14' 0' #1 / #2 4' S' 7' 7' 7' 10' 8' 11' 9' 3' 9' B' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 3' 7' 2' 7' 7' e' 10' 9' 2' 10' 6' 10, 11' 13' 10' 14' 0' 14' 0' 14' 0' LD U LJ 4' 3' 7' V 7' 7' 8' 10' 9' 2' 10' 6' 10, ill 13' 10' 14' 0' 14' 0' 14' 0' O I� Standnrd 4' 3' 6' 2' 6' 6' 8' 2' 6' 9' 10, 6' 10, 11' 12, 10' 13' 9' 14' 0' 14' 0' X #1 4' 8' 7' 8' 7' 11' 9' 0' 9' S' 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' r i D P L Stud 4' 4' 6' 5' 6' 10' 8' 7' 9' 12' 10' 7' 11' 0' 13' 5' 14' 0' 14' 0' 14' 0' Standard 4' 3' 5' 8' 6' 1' 7' 7' 8' 1' 10' 3' 10, 11' 11' 11' 12' 9' 14, 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used, Connect diagonal brace for 775# at each end. Max web total length Is 14'. Verticnl length shown In table above. Connect dlnoonnl at AN ITW 001 11514%Earth\ City\ Expressway %%Suite%242 %% Earth% City,% MO%63045 2x6 DF-L #2 or better diagonal brncel single or double cut (as shown) at upper end. I id, )K ^ace L 31E ilE T 8' )K L 1 1144-1 W` Refer to chart A ■■VARNMGM READ AND FOLLOW ALL NBTES ON THIS DRAWBA3 N B�oRTANTNR FIAtNISH TMS BRAVING TO ALL CBNTRACTDRS INCLUDING THE IKSTALLERSZ5 Trusses require extreme care In fabricating, handling, shipping, Installing and bra In Ref " ,llow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fa :actices prior to performing these functions. Installers shall provide temporaryy bracing pe ,less noted otherwise, top chord shall have properly attached structural sheathing and bo ,all have a properly attached rigid calling. Locations shown for permanent lateral restraint ,all have bracing Installed per BCSL sections B3, B7 or BIO, as applicable. Apply plates to en truss and position as shown above and on the Joint Details, unless noted otherwise. rfer to drawings 16OA-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devla Is drawing, any failure to bulld the truss In conformance with ANSI/TPI 1, or for handling, shl -tallation S bracing of trusses. A seal on this drawing or cover page Usting tHs drawing, Indicates acceptance of prof g'neering responsWity solely for tfie design shown The sulWMlty and use of ihls drawing r any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. For more Information see this Job's general notes page and these web sites, ALPINE, www.alpineitw•conl TPI, www.tpinst.orgl SBCA, vw.sbclndustrycrgl ICG wwwJccsafe.or( f tlo ae`a®� ppin essloral/ilk 11/2020 Bracing Group Species and Gradesi Group At Spruce -Pine -Fir Hem -Fir #1 / #2 Standnrd 1 12 1 Stud #3 1 Stud 1 #3 IStaneard Dou las Flr-Larch Southern Plnewwo #3 #3 Stud Stud Standard Standard Group BI Hem -Fir #1 & Btr #1 Dou las Flr-Larch Southern Plnewlsrwr #1 #1 #2 #2 El Ix4 Braces shall be SRB (Stress -Rated Board). ■xFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these rat:14 . Gable Truss Detail Notesi Wind Load deflection criterion Is L/240• Provide uplift 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 IOd (0.128'x3,0' min) nails, For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o,c, between zones, )K)KFor (2) 'L' braces, space nails at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 807 of web member length. Gable Vertical Plate Sizes + Refer to common truss design for peak, splice, and heel plates, Refer to the Building Designer for conditions not addressed by this detail. Verticnl Len th No S lice Less than 4' 0' 2X3 Greater than 4' 0', but less than 10' 0' 4X4 MAX, TOT, LD, 60 PSF MAX, SPACING 24,0' REF ASCE7-10—GAB18015 DATE 10/01/14 DRWG A18015ENC101014 'T Relnfol Memb Go Tr Gable Detail Gable Truss Platp Skips 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, „ 2X4 2X4 *-2 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallst 10d Common (0.148'x 3,',min) Nails at 4' o,c, plus (4) nails In the top and bottom chords. Toenailed Nalls- 10d Common (0,148'x3',min) Toenails at 4' o,c, plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 8 ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 V81+��€�iMiQj S11530ENC100118, S12030ENC100118, S14030ENC 30 1001 S18030ENC100118, S20030ENC100118, S20030E O1 � ��rI flare See appropriate Alpine gable detail for maxim a }"ctlQcgg rdgrt� 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' relnforcing member, eb Length Increase w/ 'T` Brace Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf, Mbr, Size 'T' Increase 2x4 30 2x6 20 oDwDRTANT" ESN wTHIS READ AND TO °ALiL ALL NOTES THIS CLM TTHi E INSTALLMSc Q �' � Vo I - REF LET -IN V E R T Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref 4 follow the latest edition of BCSI (Building Component Safety Information, by w DATE TPI and SBCA) fo s ty, practices prior to performing these functions. Installers shall provide temporary bracing pe BCSI, o Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m cho ."'. p^� • e. � 01/02/2018 DRWG lateral l restraint f shall haven properly attached rigid sections BCSI ceftlmg. Locations io or hBIC,ow as r applicable. Apply Locations shown for permanent Apply shall have bracing Installed to GBLLETIN0118 d per plates en ion as of truss and position as shown above and on the Joint Detnlls, unless noted otherwise. •s e • L r e AIL PI Refer to drawings for standard plate positions Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devintthis )RRI •P11 +� AN RW COMPANY drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shJp Installation 6 bracing of trusses. ..•,r•°°'� �r0 MAX, TOT, LD, 60 PSF 11514\ Earth\ er page � this drdwi g, indicates acceptance of professional r �nf �(t AL DUR, FAC, ANY City\ Expressway IISuite%242 engineering respo -Ulty solelyvfor the design shown The suitability and use of this drahig for any structure Is the responsibility sMlty of the Buildig Designer per ANSVTPI I Sect. tl / tt�+ /11/2020 %\Earth%City,%MO\63045 For more Information see this Job's general notes page and these web sitesi ALPINE, www.alptneltw.coml TPG www.tpinstorgi SBCA, www.sbcindustryorgl ICG wwwJccsafe.org e MAX, SPACING 24,I) 'T Relnfo Memk Go Tr Gable Detail Far I Pt -in VPrtirnl Gable Truss Plate Sizes pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, rb, and heel plates. vertical plates overlap, use a Ae that covers the total area of lapped plates to span the web. e, 2X4 2X4 2X8 t'rovirle connections for uplift specified on the engineered truss design, Attach each 'T' reinforcing member with End Driven Nal(sr IOd Common (0.148'x V,min) Nails at 4' o.c, plus (4) nails In the top and bottom chords. Toenalled Nails - lad Common (0,148'x3',m1n) Toenails at 4' o,c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detal Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detail Drawings A11515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENC101014, A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014, A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014, A18030ENC101014, A20030ENC101014, A20030END101014, A2003OPED101014 S11515ENC100815, S12015ENC100815, S14015ENC100815, S16015ENC100815, S18015ENC100815, S20015ENC100815, S20015END1008 �atit 5 S11530ENC100815, S12030ENC100815, S14030EN 03 C100�8_ S18030ENC100815, 520030ENC100815, S20030 00 •° QQD1°�'�5['� See appropriate Alpine gable detail for maxim e�ifgr�c� t dgrt 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe -null - Or - IN End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ °T" Brace Examples ASCE 7-10 Wind Speed = 120 mph Mean Roaf Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o,c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf, Mbr, Size 'T' Increase 2x4 30 2x6 20 a.VARNnxao READ AND FALLOW ALL NOTES w THIS DRAVDlCd REF LET -IN VERT "DOWTANT" FUFWSH THIS DRAWIM TO ALL CONTRACTORS DICLUDING THE INSTALIMSi m Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref "tnn4 DATE 10/01/14 follow the latest edition of BCSI Guilding Component Safety Information, by TPI and SBCA) fo sdd� t o practices prior to performing these functions. Installers shall provide temporary brndng pe BCSL • ► - Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m cho! �a pq �q o shall have a properly attached rlgid ceiling. Locations shown for permanent lateral restraint f St S P'11 lJ • � DRWG GBLLETIN1014 n r�� shall have and position Installed per BCSI sections the H7 or Details, as applicable. Apply plates to eas m $r Q Il" 'rILJ�J of truss and position as sh°wn above and an the Joint Details, unless noted otherwise. '' ¢ • t'�„J 1�7J Refer to drawings 160A-Z for standard plate positions, •® �B e0+ `� Alpine, a division of ITV Bullding Components Group Inc shall not be responsible for any devintlo r °••!• o'o a` AN co1TWMPANY this drawing, any failure tbuRd the truss In conformance with ANSI/TPI 1, or for handllnp, shlppin Ci� ama�iaa•• `(`i MAX, TOT, LD, 60 PSF Instnllatlon 84 bracing of torusses. tl @S.�`'V A seal on this drawing or cover page Ustig this drawing, Mcates acceptance of professional / \\ 13723% Riverport\Drive engineering resp¢nsdtity solely for the design sham. The sr9 For any structure Is the responsiAlty of the BuR r per and use of this dra.ing d`�i 1 �N<% /11/2020 DUR, FAC, ANY \ \suite\ 200 rang Designer Per ANSI/iPI 1 Sec2 \1 Maryland\ Heights,\ MO\ 63043 For more Information see this Job's general notes page and these web sitesi MAX, SPACING 24,0� ALPIND w-alptneltw.cont TPA ww%tpinst.orgt SBCAi wwwsbclndustryorg) ICO v Jccsafe,org IF Valley Detail - ASCE 7-10: 160 mph, 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �K Attach 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, All plates shown are ITW BCG Wave Plates 3X4 12 12 Max, I 2X4 X4 — 8-0-0 max 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% 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, www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley Valle Spacing Square Cut Bottom Chord oe-nailed Valley X4 0 Q _ nG��..ut1S8N 2X4 Stubbed Valley End Detail R 4X4 Optional Hip Joint Detail Partial Framing Plan &PINE AN ITW COMPANY \ 1514\ Earlhl Cil 1 Expressway y p y 11 Suite1242 WmVARMt - READ AND FIl10V ALL !VOTES ON TMS BRAVIRa a ■W MTANTN* FURMSH DRAVING TO ALL CONTMTMS MMUDING TW INSTALLER Trusses require extreme care'In fabricating, handling, shipping, Installing and bracing. Rem need follow the latest edition of BCSI 03uilde ing Component Safety Information, by TPI and SBCA) f practices prior to performing these functions. Installers shall provide temporary bracing BCSI.• Untess noted otherwise, top chord shall have properly attached structurat sheathing and b- ton chd shall have a properly attached rigid ceiling. Locations shorn for permanent lateral restrain of b} shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to a a of truss and position as shown above and on the Joint Details, unless noted otherwise. s Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Bullding Components Group Inc shall not be responsible for any deviatl this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handUng, shippl installation & bracing of trusses. A seat on this drnwUg ar cover page tiring this drawing, 6wflcates acceptance of professloral �s engineering responswtty solety for the design shorn The suitability and use of this drawing for any structure Is the responsibility of the BWldhng Designer per ANSI/TPI 1 SecP. U. f til0 + $ ► p f'°i� 0 • I, � ° "V ®• a� .� ®ow• 110 Q•wV. w*'• r �j®�j�Q�,,, a` �l �t��/11/2020 LL 30 TC DL 20 $C DL 10 $C LL 0 TOT, LD, 60 30 15 1.0 0 40 PSF 7 PSF 10 PSF 0 PSF 57PSF REF VALLEY DETAIL DATE 10/O1/2014 DRWG VAL160101014 55 DUR,FAC,1.25/1.33 1.15 1.15 \ 1 Earth% City,\ MO% 63045 For more Information see this Job's general notes page and these web sites,SPACING ALPINE, www.alpineltw.coml TPI, www.tpinst,orgi SBCA, www.sbcindustry.argi ICO w.wlccsafearg 24,0° I VALLEY FRAMING & BRACING DETAIL I R BC 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 II, Exp B, 1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. ce the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gored between rows. ITYP) ►nnection 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) 3 16d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 3 16d toe -nails "'"' "" """" " """ "`" "` ""`"' 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0,162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Ion nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with 10d 10A28"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length. Cripples over 10'-0' long require two CLR's or both faces w/ "T" or scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed into ridge board -install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing in accordance to current NDS requirements. Nails are common wire nails unless noted otherwise. 0,05311 H. «�y —VARt04D- READ AND FM-LOV ALL rarer ON THIS WAVRQ & I KmDfKRTArrra FIRNM TM MAVDC, M ALL CINRACTSRS n4C1rmN15 nC DCTAU.MZ • No. 70861 TC LL 20 30 40 54 REF VALLEY FRAMING Trusses require extreme core In fabrrathrg, harwaing, sNppYg, Instatft and bra Refeto a4 fWoe the latest vatlon of BCSI Ck&dhg C.,%—t Safety Infornation, by TPI aM S cAI ►� foasaiaty ' • TC DL 10 20 7 7 DATE 10/01/14 practices prior to perfomky these functicns. Installers shall provide temporary bracing peP::M Unless rated otherelse, tap chord sWt ha— property attached stut,—t sheathing and b..13— chord a • BC DL 0 0 0 0 DRWG VACNV1801015 d l� ���� sham have a properly attached rigid ceurg. Locations shown for pemonent toterat restraintW .ebo shall have bracing kn Wled per BCSI sections B3, 17 or B10, as applicable. Appty plates to raQ, fcr� • of truss and poshlon os shown above and on the Joint Detalls, unless noted a' arelde. . Z. C ^C , STATE VT- • �t`L $C LL 0 0 0 0 /1N ffWC�MPYINY Refer to drawbVs 16OA-Z for standard plate posttions. m e, a dMslon of ITV &Adno Conp—ts lac. shall not be re ondible for devla tHs drashg any °'" to build the truss ti conformance with ANSI/!Pt 1, or for handling, sh,ppl i • �C7 •. � • •• �pP.• •��+ TOT. LD.30 50 47 61 ing of lnstnlZI n t bracing d a of trusses. 1 A seali ar cover IlstYip this A-nskly indicates a¢epSwce of • ••e A'p„••••• (�� �` A{�7 DUR. FAC. 1.25/1.15 page professkswl gi pon rtle�iso1dr�ra_es�k�lqp i se �°~°0 f—r stn,ctvvv Fc thes yre:pa�olrty r u nT`a A(v �, �` Ea* Lakefront Drive Ea* City, MO 63045 .6�'tp.rywatnr�t y For none .1ftc.,uW—tionT see .tp Job's general notes pnge and these eeb sltesr ALpnf, ..salphneltecarU TPB eee.tpnstarp, Baca eee.sbdrWustryarg, ICa ....krzafeerg t t`� � SPACING SEE ABOVE