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Home My WebLink About2339 SHAWN CT; ; CBR2020-1362; PermitBuilding Permit Finaled Residential Permit Print Date: 02/20/2024 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2339 SHAWN CT, CARLSBAD, CA 92008-2078 BLDG-Residential Work Class: 1675311600 Track#: $151,705.08 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Addition Description: AUSTIN: 90 SF ADDITION ON 1ST FLOOR// 2,898 SF REMODEL Applicant: Property Owner: TYLER VAN STRIGHT 337 S CEDROS AVE, # J CO-OWNERS CRAIG AND KRISTINA AUSTIN 2339 SHAWN CT SOLANA BEACH, CA 92075-1951 (858) 436-7777 x2 FEE BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (B LDG) CARLSBAD, CA 92008 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-RESIDENTIAL SWPPP INSPECTION FEE TIER 1 -Medium BLDG SWPPP PLAN REVIEW FEE TIER 1-MEDIUM Total Fees: $2,218.26 Total Payments To Date: $2,218.26 (city of Carlsbad Permit No: CBR2020-1362 Status: Closed -Finaled Applied: 06/23/2020 Issued: 08/13/2020 Finaled Close Out: 02/20/2024 Final Inspection: 12/28/2023 INSPECTOR: Alvarado, Tony Renfro, Chris Dreibelbis, Peter Burnette, Paul Kersch, Tim Contractor: DM BUILDING INC 3520 SEAGATE WAY, # STE 130 OCEANSIDE, CA 92056-2680 (760) 644-0714 Balance Due: AMOUNT $810.60 $564.94 $66.00 $175.00 $92.00 $182.00 $7.00 $19.72 $246.00 $55.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenu e, Carlsbad CA 92008-7314 \ 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov CCt.tY<>f Carlsbad R6SJDE'NTIAL BUtLOIN<3 P·ERMlT APPLICATION- S--1 t'>Ja:t1 Cl):e·e_t?~~-* l ffia a.. £lit-~ V~tue-• \5 \ J "105- p:c. ».ap.crs:n . . .. ·-. -. aate. ;~la~/i!<l)~ Jo&. Addr~s 23,39 ~hawn Go~rt• ·?ii~s_ba(J, CA 92~8 eTJPrc,ject'#'~1...-..... .......:·-r....• _____ .....,._...,.__,...... _ __,.Lot.#:. ____ _ fire Sp1;hild~rs-; O·viss .ca;, NO. Air ,~nditl.oii,ng; E): :YijS .Q: NP J:baitr,.tca.t 1'~_11~ U:ru=r.acl~O YE~$ NO @ Atl4itl:tm/N~w: •~ • 1,;wl11s sir, O · Deck 1Sfi o • • -Patio SF, :Q . Garage. s'F 1$:t"t-11.&to cre,at~ah.At'cess:~r-yDweJIIltgUn'iti-:O Y 0 -~ ,rNeW'Fitepla-ctic· .CY ON ".ffy.e.showrrta1ty? ~ I Il}Ram<1d~h _.2;age . 'SF of-affeet~d atea Is the. area ,a: :c;orwe.r,slon. or -c~at;ige. ,of .(;lse-:f:0 Y E}N ·o -P~\?J/Sp·a: ~-~-tr:: l ~i:Jitto,r-1,al .Gas ;Ofc' Etettric~tFe~tµres1•_n_on_e._.' ______ __..-----~--- □solar! ____ KW; .··. Mott.utes,. Mounted:0Roef!0Grouncl ~-TiltiO YO r\1:,- -eatterv~O'i! ON!1 pqo.Eil v~~l{t~:d~: f v··OJ\f tll Rer°'1r: .(ef)lQ.c& iin~l!' m~l~tm1 ,9.JjJx<lc lldt ~ang_e fo, raof s~ruQtare:. -. • j ~i ~v:F.~. • ., '. &, •• 1: 0 PJu.rnbitlg{Meihanlt~I/El~etri_aj,Qnlyl -~----....,......---~~---__,,__,.......,.,~--'-'-..,a..a...,.........,..-· o . rf. .• ~, Otf1er: ·t·, ~ ._.. .. . ;; • ,··•.ii-• PROPE~Tf OWNER Na,ne: Craig _a·r:1tf Krl!>llM AiJ_sllit Aif d.r:(!s-~i, 46${! Telea¢o~ A_i/e City: C~tl~~d~ • . siatetPA ~hoM: (!ff~);~18;.ifQ6'9 , . "' . -Ernaih ctl:i~~µ~lMOQ@gmaili~o.m· l'lESIG..N PROttS51J:;)flAL Nam~~ ---Jeal;l-lc,iuJa-C.oAu~.reau / . . 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' • . • ~ f'~ (·Se.c. 1J.oM·.s a1.1s1n·ess:;in~.P.r.ci{11~$(QJl$.Co"de: Any ·o f.;,-or c.oun:ty. whlch req1Jlres-a p,1Yfllit t_o constr~cti 'lilter;.impr9v~b d~l'nq~h qr r~pail"any str\lctµte, pripr to fts- l~S!Jance,-~~o re-quires tbEtW.PJ[cant for such pim~Jt to file~ s1g1-1ed statemirotthat tie/.sh!l 1$JJfel1~~ pursuant to;f~e,·p~vlsfQn~ol'th11;,Contra~oifs:Ui:-ense: 1'..aw {Cll;1ptet ~. c~m_nreod.lfl8Wlt~~ectlon. 7QOg 9f0lv1slon 3 ~!~he Bu5-1ness.a.11d P.r~sfoh5.Cod_aj o~oathe/,s.h~ ls-ex~mpf ther!!from,and the b;1s1sfor thq .ille11ed ,el\t\mpt101J.;A'liy: vlola.tiirrt PfS.e:ffion 7Dll:.~b.v an¥,appllcant for~ .P~m1"ir sobJe,cls1h!! Jippli~!1~-to.~~MI penalP/ ll"f'o~ )lll}re ~Mn·trve·-f):u'n_dred doJlars't S!JO}t, 161$, Faraday Ave Ca'tlsbad,. CJ\ ~008 Rel/. 015/18' ..;. '{ Ql?T,JOlt 4\. ): ,WOtfl<EtfS~,COMP£NSAJlG1N'.,;JECi.A~ATt0:N.~ • . , H1ear:by vfjirm under.:»·e_n_ci[t~-~{p'"er/uryB£1£pf tfieJollo.Wing dedfar:Jtt(pasr . • \ .-,: []1 ha,ve>am,twll] mai11Mn.ll'c,erttfi<;ate'af 1;0pseqttQ~elf,-fnsute,'fprwbr~er,f'tl>i'i'.lpe1isatTdJ\pr.ovJlie!l. b~Se:ctiim :37Q()'Ofth~iabPJlC.Otle;'for tlie perfot111anec-0f•tl1e -y;,~r.k W~i¢1Hhi.~1'ertnlt:ili l~~etl, • • '· i . i . ,.-, • • ~v.e;-anll,wlltma_lf1\iiln,wii*ef'Si:l;ll\lpe:,'isa(lon, '.~s; r,eq~ftl/.d by $\fct!!))J 370U of,tJie LabOJ,C'{)~e, fot thep~rfcirro;mce .. n.f.tll:e_Jlor~ r~r :lilt!' ;hii pe;mltls l~fue.d:. • ~ortl!rs' com.j:lensatfon lns.uran<;e carrl.llr a_nd fiQIIO,, ntmi!>E!f au!: .Jnsur.~nce ,ompa~lJmer, . Po.r0ma.&.n± . ~c I VS l)lC J;,n.su. ycmce. Pqlky No·, 0 s:r 5Q 1 -1 ~ 3 .. £1(Jjiratloii:DJlte: . , , , , , l ~d:9 . . . • Serv, er s ~ nc.. . 0 .Certlflc.a'te ofl:xempttc:ll\t (~rfify th.o~I~ tfie peffdrll'llil'l(:elofth~wock fQrWhlcl\ tilts pel'('Qlt.l.l.' lsiJ~d, t~J@lJ n6t !!OJ,Plil!(iil\t p.eisqiJ'.fij ~n1 tni!ttd!:r,'$9 \1$.tQ-be i;orpe ~qbJectto:tli,e wotker~' -~11.t11petis,1tlou lii~s{ff.<:aJtfotrillf .. 'WMNll'IIG: liaJl.ur.e tb seair~ w4rkl!n g,rt1pe®,~_tlont"11verase fj;110J.l.Ml/~,.:ro~ ~'Ii.ill Jii!biect ~fl e,rr1p.il!Yer to, ~i"lmJnal P.•m11liler:e11d ~tvlf~~ up;to $.1!1Q,lHIOAlJ;'(n,1ld)JlUt!ilJ theifo the co,wc;,fc01Tip&.1Jsatloli, damages-.;1$ i;rovJd.ei:1 fof-1!1-.S~t:t!Qn aJQ!l)_pftfte l:ab.Qr•C<><le, lmetfstarill afforn~v~ • C:ONTRACtClR SIGNAtU-! ,.,~ t · .• . ::-,.,1 • _ , .. \ ·: .. O~~tvif _OAt~ l5 µ,, ~ ·{ 911fL0ll/JJ !!·§.l•N~BOiLDE'ttBtCtAtu\TfON! • . . , I -her~ by, -affirn:J• th.flt 141.m-txedJpt/JOJTI ~l),ntificfgr'$ f:i'cJ~h.$.e. C:.t'JW f,or'tbe Jpl/pwf 1rp ie:ci~QJJ~ • '· . Qt;.l!S 11wro.i.r of ,th-e; M)pji!r~or roy-i!itiployees Wfth M~c~ u't)relr s!ifii ti>JTIP.C1(\s'at1011, WIil ti;0-t~ vt()f~\ll'JQ.thntru~tqre:Jii n.or(hl\!Jl~l!d or ()ffered fi!r: sale:{silc, _ '71JM,;ljusin!!~~\llrt! ll~~jjjl~C@.ll';_'fJ.i.e;<!i;Q11\r-1!Gt~r'~~!l$1l-:~W'lf~ fl()t ~ppl)l to an owner-'t>t'j;ropgrty. wl\'<i hulfi;I~ l)r .l,:nptov.es tp¢reorr, ~J)tl-Who.-dol!'i:SUth,;wcuk • ~lni~elf C>i'thto-u4h -1)!1 EWJ0'1.lftli1l~1$:,, pri'ill~~d ffi/1~$!!.¢fl:1i'n1Wlll~rif~li($/i!Jesrl~t lote_n/j:ed qf (i~red-for:sale, J(i how~ver~ ,b~'builllj~g,tjrJ!liPfQllertuint-..1.s s.old wjthJJi ape ";flaat of tompJeVJil¾ (tii°Q,Wf11!t•WIHW-Wlfl ba"\le \m.;PU$n~f ptqlili1'1HMt;he, tfld fl.Ot bull(! w l)ttJ)rpVe f(>'f.-tbe jiQr~ll'tif's,ifll). : • • • ;Ol,;a; bV/ll!!rof th(j property. Qm ~lµsi\leJ\t't'.Qlll.fatffqg;wtth )il;el1$.e!f-l:erltmto~ tp·coMtmct itre. proi!!Cf (Sec. ~Q44,. e.y§lllfl~.s-,;{ntl l!rof~s!pps,.Code: 'fhe ~pntr.i~o.t-'s Pc.iii'Js,:, b'jW ~'" rn>t tp·ply t0<art:i!Wol!t pf p~~ify-~l!ii.ii.~lf!isJir lmptove~ lb,el'erit:i,,.mi.l ol:11J,tti!~ fl).r .sui:~_ P!oJetts-,µilh .t.ontt11llt<if(~l licensed P,\itS:tiant to:tlre Coot(at;tor'.s-JJce!'lse 1,iW}. ,. • :di.1-am c1'il1pPh111!1erSe:tlo11 :flu~irt~sand P(ofesslon~-Co!lefor.thfare.asoo; •. ' . .. , ;t, I per~on.illv pl.in to prcw.(d11 ~-ll'@Jorl~,-~.11lt'.li\.ttt!Y1~~ f!if cotiStl\l~l<m or lh~;p,r~posed.P,l'bpj;!rt;y'-in;,pft>l;!!!firen,t:, ,Or~ ,oj,jQ 2: I (h~ve-/ bav,e not) ~l13n!itf a.ii ;apP.ll~tl!m [qr:.i'li(!lf$nJ p!!rMltf.Q"r-Jli.a-prgpos~-/JiWork, . . . , ,. 3r i ba'i(e tQJitr3tt~ .w.llh-ttie :fp/lPW!n!I ~gn;{f!.'Fl') i11;1fJ.QVJ~e ~~P.t'!!p~ed/~!l.ns\f11~\iQn '(lrit.lude:liilrne· ad a~$\ /:#lioi:\.e:/, 't:§fltr.it(11i$'. !lr~'l!·o~e oum&~r)_; '4l l. pJan t~ ri,rcvide·(tp)tloos .tif;,tj\~~ ~\If I lla'le tilr4Ui't1\e fol(owJh11-11e1~pn io-.cqor,!!l)la_te1 ~P!l!YLS'\!'"P.4P,rovidl! 11\eil'ila)oNK!one.()ntiudl!I n-.im.e/ attdres-sc/ p1,anl!/ : ctlntf;i:cto1s licensemimbet), • • • 6: I will i,rovldi?iso_lm!4.h~e·v1:1:11:k,J;u! lhllw:~ttaetE9't.(hrrfaJ}tbe fAll~,idn!f pe~onS'fofiro1iide tlie:wi>rlslndii:am,I.(l1J.c[11riiruil!ll\!t1til~~s} pl.i,,o.11frf !ype.qfwqrl<); €01\lS:l'SU!afP~, t'~.QJ.D!Na.A<>:llfJ~¥'-tt=:m"2f l lJ~b.t.aflirtn tha~ there is~ construr;flqr;, leQ.dfng ~~~n~ ~the petf¢[Jl)enc~of Ule Y.iorij)t~is._perf!'ilt rs lssutd (Sec, 3.091 fi) ,i:ivii @de). Limiter's Name~ · .Lendetets.Add'ress.: _'"'-,__,_,..,.__~ ___ ....... ~,.._~......_.,___~ f'NlY ~,.Ml'~ETEJl-ffi fPU.:U.W.tNG. S£qlgN,F:~ l'jPWict:lESIQ~NTIAl. ~U:f i!tl,f~~ -P$;MJT§ :Q.i}ft;,"i~ . . · . -Js:tfia.tpp1Jtiin't P(Mu(e !)olld~oct11pati.tre(Diit;M:J to{1;1Jvr,ltf)>llsJM~s pJ~n, 11cu:tel~;h~z.,-rdotis !)'l)!IWtal~ re!li~tratlort form leir.rJ$\rtlan<!$~r:nM.t'liodptevei:JU41l prograrfrilnder.:s~tllon...iliSOS,. '2S53l-orffil?bif'l~ Pte:;!~1'.a(llief l\laz~rd,ou~:S1.d\s(jo"i;.eJ\c;¢!fQtA~.ti fY,e.t,l tf,lo Is ttni:app111laot qr f!ftute ltuJidfugO(;Cl\p"~t . .nig~Jfi!{tlci\~bt.un·a·!ier"11Ht'from tn~ alr-polh/tJon;t ()o(r!ll dJstii~ p_r Ji( qiliilllf Aiah?,Ceml!nf ~lstrli:t7 '{eH N.o Is tlJe.,a.cJl;iy-to. Qe coo$twcteibV.ithin l.-Q.(l!)''l'J:~pf:tfJ:e ~u'tro: bo~l:\ilar,rpJ.;i schopf',;'lt'i,7· '(f)s J NP· i~ Al'J\I 0~ lffE AI\IS~£$.Al{E'Y£S, AJFi~l\t.ti:RTIFICATE ~P.Ol:{l¼PARtv'MAY NPT. PE-fS~~EO' .UN~SS TtjE (IJJILlCANl'l:tASMET QR IS IYITT.,TlN(t.tH~ ltEOJlJREMENfS OF tHll OFFICE t>F,EMER,W:l'l~ S.El:{YJGES.ANJ:1-lHE A8' fl.OlTiJTiON'. CQN;TROL DISTRICT; ,A'pPU(:AN'T ~!JflAATIOM -, 'i c:er:\I~ thau I liav:!!' rJ!iid't~e 11p¢.it.al190 ;i:oc! stat,~11J.atib~ ab<!~tl inftjr!)l/ltfop 1$ corr~c9nd t_hllt tb~_iofor.!llatlo_n-ol'.i U!e_llfaris; 1~11t.at~.J'.llgr.ee to.tami;)Jy WIHi,all <:fty:ordinantl!$ arnfst~ laws t~latroi: t"O'JJ.11i!d-lng ¢li!ostt.1i¢#t>1t • _ 1 • ; 1 herebyauthtirlte rept~e(itallve,of:the G:i(y ofCacisfia\ftll i;'!lit,ef<\IPon-the abo,il:emer\tion~d;pro~erlyto(-Ti1s!J.etil91J,purp_Q$!!$, lA~;AG~tn0 ,S.A,;(E, !N~~NIFY-AND·l<EEP.' • HAl'.iMl:ESS tr-11: ~tr.f OF oAarss,A.O !'l-§.A1Nsi'.All.J.IABl[llJ(S, lUC1~Mpl\lJS1 coS,ts MID J:)(iiENS(~V,IHf!::f.J MNliti! ~WAY·~\:fE,A~INS'f ~P'.(;l'['{'Jr;tt;~~~Q.U~NC:~OF 1ll1l'1$Ml\ll1N't; Of '.)lclJS Pell.MltO.Stc!A: ·Al:i9.Stl/\'p~r111it ts-r.equire.d.form<l,'a\talion-s ayer !i'O' cfiti!ll an'd,defrnolit1Pn .ofo;lostrQCP011 of.~tn.ictiu:es ·over:t~.l'9ri~s !rth'elght EJ!PJM'flQN:,~ p¢r!Till'l~sqeefhy th~i!3!111c;IJng9JlltJ~l l!!J~er-U1e-ptoi!liiloris'ofthls Cpde shijll ex_plre:by lirnitaUon aod lill'COmirnlill :arid ,wfiflf ful! b~nc;lirig orWO~•a\lthoriie.cf. b.v sµ_~h ~lt'ls rio~ !>Pr\lmeticq:d Wfthlll'.-1~~'.d.a'i'?.lror.n. t~e !:la.t~phucb pe[Oiit pr lf tj'l. : l!~r1/iJ)r\l';).!Jtl1CJrizeil !fy,~.ltdi perttiil ts $'1.1sr,e11<1ed o,, abandonett:·aNiny,,tlrooafter Ui!l-Wor,KIS f/OJnitl~ncell fQrlf.J,er!t!d'of :l8(j Qilys'.'CBC.sec;t1~rr'10S, • • _ ' -•· • ~ AP)>u,iANrsrGNAT,l,JRt~ -,--.;,,;.l!i~~~~,p;-~~-~:;i:.;,..,,..---___._-. ot\Tf:-~ VJJf ,o :b 6 \ ~l • ·1635 Farai;lay A~e-Carlsba(f,:. .a-1 Ph: 760-602-2.719 Fax.~ 760-'60.~-$~5,8' :Page2of2 tmail: B'ullding@car!sbadca.gov ~ev. Q(?/18 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2020-1362) Permit Type: BLDG-Residential Application Date: 06/23/2020 Owner: CO-OWNERS CRAIG AND KRISTINA AUSTIN Work Class: Addition Issue Date: 08/13/2020 Subdivision: CARLSBAD TCT#83-20 Status: Closed -Finaled Expiration Date: 09/07/2022 Address: 2339 SHAWN CT IVR Number: 27033 CARLSBAD, CA 92008-2078 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 08/27/2020 08/27/2020 BLDG-SW-Pre-Con 136807-2020 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency August 27, 2020: Yes 1. Storm water erosion control measures and BMPs, informed contractor Marshall, regarding BMPs to be in place and in-tact at all times of construction from beginning to completion of project scope of work, and final clearances. 10/07/2020 10/07/2020 BLDG-21 140303-2020 Failed Paul Burnette Reinspection Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No 10/14/2020 10/14/2020 BLDG-21 140818-2020 Passed Paul Burnette Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/22/2020 10/22/2020 BLDG-11 141722-2020 Passed Tony Alvarado Complete Foundation/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency October 22nd, 2020: Yes 1. New Addition areas and garage and interior dwelling locations, pad isolated footings with steel reinforcement per structural engineer plans-approved. 12/10/2020 12/10/2020 BLDG-15 Roof/ReRoof 145921-2020 Passed Tim Kersch Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Virtual Yes 01/20/2021 01/20/2021 BLDG-84 Rough 148721-2021 Partial Pass Chris Renfro Re inspection Incomplete Combo(14,24,34,44) Tuesday, February 20, 2024 Page 1 of 4 PERMIT INSPECTION HISTORY for (CBR2020-1362) Permit Type: BLDG-Residential Application Date: 06/23/2020 Owner: CO-OWNERS CRAIG AND KRISTINA Work Class: Addition Status: Closed -Finaled AUSTIN Issue Date: 08/13/2020 Subdivision: CARLSBAD TCT#83-20 Expiration Date: 09/07/2022 IVR Number: 27033 Address: 2339 SHAWN CT CARLSBAD, CA 92008-2078 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection 01/27/2021 02/08/2021 02/09/2021 Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS Rough combo partial pass on interior shear wall locations only. OK to insulate and shear 01/27/2021 BLDG-18 Exterior Lath/Drywall 149265-2021 Passed Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS January 27 ,2021: Exterior rear dwelling (only) engineered shear-wall nailing pattern and metal connectors-approved. 02/08/2021 BLDG-84 Rough Combo(14,24,34,44) 150023-2021 Passed Tony Alvarado Checklist Item BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS February 8, 2021 : (virtual inspection) (No Building Deficiencies). 1. Rough combination inspections-plumbing, electrical, mechanical, and structural, scope of work-approved. February 8, 2021: (virtual inspection) (No Building Deficiencies). 1. Rough combination inspections-plumbing, electrical, mechanical, and structural, scope of work-approved. February 8, 2021: (virtual inspection) (No Building Deficiencies). 1. Rough combination inspections-plumbing, electrical, mechanical, and structural, scope of work-approved. February 8, 2021: (virtual inspection) (No Building Deficiencies). 1. Rough combination inspections-plumbing, electrical, mechanical, and structural, scope of work-approved. 02/09/2021 BLDG-27 Shower Pan/Tubs 150138-2021 Passed Tony Alvarado Tuesday, February 20, 2024 Passed No Yes Yes Yes Yes Passed Yes Passed Yes Yes Yes Yes Complete Complete Complete Page 2 of 4 PERMIT INSPECTION HISTORY for (CBR2020-1362) Permit Type: BLDG-Residential Application Date: 06/23/2020 Owner: CO-OWNERS CRAIG AND KRISTINA AUSTIN Work Class: Addition Issue Date: 08/13/2020 Subdivision: CARLSBAD TCT#83-20 Status: Scheduled Date 02/10/2021 02/12/2021 03/11/2021 09/23/2022 Closed -Finaled Expiration Date: 09/07/2022 IVR Number: 27033 Address: 2339 SHAWN CT CARLSBAD, CA 92008-2078 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Checklist Item BLDG-Building Deficiency Status COMMENTS February 9, 2021. (Virtual inspection). No building deficiencies. 1. Hot-mop for shower pans/tub shower enclosures, scope of work per plan-approved. BLDG-82 Drywall, Exterior Lath, Gas Test, Hot Mop 150184-2021 Passed Tony Alvarado Checklist Item BLDG-18 Exterior Lath and Drywall COMMENTS February 9, 2021. (Virtual inspection). No building deficiencies. 1. Exterior, remodel/repair existing stucco lath paper and verified nailing pattern, scope of work per plan-approved. 02/10/2021 BLDG-16 Insulation Checklist Item 150201-2021 COMMENTS Passed Peter Dreibelbis BLDG-Building Deficiency Approved by phone, contractor to provide certification 02/12/2021 BLDG-82 Drywall, 150469-2021 Passed Tony Alvarado Exterior Lath, Gas Test, Hot Mop Checklist Item BLDG-17 Interior Lath-Drywall BLDG-18 Exterior Lath and Drywall BLDG-23 Gas-Test-Repairs COMMENTS 03/11/2021 BLDG-17 Interior Lath/Drywall 152503-2021 Passed Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS March 11, 2021: (virtual inspection). No building deficiencies. 1. Interior, tile moisture resistant protective metal-ribbed lath, located at all (4-qty,) bathroom shower enclosures areas, scope of interior lath work-approved. 09/23/2022 BLDG-Final Inspection 192504-2022 Partial Pass Tony Alvarado Reinspection Inspection Passed Yes Complete Passed Yes Complete Passed No Complete Passed Yes Yes Yes Complete Passed Yes Reinspection Incomplete Tuesday, February 20, 2024 Page 3 of 4 PERMIT INSPECTION HISTORY for (CBR2020-1362) Permit Type: BLDG-Residential Application Date: 06/23/2020 Owner: CO-OWNERS CRAIG AND KRISTINA Work Class: Addition Status: Closed -Finaled AUSTIN Issue Date: 08/13/2020 Subdivision: CARLSBAD TCT#83-20 Expiration Date: 09/07/2022 IVR Number: 27033 Address: 2339 SHAWN CT CARLSBAD, CA 92008-2078 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection 12/28/2023 Checklist Item BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final Status COMMENTS Pending HERS report. Pending fall protection -possibility? Pending B-59 waste management form. Rest of remodel work-OK. BLDG-Electrical Final 12/28/2023 BLDG-Final Inspection Checklist Item BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final BLDG-SW-Inspection Checklist Item 235130-2023 COMMENTS 235132-2023 COMMENTS Are inactives slopes properly stabilized? Are areas flatter than 3:1 covered or protected? Are sediment controls properly maintained? Are natural areas protected from erosion? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Passed Tony Alvarado Passed Tony Alvarado Tuesday, February 20, 2024 Passed Yes Yes Yes Yes Passed Yes Yes Yes Yes Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Complete Complete Page 4 of 4 SPl;Cl~ iN6PeC.TJON AGR£eMENT B-45 ·Denlopment Set-vipes- sa11c11n1 l>Ms.lori 1'3s·i=af8dav Aveou.e 7~0~'i719- ww.v,t..qirt~lw;f~$N In· ac:cord~ni:e·wtth -Chaple, .ft o,·ttte:C.llforniJ E{ulldl'.ng e~cl• the f91f~lffg mu,l b• CP,l'gpi.~ wben \YQ,:k klJ:tg p~ req~lf.e• ~Pktal r~~Dit; •tr9ct.QtaJ Ob4ttrv.d6n,•nit con~~°" tttator1.111 tes\l~g • ./>,. Tl'flSS.ECTION MUSTBE 'CO~PLErED:SY:Ttel?ROPERn''OWNERtAUJHE>8~0 i\G.E8T. Ple.aae oh$:J<:ltyeu at11 Gwner08Qilder: C. (lfyoa:ctiecb'd al:owner-buitdetyou .mushilso,'.®JTlplttte 'Sectlon:IJ.'Of tbts a.9r"'1"lnt.) Name:~Pleas'epilnt) -~ \'\;i.'2 , . 4",. \..bY,8kA:Ck ~ .{l.t:tif . ·ii-u!t MfiUingAtldress; _5¥'~-tP,1...-Al'iJl...!i:r':g,Ji; l,'Q,..)'61"1, $,t1·1x~ lO,'°J..5«":N .b ·~lli 9-ZI~ En)!lll· ·M Loye, lgC4,;I. J c>,'1C~:l4f:e,At\ a~ ~)n;\ . Phone·. as:,~, s...-·,J, ~-• I am!-0~-o~y QWi'!er □Pr~~_rty ·owners Ag♦nt of ~~ta ~fcl1l~c(9J RllC,.Qf~ ')ilef\Qlllfer.ofR~rd St,te-ot~llfor1tia ~ation f.JumbAi;· . • .t ·!, C):· J .'3,¼ Sxpiratipn.l):ate~ f.1.---~l r 21?·t.. :{ A~RE~r,Kr;,«-: 1, .m• ufi(f~rslgne~ •. de¢Jate., .tm~r~Mlty'.of perJ\.JW,1:1,1\d,,-~ (•~of-lb~ ~.tt1l~'-bf ~•!t:omla, tha!-1 haye rMtJ; urnl~r$~od, :ack~~g·tt:•nd p!")mJse-~ CQnlP!Y. with 1ne' Ol'\y..oHt'ar:lsbad;:regulrements for. specrat lnspectfons, structural ob$ervailons,.:C<m$1roctk>r:i materials te.stlng and ort~slte r11bricaii9n Qt 6uildJng mf;>~til, • p~ in .:tt,(t·..staieme11t (if spetial. m$~QOS ~-on_~. a.--~ .. ~plaJj"$·8t;ld; .as. 'requ. • •• • •• ~ byJh~ Cal~ornia· QIJH.{.flng ~~f ti r, l O 2020 Signature, ~ ' " ' . 'C . • Date:, . z ~::Z?f ~"2't1 • . . ·B. CQNfAAQTOR1s·sr~ratEN1 OF RESf:!bN$1BfliiY (O:t C8C, Ch 17,~:$ection .17®), Ttus S-ectfQn ;,nu.st. b,e comple(~ by the coo~~ ib~tider l,t>Wn,r-huffder; • COnffactor's.Compan~N~me: :Drn ]Lt\ \d, 001)rL . Plftsecbeek,if,yoo~~r43uioer~ NJ1ttw.;(P.le.l,IJ18.g{illt). 'J>a_n,n~ .• .:r: , ... vnoo+ uo . , .MamngAddtffl! 35aa~r. :J~e,vfe, (ilfk/ Sft_, (~Q,. cx:«/>$idt. CAq;J) S& Emalh clannq@,l:m&ofd;~.us _ Pb9oe• '7/a)-f.tl-Af-:07/'f _ $.~eofC~~;Coo~ctqfs•l~$1:\S&,Nijmber: 9.39 %"50 · . E>q)iratfon-Oats: .. f ,Jo, /ao'J.O . • J_Adcno.Wf~:Jlid, am awari,', of'!IP~.14) ~u~ertient~ ~n:~!n~tn th&,~tft.tftl'il~nf:•o~~l'~t:il\S~ption, notl!d·on lfl~•ap~ye,q ~lfi.QS; • ~ r ackneiwl'edw, ·1ftat contro( wilt be exerci$ed 'til:'ob~in con.fomiance:with ihe;,q;rmn,c\~tl d9¢timorrt.,:11pp:ro.vesf by th, buU.ding offi(:ial; • , • I wl~ ~ve ~1~ pfoo~!J~ ,fot e~e~~\il'9Aonm,l wfttiln b~r'{the. co.n.tradtQr'sj ocsanization1. fbr-the method and frequ-,.hey of rf!podi"g-,and..1he dltiJributlon <of ·the reports: and: • '-~ ttra\ t wll;Jiav~ @ :qiJ~i!i:f pe111i>(1 Vlith_ln our1t.t1e q,lJt~ctor's} p~ao~.i~tjJO ,e~~-e suc.h ®r)t(o.1,. · '"'"Mry°~ · ,t t· · · -ttmv: Rt liM{ql(•au trtth :, 110:·~kt/eo 1z0£1,z:Ptt9rie-fl9YIS«RR na,t fnseec:~ ___ ; / Sig-· . . . . . . . Oo,-: ?/o'-{:jdt?a.0 ✓. EsG1I A SAFEbullt Company DATE: 10/16/2020 □ APPLICANT □ JURIS. JURISDICTION: Carlsbad PR~Vz_ow-013( PLAN CHECK#.: cbR2020-1362.REV SET: II PROJECT ADDRESS: 2339 Shawn Ct. PROJECT NAME: Revised Roof Framing ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction 's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. □ □ □ ~ □ □ The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed . EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: (by:~) Fax ln ~n Date contacted: Mail Telephone Email: REMARKS: By: Richard Moreno. Phone: 858-345-6435 EsGil Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 .. LOVELACE ENGINEERING STRUCTURAL CALCULATIONS DATE: PROJECT: ARCIDTECT: JOB: JUNE 1 7, 2020 AUSTIN RESIDENCE 2339 SHAWN COURT CARLSBAD, CA 92008 JLC ARCHITECTURE 337 SOUTH CEDROS AVENUE, SUITE J SOLANA BEACH, CA 92075 J20237 6/17//(J CBR2020-1362 3f 2339 SHAWN CT >-t--0 AUSTIN: 90 SF ADDITION ON 1ST FLOOR// 2,898 SF REMODEL 1675311600 6/23/2020 CBR2020-1362 LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 JOB J20231 -AUSTIN SHEET NO. TC-I OF ------- CALCULATEDBY _______ F_D_._A_. DATE _____ _ CHECKEDBY __________ DATE _____ _ phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE __________________ _ TABLE OF CONTENTS 5UaJECT 51-!EET DESIGN CRITERIA ...................................................................................................................... . DC-I DESIGN LOADS .......................................................................................................................... . DL-1 \/!;~/CAL ANALYSIS/DESIGN .................................................................................................. .. VI/ 32 f) LAT RAL ANALYSIS/DESIGN .................................................................................................... . LI ; 11 r J ( FQ_UNDATIONS I RETAINING v-lALLS .......................................................................................... . Fl / 2 STRUCTURAL NOTES / SC!-lEDULES / DETAILS (WI-JERE APPLICABLE) ............................. .. NI A TOTAL LOVELACE ENGINEERING JOB __________________ _ SHEET NO. DC-I OF -------Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 CALCULATED BY _________ DATE _____ _ CHECKEDBY __________ DATE _____ _ phone 858.535.9111 • fax 858.535.1989 • www. lovelaceeng.oom SCALE __________________ _ DESIGN CRITERIA C:sOVERNINC:s CODE, CBC 2019 CONCRETE: ACI 3 18 -14 f 'c =2S00 pol, NO SPEC IAL INSPECTION REQ 'D . <UN.O.> MASONRY: TMS 402-lb I ACI 530-13 MEDIUM WEIC:sl-lT, ASTM C90, f 'm = 1500 psi, SPECIAL INSF. REQ'D MORTAR: ASTM C210, f 'c =l800 poi, TYPES C:sROUT: ASTM C411o, f 'c=2000 pol REINFORCING STEEL: ASTM A1olS, F~= 40ksi FOR• 4 AND SMALLER ASTM A1olS, F~= be>ksi FOR • 5 AND LARC:sER <UN.O.> STRUCTURAL STEEL: A ISC 360-lb , I5Tl-l EDITION BOLTING, UJELDINC:s, WOOD: GLULAMS, SO IL, ASTM A512, F~= S0 ks! <STEEL Sl-lAFES> UN.O. ASTM A500, C:sRADE B , F~= 41oksl (STRUCTURAL TUBE> ASTM AS3, C:sRADE B , F~= 3Sksr <STRUCTURAL F IFE> ASTM A31o , F~= 36 ksr <P L ATES> A301, SINC:sLE PL ATE Sl-lEAR CONN. A325-N, A490-N 1-llC:sl-l STRENC:sTl-l, SINC:sLE PLATE Sl-lEAR CONN. El0XX SERIES-TYF ., E90 SERIES FOR A1o l5 C:sRADE 60 REBAR Sl-lOF WELDINC:s TO B E DONE IN AN APPROVED FABRICATOR'S Sl-lOF FIELD WELD INC:s TO 1-lAVE CONTINUOUS SPEC IAL INSPECTION. NDS-I8 DOUC:sLAS FIR L ARCl-l 24F-V4 FOR SIMPL E SPAN CONDITIONS 24F-V8 FOR CANTILEVER CONDITION ALL OWABL E BEARINC:s PRESSURE ACTIVE SOIL PRESSURE AT-REST SOIL PRESSURE <RESTRAINED> PASSIVE SOIL PRESSURE LATERAL EARTl-lQUAKE PRESSURE COEFFIC IENT OF FRICTION = 1500 = = = = = )( EXISTINC:s NATURAL SOIL FER CBC TABLE 18062 SOILS REPORT B Y: PROJECT NUMBER: DATED: psf pcf pcf pcf pcf LOVELACE ENGINEERING JOB __________________ _ SHEET NO. DL-I OF -------Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 CALCULATEDBY _________ DATE _____ _ CHECKEDBY __________ DATE _____ _ p hone 858.535.9111 • fax 858.535.1989 • www. lovelaceeng.oom SCALE __________________ _ DESIGN LOADS ROOF D EAD LOAD: ROOFING ( CONCRETE ) ............................. . Sl-4EATl-4ING ................................................ . RAFTER/CEILING JOISTS OR TRUSSES ...................... . INSULATION ................................................ . DRYWALL ................................................. . OT1-4ER (ELEC., MECl-4., MISC.> + SOLAR ( 4.0 psf) ............ . TOT AL DEAD LOAD: LIVE LOAD : (ROOF USE PER IB C TABLE 16 01.1) TOTAL LOAD: FLOOR D EAD LOAD: FLOOR ING ( WOOD/CARPET .tPAD ) ........................ . L T. WE IGl-4T CONCRETE .................................... . Sl-4EATl-4ING ................................................ . JOISTS .................................................... . D RYW ALL ................................................. . OTl-4ER <EL EC., MECl-4., M ISC.> .............................. . TOT AL DEAD LOAD: LIVE LOAD: <RESIDENTIAL USE FER IB C TABLE 1007.1) TOTAL LOAD: EXTERIOR WALL STUDS ..................................................... . DRYWALL ................................................. . INSULATION ................................................ . EXTER IOR FINISl-4 (STUCCO) .............................. . OTl-4ER (MISC.> ............................................ . TOTAL LOAD: INTERIOR WALL STUDS ..................................................... . D RYWALL ................................................. . OTl-4ER (MISC.> ............................................ . TOTAL LOAD: 14.0psf 1.5 3.5 1.5 2.5 5.0 24.0psf 20.0~sf 44.0 pef 4.0 psf 0.0 2.0 35 25 2.0 14.0 psf 40.0 esr 54.0 pef 1.0 psf 2.5 1.5 10 .0 1.0 1.0 psf 5.0 1.0 1.0 pef DECK/OTl-4ER TILE 14.0 psf 0.0 2.0 3.5 25 2.0 24.0psf 00.0esf 84.0 pef Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Project Title: AUSTIN Engineer: FDA Project ID: J20237 V1 Project Descr: Wood Beam File = L:\Oata'J>rojeds\20\J20237 • AUSTINICALCS\J20237 .ec6 . Softwn copyright ENERCALC, INC. 1963-2020, Buid:12.20.2.28 . DESCRIPTION: [RB-1] CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties . . Analysis Method : Allowable Stress Design Load Combination lBC 2018 Fb + Fb- 2900 psi 2900psi 2900psi E : Modulus of Elasticity Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E Beam Bracing : Completely Unbraced Fc • Prll Fe -Perp Fv Ft D 0.3360 Lr 0.280 3.5x11 .875 Span= 13.50 ft 625 psi 290 psi 2025psi Ebend-xx 2000ksi Eminbend-xx 1016.535ksi Density 45.07pcf ~pplied Loads Service loads entered. Load Factors will be applied for calculalions. Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans : D = 0.3360, Lr = 0.280 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = 0.66l 1 3.5x11 .875 2,090.41 psi 3,154.63psi +D+Lr+H 6.750ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.215 in Ratio= 0.000 in Ratio = 0.484 in Ratio = 0.000 in Ratio= Load Combination Location of maximum on span Span# where maximum occurs 751 >=360 0<360 334 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M lb +D+H Length = 13.451 ft 0.475 0.278 0.90 1.000 1.00 1.00 1.00 1.00 0.94 7.95 1,159.87 Length = 0.04927 ft 0.006 0.278 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.12 16.87 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 0.435 0.250 1.00 1.000 1.00 1.00 1.00 1.00 0.92 7.95 1,159.87 Length = 0.04927 ft 0.006 0.250 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.12 16.87 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 13.451 ft 0.663 0.361 1.25 1.000 1.00 1.00 1.00 1.00 0.87 14.33 2,090.41 Length = 0 .04927 ft 0.008 0.361 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.21 30.41 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 0.390 0.218 1.15 1.000 1.00 1.00 1.00 1.00 0.89 7.95 1,159.87 Length = 0.04927 ft 0.005 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.12 16.87 Design OK = 0.361 : 1 3.5x11.875 = 130.86 psi = 362.50 psi +D+Lr+H = 0.000ft = Span# 1 Shear Values F'b V Iv F'v 0,00 0.00 0.00 0.00 2441.67 2.01 72.61 261.00 2609.67 2.01 72.61 261.00 0.00 0.00 0.00 0.00 2669.18 2.01 72.61 290.00 2899.59 2.01 72.61 290.00 0.00 0.00 0.00 0.00 3154.63 3.63 130.86 362.50 3624.36 3.63 130.86 362.50 0.00 0.00 0.00 0.00 2976.57 2.01 72.61 333.50 3334.46 2.01 72.61 333.50 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Wood Beam DESCRIPTION: [RB-1] Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN +D+0.750Lr+0.750L +H 1.000 Length= 13.451 ft 0.589 0.321 1.25 1.000 Length = 0.04927 ft 0.007 0.321 1.25 1.000 +D+0.750L +0.750S+H 1.000 Length= 13.451 ft 0.390 0.218 1.15 1.000 Length = 0.04927 ft 0.005 0.218 1.15 1.000 +D+0.60W+H 1.000 Length = 13.451 ft 0.323 0.156 1.60 1.000 Length = 0.04927 ft 0.004 0.156 1.60 1.000 +D+0.70E+H 1.000 Length = 13.451 ft 0.323 0.156 1.60 1.000 Length = 0.04927 ft 0.004 0.156 1.60 1.000 +D+0.750Lr+0.750L +0.450W+H 1.000 Length = 13.451 ft 1 0.517 0.251 1.60 1.000 Length = 0.04927 ft 1 0.006 0.251 1.60 1.000 +D+0.750L +0.750S+0.450W+H 1.000 Length = 13.451 ft 1 0.323 0.156 1.60 1.000 Length = 0.04927 ft 1 0.004 0.156 1.60 1.000 +D+0.750L +O. 750S+0.5250E+H 1.000 Length = 13.451 ft 1 0.323 0.156 1.60 1.000 Length = 0.04927 ft 1 0.004 0.156 1.60 1.000 +0.60D+0.60W+0.60H 1.000 Length = 13.451 ft 0.194 0.094 1.60 1.000 Length = 0.04927 ft 0.002 0.094 1.60 1.000 +0.60D+0.70E+0.60H 1.000 Length= 13.451 ft 0.194 0.094 1.60 1.000 Length = 0.04927 ft 0.002 0.094 1.60 1.000 Overall Maximum Deflections Cj Cr Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Title: AUSTIN Engineer: FDA Project ID: J20237 V2 Project Descr: File = L:\Dala\Projects\20J20237 • AUSTINICALCS\120237 .ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 . • . Moment Values Shear Values Ct CL M fb F'b V fv F'v 1.00 1.00 0.00 0.00 0.00 0.00 1.00 0.87 12.73 1,857.78 3154.63 3.22 116.30 362.50 1.00 1.00 0.19 2702 3624.36 3.22 116.30 362.50 1.00 1.00 0.00 0.00 0.00 0.00 1.00 0.89 7.95 1,159.87 2976.57 2.01 72.61 333.50 1.00 1.00 0.12 16.87 3334.46 2.01 72.61 333.50 1.00 1.00 0.00 0.00 0.00 0.00 1.00 0.77 7.95 1,159.87 3594.55 2.01 72.61 464.00 1.00 1.00 0.12 16.87 4638.95 2.01 72.61 464.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 0.77 7.95 1,159.87 3594.55 2.01 72.61 464.00 1.00 1.00 0.12 16.87 4638.95 2.01 72.61 464.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 0.77 12.73 1,857.78 3594.55 3.22 116.30 464.00 1.00 1.00 0.19 27.02 4638.95 3.22 116.30 464.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 0.77 7.95 1,159.87 3594.55 2.01 72.61 464.00 1.00 1.00 0.12 16.87 4638.95 2.01 72.61 464.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 0.77 7.95 1,159.87 3594.55 2.01 72.61 464.00 1.00 1.00 0.12 16.87 4638.95 2.01 72.61 464.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 0.77 4.77 695.92 3594.55 1.21 43.57 464.00 1.00 1.00 0.07 10.12 4638.95 1.21 43.57 464.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 0.77 4.77 695.92 3594.55 1.21 43.57 464.00 1.00 1.00 0.07 10.12 4638.95 1.21 43.57 464.00 Load Combination Span Max.'.' Defl Location in Span Load Combination Max.'+' Defl Location in Span +D+Lr+H 1 0.4840 6.799 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.246 4.246 Overall MINimum 1.890 1.890 +D+H 2.356 2.356 +D+L+H 2.356 2.356 +D+Lr+H 4.246 4.246 +D+S+H 2.356 2.356 +D+0.750Lr+0.750L +H 3.773 3.773 +D+0.750L +0.750S+H 2.356 2.356 +D+0.60W+H 2.356 2.356 +D+0.70E+H 2.356 2.356 +D+0.750Lr+0.750L +0.450W+H 3.773 3.773 +D+0.750L +0.750S+0.450W+H 2.356 2.356 +D+0.750L +0.750S+0.5250E+H 2.356 2.356 +0.60D+0.60W+0.60H 1.413 1.413 +0.60D+0.70E+0.60H 1.413 1.413 D Only 2.356 2.356 Lr Only 1.890 1.890 L Only S Only WOnly EOnly H Only Wood Beam ,., .. Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 DESCRIPTION: [RB-2] CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2018 Wood Species : Douglas Fir -Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced Project Title: AUSTIN Engineer: FDA Project ID: J20237 V3 Project Descr: File = L:\Oata\Projecis\20\J20237 • AUSTINICALCS\J20237 .ec:6 . Fb + Fb- Fc -Prll Fe -Perp Fv Ft Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 . 1000 psi 1000 psi 1500 psi 625 psi 180 psi 675 psi . . E : Modulus of Elasticity Ebend-xx 1700 ksi Eminbend -xx 620ksi Density 31 . 21 pct D(O.3360\ LrCO 280\ 4x8 Span= 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans : D = 0.3360, Lr = 0.280 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = 0.681: 1 4x8 1,094.57 psi 1,607.61 psi +D+Lr+H 3.000ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.043 in Ratio= 0.000 in Ratio= 0.096 in Ratio= 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs 1656 >=360 0<360 746 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb +D+H Length = 6.0 ft 0.518 0.300 0.90 1.300 1.00 1.00 1.00 1.00 0.99 1.54 601 .44 +D+L+H 1.300 1.00 1.00 1.00 1.00 0.99 Length = 6.0 ft 0.466 0.270 1.00 1.300 1.00 1.00 1.00 1.00 0.99 1.54 601.44 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 0.99 Length = 6.0 ft 0.681 0.393 1.25 1.300 1.00 1.00 1.00 1.00 0.99 2.80 1,094.57 +D+S+H 1.300 1.00 1.00 1.00 1.00 0.99 Length = 6.0 ft 0.406 0.235 1.15 1.300 1.00 1.00 1.00 1.00 0.99 1.54 601.44 +D+0.750Lr+0.750L +H 1.300 1.00 1.00 1.00 1.00 0.99 Length = 6.0 ft 0.604 0.349 1.25 1.300 1.00 1.00 1.00 1.00 0.99 2.48 971.28 +D+0.750L +0.750S+H 1.300 1.00 1.00 1.00 1.00 0.99 Length = 6.0 ft 0.406 0.235 1.15 1.300 1.00 1.00 1.00 1.00 0.99 1.54 601.44 Design OK = 0.393 : 1 4x8 = 88.50 psi = 225.00 psi +D+Lr+H = 0.000ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1161.44 0.82 48.63 162.00 0.00 0.00 0.00 0.00 1289.27 0.82 48.63 180.00 0.00 0.00 0.00 0.00 1607.61 1.50 88.50 225.00 0.00 0.00 0.00 0.00 1480.50 0.82 48.63 207.00 0.00 0.00 0.00 0.00 1607.61 1.33 78.53 225.00 0.00 0.00 0.00 0.00 1480.50 0.82 48.63 207.00 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 ::"::!;!:::. San Diego, CA 92121 Wood Beam t .tl I DESCRIPTION: [RB-2] Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN +D+0.60W+H 1.300 Length = 6.0 ft 0.293 0.169 1.60 1.300 +D+0.70E+H 1.300 Length = 6.0 ft 1 0.293 0.169 1.60 1.300 +D+0.750Lr+0.750L +0.450W+H 1.300 Length = 6.0 ft 1 0.474 0.273 1.60 1.300 +D+0.750L +0.750S+0.450W+H 1.300 Length = 6.0 ft 1 0.293 0.169 1.60 1.300 +D+0.750L +0.750S+0.5250E+H 1.300 Length = 6.0 ft 1 0.293 0.169 1.60 1.300 +0.60D+0.60W+0.60H 1.300 Length = 6.0 ft 0.176 0.101 1.60 1.300 +0.60D+0.70E+0.60H 1.300 Length= 6.0 ft 1 0.176 0.101 1.60 1.300 Overall Maximum Deflections Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination Span Max. ' -' Defl Location in Span +D+Lr+H 0.0965 3 022 Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Title: AUSTIN Engineer: FDA Project ID: J20237 Project Descr: V4 File = L:\Data\Projects\20\J20237 -AUSTINICALCS\J20237 .ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 . • Moment Values Shear Values C i CL M fb F'b V Iv F'v 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 1.54 601 .44 2049.93 0.82 48.63 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 1.54 601 .44 2049.93 0.82 48.63 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 2.48 971 .28 2049.93 1.33 78.53 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 1.54 601 .44 2049.93 0.82 48.63 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 1.54 601.44 2049.93 0.82 48.63 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 0.92 360.86 2049.93 0.49 29.18 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 0.92 360.86 2049.93 0.49 29.18 288.00 Load Combination Max. '+' Defl Location in Span 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+0.750L +0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only L Only SOnly WOnly E Only H Only Support 1 1.864 0.840 1.024 1.024 1.864 1.024 1.654 1.024 1.024 1.024 1.654 1.024 1.024 0.615 0.615 1.024 0.840 Support2 1.864 0.840 1.024 1.024 1.864 1.024 1.654 1.024 1.024 1.024 1.654 1.024 1.024 0.615 0.615 1.024 0.840 Wood Beam ,.,. ' Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 DESCRIPTION: [RH-1] CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination I BC 2018 Wood Species : Trus Joist Wood Grade : TimberStrand LSL 1.55E Beam Bracing : Completely Unbraced Project Title: AUSTIN Engineer: FDA Project ID: J20237 Project Descr: V5 File= L:\Oata\Projeds\20\J20237 -AUSTIN\CALCSIJ20237.ec6 . Fb + Fb- Fc -Prll Fe -Perp Fv Ft Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 . 2325 psi 2325 psi 2170 psi 900 psi 310 psi 1070 psi . . E : Modulus of Elasticity Ebend-xx 1550 ksi Eminbend -xx 787.815ksi Density 45.01 pct D 0.3360 Lr 0.280 3.5x11.25 Span = 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans : D = 0.3360, Lr= 0.280 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = 0.472 1 3.5x11.25 1,276.56psi 2,701 .92psi +D+Lr+H 5.000ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.098 in Ratio= 0.000 in Ratio = 0.221 in Ratio= 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs 1218 >=360 0<360 543 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb +D+H Length = 10.0 ft 0.352 0.194 0.90 1.000 1.00 1.00 1.00 1.00 0.96 4.35 707.67 +D+L+H 1.000 1.00 1.00 1.00 1.00 0.96 Length= 10.0 ft 0.319 0.175 1.00 1.000 1.00 1.00 1.00 1.00 0.95 4.35 707.67 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.95 Length = 10.0 ft 0.472 0.252 1.25 1.000 1.00 1.00 1.00 1.00 0.93 7.85 1,276.56 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.93 Length = 10.0 ft 0.282 0.152 1.15 1.000 1.00 1.00 1.00 1.00 0.94 4.35 707.67 +D+0.750Lr+0.750L +H 1.000 1.00 1.00 1.00 1.00 0.94 Length = 10.0 ft 0.420 0.224 1.25 1.000 1.00 1.00 1.00 1.00 0.93 6.98 1,134.34 +D+0.750L +0.750S+H 1.000 1.00 1.00 1.00 1.00 0.93 Length = 10.0 ft 0.282 0.152 1.15 1.000 1.00 1.00 1.00 1.00 0.94 4.35 707.67 Design OK = 0.252 : 1 3.5x11.25 = 97.84 psi = 387.50 psi +D+Lr+H = 0.000 ft = Span# 1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 2010.89 1.42 54.24 279.00 0.00 0.00 0.00 0.00 2216.83 1.42 54.24 310.00 0.00 0.00 0.00 0.00 2701.92 2.57 97.84 387.50 0.00 0.00 0.00 0.00 2513.75 1.42 54.24 356.50 0.00 0.00 0.00 0.00 2701 .92 2.28 86.94 387.50 0.00 0.00 0.00 0.00 2513.75 1.42 54.24 356.50 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Wood Beam .... . DESCRIPTION: [RH-1] Load Combination Max Stress Ratios Segment Length· Span# M V Cct C FN +D+0.60W+H 1.000 Length= 10.0 ft 0.216 0.109 1.60 1.000 +D+O.?OE+H 1.000 Length= 10.0 ft 0.216 0.109 1.60 1.000 +D+0.750Lr+0.750L +0.450W+H 1.000 Length = 10.0 ft 1 0.346 0.175 1.60 1.000 +D+0.750L +O. 750S+0.450W+H 1.000 Length= 10.0 ft 1 0.216 0.109 1.60 1.000 +D+0.750L +0.750S+0.5250E+H 1.000 Length = 10.0 ft 1 0.216 0.109 1.60 1.000 +0.600+0.60W+0.60H 1.000 Length= 10.0 ft 0.130 0.066 1.60 1.000 +0.60D+0.70E+0.60H 1.000 Length = 10.0 ft 1 0.130 0.066 1.60 1.000 Overall Maximum Deflections Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination Span Max. •-• Defl Location in Span +D+Lr+H 0.2209 5.036 Project Title: AUSTIN Engineer: FDA Project ID: J20237 V6 Project Descr: File= L:\Oata\Projects\20\J20237 -AUSTIN\CALCS\J20237.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 . • - Moment Values Shear Values Cm Ct CL M lb F'b V fv F'v 1.00 1.00 0.94 0.00 0.00 0.00 0.00 1.00 1.00 0.88 4.35 707.67 3276.85 1.42 54.24 496.00 1.00 1.00 0.88 0.00 0.00 0.00 0.00 1.00 1.00 0.88 4.35 707.67 3276.85 1.42 54.24 496.00 1.00 1.00 0.88 0.00 0.00 0.00 0.00 1.00 1.00 0.88 6.98 1,134.34 3276.85 2.28 86.94 496.00 1.00 1.00 0.88 0.00 0.00 0.00 0.00 1.00 1.00 0.88 4.35 707.67 3276.85 1.42 54.24 496.00 1.00 1.00 0.88 0.00 0.00 0.00 0.00 1.00 1.00 0.88 4.35 707.67 3276.85 1.42 54.24 496.00 1.00 1.00 0.88 0.00 0.00 0.00 0.00 1.00 1.00 0.88 2.61 424.60 3276.85 0.85 32.54 496.00 1.00 1.00 0.88 0.00 0.00 0.00 0.00 1.00 1.00 0.88 2.61 424.60 3276.85 0.85 32.54 496.00 Load Combination Max. '+' Defl Location in Span 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+O. ?SOL +O. 750S+H +D+0.60W+H +0+0.?0E+H +D+0.750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+0.750L +0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only L Only SOnly WOnly E Only H Only Support 1 3.142 1.400 1.742 1.742 3.142 1.742 2.792 1.742 1.742 1.742 2.792 1.742 1.742 1.045 1.045 1.742 1.400 Support 2 3.142 1.400 1.742 1.742 3.142 1.742 2.792 1.742 1.742 1.742 2.792 1.742 1.742 1.045 1.045 1.742 1.400 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Project Title: AUSTIN Engineer: FDA Project ID: J20237 Project Descr: V7 Wood Beam File= L\Oata1Projects\20J20237 -AUSTINICALCS\J20237.ec6 . Software copyright ENERCALC, INC. 1963-2020, Buid:12.20.2.28 . 1 .11 I DESCRIPTION: [RH-2] CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, A·scE 7-16 Load Combination Set : IBC 2018 Material Properties . . Analysis Method : Allowable Stress Design Load Combination lBC 2018 Fb + Fb- 900 psi 900psi E: Modulus of Elasticity Wood Species : Douglas Fir -Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced Fc -Prtl Fe -Perp Fv Ft D 0.3360 Lr 0.280 4x8 Span= 6.50 ft 1350 psi 625 psi 180 psi 575 psi Ebend-xx 1600 ksi Eminbend -xx 580ksi Density 31 .21 pcf Ap lied Loads Service loads entered. Load Factors will be applied for calculations. -----Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans : D = 0.3360, Lr= 0.280 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = 0.888 1 4x8 1,284.59 psi 1,446.29 psi +D+Lr+H 3.250ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.064 in Ratio = 0.000 in Ratio= 0.141 in Ratio= 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs 1226 >=360 0<360 552 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M lb +D+H Length = 6.50 ft 0.675 0.331 0.90 1.300 1.00 1.00 1.00 1.00 0.99 1.80 705.85 +D+L+H 1.300 1.00 1.00 1.00 1.00 0.99 Length = 6.50 ft 0.608 0.298 1.00 1.300 1.00 1.00 1.00 1.00 0.99 1.80 705.85 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 0.99 Length = 6.50 ft 0.888 0.434 1.25 1.300 1.00 1.00 1.00 1.00 0.99 3.28 1,284.59 +D+S+H 1.300 1.00 1.00 1.00 1.00 0.99 Length = 6.50 ft 0.530 0.259 1.15 1.300 1.00 1.00 1.00 1.00 0.99 1.80 705.85 +D+0.750Lr+0.750L +H 1.300 1.00 1.00 1.00 1.00 0.99 Length = 6.50 ft 0.788 0.385 1.25 1.300 1.00 1.00 1.00 1.00 0.99 2.91 1,139.91 +D+0.750L +O. 750S+H 1.300 1.00 1.00 1.00 1.00 0.99 Length = 6.50 ft 0.530 0.259 1.15 1.300 1.00 1.00 1.00 1.00 0.99 1.80 705.85 Design OK = 0.434 : 1 4x8 = 97.61 psi = 225.00 psi +D+Lr+H = 5.907ft = Span# 1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 1045.03 0.91 53.64 162.00 0.00 0.00 0.00 0.00 1160.02 0.91 53.64 180.00 0.00 0.00 0.00 0.00 1446.29 1.65 97.61 225.00 0.00 0.00 0.00 0.00 1331.99 0.91 53.64 207.00 0.00 0.00 0.00 0.00 1446.29 1.47 86.62 225.00 0.00 0.00 0.00 0.00 1331.99 0.91 53.64 207.00 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Wood Beam t .11 I DESCRIPTION: [RH-2) Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN +D+0.60W+H 1.300 Length = 6.50 ft 0.383 0.186 1.60 1.300 +D+0.70E+H 1.300 Length = 6.50 ft 0.383 0.186 1.60 1.300 +D+0.750Lr+0.750L +0.450W+H 1.300 Length = 6.50 ft 1 0.618 0.301 1.60 1.300 +D+0.750L +0.750S+0.450W+H 1.300 Length = 6.50 ft 1 0.383 0.186 1.60 1.300 +D+0.750L +0.750S+0.5250E+H 1.300 Length = 6.50 ft 1 0.383 0.186 1.60 1.300 +0.60D+0.60W+0.60H 1.300 Length = 6.50 ft 0.230 0.112 1.60 1.300 +0.60D+0.70E+0.60H 1.300 Length = 6.50 ft 1 0.230 0.112 1.60 1.300 Overall Maximum Deflections Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination Span Max. • • • Defl Location in Span +D+Lr+H 0.1412 3.274 Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Title: AUSTIN Engineer: FDA VS Project ID: J20237 Project Descr: FIie = L:\Data\Projects\20\J20237 -AUSTINICALCSIJ20237.ec6 . Software copyright ENERCALC, INC. 1983-2020, Buitd:12.20.2.28 . . . Moment Values Shear Values Ct CL M fb F'b V Iv F'v 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 1.80 705.85 1843.92 0.91 53.64 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 1.80 705.85 1843.92 0.91 53.64 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 2.91 1,139.91 1843.92 1.47 86.62 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 1.80 705.85 1843.92 0.91 53.64 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 1.80 705.85 1843.92 0.91 53.64 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 1.08 423.51 1843.92 0.54 32.18 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 1.08 423.51 1843.92 0.54 32.18 288.00 Load Combination Max. '+' Defl Location in Span 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+0. 750L +0. 750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only L Only SOnly WOnly EOnly H Only Support 1 2.020 0.910 1.110 1.110 2.020 1.110 1.792 1.110 1.110 1.110 1.792 1.110 1.110 0.666 0.666 1.110 0.910 Support 2 2.020 0.910 1.110 1.110 2.020 1.110 1.792 1.110 1.110 1.110 1.792 1.110 1.110 0.666 0.666 1.110 0.910 ------------------ Wood Beam t.tt I Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 DESCRIPTION: [RH-3) CODE REFERENCES Calculations per NDS 2018, IBC 201 8, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2018 Wood Species : Douglas Fir -Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced Project Title: AUSTIN Engineer: FDA Project ID: J20237 V9 Project Descr: File= L:\Data\Projects\20\J20237 • AUSTIN\CALCS\J20237.ec:6 . Fb + Fb - Fc • Prll Fe• Perp Fv Ft Software copyright ENERCALC, INC. 1983-2020, BuUd:12.20.2.28 . 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi . . E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend-xx 580.0ksi Density 31 .21 Opcf D 0.240 Lr 0.20 4x4 Span= 3.0 ft A plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans : D = 0.240, Lr= 0.20 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.498 1 4x4 836.27psi 1,687.50psi +D+Lr+H 1.500ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.018 in Ratio= 0.000 in Ratio= 0.041 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span Span # where maximum occurs 1964 >=360 0<360 887 >=240 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb +O+H Length = 3.0 ft 0.377 0.223 0.90 1.500 100 1.00 1.00 1.00 1.00 0.27 458.43 +D+L+H 1.500 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 0.340 0.201 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.27 458.43 +D+Lr+H 1.500 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 0.496 0.293 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.50 836.27 +D+S+H 1.500 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 0.295 0.174 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.27 458.43 +D+0.750Lr+0.750L +H 1.500 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 0.440 0.260 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.44 741.81 +D+0.750L +0.750S+H 1.500 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 0.295 0.174 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.27 458.43 Design OK = 0.293: 1 4x4 = 65.87 psi = 225.00 psi +D+Lr+H = 0.000 ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1215.00 0.29 36.11 162.00 0.00 0.00 0.00 0.00 1350.00 0.29 36.11 180.00 0.00 0.00 0.00 0.00 1687.50 0.54 65.87 225.00 0.00 0.00 0.00 0.00 1552.50 0.29 36.11 207.00 0.00 0.00 0.00 0.00 1687.50 0.48 58.43 225.00 0.00 0.00 0.00 0.00 1552.50 0.29 36.11 207.00 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Wood Beam I.II I DESCRIPTION: [RH-3] Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN +D+0.60W+H 1.500 Length = 3.0 ft 0.212 0.125 1.60 1.500 +D+0.70E+H 1.500 Length = 3.0 ft 0.212 0.125 1.60 1.500 +D+0.750Lr+0.750L +0.450W+H 1.500 Length = 3.0 ft 1 0.343 0.203 1.60 1.500 +D+0.750L +0.750S+0.450W+H 1.500 Length = 3.0 ft 1 0.212 0.125 1.60 1.500 +D+0.750L +0.750S+0.5250E+H 1.500 Length = 3.0 ft 1 0.212 0.125 1.60 1.500 +0.60D+0.60W+0.60H 1.500 Length = 3.0 ft 0.127 0075 1.60 1.500 +0.60D+0.70E+0.60H 1.500 Length = 3.0 ft 1 0.127 0.075 1.60 1.500 Overall Maximum Deflections Load Combination Span Max.•-• Defl +D+Lr+H 1 0.0406 Ci Cr Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Location in Span 1.51 1 Project Title: AUSTIN Engineer: FDA Project ID: J20237 V10 Project Descr: File= L:\OataV'rojec1s\20\J20237 -AUSTIN\CALCSU20237.ec6 . Softwarn copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 . • . Moment Values Shear Values Ct CL M lb • F'b V fv F'v 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.27 458.43 2160.00 0.29 36.11 288.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.27 458.43 2160.00 0.29 36.11 288.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.44 741.81 2160.00 0.48 58.43 288.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.27 458.43 2160.00 0.29 36.11 288.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.27 458.43 2160.00 0.29 36.11 288.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.16 275.06 2160.00 0.18 21.67 288.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.16 275.06 2160.00 0.18 21.67 288.00 Load Combination Max.•+• Defl Location in Span 0.000 Vertical Reactions Support notation : Far left is #1 0.0000 Values in KIPS Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+O.?OE+H +D+0.750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+0.750L +0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H OOnly Lr Only L Only S Only WOnly E Only H Only Support 1 Support 2 0.664 0.664 0.300 0.300 0.364 0.364 0.364 0.364 0.664 0.664 0.364 0.364 0.589 0.589 0.364 0.364 0.364 0.364 0.364 0.364 0.589 0.589 0.364 0.364 0.364 0.364 0.218 0.218 0.218 0.218 0.364 0.364 0.300 0.300 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Project Title: AUSTIN Engineer: FDA Project ID: J20237 V11 Project Descr: Wood Beam File= L:\Oata\Projects\20\J20237 • AUSTINICALCS\J20237.ec6 . , ... ' Software copyright ENERCALC, INC. 1983-2020, Buitd:12.20.2.28 . . . DESCRIPTION: [RH-4) CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination lBC 2018 Fb + Fb - 900.0 psi 900.0 psi E : Modulus of Elasticity Wood Species : Douglas Fir -Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced D/0.240) Lr10.2Q) Fe -Prll Fe -Perp Fv Ft 0(1 050) Lr(0 850) 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi D/0.0480\ Lr(0.040\ 4x8 Span= 3.0 ft • • • Ebend-xx 1 , 600. 0 ksi Eminbend -xx 580.0ksi Density 31 .210pcf • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans ... Partial Length Uniform Load : D = 0.240, Lr= 0.20 k/ft, Extent= 0.0 --» 1.50 ft Partial Length Uniform Load : D = 0.0480, Lr= 0.040 k/ft, Extent= 1.50 --» 3.0 ft Point Load : D = 1.050, Lr= 0.850 k, Starting at : 1.50 ft and placed every 0.0 ft thereafter DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = 0.465: 1 4x8 676.36psi 1,455.15psi +D+Lr+H 1.500ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.006 in Ratio= 0.000 in Ratio= 0.013 in Ratio= 0.000 in Ratio = Load Combination Location of maximum on span Span # where maximum occurs 6091 >=360 0<360 2722 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb +D+H Length = 3.0 ft 0.356 0.246 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.96 374.03 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 0.321 0.221 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.96 374.03 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 0.465 0.320 1.25 1.300 1.00 1.00 1.00 1.00 0.99 1.73 676.36 +D+S+H 1.300 1.00 1.00 1.00 1.00 0.99 Length= 3.0 ft 0.279 0.192 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.96 374.03 +D+0.750Lr+0.750L +H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 0.413 0.284 1.25 1.300 1.00 1.00 1.00 1.00 0.99 1.54 600.78 Design OK = 0.320: 1 4x8 = 72.00 psi = 225.00 psi +D+Lr+H = 0.000ft Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1049.28 0.67 39.81 162.00 0.00 0.00 0.00 0.00 1165.38 0.67 39.81 180.00 0.00 0.00 0.00 0.00 1455.15 1.22 72.00 225.00 0.00 0.00 0.00 0.00 1339.32 0.67 39.81 207.00 0.00 0.00 0.00 0.00 1455.15 1.08 63.95 225.00 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Wood Beam ,.,, . DESCRIPTION: [RH-4] Load Combination Max Stress Ratios Segment Length Span# M V ·Cd CFN +D+0.750L +0.750S+H 1.300 Length = 3.0 ft 0.279 0.192 1.15 1.300 +D+0.60W+H 1.300 Length = 3.0 ft 0.201 0.138 1.60 1.300 +D+0.?0E+H 1.300 Length = 3.0 ft 0.201 0.138 1.60 1.300 +D+0.750Lr+0.750L +0.450W+H 1.300 Length= 3.0 ft 1 0.323 0.222 1.60 1.300 +D+0.750L +0.750S+0.450W+H 1.300 Length = 3.0 ft 1 0.201 0.138 1.60 1.300 +D+0.750L +0.750S+0.5250E+H 1.300 Length = 3.0 ft 1 0.201 0.138 1.60 1.300 +0.60D+0.60W+0.60H 1.300 Length = 3.0 ft 0.121 0.083 1.60 1.300 +0.60D+0.70E+0.60H 1.300 Length = 3.0 ft 1 0.121 0.083 1.60 1.300 Overall Maximum Deflections Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination Span Max. "•' Defl Location in Span +D+Lr+H 0.0132 1.489 Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 1.00 1.00 Project Title: AUSTIN Engineer: FDA V12 Project ID: J2O237 Project Descr: File= L:\Oata\Projects\20U20237 • AUSTIN\CALCS\J20237.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 . • . Moment Values Shear Values Ct CL M lb F'b V Iv F'v 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 0.96 374.03 1339.32 0.67 39.81 207.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 0.99 0.96 374.03 1859.65 0.67 39.81 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 0.96 374.03 1859.65 0.67 39.81 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 1.54 600.78 1859.65 1.08 63.95 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 0.96 374.03 1859.65 0.67 39.81 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 0.96 374.03 1859.65 0.67 39.81 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 0.57 224.42 1859.65 0.40 23.88 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 0.57 224.42 1859.65 0.40 23.88 288.00 Load Combination Max. "+" Defl Location in Span 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+0.750L +0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only L Only SOnly WOnly E Only H Only Support 1 1.486 0.665 0.821 0.821 1.486 0.821 1.320 0.821 0.821 0.821 1.320 0.821 0.821 0.493 0.493 0.821 0.665 Support 2 1.222 0.545 0.677 0.677 1.222 0.677 1.086 0.677 0.677 0.677 1.086 0.677 0.677 0.406 0.406 0.677 0.545 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Project Title: AUSTIN Engineer: FDA Project ID: J20237 Project Descr: V13 Wood Beam File= L:\Data\Projects\20.J20237 • AUSTINICALCS\J20237.ec:6 . Softwn copyright ENERCALC, INC. 1963-2020, Buid:12.20.2.28 . I.It I DESCRIPTION: [FB-1] CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties . . Analysis Method : Allowable Stress Design Load Combination IBC 2018 Fb + Fb - 2325 psi 2325 psi 2170 psi E : Modulus of Elasticity Wood Species : Trus Joist Wood Grade : TimberStrand LSL 1.55E Beam Bracing : Completely Unbraced Fc -Prll Fe -Perp Fv Ft D 0.1120 L 0.320 3.5x11.B75 Span= 13.0 fl 900 psi 310 psi 1070 psi Ebend-xx 1550 ksi Eminbend -xx 787 .815 ksi Density 45.01 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. _ _,___,.__ _______________________ _ Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans : D = 0.1120, L = 0.320 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = 0.641: 1 3.5x11.875 1,371 .34psi 2,138.43psi +D+L+H 6.500ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.273 in Ratio = 0.000 in Ratio= 0.380 in Ratio = 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs 570 >=360 0<360 410 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb +D+H Length= 13.0 ft 0.197 0.090 0.90 1.000 1.00 1.00 1.00 1.00 0.94 2.64 385.19 +D+L+H 1.000 1.00 1.00 1.00 1.00 0.94 Length = 13.0 ft 0.641 0.288 1.00 1.000 1.00 1.00 1.00 1.00 0.92 9.40 1,371.34 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.92 Length = 13.0 ft 0.153 0.065 1.25 1.000 1.00 1.00 1.00 1.00 0.87 2.64 385.19 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.87 Length= 13.0 ft 0.162 0.070 1.15 1.000 1.00 1.00 1.00 1.00 0.89 2.64 385.19 +D+0.750Lr+0.750L +H 1.000 1.00 1.00 1.00 1.00 0.89 Length= 13.0 ft 0.445 0.189 1.25 1.000 1.00 1.00 1.00 1.00 0.87 7.71 1,124.80 +D+0.750L +0.750S+H 1.000 1.00 1.00 1.00 1.00 0.87 Length = 13.0 ft 0.472 0.205 1.15 1.000 1.00 1.00 1.00 1.00 0.89 7.71 1,124.80 Design OK = 0.288 : 1 3.5x11 .875 = 89.15psi = 310.00 psi +D+L+H = 12.051 ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1956.51 0.69 25.04 279.00 0.00 0.00 0.00 0.00 2138.43 2.47 89.15 310.00 0.00 0.00 0.00 0.00 2525.73 0.69 25.04 387.50 0.00 0.00 0.00 0.00 2383.85 0.69 25.04 356.50 0.00 0.00 0.00 0.00 2525.73 2.03 73.12 387.50 0.00 0.00 0.00 0.00 2383.85 2.03 73.12 356.50 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Wood Beam .... . DESCRIPTION: [FB-1] Load Combination Max Stress Ratios Segment Length Span# M V +D+0.60W+H Length = 13.0 ft 0.134 0.050 +D+0.70E+H Length= 13.0 ft 0.134 0.050 +D+0.750Lr+0.750L +0.450W+H Length = 13.0 ft 1 0.391 0.147 +D+0.750L +0.750S+0.450W+H Length = 13.0 ft 1 0.391 0.147 +D+0.750L +0.750S+0.5250E+H Length = 13.0 ft 1 0.391 0.147 +0.60D+0.60W+0.60H Length= 13.0 ft 0.080 0.030 +0.60D+0.70E+0.60H Length = 13.0 ft 1 0.080 0.030 Overall Maximum Deflections Load Combination +D+L+H Span 1 Cd CFN 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 Max.•-· Defl 0.3799 Ci Cr Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Location in Span 6.547 Project Title: AUSTIN Engineer: FDA V14 Project ID: J20237 Project Descr: File= L'\Oala\Projedsl20'J20237 -AUSTIN\CALCS\120237.ec6 . Software copyright ENERCALC, INC. 1963-2020, Build:12.20.2.28 . • . Moment Values Shear Values Ct CL 'M fb F'b V fv F'v 1.00 0.89 0.00 0.00 0.00 0.00 1.00 0.77 2.64 385.19 2874.94 0.69 25.04 496.00 1.00 0.77 0.00 0.00 0.00 0.00 1.00 0.77 2.64 385.19 2874.94 0.69 25.04 496.00 1.00 0.77 0.00 0.00 0.00 0.00 1.00 0.77 7.71 1,124.80 2874.94 2.03 73.12 496.00 1.00 0.77 0.00 0.00 0.00 0.00 1.00 0.77 7.71 1,124.80 2874.94 2.03 73.12 496.00 1.00 0.77 0.00 0.00 0.00 0.00 1.00 0.77 7.71 1,124.80 2874.94 203 73.12 496.00 1.00 0.77 0.00 0.00 0.00 0.00 1.00 0.77 1.58 231 .11 2874.94 0.42 15.02 496.00 1.00 0.77 0.00 0.00 0.00 0.00 1.00 0.77 1.58 231 .11 2874.94 0.42 15.02 496.00 Load Combination Max.•+• Defl Location in Span 0.0000 0.000 Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+0.750L +0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only SOnly WOnly E Only H Only Support 1 Support 2 2.892 2.892 2.080 2.080 0.812 0.812 2.892 2.892 0.812 0.812 0.812 0.812 2.372 2.372 2.372 2.372 0.812 0.812 0.812 0.812 2.372 2.372 2.372 2.372 2.372 2.372 0.487 0.487 0.487 0.487 0.812 0.812 2.080 2.080 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 t::~:!::::. San Diego, CA 92121 Project Title: AUSTIN Engineer: FDA Project ID: J20237 Project Descr: V15 Wood Beam File = L:\Data\Projects\20\J20237 • AUSTIN\CALCS\J20237 .ec:6 . Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.2.28 . 1.1 1 t DESCRIPTION: [FH-1) CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties . . Analysis Method : Allowable Stress Design Load Combination IBC 2018 Fb + Fb- 2,325.0 psi 2,325.0 psi 2,170.0 psi E : Modulus of Elasticity Wood Species : Trus Joist Wood Grade : TimberStrand LSL 1.55E Beam Bracing : Completely Unbraced Fc -Prll Fe -Perp Fv Ft D 0.5640 Lr 0.270 L 0.320 3.5x11.875 Span= 10.0ft 900.0 psi 310.0 psi 1,070.0 psi Ebend-xx 1,550.0ksi Eminbend -xx 787 .82 ksi Density 45.01 Opet Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans : D = 0.5640, Lr= 0.270, L = 0.320 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = 0.742 1 3.5x11.875 1,635.67psi 2,204.33psi +D+L+H 5.000ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.096 in 0.000 in 0.305 in 0.000 in Ratio= Ratio= Ratio= Ratio= Load Combination Location of maximum on span Span # where maximum occurs 1254 >=360 0<360 393 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb +D+H Length= 10.0 ft 0.526 0.300 0.90 1.000 1.00 1.00 1.00 1.00 0.96 7.21 1,052.15 +D+L+H 1.000 1.00 1.00 1.00 1.00 0.96 Length= 10.0 ft 0.742 0.419 1.00 1.000 1.00 1.00 1.00 1.00 0.95 11.21 1,635.67 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.95 Length= 10.0 ft 0.577 0.317 1.25 1.000 1.00 1.00 1.00 1.00 0.92 10.59 1,544.49 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.92 Length= 10.0 ft 0.422 0.234 1.15 1.000 1.00 1.00 1.00 1.00 0.93 7.21 1,052.15 +D+0.750Lr+0.750L +H 1.000 1.00 1.00 1.00 1.00 0.93 Length = 10.0 ft 0.695 0.381 1.25 1.000 1.00 1.00 1.00 1.00 0.92 12.74 1,859.05 +D+0.750L +0.750S+H 1.000 1.00 1.00 1.00 1.00 0.92 Length= 10.0ft 0.597 0.332 1.15 1.000 1.00 1.00 1.00 1.00 0.93 10.21 1,489.79 Design OK = 0.419 : 1 3.5x11 .875 = 129.96 psi = 310.00 psi +D+L+H = 0.000ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2002.05 2.32 83.60 279.00 0.00 0.00 0.00 0.00 2204.33 3.60 129.96 310.00 0.00 0.00 0.00 0.00 2674.49 3.40 122.72 387.50 0.00 0.00 0.00 0.00 2493.46 2.32 83.60 356.50 0.00 0.00 0.00 0.00 2674.49 4.09 147.71 387.50 0.00 0.00 0.00 0.00 2493.46 3.28 118.37 356.50 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Wood Beam .... ' DESCRIPTION: [FH-1] Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN +D+0.60W+H 1.000 Length = 10.0 ft 0.328 0.169 1.60 1.000 +D+0.70E+H 1.000 Length= 10.0 ft 1 0.328 0.169 1.60 1.000 +D+0.750Lr+0.750L +0.450W+H 1.000 Length= 10.0 ft 1 0.579 0.298 1.60 1.000 +D+0.750L +0.750S+0.450W+H 1.000 Length= 10.0ft 1 0.464 0.239 1.60 1.000 +D+0.750L +0.750S+0.5250E+H 1.000 Length = 10.0 ft 1 0.464 0.239 1.60 1.000 +0.60D+0.60W+0.60H 1.000 Length = 10.0 ft 0.197 0.101 1.60 1.000 +0.60D+0. 70E+0.60H 1.000 Length = 10.0 ft 1 0.197 0.101 1.60 1.000 Overall Maximum Deflections Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination Span Max. • -• Defl Location in Span 0.3048 5.036 Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Title: AUSTIN Engineer: FDA V16 Project ID: J20237 Project Descr: File = L:\Data1Projecls\20\J20237 -AUSTINICALCS\.120237 .ec6 . Softwn copyright ENERCALC, INC. 1983-2020, Bulld:12.20.2.28 . • . Moment Values Shear Values Ct CL M lb F'b V fv F'v 1.00 0.93 0.00 0.00 0.00 0.00 1.00 0.86 7.21 1,052.15 3209.31 2.32 83.60 496.00 1.00 0.86 0.00 0.00 0.00 0.00 1.00 0.86 7.21 1,052.15 3209.31 2.32 83.60 496.00 1.00 0.86 0.00 0.00 0.00 0.00 1.00 0.86 12.74 1,859.05 3209.31 4.09 147.71 496.00 1.00 0.86 0.00 0.00 0.00 0.00 1.00 0.86 10.21 1,489.79 3209.31 3.28 118.37 496.00 1.00 0.86 0.00 0.00 0.00 0.00 1.00 0.86 10.21 1,489.79 3209.31 3.28 118.37 496.00 1.00 0.86 0.00 0.00 0.00 0.00 1.00 0.86 4.33 631.29 3209.31 1.39 50.16 496.00 1.00 0.86 0.00 0.00 0.00 0.00 1.00 0.86 4.33 631.29 3209.31 1.39 50.16 496.00 Load Combination Max.•+• Defl Location in Span 0.0000 0.000 +D+0.750Lr+0.750L +0.450W+H Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L +0.450W+H +D+0. 750L +0. 750S+0.450W+H +D+0.750L +0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0. 70E+0.60H DOnly Lr Only L Only SOnly WOnly E Only H Only Support 1 Support 2 5.097 -~5~_09=7-------------- 1.600 1.600 2.885 2.885 4.485 4.485 4.235 4.235 2.885 2.885 5.097 5.097 4.085 4.085 2.885 2.885 2.885 2.885 5.097 5.097 4.085 4.085 4.085 4.085 1.731 1.731 1.731 1.731 2.885 2.885 1.350 1.350 1.600 1.600 Lovelace Engineering, Inc. Project Title: AUSTIN 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Engineer: FDA Project ID: J20237 Project Descr: V17 Wood Beam File= L:\Oata\Projects\20\J20237 -AUSTIN\CALCS\120237.ec6 . Software copyright ENERCALC, INC. 1~2020. Buifd:12.20.2.28 . 1.11 I . - DESCRIPTION: [FH-2) CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination 1 BC 2018 Wood Species : Trus Joist Wood Grade : TimberStrand LSL 1.55E Beam Bracing : Completely Unbraced Ap lied Loads Beam self weight calculated and added to loads Loads on all spans ... Fb + Fb- Fc -Prll Fe -Perp Fv Ft D10.240\ LIO 320\ 3.5x11.875 Span = 10.0 ft 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi E : Modulus of Elasticity Ebend-xx 1,550.0 ksi Eminbend -xx 787.82ksi Density 45.010pcf Service loads entered. Load Factors will be applied for calculations. Uniform Load on ALL spans : D = 0.240, L = 0.320 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.474 1 3.5x11.875 1,044.85psi 2,204.33psi +D+L+H 5.000 ft Span # 1 Maximum Shear Stress Ratio Section used for this span 0.096 in Ratio = 0.000 in Ratio = 0.171 in Ratio = 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs 1254 >=360 0 <360 700>=240 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb +D+H Length = 10.0 ft 0.230 0.131 0.90 1.000 1.00 1.00 1.00 1.00 0.96 3.16 461.33 +D+L+H 1.000 1.00 1.00 1.00 1.00 0.96 Length= 10.0 ft 0.474 0.268 1.00 1.000 1.00 1.00 1.00 1.00 0.95 7.16 1,044.85 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.95 Length = 10.0 ft 0.172 0.095 1.25 1.000 1.00 1.00 1.00 1.00 0.92 3.16 461 .33 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.92 Length = 10.0 ft 0 185 0.103 1.15 1.000 1.00 1.00 1.00 1.00 0.93 3.16 461.33 +D+0.750Lr+0.750L +H 1.000 1.00 1.00 1.00 1.00 0.93 Length= 10.0 ft 0.336 0.184 1.25 1.000 1.00 1.00 1.00 1.00 0.92 6.16 898.97 +D+0.750L +0.750S+H 1.000 1.00 1.00 1.00 1.00 0.92 Length= 10.0 ft 0.361 0.200 1.15 1.000 1.00 1.00 1.00 1.00 0.93 6.16 898.97 Design OK = 0.268 : 1 3.5x11.875 = 83.02 psi = 310.00 psi +D+L+H = 0.000ft = Span# 1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 2002.05 1.02 36.66 279,00 0.00 0.00 0.00 0.00 2204.33 2.30 83.02 310.00 0.00 0.00 0.00 0.00 2674.49 1.02 36.66 387.50 0.00 0.00 0.00 0.00 2493.46 1.02 36.66 356.50 0.00 0.00 0.00 0.00 2674.49 1.98 71.43 387.50 0.00 0.00 0.00 0.00 2493.46 1.98 71.43 356.50 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Wood Beam .... ' DESCRIPTION: [FH-2] Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN +0+0.60W+H 1.000 Length= 10.0 ft 0.144 0.074 1.60 1.000 +0+0.70E+H 1.000 Length= 10.0ft 0.144 0.074 1.60 1.000 +0+0.750Lr+0.750L +0.450W+H 1.000 Length= 10.0 ft 1 0.280 0.144 1.60 1.000 +0+0.750L +0.750S+0.450W+H 1.000 Length= 10.0 ft 1 0.280 0.144 1.60 1.000 +0+0.750L +O. 750S+0.5250E+H 1.000 Length= 10.0 ft 1 0.280 0.144 1.60 1.000 +0.600+0.60W+0.60H 1.000 Length = 10.0 ft 0.086 0.044 160 1.000 +0.600+0. 70E+0.60H 1.000 Length= 10.0 ft 1 0.086 0.044 1.60 1.000 Overall Maximum Deflections Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination Span Max. '-" Oefl Location in Span +O+L+H 0.1713 5.036 Project Title: AUSTIN Engineer: FDA Project ID: J20237 V18 Project Descr: File = L:\Oata\Projects\20\J20237 -AUSTIN\CALCS\J20237.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 . • Moment Values Shear Values Cm · Ct CL M lb F'b V fv F'v 1.00 1.00 0.93 0.00 0.00 0.00 0.00 1.00 1.00 0.86 3.16 461.33 3209.31 1.02 36.66 496.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 100 1.00 0.86 3.16 461.33 3209.31 1.02 36.66 496.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 1.00 1.00 0.86 6.16 898.97 3209.31 1.98 71.43 496.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 1.00 1.00 0.86 6.16 898.97 3209.31 1.98 71.43 496.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 1.00 1.00 0.86 6.16 898.97 3209.31 1.98 71.43 496.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 1.00 1.00 0.86 1.90 276.80 3209.31 0.61 21.99 496.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 1.00 1.00 0.86 1.90 276.80 3209.31 0.61 21.99 496.00 Load Combination Max. '+' Oefl Location in Span 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum +O+H +O+L+H +O+Lr+H +O+S+H +0+0.750Lr+0.750L +H +0+0.750L +0.750S+H +0+0.60W+H +0+0.70E+H +0+0.750Lr+0.750L +0.450W+H +0+0.750L +0.750S+0.450W+H +0+0.750L +0.750S+0.5250E+H +0.600+0.60W+0.60H +0.600+0. 70E+0.60H DOnly Lr Only L Only SOnly WOnly EOnly H Only Support 1 2.865 1.600 1.265 2.865 1.265 1.265 2.465 2.465 1.265 1.265 2.465 2.465 2.465 0.759 0.759 1.265 1600 Support 2 2.865 1.600 1.265 2.865 1.265 1.265 2.465 2.465 1.265 1.265 2.465 2.465 2.465 0.759 0.759 1.265 1600 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Project Title: AUSTIN Engineer: FDA Project ID: J20237 V19 Project Descr: Wood Beam File = L:\Data\Projects\20\J20237 -AUSTIN\CALCS\J20237 .et£ . Softwn copyright ENERCALC, INC. 1983--2020, Bu~d:12.20.2.28 . , .... DESCRIPTION : [FH-3] CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties . . Analysis Method : Allowable Stress Design Load Combination lBC 2018 Fb + Fb • 2900 psi 2900 psi 2900 psi E : Modulus of Elasticity Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E Beam Bracing : Completely Unbraced Fe -Prll Fe -Perp Fv Ft 625 psi 290 psi 2025 psi Ebend-xx 2000 ksi Eminbend -xx 1016.535ksi Density 45.07pcf 0(1 .15) Lr(0.95) 0(1 .15) Lr(0.95) 0 0.240 L 0.320 0(0. 640 Lr 0.270 L 0.320) 0 0.5640 Lr 0.270 L 0.320 5.25x1 1.875 Span= 13.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans ... Partial Length Uniform Load : D = 0.5640, Lr= 0.270, L = 0.320 k/ft, Extent = 0.0 --» 5.0 ft Partial Length Uniform Load : D = 0.240, L = 0.320 k/ft, Extent = 5.0 --» 11.0 ft Partial Length Uniform Load : D = 0.5640, Lr= 0.270, L = 0.320 k/ft, Extent = 11.0 -» 13.0 ft Point Load : D = 1.150, Lr = 0.950 k @ 5.0 ft Point Load : D = 1.150, Lr = 0.950 k @ 11.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = 0.645 1 5.25x11.875 1,833.80 psi 2,841 .69 psi +D+L+H 5.599ft Span# 1 Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = 0.141 in 0.000 in 0.447 in 0.000 in Load Combination Location of maximum on span Span # where maximum occurs Ratio = 11 05 >=360 Ratio = 0 <360 Ratio = 349 >=240 Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb +D+H Length = 13.0 ft 0.468 0.319 0.90 1.000 1.00 1.00 1.00 1.00 0.98 12.35 1,201.15 +D+L+H 1.000 1.00 1.00 1.00 1.00 0.98 Length = 13.0 ft 0.645 0.434 1.00 1.000 1.00 1.00 1.00 1.00 0.98 18.86 1,833.80 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.98 Length= 13.0 ft 0.504 0.340 1.25 1.000 1.00 1.00 1.00 1.00 0.97 18.28 1,777.45 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.97 Length = 13.0 ft 0.369 0.249 1.15 1.000 1.00 1.00 1.00 1.00 0.98 12.35 1,201.15 = = = = F'b 0.00 2564.35 0.00 2841.69 0.00 3525.43 0.00 3253.72 Design OK 0.434 : 1 5.25x11.875 125.94 psi 290.00 psi +D+L+H V 0.00 12.051 ft Span# 1 Shear Values fv 0.00 F'v 0.00 3.46 83.21 261.00 0.00 0.00 0.00 5.23 125.94 290.00 0.00 0.00 0.00 5.13 123.41 362.50 0.00 0.00 0.00 3.46 83.21 333.50 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 I::::;:::: San Diego, CA 92121 Wood Beam DESCRIPTION: [FH-3] Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN +D+0.750Lr+0.750L +H 1.000 Length = 13.0 ft 0.596 0.401 1.25 1.000 +D+0.750L +O. 750S+H 1.000 Length = 13.0 ft 0.514 0.346 1.15 1.000 +D+0.60W+H 1.000 Length = 13.0 ft 0.270 0.179 1.60 1.000 +D+0.70E+H 1.000 Length = 13.0 ft 1 0.270 0.179 1.60 1.000 +D+0.750Lr+0.750L +0.450W+H 1.000 Length = 13.0 ft 1 0.472 0.313 1.60 1.000 +D+0.750L +0.750S+0.450W+H 1.000 Length = 13.0 ft 1 0.376 0.248 1.60 1.000 +D+0.750L +O. 750S+0.5250E+H 1.000 Length = 13.0 ft 1 0.376 0.248 1.60 1.000 +0.60D+0.60W+0.60H 1.000 Length = 13.0 ft 0.162 0.108 1.60 1.000 +0.60D+0.70E+0.60H 1.000 Length = 13.0 ft 1 0.162 0.108 1.60 1.000 Overall Maximum Deflections Load Combination Span Max.•-• Defl 1 0.4467 Ci Cr Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Location in Span 6.405 Project Title: AUSTIN Engineer: FDA Project ID: J20237 Project Descr: V20 File = L;\Oata\Projec1s\20\J20237 -AUSTIN\CALCS\J20237 .ec6 . Softwarn copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 . • . Moment Values Shear Values Ct CL M fb F'b ·v Iv F'v 1.00 0.98 0.00 0.00 0.00 0.00 1.00 0.97 21.61 2,101.21 3525.43 604 145.41 362.50 1.00 0.97 0.00 0.00 0.00 0.00 1.00 0.98 17.20 1,673.18 3253.72 4.79 115.26 333.50 1.00 0.98 0.00 0.00 0.00 0.00 1.00 0.96 12.35 1,201 .15 4453.36 3.46 83.21 464.00 1.00 0.96 0.00 0.00 0.00 0.00 1.00 0.96 12.35 1,201 .15 4453.36 3.46 83.21 464.00 1.00 0.96 0.00 0.00 0.00 0.00 1.00 0.96 21.61 2,101.21 4453.36 6.04 145.41 464.00 1.00 0.96 0.00 0.00 0.00 0.00 1.00 0.96 17.20 1,673.18 4453.36 4.79 115.26 464.00 1.00 0.96 0.00 0.00 0.00 0.00 1.00 0.96 17.20 1,673.18 4453.36 4.79 115.26 464.00 1.00 0.96 0.00 0.00 0.00 0.00 1.00 0.96 7.41 720.69 4453.36 2.07 49.92 464.00 1.00 0.96 0.00 0.00 0.00 0.00 1.00 0.96 7.41 720.69 4453.36 2.07 49.92 464.00 Load Combination Max.'+' Defl Location in Span 0.000 +D+0.750Lr+0.750L +0.450W+H Vertical Reactions Support notation Far left is #1 0.0000 Values in KIPS Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L +0.450W+H +D+O. 750L +O. 750S+0.450W+H +D+0.750L +0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only L Only SOnly WOnly E Only HOnly Support 1 Support 2 6.887 7.017 2.080 2.080 3.930 4.012 6.010 6.092 5.792 5.939 3.930 4.012 6.887 7.017 5.490 5.572 3.930 4.012 3.930 4.012 6.887 7.017 5.490 5.572 5.490 5.572 2.358 2.407 2.358 2.407 3.930 4.012 1.863 1.927 2.080 2.080 Wood Beam t.11 I Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 DESCRIPTION: [FH-4] CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination !BC 2018 Wood Species : Douglas Fir -Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced Project Title: AUSTIN Engineer: FDA Project ID: J20237 Project Descr: V21 File= L:\Oata\Projects\20\J20237 -AUSTIN\CALCSIJ20237.ec:6 . Fb + Fb - Fc • Prll Fe -Perp Fv Ft Software copyright ENERCALC, INC. 1983-2020, Buid:12.20.2.28 . 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0psi 575.0 psi . . E : Modulus of Elasticity Ebend-xx 1 , 600. 0 ksi Eminbend -xx 580.0ksi Density 31.21 Opcf D 0.2640 Lr 0.220 4x8 Span = 7.0 fl Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans : D = 0.2640, Lr = 0.220 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination = = Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.812 1 4x8 1,173.40psi 1,445.00psi +D+Lr+H 3.500ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.067 in Ratio= 0.000 in Ratio = 0.150 in Ratio= 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs 1249 >=360 0 <360 561 >=240 0<240 Maximum Forces & Stresses for Load Combinations load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb +D+H length= 7.0 ft 0.619 0.286 0.90 1300 1.00 1.00 1.00 1.00 0.99 1.65 646.03 +D+l+H 1.300 1.00 1.00 1.00 1.00 0.99 length = 7 .0 ft 0.557 0.258 1.00 1.300 1.00 1.00 1.00 1.00 0.99 1.65 646.03 +D+lr+H 1.300 1.00 1.00 1.00 1.00 0.99 Length = 7 .0 ft 0.812 0.375 1.25 1.300 1.00 1.00 1.00 1.00 0.99 3.00 1,173.40 +D+S+H 1.300 1.00 1.00 1.00 1.00 0.99 Length = 7 .0 ft 0.485 0.224 1.15 1.300 1.00 1.00 1.00 1.00 0.99 1.65 646.03 +D+0.750Lr+0.750l +H 1.300 1.00 1.00 1.00 1.00 0.99 Length= 7.0 ft 0.721 0.332 1.25 1.300 1.00 1.00 1.00 1.00 0.99 2.66 1,041.56 +D+0.750L +0.750S+H 1.300 1.00 1.00 1.00 1.00 0.99 Length = 7 .0 ft 0.485 0.224 1.15 1.300 1.00 1.00 1.00 1.00 0.99 1.65 646.03 Design OK = 0.375: 1 4x8 = 84.27 psi = 225.00 psi +D+Lr+H = 6.412ft = Span# 1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 1044.43 0.78 46.40 162.00 0.00 0.00 0.00 0.00 1159.25 0.78 46.40 180.00 0.00 0.00 0.00 0.00 1445.00 1.43 84.27 225.00 0.00 0.00 0.00 0.00 1330.93 0.78 46.40 207.00 0.00 0.00 0.00 0.00 1445.00 1.27 74.80 225.00 0.00 0.00 0.00 0.00 1330.93 0.78 46.40 207.00 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Wood Beam 1 .11 I DESCRIPTION: [FH-4) Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN +D+0.60W+H 1.300 Length= 7.0 ft 0.351 0.161 1.60 1.300 +D+0.70E+H 1.300 Length= 7.0 ft 0.351 0.161 1.60 1.300 +D+0.750Lr+0.750L +0.450W+H 1.300 Length = 7.0 ft 1 0.566 0.260 1.60 1.300 +D+0.750L +0.750S+0.450W+H 1.300 Length = 7 .0 ft 1 0.351 0.161 1.60 1.300 +D+0.750L +0.750S+0.5250E+H 1.300 Length= 7.0 ft 1 0.351 0.161 1.60 1.300 +0.60D+0.60W+0.60H 1.300 Length = 7.0 ft 0.210 0.097 1.60 1.300 +0.60D+O. 70E+0.60H 1.300 Length= 7.0 ft 1 0.210 0.097 1.60 1.300 Overall Maximum Deflections • Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination Span Max. • -• Defl Location in Span +D+Lr+H 0.1496 3.526 Project Title: AUSTIN Engineer: FDA Project ID: J20237 V22 Project Descr: File= L:\Data\Projects\20\J20237 -AUSTINICALCS\J20237.ec6 . Software copyright ENERCALC, INC. 198l-2020, BuHd:12.20.2.28 . • . Moment Values Shear Values Cm Ct CL M lb F'b V fv F'v 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 0.98 1.65 646.03 1841.56 0.78 46.40 288.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 1.00 1.00 0.98 1.65 646.03 1841.56 0.78 46.40 288.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 1.00 1.00 0.98 2.66 1,041 .56 1841.56 1.27 74.80 288.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 1.00 1.00 0.98 1.65 646.03 1841.56 0.78 46.40 288.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 1.00 1.00 0.98 1.65 646.03 1841.56 0.78 46.40 288.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 1.00 1.00 0.98 0.99 387.62 1841.56 0.47 27.84 288.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 1.00 1.00 0.98 0.99 387.62 1841.56 0.47 27.84 288.00 Load Combination Max. '+' Defl Location in Span 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+0.750L +0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+O. 70E+0.60H DOnly Lr Only L Only SOnly WOnly E Only H Only Support 1 1.713 0.770 0.943 0.943 1.713 0.943 1.521 0.943 0.943 0.943 1.521 0.943 0.943 0.566 0.566 0.943 0.770 Support 2 1.713 0.770 0.943 0.943 1.713 0.943 1.521 0.943 0.943 0.943 1.521 0.943 0.943 0.566 0.566 0.943 0.770 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Project Title: AUSTIN Engineer: FDA Project ID: J20237 Project Descr: V23 Wood Beam File= L:\Oata\Projecls\20J20237 -AUSTIN\CALCS\J20237.ec6 . Softwn copyright ENERCALC, INC. 1983-2020, Buad:12.20.2.28 . I .It I DESCRIPTION: [FH-5] CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 ~aterial Properties . . Analysis Method : Allowable Stress Design Load Combination JBC 2018 Fb + Fb- 900.0 psi 900.0 psi E : Modulus of Elasticity Wood Species : Douglas Fir -Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced Fc -Prll Fe -Perp Fv Ft 4x6 Span= 4.0 ft 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31 .210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans : D = 0.1540, L = 0.440 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = 0.698 1 4x6 813.57psi 1,165.53 psi +D+L+H 2.000ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.033 in Ratio = 0.000 in Ratio = 0.045 in Ratio = 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs 1461 >=360 0<360 1075 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Lenglh Span# M V Cd CFN Ci Cr Cm Ct CL M fb +D+H Length = 4.0 ft 0.205 0.118 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.32 215.13 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 0.698 0.401 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.20 813.57 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 Lenglh = 4.0 ft 0.148 0.085 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.32 215.13 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length= 4.0 ft 0.161 0.092 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.32 215.13 +D+0.750Lr+0.750L +H 1.300 1.00 1.00 1.00 1.00 1.00 Length= 4.0 ft 0.456 0.262 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.98 663.96 +D+0.750L +0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 0.496 0.284 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.98 663.96 Design OK = 0.401 : 1 4x6 = 72.13 psi = 180.00 psi +D+L+H = 3.547 ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1049.40 0.24 19.07 162.00 0.00 0.00 0.00 0.00 1165.53 0.93 72.13 180.00 0.00 0.00 0.00 0.00 1455.40 0.24 19.07 225.00 0.00 0.00 0.00 0.00 1339.53 0.24 19.07 207.00 0.00 0.00 0.00 0.00 1455.40 0.76 58.86 225.00 0.00 0.00 0.00 0.00 1339.53 0.76 58.86 207.00 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 C:::::::: San Diego, CA 92121 Wood Beam DESCRIPTION: [FH-5) Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN +D+0.60W+H 1.300 Length = 4.0 ft 0.116 0.066 1.60 1.300 +D+0.70E+H 1.300 Length = 4.0 ft 1 0.116 0.066 1.60 1.300 +D+0.750Lr+0.750L +0.450W+H 1.300 Length = 4.0 ft 1 0.357 0.204 1.60 1.300 +D+0.750L +0. 750S+0.450W+H 1.300 Length = 4.0 ft 1 0.357 0.204 1.60 1.300 +D+0.750L +0.750S+0.5250E+H 1.300 Length = 4.0 ft 1 0.357 0.204 1.60 1.300 +0.60D+0.60W+0.60H 1.300 Length = 4.0 ft 0.069 0.040 1.60 1.300 +0.60D+0.70E+0.60H 1.300 Length = 4.0 ft 1 0.069 0.040 1.60 1.300 Overall Maximum Deflections Ci c, 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination Span Max. • -• Defl Location in Span +D+L+H 0.0446 2.015 Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Title: AUSTIN Engineer: FDA Project ID: J20237 Project Descr: V24 File = L:\Data\Projects\20\J20237 • AUSTIN\CALCS\J20237 .edl . Software oopyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 . • . Moment Values Shear Values Ct CL M lb • F'b V Iv F'v 1.00 1.00 0.00 0.00 0.00 0.00 1.00 0.99 0.32 215.13 1860.07 0.24 19.07 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 0.32 215.13 1860.07 0.24 19.07 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 0.98 663.96 1860.07 0.76 58.86 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 0.98 663.96 1860.07 0.76 58.86 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 0.98 663.96 1860.07 0.76 58.86 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 0.19 129.08 1860.07 0.15 11.44 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 0.19 129.08 1860.07 0.15 11.44 288.00 Load Combination Max. ·+· Defl Location in Span 0.0000 0.000 Vertical Reactions Load Combination Support notation : Far left is #1 Values in KIPS Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+0.750L +0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only L Only SOnly WOnly E Only H Only Support 1 1.196 0.880 0.316 1.196 0.316 0.316 0.976 0.976 0.316 0.316 0.976 0.976 0.976 0.190 0.190 0.316 0.880 Sup po rt 2 1.196 0.880 0.316 1.196 0.316 0.316 0.976 0.976 0.316 0.316 0.976 0.976 0.976 0.190 0.190 0.316 0.880 -------------------- Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Project Title: AUSTIN Engineer: FDA Project ID: J20237 V25 Project Descr: Wood Beam File= L:\Oata\Projects\20\J20237 • AUSTIN\CALCS\J20237.ec6 . t.tt I DESCRIPTION: [FH-6] CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 . . - Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2018 Wood Species : Douglas Fir -Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced Applied Loads Beam self weight calculated and added to loads Loads on all spans ... Fb + Fb • Fe -Prtl Fe• Perp Fv Ft D 0.2640 Lr 0.220 4x10 Span = 8.50 ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0psi 575.0 psi E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf Service loads entered. Load Factors will be applied for calculations. Uniform Load on ALL spans : D = 0.2640, Lr= 0.220 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = 0.805 1 4x10 1,066.17psi 1,324.40psi +D+Lr+H Maximum Shear Stress Ratio Section used for this span 4.250ft Span# 1 0.070 in Ratio= 0.000 in Ratio= 0.157 in Ratio = 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs 1449 >=360 0<360 649 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb +D+H Length = 8.50 ft 0.613 0.272 0.90 1.200 1.00 1.00 1.00 1.00 0.99 2.45 588.47 +D+L+H 1.200 1.00 1.00 1.00 1.00 0.99 Length = 8.50 ft 0.553 0.245 1.00 1.200 1.00 1.00 1.00 1.00 0.99 2.45 588.47 +D+Lr+H 1.200 100 1.00 1.00 1.00 0.99 Length = 8.50 ft 0.805 0.354 1.25 1.200 1.00 1.00 1.00 1.00 0.98 4.43 1,066.17 +D+S+H 1.200 1.00 1.00 1.00 1.00 0.98 Length = 8.50 ft 0.482 0.213 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.45 588.47 +D+0.750Lr+0.750L +H 1.200 1.00 1.00 1.00 1.00 0.98 Length = 8.50 ft 0.715 0.315 1.25 1.200 1.00 1.00 1.00 100 098 3.94 946.74 +D+0.750L +0.750S+H 1.200 1.00 1.00 1.00 1.00 0.98 Length = 8.50 ft 0.482 0.213 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.45 588.47 Design OK = 0.354: 1 4x10 = 79.75 psi = 225.00 psi +D+Lr+H = 0.000ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 959.85 0.95 44.02 162.00 0.00 0.00 0.00 0.00 1064.63 0.95 44.02 180.00 0.00 0.00 0.00 0.00 1324.40 1.72 79.75 225.00 0.00 0.00 0.00 0.00 1220.89 0.95 44.02 207.00 0.00 0.00 0.00 0.00 1324.40 1.53 70.82 225.00 0.00 0.00 0.00 0.00 1220.89 0.95 44.02 207.00 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Wood Beam .... ' DESCRIPTION: [FH-6] Load Combination Max Stress Ratios Segment Length Span# M v· Cd CFN +D+0.60W+H 1.200 Length = 8.50 ft 0.350 0.153 1.60 1.200 +D+0.70E+H 1200 Length = 8.50 ft 1 0.350 0.153 1.60 1.200 +D+0.750Lr+0.750L +0.450W+H 1.200 Length = 8.50 ft 1 0.563 0.246 1.60 1.200 +D+0.750L +O. 750S+0.450W+H 1.200 Length = 8.50 ft 1 0.350 0.153 1.60 1.200 +D+0.750L +O. 750S+0.5250E+H 1.200 Length = 8.50 ft 1 0.350 0.153 1.60 1.200 +0.60D+0.60W+0.60H 1.200 Length = 8.50 ft 0.210 0.092 1.60 1.200 +0.60D+0.70E+0.60H 1200 Length = 8.50 ft 1 0.210 0.092 1.60 1.200 Overall Maximum Deflections Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 Load Combination Span Max. " -" Defl Location in Span +D+Lr+H 0.1571 4.281 Cm 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Title: AUSTIN Engineer: FDA V26 Project ID: J20237 Project Descr: File = L:\Data\Projec1s\20\J20237 -AUSTIN\CALCS\J20237 .ec6 . Softwn copyright ENERCALC, INC. 1983-2020, BuMd:12.20.2.28 . • . Moment Values Shear Values C t CL M lb F'b V fv F'v 1.00 0.98 0.00 0.00 0.00 0.00 1.00 0.97 2.45 588.47 1681.91 0.95 44.02 288.00 1.00 0.97 0.00 0.00 0.00 0.00 1.00 0.97 2.45 588.47 1681.91 0.95 44.02 288.00 1.00 0.97 0.00 0.00 0.00 0.00 1.00 0.97 3.94 946.74 1681.91 1.53 70.82 288.00 1.00 0.97 0.00 0.00 0.00 0.00 1.00 0.97 2.45 588.47 1681.91 0.95 44.02 288.00 1.00 0.97 0.00 0.00 0.00 0.00 1.00 0.97 2.45 588.47 1681.91 0.95 44.02 288.00 1.00 0.97 0.00 0.00 0.00 0.00 1.00 0.97 1.47 353.08 1681.91 0.57 26.41 288.00 1.00 0.97 0.00 0.00 0.00 0.00 1.00 0.97 1.47 353.08 1681.91 0.57 26.41 288.00 Load Combination Max. "+' Defl Location in Span 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L +0.450W+H +D+0.750L +O. 750S+0.450W+H +D+0.750L +0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.600+0.70E+0.60H DOnly Lr Only L Only sonly WOnly E Only H Only Support 1 2087 0.935 1.152 1.152 2.087 1.152 1.853 1.152 1.152 1.152 1.853 1.152 1.152 0.691 0.691 1.152 0.935 Support 2 2087 0.935 1.152 1.152 2.087 1.152 1.853 1.152 1.152 1.152 1.853 1.152 1.152 0.691 0.691 1.152 0.935 Lovelace Engineering, Inc. Project Title: AUSTIN 5930 Cornerstone Court W. Suite 100 Engineer: FDA Project ID: J20237 V27 I::::~~:. San Diego, CA 92121 Wood Beam 1.11 I DESCRIPTION: [FH-7] CODE REFERENCES Project Descr: File= L:\Oata\Projects\20\J20237 • AUSTIN\CALCSIJ20237.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 . . . Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Pro erties Analysis Method : Allowable Stress Design Load Combination lBC 2018 Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E Beam Bracing : Completely Unbraced Applied Loads Beam self weight calculated and added to loads Loads on all spans ... Fb + Fb- Fc -Prll Fe -Perp Fv Ft D 0.1890 L 0.540 5.25x5.25 Span= 6.0 ft 2900 psi 2900 psi 2900 psi 625 psi 290 psi 2025 psi E : Modulus of Elasticity Ebend-xx 2000 ksi Eminbend -xx 1016.535ksi Density 45.07pcf Service loads entered. Load Factors will be applied for calculations. Uniform Load on ALL spans : D = 0.1890, L = 0.540 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = 0.570 1 5.25x5.25 1,651 .60psi 2,900.00psi +D+L+H 3.000ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.125 in Ratio= 0.000 in Ratio = 0.171 in Ratio= 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs 575 >=360 0<360 421 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb +D+H Length = 6.0 ft 0.170 0.106 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.89 442.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.570 0.358 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.32 1,651 .60 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.122 0.077 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.89 442.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.133 0.083 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.89 442.50 +D+0.750Lr+0.750L +H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 6.0 ft 0.372 0.234 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.71 1,349.32 +D+0.750L +0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.405 0.254 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.71 1,349.32 Design OK = 0.358: 1 5.25x5.25 = 103.73 psi = 290.00 psi +D+L+H = 0.000ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2610.00 0.51 27.79 261.00 0.00 0.00 0.00 0.00 2900.00 1.91 103.73 290.00 0.00 0.00 0.00 0.00 3625.00 0.51 27.79 362.50 0.00 0.00 0.00 0.00 3335.00 0.51 27.79 333.50 0.00 0.00 0.00 0.00 3625.00 1.56 84.74 362.50 0.00 0.00 0.00 0.00 3335.00 1.56 84.74 333.50 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Wood Beam .... t DESCRIPTION: [FH-7] Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN +D+0.60W+H 1.000 Length = 6.0 ft 0.095 0.060 1.60 1.000 +D+0.70E+H 1.000 Length = 6.0 ft 0.095 0.060 1.60 1.000 +D+0.750Lr+0.750L +0.450W+H 1.000 Length = 6.0 ft 1 0.291 0.183 1.60 1.000 +Dt0.750L +0.750S+0.450W+H 1.000 Length = 6.0 ft 1 0.291 0.183 1.60 1.000 +D+0.750L +0.750S+0.5250E+H 1.000 Length = 6.0 ft 1 0.291 0.183 1.60 1.000 +0.60D+0.60W+0.60H 1.000 Length = 6.0 ft 0.057 0.036 1.60 1.000 +0.60D+0.70E+0.60H 1.000 Length = 6.0 ft 1 0.057 0.036 1.60 1.000 Overall Maximum Deflections Ci Cr Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Title: AUSTIN Engineer: FDA Project ID: J20237 V28 Project Descr: File = L:\Data\Projec1s\20\J20237 -AUSTINICALCS\J20237 .ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 . • . Moment Values Shear Values Ct CL M fb F'b V fv F'v 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.89 442.50 4640.00 0.51 27.79 464.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.89 442.50 4640.00 0.51 27.79 464.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 2.71 1,349.32 4640.00 1.56 84.74 464.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 2.71 1,349.32 4640.00 1.56 84.74 464.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 2.71 1,349.32 4640.00 1.56 84.74 464.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.53 265.50 4640 00 0.31 16.67 464.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.53 265.50 4640.00 0.31 16.67 464.00 Load Combination Span Max.'." Defl Location in Span Load Combination Max.'+' Defl Location in Span +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+0.750L +O. 750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOniy Lr Only L Only S Only WOnly E Only H Only 1 0.1709 Support 1 2.213 1.620 0.593 2.213 0.593 0.593 1.808 1.808 0.593 0.593 1.808 1.808 1.808 0.356 0.356 0.593 1.620 3.022 Support notation Support 2 2.213 1.620 0.593 2.213 0.593 0.593 1.808 1.808 0.593 0.593 1.808 1.808 1.808 0.356 0.356 0.593 1.620 Far left is #1 0.0000 Values in KIPS 0.000 Wood Beam Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 DESCRIPTION: [FH-8] CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination lBC 2018 Wood Species : Douglas Fir -Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced Project Title: AUSTIN Engineer: FDA Project ID: J20237 V29 Project Descr: File = L:\Oata\Projects\20\J20237 • AUSTIN\CALCSIJ20237 .ec6 . Fb + Fb - Fc -Prll Fe -Perp Fv Ft Software copyright ENERCALC, INC. 1983-2020, Buid:12.20.2.28 . 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0psi . . E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31 .210pcf D 0.1890 L 0.540 4x8 Span= 4.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans : D = 0.1890, L = 0.540 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = 0.626 1 4x8 727.64psi 1,162.92psi +D+L+H 2.250ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.028 in Ratio = 0.000 in Ratio= 0.038 in Ratio= 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs 1916 >=360 0<360 1408 >=240 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb +D+H Length = 4.50 ft 0.184 0.118 0.90 1.300 1.00 1.00 1.00 1.00 0.99 0.49 192.68 +D+L+H 1.300 1.00 1.00 1.00 1.00 0.99 Length = 4.50 ft 0.626 0.400 1.00 1.300 1.00 1.00 1.00 1.00 0.99 1.86 727.64 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 0.99 Length = 4.50 ft 0.133 0.085 1.25 1.300 1.00 1.00 1.00 1.00 0.99 0.49 192.68 +D+S+H 1.300 1.00 1.00 1.00 1.00 0.99 Length = 4.50 ft 0.144 0.092 1.15 1.300 1.00 1.00 1.00 1.00 0.99 0.49 192.68 +D+0.750Lr+0.750L +H 1.300 1.00 1.00 1.00 1.00 0.99 Length = 4.50 ft 0.409 0.261 1.25 1.300 1.00 1.00 1.00 1.00 0.99 1.52 593.90 +D+0.750L +0.750S+H 1.300 1.00 1.00 1.00 1.00 0.99 Length = 4.50 ft 0.445 0.284 1.15 1.300 1.00 1.00 1.00 1.00 0.99 1.52 593.90 Design OK = 0.400 : 1 4x8 = 72.02 psi = 180.00 psi +D+L+H = 3.909ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1047.33 0.32 19.07 162.00 0.00 0.00 0.00 0.00 1162.92 1.22 72.02 180.00 0.00 0.00 0.00 0.00 1451.13 0.32 19.07 225.00 0.00 0.00 0.00 0.00 1335.98 0.32 19.07 207.00 0.00 0.00 0.00 0.00 1451.13 0.99 58.78 225.00 0,00 0.00 0.00 0.00 1335.98 0.99 58.78 207.00 Lovelace Engineering, Inc. 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121 Wood Beam , ... t DESCRIPTION: [FH-8] Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN +D+0.60W+H 1.300 Length = 4.50 ft 0.104 0.066 1.60 1.300 +D+0.70E+H 1.300 Length = 4.50 ft 0.104 0.066 1.60 1.300 +D+0.750Lr+0.750L +0.450W+H 1.300 Length = 4.50 ft 1 0.321 0.204 1.60 1.300 +D+0.750L +0.750S+0.450W+H 1.300 Length = 4.50 ft 1 0.321 0.204 1.60 1.300 +D+0.750L +0. 750S+0.5250E+H 1.300 Length = 4.50 ft 1 0.321 0.204 1.60 1.300 +0.60D+0.60W+0.60H 1.300 Length = 4.50 ft 0.062 0.040 1.60 1.300 +0.60D+0.70E+0.60H 1.300 Length = 4.50 ft 1 0.062 0.040 1.60 1.300 Overall Maximum Deflections Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination Span Max. "-" Defl Location in Span +D+L+H 0.0383 2.266 Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Title: AUSTIN Engineer: FDA Project ID: J20237 V30 Project Descr: File= L:\Oata\Projeds\20\J20237 -AUSTIN\CALCSU20237.ec:6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 . • . Moment Values Shear Values Ct CL M lb F'b V fv F'v 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 0.49 192.68 1852.63 0.32 19.07 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 0.49 192.68 1852.63 0.32 19.07 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 1.52 593.90 1852.63 0.99 58.78 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 1.52 593.90 1852.63 0.99 58.78 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 1.52 593.90 1852.63 0.99 58.78 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 0.30 115.61 1852.63 0.19 11.44 288.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 0.30 115.61 1852.63 0.19 11.44 288.00 Load Combination Max. "+" Defl Location in Span 0.000 Vertical Reactions Support notation : Far left is #1 0.0000 Values in KIPS Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L +0.450W+H +D+0. 750L +0. 750S+0.450W+H +D+0.750L +0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only L Only SOnly WOnly E Only H Only Support 1 1.653 1.215 0.438 1.653 0.438 0.438 1.349 1.349 0.438 0.438 1.349 1.349 1.349 0.263 0.263 0.438 1.215 Support 2 1.653 1.215 0.438 1.653 0.438 0.438 1.349 1.349 0.438 0.438 1.349 1.349 1.349 0.263 0.263 0.438 1.215 MEMBER REPORT FLOOR, Floor: Joist 1 piece(s) 11 7 /8" TJI® 110 @ 16" OC Overa II Length: 17' 1 • PASSED V31 + + 0 --.:......---------------------------.;._-Q 16' 6" OJ All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Deslan Results Actual O Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 608@ 2 1/2" 1041 (2.25") Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 594@ 3 1/2" 1560 Passed ( 38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2500 @ 8' 6 1/2" 3160 Passed (79%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.309 @ 8' 6 1/2" 0.417 Passed (L/647) .. 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.417@ 8' 6 1/2" 0.833 Passed (L/479) .. 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating 41 40 Passed .. .. • Deflection criteria: LL (1./480) and n (1./240). • Top Edge Bracing (Lu): Top compression edge must be braced at 3' 6" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 11" o/c based on loads applied, unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that Is glued and nailed down. • Additional considerations for the Tl-Pro'" Rating include: None. Bearing Length Loads to Supporu (Iba) supports Total Available Required Dead Floor Live Total ac:c-rtea 1 • Stud wall • SPF 3.50" 2.25" 1.75" 159 456 615 1 1/4" Rim Board 2 • Stud wall • SPF 3.50" 2.25" 1.75" 159 456 615 1 1/4" Rim Board • Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead FloorUve Vertical Load Location (Side) Spacing (0,90) (1.00) Comment. 1 • Uniform (PSF) 0tol7'1" 16" 14.0 40.0 Default Load w ser Notes System : Floor Member Type : Joist Building Use : Residential Building Code : !BC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculatlon Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable A5TM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator lob Notes Felipe D Alfaro Lovelace Engineering (858) 535-9111 FALFARO@LOVELACEENG.COM A. Weyerhaeuser 6/2/2020 6:48:34 PM UTC ForteWEB v2.4, Engine: VB.0.1.5, Data: V?.3.2.0 File Name: )20237 • AUSTIN Page 1 / 1 LOVELACE ENGINEERING Structural Engineering Services S930 Cornerstone CourtW. Suitt 100 s.n Di.co.CA 92121-lm phone 8S8.535.9111 • (ox 8S8.535.1989 • www.loYelaceena.com ~ 611:::>t M-::>U ND<-b \::,oL---r f° J1t.-AE-lt "Cl -:. c.... ~,~.::a-1,?.S° f'".>I ..._ (.\,I'!,) --=jQS P'-1 F =-1".too" / l•·"'') , r;,$5 PS1 bo\..°1 CAPA<..11'1 ; T,.u...,,.., ~ (.,"loo._ > T" ITOO"' . ~ V32 JOB _________________________ _ SHEET NO. ____________ _ OF _________ _ CALCULATED BY _________ ~:...:..-'---DATE ________ _ CHECKED BY ___________ _ DATE ________ _ SCALE ------------------------- ~f"'=-('::>1'')\.."Zoo~) = \o,-z.c::,,;::,~ ,,,.. ~ '=>J,i' d, ~o\..-i"~ V'I 2.:,/H." T~il'-IC , \">)'\~ ~61. \-'l,\',.1-Jf f,':7 l,Ml>1 0 1:c 10,-z.oo•·• .. 1,.;· I "' \;,-DO• ToP MoVN TE-_l? 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ENGINEERING JLC 6/8/2020 Structural Engineering SeMces J20237 Page: SEISMIC WEIGHT Level 2 ROOF Typical Plate Ht. (ft.) 8 Element Type Dead Load (psf) Area (sf) Weight Diaphragm ROOF 24 1900 45600 Diaphragm 0 Diaphragm 0 Dead Load (psf) Length (ft.) Weight Wall EXTERIOR 16 185 23680 Wall INTERIOR 7 180 10080 Wall 0 Dead Load (lbs.) Weight Misc./ Concentrated 0 Total Weight (lbs.) 79360 Seismic Weight (lbs.) 62480 Level 1 FLOOR Typical Plate Ht. (ft.) 8 Element Type Dead Load ( psf) Area (sf) Weight Diaphragm FLOOR 14 1575 22050 Diaphragm ROOF 24 875 21000 Diaphragm 0 Dead Load (psf) Length (ft.) Weight Wall EXTERIOR 16 215 27520 Wall INTERIOR 7 130 7280 Wall 0 Dead Load (lbs.) Weight Misc./ Concentrated 0 Total 77850 Seismic Weight 77330 LOVELACE ENGINEERING Strue1ura1 Engineering Serv,ces Overall Ht. 18.5 AUSTIN JLC J20237 SEISMIC BASE SHEAR 11 Period Calculation System All Other Systems Ts= 0.588 s Ta= TL= 0.178 s 8 s Ct X 0.02 0.75 .__ ____________________________ _. Base Shear System R Omega Wood Shear Walls 6.5 2.5 Site Class: ~ SDS=~ Cs= SDl = 0.473 Sl = I 0.367 W= V = Vertical Distribution Wxh~ Fx = Cvx V C = vx }:;" ·hi< i=lWt i Level ht. (ft.) wx (lbs.) hx k 1 2 10 62480 18.5 1 1 8.5 77330 8.5 1 18.5 ft. Cd 4.5 1.0 0.124 139.81 k 17.29 k Total Base Shear wx*hxAk Cvx 1155880 0.637485971 657305 0.362514029 1813185 F.D.A. 6/8/2020 Page: per ASCE 7, Fig. 22-14 per ASCE 712.8.1.1 Fx k 11.0 k 6.3 k L2 J20237 -AUSTIN 2339 Shawn Ct, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1698749, -117.3235656 ' (J ot" out\o Ridgecres1 () r 0 -0 0 0 1 #1 Go· gle Date Design Code Reference Document Risk Category Site Class ~ Value Ss 1.005 S1 0.367 SMS 1.206 SM1 null -See Section 11 .4.8 Sos 0.804 So1 null -See Section 11.4.8 ~ Value soc null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11 .4.8 PGA 0.44 FPGA 1.2 PGAM 0.527 TL 8 SsRT 1.005 SsUH 1.116 SsO 1.5 S1RT 0.367 S1UH 0.403 S1O 0.6 PGAd 0.5 CRs 0.9 CR1 0.91 Description 6/2/2020, 8:59:45 AM ASCE7-16 II D -Default (See Section 11.4.3) MCER ground motion. (for 0.2 second period) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric sei9'Tlic design value at 0.2 second SA Numeric sei9'Tlic design value at 1.0 second SA Sei9'Tlic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risl<-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risl<-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risl< coefficient at snort periods Mapped value of the risl< coefficient at a period of 1 s L3 OSHPD Gra,,,,., Map data ©2020 ~~~tRJ:o PROJECT : AUSTIN Structural Englneenng CLIENT : JLC Services JOB NO.: J20237 DATE : Wind Anal sis for Low-rise Buildin , Based on 2018 IBC/ASCE 7-16 INPUT DATA Exposure category (B, C or D. ASCE 7-16 26.7.3) Importance factor (ASCE 7-16 Table 1.5-2) Basic wind speed (ASCE 7-16 26.5.1 or 2018 IBC) Topographic factor (ASCE 7-16 26.8 & Table 26.8-1) Building height to eave Building height to ridge Building length Building width, including overhangs Overhang sloped width lw = V= Kzt = he = hr = L = B = C 1.00 110 1 18 24 55 50 for all Category mph, (177.03 kph) Flat ft, (5.49 m) ft, (7.32 m) ft, (16. 76 m) ft, (15.24 m) ft, (0.61 m) PAGE DESIGN BY F.D.A REVIEW BY Effective area of components (or Solar Panel area) Oh = A= 2 12 tr, <== Overhang? (Yes or No) YES ( 1.12 m 2 I DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load 19.04 kips, (85 kN), SD level (LRFD level), Typ. 18.88 kips, (84 kN) Max total u ward force ANALYSIS Velocity pressure qh = 0.00256 Kz Kzt Kd K., V2 23.91 psi 146.206 ft-kips, (198 kN-m) 53.91 ki s 240 kN where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268) Kz = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 268) ~=wind directionality factor. (Tab. 26.6-1, for building, page 266) h = mean roof hei ht 0.91 0.85 21.00 ft L4 K. = ground elevation factor. (1.0 per Sec. 26.9, page 268) < 60 ft, [Satisfactory] ____ <_M_l_n_L_,_B), [Satisfactory] (ASCE 7-16 26.2.1) (ASCE 7-16 26.2.2) Design pressures for MWFRS p = qh [(G c p, )-(G cp1 )J where: p = pressure in appropriate zone. (Eq. 28.3-1, page 311). Pmin = 16 psi (ASCE 7-16 28.3.4) G Cpr = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313) G Cp, = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1 , Enclosed Building, page 271) 0.18 or --0.18 a= width of edge strips, Fig 28.3-1, page 312, MAX[ MIN(0.1 B, 0.1 L, 0.4h), MIN(0.04B, 0.04L), 3] = 5.00 ft Net Pressures (psf) Basic Load Cases ' Net Pressures (psf), Torsional Load Cases Roof angle 8 = 13.50 Roof angle 8 = 0.00 Roaf angle 8 = 13.50 Surface GCpr Net Pressure with Net Pressure with (+GCp,) (-GCpi) G Cpr (+GCP;) (-GCp;) Surface Net Pressure with GCpr (+GCp,) (-GCpi) 1 0.47 7.02 15.63 -0.45 -15.06 -6.45 1T 0.47 1.75 3.91 2 -0.69 -20.80 -12.19 -0.69 -20.80 -12.19 2T -0.69 -5.20 -3.05 3 -0.43 -14.64 -6.03 -0.37 -13.15 -4.54 3T -0.43 -3.66 -1.51 4 -0.37 -13.13 -4.53 -0.45 -15.06 -6.45 4T -0.37 -3.28 -1.13 5 0.40 5.26 13.87 Roof angle 8 = 0.00 6 -0.29 -1 1.24 -2.63 1E 0.72 12.85 21.46 -0.48 -15.78 -7.17 Surface GCpr Net Pressure with (+GCpi) (-GCp I) 2E -1.07 -29.88 -21.28 -1 .07 -29.88 -21.28 5T 0.40 1.31 3.47 3E -0.62 -19.14 -10.53 -0.53 -16.97 -8.37 6T -0.29 -2.81 -0.66 4E -0.55 -17.43 -8.82 -0.48 -15.78 -7.17 5E 0.61 10.28 18.89 6E -0.43 -14.58 -5.98 Load Case A (Transverse) Load Case B (Longitudinal) Load Case A (Transverse) Load Case B (Longitudinal) LS Basic Load Case A Transverse Direction) Basic Load Case B Lonaitudlnal Direction) Area Pressure (k) with Area Pressure (kl with Surface (ft') (+Ge.,) (-Ge.,J Surface (ft') (+Ge.,) (-Gep,) 1 810 5.69 12.66 Poverllang = -16.74 psf 2 1157 -24.06 -14.11 2 1157 -24.06 -14.11 (ASeE 7-16 28.3.3) 3 1157 -15.21 -5.26 3 1157 -16.94 -6.98 5 864 4.54 11 .98 4 810 -10.64 -3.67 6 864 -9.71 -2.27 1E 180 2.31 3.86 2E 257 -7.68 -5.47 2E 257 -7.68 -5.47 3E 257 -4.36 -2.15 3E 257 -4.92 -2.71 5E 186 1.91 3.51 4E 180 -3.14 -1.59 6E 186 -2.71 -1.11 !: Horiz. 19.47 19.47 !: Horiz. 18.88 18.88 Vert. -52.12 -28.46 Vert. -38.97 -16.49 Min.wind Horiz. 18.48 18.48 Min. wind Horiz. 16.80 16.80 28.4.4 Vert. -44.00 -44.00 28.4 4 Vert. -44.00 -44.00 Torsional Load Case A (Transverse Direction) Torsional Load Case B (Longitudinal Direction) Area Pressure (kl with Torsion (ft-kl Area Pressure /kl with Toniion lft-kl Surface (ft') (+Ge.,) (-Gep,) (+Gep,) (-Ge pj) Surface (ft') (+Gep,) (-Ge.,) (+Gep,) (-Ge.,) 1 315 2.21 4.92 25 55 2 1157 -24.06 -14.11 -14 -8 2 450 -9.36 -5.49 -25 -14 3 1157 -15.21 -5.26 9 3 3 450 -6.59 -2.71 17 7 5 339 1.78 4.70 17 45 4 315 -4.14 -1.43 47 16 6 339 -3.81 -0.89 37 9 1E 180 2.31 3.86 52 87 2E 257 -7.68 -5.47 45 32 2E 257 -7.68 -5.47 -40 -29 3E 257 -4.36 -2.15 -25 -13 3E 257 -4.92 -2.71 26 14 5E 186 1.91 3.51 43 79 4E 180 -3.14 -1.59 71 36 6E 186 -2.71 -1.11 61 25 1T 495 0.87 1.93 -12 -27 5T 525 0.69 1.82 -8 -22 2T 707 -3.68 -2.16 12 7 6T 525 -1.47 -0.35 -18 -4 3T 707 -2.59 -1.07 -8 -3 Total Horiz. Torsional Load, Mr 146.2 146.2 4T 495 -1.63 -0.56 -22 -8 Total Horiz. Torsional Load, Mr 141 141 Design pressures for components and cladding U-r----,i. ~t-2~~ ~t1'!-t:l:! ~ p = qh( (G Cp) -(G Cp1)] I ,---, I I I I I 5 I I '-I I I I I I where: p = pressure on component. (Eq. 30.3-1, pg 334) 2 I 1 I I I 2.t-l2, 2,I -l2, 0 I I ~ I I I§ I I§ I Pm1n = 16.00 psf (ASeE 7-16 30.2.2) I I I I IN I INI G e. = external pressure coefficient. I '---..J......j--l: I I I I rt_ L---;;-,;:' _l -L-1-j;~n~lt fil see table below. (ASeE 7-16 30.3.2) Walls .le 2n .l, 8= 13.50 0 Roof 8s7• Roof 8>7· Effective Zone 1 Zone 1' Zone 2 Zona 2e Zone 2n Zone 2r Area (tt') GCp -GCp GCp -GCp GCp -GC, GC, -GC, GC, -GC, GCp ·GC, Comp. 12 0.52 -2.50 --. -0.52 -2.50 0.52 -3.42 0.52 -3.42 Effective Zone 3 Zone 3e Zone Jr Zone4 Zone 5 Area (tt') GCp ·GCp GCp -GC, GC, -GC, GC, -GCp GC, -GC• 12 --0.52 -4.52 0.52 -4.52 0.99 -1.09 0.99 -1.37 Zone 1 Zone 1' Zone 2 Zone 2e Zone 2n Zone 2r Comp. & Cladding Po,lt/ve N.,..tlv• Po,/tJvo N-tlv• Po•ltlve N-•Mle Potlrlw N-•tlve Positive I Negative Po,/tive N.,,.tlvo Pre■sure 16.66 -64.07 16.66 -64.07 16.66 -85.95 16.66 -85.95 (psi) Zone 3 Zone 3e Zone 3r Zone 4 Zone 5 Poslt/11e Heaative Potltlve Hea•tlv• Positive N.aatlve ~ltlve Nea•tlve Poslti11e Negative (The Max Pressure 16.66 -112.33 16.66 -112.33 27.88 -30.27 27.88 -37.10 112.33 psf) L6 [LOVELACE AUSTIN F.D.A. ENGINEERING JLC 6/8/2020 ..... Strucrurat Engineering SeMces J20237 Page: LATERAL STORY FORCES Seismic Level Fx (lbs.) Diaphragm Area (sf) ASD Story Load (psf) 0 0.7 2 11024 1900 0.7 4.1 1 6269 2450 0.7 1.8 Wind Direction N-S A-D I Force = 19.04 k I Pressure= 23.3 psf I Level Ht. length area Trib. Ht. ASD diaph. Load Ridge/Parapet 6 3 0.6 plf 2 8 47 376 10 0.6 140 plf 1 8 55 440 8 0.6 112 plf 816 sf Direction E-W 1 -4 I Force = 18.88 k I Pressure = 25.1 psf I Level Ht. length area Trib. Ht. ASD diaph. Load Ridge/Parapet 6 3 0.6 plf 2 8 45 360 10 0.6 151 plf 1 8 49 392 8 0.6 121 plf 752 sf L7 ~ AUSTIN Level Name ROOF F.D.A. ENGINEERING JLC Level # 2 Direction 6/17/2020 LOVELACE SltUCIUl'&I Engtnootong -J20237 Lateral Line A N-S Page: I WOOD SHEARWALLANALYSI S & DESIGN 11 SEISMIC LOAD SDS =· 0.804 p = 1.0 Story Load 4.1 psf Area SF Factor Load (lbs) WIND LOAD I 1 I 1550 I 1.0 I '"ll Load Type L Worst Case Load Type R Worst Case 2 Load (plf) 140 Load (plf) 140 3 Length L (ft.) 0 Length R (ft.) 47 4 Load L (lbs.) 0 Load R (lbs.) 6580 Total/2 = Seismic Load 3148 lbs. Total/2 = Wind Load 3290 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Load (lbs.) Offset Factor Adjust. Load Line Load (lbs.) Offset Factor Adjust. Load Total Add. Load 0 Total Add. Load 0 Total Seismic Load = 3148 lbs. Total Wind Load= 3290 lbs. SHEAR Segment 1 Total Shear Length (ft.) L 18 18 H 8 H/L Ratio 0.4 Load Ratio 1.00 Load E 3148 lbs. Adj. Load E lbs. By RltiO LoadW 3290 lbs. Adj. Load W 2350 lbs. CBC 2306.l Unit Shear E 175 plf Unit Shear W 131 plf Max Shear 175 PLF I USE# 1 Shear Wall ·1 Capacity= 260 plf OVERTURNING OTM E 25182 #-ft. OTMW 26320 #-ft. Wall Weight 16 psf Wall UDL 128 plf Unit. DL 48 plf Concen. DL lbs. CDL loc. ft. DL Moment 28512 #-ft. DLMom. E 13898 #-ft. DLMom. W 17107 #-ft. Net OT E 11284 #-ft. Net OTW 9213 #-ft. UPLIFT Uplift E 627 lbs. Add. Uplift E lbs. Uplift W 512 lbs. Add. Uplift W lbs. Tot. Uplift E 627 lbs. Tot. Uplift W 512 lbs. HD# • • -No HD required, by inspection •• -See Perforated/ Force-Transfer Shearwall calculation LOVELACE ENGINEERING Structural Engineering $eNM)N AUSTIN JLC J20237 Level Name Level# Lateral Line ROOF 2 D Direction N-S F.D.A. 6/8/2020 Page: WOOD SHEARWALL ANALYSIS & DESIGN Area 1 2 3 4 SEISMIC LOAD sos= 0.804 p = 1.0 Story Load 4.1 SF Factor 1900 1.0 Total/2 = Seismic Load psf Load (lbs) "'ii Load Type L Worst Case Load (plf) 140 Length L (ft.) 47 Load L (lbs.) 6580 3859 lbs. Total/2 = Wind Load ADDITIONAL SEISMIC LOAD ADDITIONAL WINO LOAD Line Load (lbs.) Offset Factor Adjust. Load Line Load (lbs.) Total Add. Load 0 Total Seismic Load= 3859 lbs. Total Wind Load = SHEAR Segment 1 2 13 6 H 8 8 H/L Ratio 0.6 1.3 Load Ratio 0.68 0.32 Load E 2640 1218 Adj. Load E LoadW 2251 1039 Adj. Load W 1608 742 Unit Shear E 203 203 Unit ShearW 124 124 Max Shear 203 PLF USE# 1 Shear Wall OVERTURNING OTM E 21120 9748 OTMW 18008 8312 Wall Weight 16 16 Wall UOL 128 128 Unit. DL Concen. DL COL loc. DL Moment 10816 2304 DL Mom. E 5272 1123 OLMom.W 6490 1382 Net OT E 15848 8625 Net OT W 11519 6929 UPLIFT Uplift E 1219 1437 Add. Uplift E Uplift W 886 1155 Add. Uplift W Tot. Uplift E 1219 1437 Tot. Uplift W 886 11S5 HO# •• .. . -No HO required, by inspection •• -See Perforated/ Force-Transfer Shearwall calculation WIND LOAD Load Type R Worst Case Load (plf) 140 Length R (ft.) 0 Load R (lbs.) 0 3290 lbs. Offset Factor Adjust. Load Total Add. Load 0 3290 lbs. Total Shear Length (ft.) 19 lbs. lbs. lbs. lbs. plf plf Capacity= 260 plf II-ft. #-ft. psf plf plf lbs. ft. #-ft. #-ft. #-ft. #-ft. #-ft. lbs. lbs. lbs. lbs. lbs. lbs . LB 8yl'.ttlo C8C2306.3 ENGINEERING L:: Structural E:ngi,,..,lr,g SeMces Shear E Segment Adj. Shear E Adjust. Shear E Shear W Adjust. Shear W H above 1.33 H opening 4 H below 2.67 Total Height 8 LI v,...., L I I I t I"...., OVERTURNING OTME 30868 OTMW 26320 Wall Weight 16 Wall UOL 128 Uniform DL 48 DL Moment 55000 DL Moment E 26809 DL MomentW 33000 Net OT E 4059 NetOTW -6680 I~ LOVELACE I 3859 3859 3859 3290 2350 Ll (ft.) 13.0 ft. ft. ft. ft. w .,...,, I I I I I b.-ft. b.-ft. pst pit I I I I I pit b.-ft. b.-ft. b.-ft. b.-ft. b.-ft. JLC J20237 Level# Lateral Line 2 D Direction N-S FORCE TRANSFER SHEAR WALL I I w (ft.) 6.0 V SHEAR Net shear to segments, non-adjusted for segment ratio Segment-adjusted shear per NOS 4.3.4 adjusted for overall H/L ratio of Force-Transfer Shear Wall Net shear to segments, non-adjusted per CBC 2306.3 Adjusted shear value per CBC 2306.3 L2 (ft.) 6.0 154 Total Length (ft.) 25 w 94 Perforated Length (ft.) 19 Overall H/L Ratio 0.3 Strap Force Shear Maximum 634 203 Strap Force 1 634 386 I bs. v' 203 Strap Force 2 292 L2 . l I I 1 ___ . :r - j - ~ j -I Use CS16 124 plf Use # 1 178 I bs. V <IIN,) u_tlll_J _r_nJLJ_u y~· v,,_, [] ]J~ I ~ HIDJ -;-;;.;----... '""' . --· v,,_, ~ ~~ ~ ~ [ffl ---~,,.,,----v:,.,.,,- UPLIFT Uplift E Add. Uplift E Uplift W Add. Uplift W Tot. Uplift E Tot. Uplift W HO# 162 -267 162 -267 • I I I I I I bs. bs. bs. bs. bs. bs. --· AUSTIN Level Name ROOF 6/8/2020 Page: lbs. pit strap Shear Wall v • VIL V•VA'Ll'-'1 L9 .. • V . (ri..lJ..("""'41.V "'1 • •V•~l4l>•~I F.D.A. L10 ~ LOVELACE AUSTIN Level Name ROOF F.D.A. ENGINEERING JLC Level II 2 Direction 6/8/2020 StNCtuml Engl,-rlng Se<vloH J20237 Lateral Line 1 E-W Page: I WOOD SHEARWALLANALYSIS & DESIGN II SEISMIC LOAD sos= 0.804 p = 1.0 Story Load 4.1 psf Area SF Factor Load (lbs) WIND LOAD I 1 I 1500 I 1.0 I 'Mll Load Type L Worst Case Load Type R Worst case 2 Load (plf) 151 Load (plf) 151 3 Length L (ft.) 28 Length R (ft.) 0 4 Load L (lbs.) 4218 Load R (lbs.) 0 Total/2 = Seismic Load 3046 lbs. Total/2 = Wind Load 2109 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Load (lbs.) Offset Factor Adjust. Load Line Load (lbs.) Offset Factor Adjust. Load Total Add. Load 0 Total Add. Load 0 Total Seismic Load = 3046 lbs. Total Wind Load = 2109 lbs. SHEAR Segment 1 2 3 Total Shear Length (ft.) L 11 8 5 24 H 8 8 8 H/L Ratio 0.7 1.0 1.6 Load Ratio 0.46 0.33 0.21 Load E 1396 1015 635 lbs. Adj. Load E lbs. 8't'Rill,O LoadW 967 703 439 lbs. Adj. Load W 690 502 314 lbs. csc 2306.3 Unit Shear E 127 127 127 plf Unit ShearW 63 63 63 plf Max Shear 127 PLF I USE II 1 Shear Wall I Capacity= 260 plf OVERTURNING OTM E 11169 8123 5077 #-ft. OTMW 7733 5624 3515 #-ft. Wall Weight 16 16 16 psf Wall UDL 128 128 128 plf Unit. DL 312 312 312 plf Concen. DL lbs. COL loc. ft. DL Moment 26620 14080 5500 #-ft. DL Mom. E 12976 6863 2681 #-ft. DLMom.W 15972 8448 3300 #-ft. Net OT E -1806 1260 2396 #-ft. Net OTW -8239 -2824 215 #-ft. UPLIFT Uplift E -164 158 479 lbs. Add. Uplift E lbs. UpliftW -749 -353 43 lbs. Add. Uplift W lbs. Tot. Uplift E -164 158 479 lbs. Tot. Uplift W -749 -353 43 lbs. HD# . • • • -No HD required, by inspection •• -See Perforated/ Force-Transfer Shearwall calculation L11 ~ LOVELACE AUSTIN Level Name ROOF F.D.A. ENGINEERING _ JLC Level# 2 Direction 6/8/2020 __. StNCturalE~-J20237 Lateral Line 3 E-W Page: I WOOD SHEARWALL ANALYSIS & DESIGN II SEISMIC LOAD sos= 0.804 p = 1.0 Story Load 4.1 psf Area SF Factor Load (lbs) WIND LOAD I 1 I 1750 I 1.0 I '"!I Load Type L Worst Case Load Type R Worst Case 2 Load (plf) lSl Load (plf) lSl 3 Length L (ft.) 16 Length R (ft.) 28 4 Load L (lbs.) 2410 Load R (lbs.) 4218 Total/2 = Seismic Load 3554 lbs. Total/2 = Wind Load 3314 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Load (lbs.) Offset Factor Adjust. Load line I Load (lbs.) Offset Factor I Adjust. Load . Total Add. Load 0 Total Add. Load 0 Total Seismic Load = 3554 lbs. Total Wind Load = 3314 lbs. SHEAR Segment 1 2 Total Shear Length (ft.) L 5 4 9 H 8 8 H/L Ratio 1.6 2.0 Load Ratio O.S6 0.44 Load E 1974 1S80 lbs. Adj. Load E lbs. lrf~tlO LoadW 1841 1473 lbs. Adj. Load W 131S 10S2 lbs. CBC ll06.3 Unit Shear E 39S 39S plf Unit Shear W 263 263 plf Max Shear 395 PLF I USE# 3 Shear Wall I Capacity = 490 plf OVERTURNING OTM E 15795 12636 #-ft. OTMW 14729 11783 #-ft. Wall Weight 16 16 psf Wall UDL 128 128 plf Unit. DL 312 312 plf Concen. DL lbs. COL loc. ft. DLMoment 5500 3520 #-ft. DL Mom. E 2681 1716 #-ft. DLMom.W 3300 2112 #-ft. Net OT E 13114 10920 #-ft. NetOTW 11429 9671 #-ft. UPLIFT Uplift E 2623 2730 lbs. Add. Uplift E lbs. UpllftW 2286 2418 lbs. Add. Uplift W lbs. Tot. Uplift E 2623 2730 lbs. Tot. Uplift W 2286 2418 lbs. HD# .. •• I . -No HD required, by Inspection •• -See Perforated/ Force-Transfer Shearwall calculation ENGINEERING Stf\lCluntl Engineering Se- Shear E Segment Adj. Shear E Adjust. Shear E ShearW Adjust. Shear W H above 1.33 H opening 4 H below 2.67 Total Height 8 t LI v,....., .r I I I I".., OVERTURNING OTME 28431 OTM W 26512 Wall Weight 16 Wall UDL 128 Uniform DL 312 DL Moment 49500 DL Moment E 24128 DL Moment W 29700 Net OT E 4303 NetOTW -3188 f I 3554 3554 3554 3314 2367 Ll (ft.) 5.0 ft. ft. ft. ft. w . ,,,.,, I I I I I b.-ft. b.-ft. psf pit I I I I I pit b.-ft. b.-ft. b.-ft. b.-ft. b.-ft. t I JLC J20237 Level# Lateral Line 2 3 Direction E-W FORCE TRANSFER SHEAR WALL I SHEAR Net shear to segments, non-adjusted for segment ratio Segment-adjusted shear per NOS 4.3.4 adjusted for overall H/L ratio of Force-Transfer Shear Wall Net shear to segments, non-adjusted per CBC 2306.3 Adjusted shear value per CBC 2306.3 w (ft.) L2 (ft.) Total Length (ft.) Perforated Length (ft.) Overall H/L Ratio 6.0 V Strap Force 1 . v' Strap Force 2 L2 r I I 1_ .. ::r - :¥ - :§) J ,-~ 4.0 15 w 237 158 790 526 395 263 632 421 v,....., 9 plf I bs. pit I bs. 0.5 Strap Force Shear Use Use# Maximum 790 395 CS16 3 O_[Ill_J_[_ll]LJ_O v,....., [JI_JJII -~, . --· v,....., ffi1 ---~, UPLIFT Uplift E 287 Add. Uplift E Uplift W -213 Add. Uplift W Tot. Uplift E 287 Tot. Uplift W -213 HD# • ... ,,..i,, II I IDDJ ..,. ,,,,w, ~ ~ fflj - I bs. bs. bs. bs. bs. bs . I I I I I -v:,.,.,> --· 6/8/2020 Page: lbs. plf strap Shear Wall v • VIL V' • V,fL.hU ) L12 .. • V -~..(V"'l..1J IPQ • •V • ...n,_141.> • (y~) LOVELACE ENGIN EERING Struc:luraJ Eng"-"'g - AUSTIN JLC J20237 level Name Level# lateral Line FLOOR 1 A Direction N-S F.D.A. 6/8/2020 Page: WOOD SHEARWALL ANALYSIS & DESIG N Area 1 2 3 4 SEISMIC LOAD sos= 0.804 p = 1.0 Story Load 1.8 SF Factor 1000 1.0 Total/2 = Seismic load psf load (lbs) "'ll load Type l Worst Case Load (plf) 112 length L (ft.) 0 load l (lbs.) 0 896 lbs. Total/2 = Wind load ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line A Segment H H/l Ratio Load Ratio load E Adj. Load E loadW Adj. Load W Unit Shear E Unit Shear W OTM E OTMW Wall Weight Wall UOL Unit. DL Concen. DL CDL loc. DL Moment DLMom. E OLMom.W Net OTE NetOTW Uplift E Add. Uplift E Uplift W Add. Uplift W Tot. Uplift E Tot. Uplift W HO# Load (lbs.) Offset Factor 3148 1.00 Total Add. Load Total Seismic load = 1 f- 16 8 0.5 1.00 4043 4690 3350 253 209 Max Shear 32347 37520 16 128 16384 7986 9830 24360 27690 1523 1731 1523 1731 253 Adjust. load 3148 3148 4043 lbs. SHEAR PLF USE# OVERTURNING I I UPLIFT • -No HD required, by Inspection •• -See Perforated I Force-Transfer Shearwall calculation Line load {lbs.) A 3290 Total Wind load z I 1 Shear Wall WIND LOAD load Type R load (plf) l ength R (ft.) load R (lbs.) 1400 lbs. Offset Factor Adjust. load 1.0 3290 Total Add. load 3290 4690 lbs. Worst Case 112 25 2800 Total Shear Length (ft.) 16 lbs. lbs. lbs. lbs. plf pit Capacity= 260 pit #-ft. #-ft. psi plf plf lbs. ft. #-ft. #-ft. #-ft. #-ft. #-ft. lbs. lbs. lbs. lbs. lbs. lbs. L13 lty~tll0 C8C2306.l L14 ~ LOVELA CE AUSTIN Level Name FLOOR F.D.A. ENG INEERING JLC Level# 1 Direction 6/8/2020 Structural Englneor1ng Sorva5 J20237 C N-S Lateral Line Page: I WOOD SHEARWALLANALYSIS & DESIGN II SEISMIC LOAD SDS = 0.804 p = 1.0 Story Load 1.8 psf Area SF Factor Load (lbs) WIND LOAD I 1 I 2100 I 1.0 I "'11 Load Type L Worst Case Load Type R Worst Case 2 Load (plf) 112 Load (plf) 112 3 Length L (ft.) 24 Length R (ft.) 20 4 Load L (lbs.) 2688 Load R (lbs.) 2240 Total/2 = Seismic Load 1881 lbs. Total/2 = Wind Load 2464 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Load (lbs.) I Offset Factor Adjust. Load Line Load (lbs.) Offset Factor Adjust. Load C 914 1 914 C 1470 1 1470 Total Add. Load 914 Total Add. Load 1470 Total Seismic Load = 2795 lbs. Total Wind Load = 3934 lbs. SHEAR Segment 1 Total Shear EXISTING TO REMAIN Length (ft.) L 20 20 H 8 H/L Ratio 0.4 Load Ratio 1.00 Load E 2795 lbs. Adj. Load E lbs. 8y R,tio LoadW 3934 lbs. Adj. Load W 2810 lbs. CBC 2306.3 Unit Shear E 140 plf Unit Shear W 141 plf Max Shear 141 PLF I USE# OVERTURNING 1 Shear Wall I Capacity= 260 plf OTM E 22357 #•ft, OTMW 31472 #·ft. Wall Weight 7 psf Wall UDL 56 plf Unif, DL plf Concen. DL lbs. CDL loc. ft. DL Moment 11200 #·ft. DL Mom. E 5459 #·ft. DLMom.W 6720 #•ft. Net OT E 16897 #·ft. NetOTW 24752 #·ft. UPLIFT Uplift E 845 lbs. Add. Uplift E lbs. Uplift W 1238 lbs. Add. Uplift W lbs. Tot. Uplift E 845 lbs. Tot. Uplift W 1238 lbs. HD# 1 •·No HD required, by inspection ••·See Perforated/ Force-Transfer Shearwall calculation ~ LOVELACE AUSTIN Level Name FLOOR F.D.A. ENGIN EERIN G JLC Level# 1 Direction 6/8/2020 StfUClu<al Eng-,ng -J20237 Lateral Line D N-S Page: WOOD SHEARWALL ANALYSIS & DESIGN Area 1 2 3 4 SEISMIC LOAD sos= 0.804 p = 1.0 Story Load 1.8 SF Factor 1500 1.0 Total/2 = Seismic Load psf Load (lbs) "'ll Load Type L Worst Case Load (plf) 112 Length L (ft.) 20 Load L (lbs.) 2240 1343 lbs. Total/2 = Wind Load ADDITIONAL SEISMIC LOAD ADDITIONAL WINO LOAD Line Load (lbs.) Offset Factor Adjust. Load Line Load (lbs.) D 38S9 1 38S9 D 3290 Total Add. Load 3859 Total Seismic Load = 5202 lbs. Total Wind Load = SHEAR Segment 1 2 8 8 H 8 8 H/L Ratio 1.0 1.0 Load Ratio 0.50 0.50 Load E 2601 2601 Adj. Load E LoadW 2485 2485 Adj. Load W 1775 1775 Unit Shear E 325 325 Unit Shear W 222 222 Max Shear 325 PLF I USE# 2 Shear Wall OVERTURNING OTM E 20808 20808 OTMW 19880 19880 Wall Weight 16 16 Wall UOL 128 128 Unif. DL Concen. DL COL loc. DL Moment 4096 4096 DLMom. E 1997 1997 DLMom.W 2458 2458 Net OT E 18811 18811 Net OTW 17422 17422 UPLIFT Uplift E 2351 2351 Add. Uplift E Uplift W 2178 2178 Add. Uplift W Tot. Uplift E 2351 2351 Tot. Uplift W 2178 2178 HO# 1 1 • • No HO required, by inspection •••See Perforated/ Force-Transfer Shearwall calculation WIND LOAD Load Type R Worst Case Load (plf) 112 Length R (ft.) 10 Load R (lbs.) 1120 1680 lbs. I Offset Factor Adjust. Load 1 I 3290 Total Add. Load 3290 4970 lbs. Total Shear Length (ft.) 16 lbs. lbs. lbs. lbs. ---plf plf Capacity = 350 plf #-ft. #-ft. psf plf plf lbs. ft. #-ft. #-ft. #·ft. #-ft. #-ft. lbs. lbs. lbs. lbs. lbs. lbs. L15 &y.a.110 CIC U06.J ~ LOVELACE AUSTIN Level Name FLOOR F.D.A. ENGINEERING JLC Level# 1 Direction 6/8/2020 Structural Eng1neenng Setv~ J20237 1 E-W Lateral Line Page: WOOD SHEARWALL ANALYSIS & DESIGN II Area 1 2 3 4 SEISMIC LOAD SDS = 0.804 p = 1.0 Story Load 1.8 SF Factor 1250 1.0 Total/2 = Seismic Load psf Load (lbs) "'ll Load Type L Worst Case Load (plf) 121 Length L (ft.) 27 Load L (lbs.) 3254 1119 lbs. Total/2 = Wind Load ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Load (lbs.) Offset Factor Adjust. Load Line Load (lbs.) 1 3046 1.00 3046 1 2109 Total Add. Load 3046 Total Seismic Load = 4166 lbs. Total Wind Load = SHEAR Segment 1 2 3 L 3.5 3.5 4 H 8 8 8 H/L Ratio 2.3 2.3 2.0 Load Ratio 0.32 0.32 0.36 Load E 1325 1325 1515 Adj. Load E 1515 1515 Load w 1189 1189 1358 Adj. Load W 849 849 970 Unit Shear E 433 433 379 Unit Shear W 243 243 243 Max Shear 433 PLF I USE# 3 Shear Wall OVERTURNING OTM E 10604 10604 12118 OTMW 9509 9509 10868 Wall Weight 16 16 16 Wall UDL 128 128 128 Unit. DL 564 564 564 Concen.DL CDL foe. DL Moment 4239 4239 5536 DLMom. E 2066 2066 2698 DLMom.W 2543 2543 3322 Net OT E 8538 8538 9420 Net OTW 6966 6966 7546 UPLIFT Uplift E 2439 2439 2355 Add. Uplift E UpliftW 1990 1990 1887 Add. Uplift W Tot. Uplift E 2439 2439 2355 Tot. Uplift W 1990 1990 1887 HD# 1 1 1 . -No HD required, by inspection .. -See Perforated/ Force-Transfer Shearwall calculation WIND LOAD Load Type R Worst Case Load (pit) 121 Length R (ft.) 0 Load R (lbs.) 0 1627 lbs. Offset Factor Adjust. Load 1.0 2109 Total Add. Load 2109 3736 lbs. Total Shear Length (ft.) 11 lbs. lbs. lbs. lbs. plf plf Capacity= 490 plf #-ft. #-ft. psf plf pit lbs. ft. #-ft. #-ft. #-ft. #-ft. #-ft. lbs. lbs. lbs. lbs. lbs. lbs. L16 By Ratio CBC 2306.3 L17 [g LOVELACE AUSTIN Level Name FLOOR F.D.A. ENGINEERING JLC Level# 1 Direction 6/8/2020 SUv<:tural Englneenng Se,v'°" J20237 Lateral Line 3 E-W Page: WOOD SHEARWALL ANALYSIS & DESIGN SEISMIC LOAD sos= 0.804 p = 1.0 Story Load 1.8 psf Area SF Factor Load (lbs) WIND LOAD I 1 I 2350 I 1.0 I ·11 Load Type L Worst Case Load Type R Worst Case 2 Load (plf) 121 Load (plf) 121 3 Length L (ft.) 21 Length R (ft.) 27 4 Load L (lbs.) 2531 Load R (lbs.) 3254 Total/2 = Seismic Load 2105 lbs. Total/2 = Wind Load 2892 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Load (lbs.) Offset Factor Adjust. Load Line Load (lbs.) Offset Factor Adjust. Load 3 3554 1.00 3554 3 3314 1.00 3314 5 914 0.25 228 5 1205 0.25 301 Total Add. Load 3782 Total Add. Load 3615 Total Seismic Load = 5887 lbs. Total Wind Load = 6508 lbs. SHEAR Segment 1 I Total Shear EXISTING TO REMAIN Length (ft.) L 13 13 H 8 H/L Ratio 0.6 Load Ratio 1.00 Load E 5887 lbs. Adj. Load E lbs. Bv Rtt10 LoadW 6508 lbs. Adj. Load W 4648 lbs. CBC 2306.J Unit Shear E 453 plf Unit Shear W 358 plf Max Shear 453 PLF I USE# 3 Shear Wall I Capacity= 490 plf OVERTURNING OTM E 47096 #-ft. OTMW 52061 #-ft. Wall Weight 7 psf Wall UDL 56 plf Unif. DL plf Concen. DL lbs. CDL loc. ft. DLMoment 4732 #-ft. DLMom. E 2307 #-ft. DLMom. W 2839 #-ft. Net OT E 44789 #-ft. NetOTW 49221 #-ft. UPLIFT Uplift E 3445 lbs. Add. Uplift E lbs. Uplift W 3786 lbs. Add. Uplift W lbs. Tot. Uplift E 3445 lbs. Tot. Uplift W 3786 lbs. HD# 2 • -No HD required, by inspection •• -See Perforated/ Force-Transfer Shearwall calculation F1 LOVELACE ENGINEERING JOB ___________________ _ Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 SHEET NO. __________ OF ______ _ CALCULATEOBY _________ OATE _____ _ CHECKED BY __________ DATE _____ _ phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE __________________ _ FOUNDATION DESIGN ALLOWABLE BEARING PRES&URE, 9 :-l..2£._0pe,i= (PER DESIGN CRITERIA) CONTINUOUS PERIMETER t BEARING WALL FOOTINGS, LOCATION: ___________________ _ W1 = _______________________ PLF WIDTI-I REQ'D= (W/9 x 12) = IN "WIDE X 'DEEPWITl-l TOP 4 BOTTOM LOCATION: ____________________ _ W1 = _______________________ PLF WIDTI-I REQ'D= (W/9 x 12) = IN II WIDE X "DEEP WITI-I • TOP 4 BOTTOM LOCATION, ___________________ _ H1 = _______________________ PLF HIDTI-I REQ'D= (W1/9 x 12) = IN IUSE : "WIDE X "DEEP WITI-I TOP 4 BOTTOM ISOLATED SPREAD FOOTINGS, (,z,.•<,10~'( c-orl1-r-rc.. PoI\J1 1...~r.s) MARK: (F-1) t F= l-Otn. V"'· ( r\P0 (.,>", I A,eq'd = P/9 X 144= ':>(.-. <., --:-;, \ ,I USE:□ PER PAD FOOTING SCl-lEDULE MARK, (F-2) P= { o('J'\ r r r, ( ( , .. ,-J{ ► 2 ~,z, e, l LBS A,eq'd = P/9 x 144 = ~ 1,e,l (._, .,., ' '9 ~\S SQ IN USE:□ PER PAD FOOTING SCI-IEDULE IS ;,<Jb MARK, (F-.3) IS :s " P= ~ Cf',/r, r1l, ,-r I AL '-( C c. NP) 'l,~11.. LBS A,eq'd • P/9 x 144= t'o 11. LI' --,,. , ,-I -z.-, 0 SQ IN USE,□ PER PAD FOOTING SCI-IEDULE 1s , 1 e- \r 4 A. t ~}-?,IS / , -:. ~ ~ ,J. F2 LOVELACE ENGINEERING JOB ___________________ _ Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 SHEET NO ___________ OF ______ _ CALCULATEDBY __________ DATE ______ _ CHECKEDBY __________ DATE ______ _ phone858.535.9111 • fax858.535.1989 • www.lovelaceeng.com SCALE ___________________ _ FOUNDATION DESIGN ALLOl,-.IABLE BEARING PRE$$URE, 9 =~PSF (PER DESIGN CRITERIA) ISOLATED SPREAD FOOTINGS: MARK: (F-4) P= ~-4,, '2" Arecfd = P/9 X 144 = (.,c:><;.)C) ,{so~ ?-\ \ .:.\ USE: (tJ PER PAD FOOT ING 5Cl-lEDULE MARK: ff-!:i> A,ecfd = P/9 X 144: '1' "''..; {l~o_, 'l" .:\--I USE: [f2l PER PAD FOOTING 5Cl-lEDULE MARK: ff-b) P= :.,o , A,.q'd = P/9 x 144 = USE:[) PER PAD FOOTING 5Cl-iEDULE MARK, (F-7) = C..oo..:> LB$ = S]G SQ IN = I::, 'Sc= LB$ ~ = 12~..,. $Q IN 1 .L.'"' <ci ... ,t P= 11.:,... 1 • )(. Di:-r r r,p.(' , APP..1.-•'\' = 1s-i,-::i-::, LBS . _ \::\1,,..:{ '::>" ,., --lc::i ,_ I c.o IN -4-i ,.. .. p .. A ,.q'd = P/9 X 144= 4).,__t;_·_.1_-,_/.._.1_,_<,~'-"::---'-'__:.\_.1 ________ __,__ --'--', ... '---_-.; U&E: (£1 PER PAD FOOTING 5Cl-lEDULE MARK.: (F-8) P = :"\ti ""· ·H(1 (,1\0 (,I\Pfl( '( A,eq'd = P/9 X 144: 'IJ\ ,.:;,.., A , • I I USE:~ PER PAD FOOTING 5Cl-iEDULE = 2"\00"' LB& = t..',ol 50 IN STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MA TE.RIALS SHALL BE AVAltABLE ON SITE TO FAClLITAlE RAPID INSTALLATION OF EROSION ANO SEDIMENT CONTROL BMPs WHEN RAIN IS .EMINENT. 2. lHE OV.NER/CONTRACTOR SHAlL RESTORE ALL EROSION CONlROL DEVICES TO WORKING ORDE'.R TO iHE SA TISf ACTION OF lHE CHY INSPECTOR AFTER EACH RUN-OFf PRODUCING RAINFALL 3. lHE: OWNER/CONTRACTOR SHALL INSTALL ADOlll()IJAL EROSION CONiROL t,IEASURES AS MA'( ·BE REQUIRED BY IHE CITY INSPECTOR DUE TO INCOl.f'LETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH l.1AY ARISE. 4. ALL REMQVAl3LE PROlECllVE DEVICE!i SHAU. BE lN Pl.ACE" .AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROSABIUTY FORECAST EXCEEDS FORTY PECENT ( 40%). Sill AND OlHER DEBRIS SHAJL BE REMOVED AFTEI<" EACH. RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INQI MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTRot,, AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. " 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORIJY TO ALTER THIS PLAN DURING OR BEFORE" txlNSTR!JCTION AS NEEDED TO ENSURE COfJPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. • OWNER'S CERTIFICATE: I UND£RSTANO AND ACKNO'M..EOGE THAT I MUST: {1) IMPLEMENT BEST MANAGEt.lENT PRACllCES (BMPS) DURING CONSlRUCllON AC1MT1ES 10 THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBIUZATION Of POLLUTANTS SUCH AS SEDIMENT M'O TO AV0:0 THE EXPOSURE Of STORM WAlER TO. CONS11WCTION RELATED POLLUTANTS; AND (2) .&JlHERE TO, ANO AT All 11~.ES. COMPLY WITH THiS CITY i\PPROVED 11ER 1 CONSTRUCTION S\\l'PP ltlROUGHOUT ltl~ DU.RATION OF iHE CONSTRUCTlON AClMllES- UNlll THE CONS~UCTIOl'J WORK IS COMPLETE ANO APPROVED BY THE CITY OF CARLSBAD. ~ A~T-NAME (PRI.NT)° OWNER(S)/OWNER15 AGEN.T NAME (~GNA TURE) E-29 DATE. AUG 11 2020 STORM WATER COMPUANCE FORM Tl~R ·1 CONSTRUCTION SWPPP E-29 CB .. , YJ< 11 -llAlltf-l SW __ ·--~ BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Conlrol Sediment Corlrol BMi>s Tracking Non-Sloon Wale: Wasie Management and 11.aterlals BMPs Contl1ll BMPs Managamenl BMPs Polutlon Ccrlrol BMPs· " 'Cl -~ ~ ~ &i 't) ~ JZ 6 'tj O C ~ °"e. 5 e-g D ., C, .. s2 .2'6t,e-u •<> a, ~ Cft -gJ o. E-.r 5 ; ~" i e ·€ ~ & ~ ,g ,s • ] ~ SestManagementPractic:tt -'«I ~5 ~ i o, e m a. 6 c 8., 8 as c.., ~ w ~ ~ B :;:; -3:..., g_ (BMP.)Oescription ➔ • Jl ~ ~~ ·~-1! i ! ! f !,~~ t& i~il,., ]; ]gi §2' ~ "'~ i H ~i !~ ~ j:2~_[~ ~Sii~i.•lie] ;sii~l 5~.t=sj~,s; "itll~E:t]§ti·g' -2 ]:;11 .g. ;;; a! JI~" !:8 i. .s.e .s"l;.s8 "~ ~~" iij o.S" .s =is'5.& -~ls gg (.!)" :£: WC li'i \i) Vl µ .ti:. lJ, V>> U) U')Q. V> C VlQ:::" ;!l::Q. ~~ Q. >U :::v, ::ei, U') otu t:7,:.E £:.i!= 0~ CA80A0es1gnai1on ➔ ~ ~ 'f I I '7 1 'f 'f l ~ . 7 I C,-S I '? 't' 'f I Cj' 7 T Llj' 'f 1 eor,;M&nActMiy • ftl 'ftl hl I'd. IX bl I)!. ll1 lX !ti lll-.Ill 1!c -l!c ~ ~ \'1 \'1 J ill ~ ii ~ I ~ Grudina/Soil -Oislurbanca Trenchlnci/EJCcavatlcn ·v Slockoilina Drillina /Borinn Concrete/Asohall" Sawa,tllnQ Ci,ncrete FIQtwork Pavinq Conduit'"'"• lnslollatlon Stucco/Mortar Work I, ./ Waste Oisoosal v SIQ•ln• 11 av Down Area Enuiomenl Mainlenonce ond Fuelinn Hazotdous Substance Use/Storoae Dewalerina_ Silo Acceos Across Dirt Other /list\: • • Tnstiucuons:-, . -1. Check the box to Ifie left of al oppl\cable construction octivlty (f.-st column) expected to OCC!Jr during construcli011, 2. Lo~led along the top of the BMP Tobie is o'list of BMP's with It's corre,p_ondllig California Stom\lvoler Quality Association ·(CASQA) designation numb~r. Choose one or ,nare BMPs you intend to use ~uring construction from tho list. Check, the bo~ where. the chosen activity row lnlerS{?cts with the BMP column. 3, Refer to the CASOA: construction handbook for Information and details or" tht chosen BMP"s and how to apply-them to tho project. SHOW THE LOCATIONS OF AJ.L CHOSEN BMPs ABOVE' ON THE PROJECTS SITE Pl..ANJEIWSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. PROJECT INFORMATION Site Address: .t 33&; ehat,m (H-~kbcel Assessor's Parcel Number; i{u1-5J/--/~"'C:b Po~lofl Emergency .Contact:-,-...,__""' Name: ~•1 -24 Hour Phone: Jv-W"T.:J .., I , , . Con:;tructlon '(l,reol lo Storm Water Qudll\y {Check Box) D MEDIUM· [lfiow REV 02/16 ( City of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. The completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool .,. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. .,. Details on CAP ordinance requirements are available on the city's website . .,. A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpage and download the latest form . Application Information Project Name/Building Permit No.: Austin Residence BP No.: CC>~ 2-02..0-1 ~lO 2- Property Address/APN: 2339 Shawn Court, Carlsbad, CA 92008 I 167-531-16-00 Applicant Name/Co.: Tyler Van Stright ApplicantAddress: 337 S Cedros Ave Suite J, Solana Beach, CA 92075 Contact Phone: 760-521-0866 Contact Email: tyler@jlcarchitecture.com Contact information of person completing this checklist (if different than above): Name: Company name/address: (same) Contact Phone: Contact Email: Applicant Signature: ~~ ']_p2,{J • tJ{;, fj B-50 Page 1 of 6 Revised 08/19 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, attach Building Permit Valuation worksheet. Building Permit Valuation (BPV) from worksheet: $_2_05_,1_5_1 ___ _ Construction Type I Complete Section(s) I Notes: lZJ Residential □ New construction 0 Additions and alterations: □ BPV < $60,000 0 8PV c?: $60,000 □ Electrical service panel upgrade only □ 8PV c?: $200,000 D Nonresidential □ New construction □ Alterations: □ 8PV c?: $200,000 or additions c?: 1,000 square feet □ BPV c?: $1,000,000 □ ~ 2,000 sq. ft. new roof addition Checklist Item A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A, 3A, 18, 2B, 4A 38,4A N/A N/A All residential additions and alterations 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages only *Multi-family dwellings only where interior finishes are removed 1A, 4A* 1B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 18, 2B, 38, 4B and 5 18,5 18,28,5 Building alterations of~ 75% existing gross floor area 28,5 1 B also applies if BPV ~ $200,000 Check the appropriate boxes, explain~ not applicable and exception items, and provide supporting caculations and documentation as necessary. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CAL Green) for more information when completing this section. A 0 Residential addition or alteration ~ $60,000 building pennit valuation. See CMC section 18.30.190. Year Built Single-family Requirements □ Before 1978 Select one: □ Duct sealing □ Attic insulation □Cool roof 0 1978 and later Select one: 0 Lighting package □ Water heating Package □ Between 1978 and 1991 □ 1992 and later □ NIA _________ _ □ Exception: Home energy score~ 7 (attach certification) Multi-family Requirements □ Attic insulation Select one: □ Duct sealing □ Attic insulation □Cool roof Select one: □ Lighting package □ Water heating package 8. D Nonresidential* new construction or alterations~ $200,000 building pennit valuation, or additions ~ 1,000 square feet □ NIA Updated 8/15/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21.155 and CALGreen Appendix AS, Division AS.2-Energy Efficiency. A5.203.1.1 Choose one: D .1 Outdoor lighting D .2 Warehouse dock seal doors D .3 Restaurant service water heating (comply with California Energy Code section 140.5, as amended) D NIA ----------□ .4 Da~ight design PAFs D .5 Exhaust air heat recovery A5.203.1.2.1 Choose one as applicable: D .95 Energy budget D .90 Energy budget 0 NIA A5.211.1 ... D On-s~e renewable energy 0 NIA A5.211 .3 ... D Green power (if offered by local ulilfy provider, 50% minimum renewable sources) 0 NIA A5.212.1 D Elevators and escalators D NIA A5.213.1 D Steel framing 0 NIA * Includes hotels/motels and high-rise residential buildings ... For alterations;?; $1 ,000,000 BPV and affecting> 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comp~ with CMC 18.30.130 instead. 2. Photovoltaic Systems A. D Residential new construction (for low-rise residential building pennit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1 (c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic requirement (2B below) instead. 2) If project includes installation of an electric heat pump water heater pursuant to CMC 18.30.150(8) (high-rise residential) or 18.30.170(8) (low-rise residential), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) Total System Size: kWdc = (CFAx.572) 11,000 + (1.15 x #d.u.) *Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. Exception D D D D k\/tJdc 8. D Nonresidential new construction or alterations i?$1,000,000 BPV and affecting ?:75°/4 existing floor area, or addition that increases roof area by i?:2,000 square feet Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: D Gross Floor Area (GFA) Method GFA: D If < 10,000s.f. Enter: 5 kWdc Min. System Size: □If ~ 10,000s.f. calculate: 15 kWdc x (GFA/10,000) •• __ kWdc ... Round building size factor to nearest tenth, and round system size to nearest whole number. D Time-Dependent Valuation Method Updated 8/15/2019 3 City of Carlsbad Climate Action Plan Consistency Checklist Annual TDV Energy use:*** ______ x .80= Min. system size: _____ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A D Residential and hotel/motel new construction Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section. D For systems serving individual dwelling units choose one: D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMC section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors D Exception: D For systems serving multiple dwelling units, install a central water-heating system with all of the following: D Gas or propane water heating system D Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recovery □Exception: B. 0 Nonresidential new construction Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section. D Water heating system derives at least 40% of its energy from one of the following (attach documentation): D Solar-thermal D Photovoltaics D Recovered energy □Water heating system is (choose one): D Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction D Exception: Updated 8/15/201 9 4 City of Carlsbad Climate Action Plan Consistency Checklist J 4. Electric Vehicle Charging A. [ZI Residential New construction and major alterations• Please refer to Carlsbad Ordinance CMC section 18.21.140 when com letin this section. ✓ One and two-family residential dwelling or townhouse with attached garage: [Zlone EVSE Ready parking space required D Exception : D Multi-family residential· D Exception • Total Parking Spaces EVSE Spaces Proposed Capable Ready Calculations: Total EVSE spaces = .10 x Total parking (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces-EVSE Installed (EVSE other may be "Capable," "Ready" or "Installed.") Installed I Total I "Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation ~ $60,000 or indude an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation ~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B D Nonresidential new construction (includes hotels/motels) D Exception • Total Parking Spaces EVSE Spaces Proposed Capable I Readv I Installed I Total 10 2 I 5 l 1 I 8 Calculation-Refer to the table below· Total Number of Parking Spaces orovided Number of required EV Soaces Number of reauired EVSE Installed Spaces I 0-9 1 1 r 10-25 2 1 r 26-50 4 2 [ 51-75 6 3 □ 76-100 9 5 □ 101-150 12 6 n 151-200 17 9 n 201 and over 10 oercent of total 50 percent of Reauired EV Spaces Updated 8/ I 5/20 19 5 City of Carlsbad Climate Action Plan Consistency Checklist 5. D Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether or nor your permit requires a TOM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a srre-specific TOM plan based on the permrr details. Acknowledgment: Employee AOT Estimation for Various Commercial Uses Use Office (all)2 Restaurant Retaib Industrial Manufacturing Warehousin EmpADTfor first 1,000 s.f. 20 11 8 4 4 4 Emp ADT/ 1000 s.f.1 13 11 4.5 3.5 3 1 1 Unless otherwise noted , rates estimated from /TE Trip Generation Manual, 1 ()th Edition 2 For all office uses, use SAN DAG rate of 20 ADT/1 ,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee AOT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. 8,334 sf/ 1,000 x 4.5 + 8 = 46 Em lo ee ADT I acknowledge that the plans submrrted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condrrion of permit issuance. Applicant Signature: ------------------Date: ------ Person other than Applicant to be contacted for TOM compliance (if applicable): Name (Printed): __________________ _ Phone Number: ____ _ Email Address: ------------------- U pdatcd 8/ I 5/20 19 6 {city of Carlsbad CONSTRUCTION WASTE MANAGEMENT PLAN B-59 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Section 4.408.1 and Section 5.408.1 of the 2016 California Green Building Standards requires at least 65% of non-hazardous construction debris is recycled and/or salvaged for reuse. With the submitting of your application for a Building Permit or permit issuance, you must have completed a Construction Waste Management Plan (CWMP) demonstrating how you will recycle a minimum of 65% of the construction waste generated from your project. NOTICE: Applicant (contractor and subcontractors) shall comply with the project's CWMP. It is the Applicant's responsibility to collect all receipts from the facilities that recycle their materials AND all project waste/landfill disposal receipts. When working with the City's franchised hauler, Waste Management, one cumulative project receipt is acceptable. However, it is the Applicant's responsibility to confirm that the bins are collected for C&D Recycling. 1. This project shall generate the least amount of waste possible by planning and ordering carefully, following all proper storage and handling procedures to reduce broken and damaged materials, and reusing materials whenever possible. 2. Waste Management Services can provide 2 roll-off bins, one for commingled construction debris and one for trash. The commingled construction roll-off bin will be taken to a Certified Mixed C&D Processing Facility to sort the material and create receipt(s), to demonstrate the project has met a 65% diversion rate or greater. 3. Applicants with a goal of recycling greater than 65% of the project's total waste should work with, the City's exclusive franchised waste hauler, to develop a more specific CWMP. This plan may include using additional roll-off bins for particular phases of construction (e.g., concrete and wood waste) to ensure the highest waste diversion rate possible. 4. Contractors/subcontractors hauling their own waste as part of their scope of work (e.g., construction clean up companies, etc.) SHALL NOT be excluded from complying with the CWMP and shall provide weight and waste diversion receipts from a Certified Source Separated Recycling Facility. For a current list of Certified Recycling Facilities go to http://www.sandiego.gov/environmental-services/recycling/cd/index.shtml. 5. If contractors/subcontractors furnish their own debris boxes as part of their scope of work, they SHALL NOT be excluded from complying with the CWMP and shall provide weight and waste diversion receipts from a Certified Source Separated Recycling Facility. Part 1-Before the Pro·ect Be ins Prior to issuance of a Building Permit, Applicant must submit PART 1 of the Construction Waste Management Plan (CWMP) Table. a. Submit completed and signed form to City with Building Permit application. Part 2 -During and After the Project Prior to receiving inspection for final sign off of the Building Permit or Certificate of Occupancy, Applicant must submit the fully completed and approved PART 2 of the Construction Waste Management Plan (CWMP) Table. a. Save all receipts and/or documents from reuse facilities, recycling centers, processing facilities, and landfills where materials were taken. b. Complete the Debris Recycling Report (DRR) as your project progresses. Recycling/diversion goals are (at a minimum) 65% of the waste generated by your project. c. Return completed form to: City of Carlsbad Building Division -1635 Faraday Ave, Carlsbad, CA 92008 or your inspector prior to requesting final inspection. Rev. 11112/18 C cityof Carlsbad CONSTRUCTION WASTE MANAGEMENT PLAN B-59 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Many of the materials generated from your project can be recycled. You are required to list materials that will be reused, recycled or disposed from your project. If you have questions about the recycling requirement or completing this form, please contact Waste Management at (760) 929-9400, a certified C&D recycler, or the Carlsbad Building Division at (760) 602-2700. Please note: Unless you are self-hauling, Waste Management or approved haulers must be used for all construction projects within the City of Carlsbad. PART 1 Complete and submit this form when applying for a Building Permit. Note: Permits will not be issued without a completed Construction Waste Management Plan. Applicant Information Permit No. Project Title AUSTIN Project Address 2339 SHAWN COURT APN Owner Contractor Architect Other Applicant Name OM BUILDING INC 0 G) 0 0 Last First ApplicantAddress 3520 SEAGATE WAY 130 OCEANSIDE CA 92056 Phone _._,._7_,,,6""0_,-,.__,__4,___-.!:<.07.,__,__14.,__ _____ E-mail Address danny@dmbuilding.,.,_ ..... us"'------------ Applicant Mailing Address (if different than project address) Project Type (check all that apply): Brief Description Residential ~ Commercial □ Public Building □ Industrial □ Project Size_3_6_2_7 __________ Estimated Cost of Project$ ________________ _ (square footage) Please check the appropriate box: DI plan on using WASTE MANAGEMENT roll-off bin(s) for all materials and will provide all receipts after construction. QI plan on self-hauling to a certified recycling facility and will provide all receipts after construction. D This is a proposed LEED certified project and I plan on separating materials on site in conjunction with WASTE MANAGEMENT. Acknowledgement: I certify under penalty of perjury under the laws of the State of California that the information provided in and with this form pertains to construction and demolition debris generated only from the project listed in PART 1, that I have reviewed the accuracy of the information, and that the information is true and correct to the best of my knowledge and belief. Print Name daniel montijo 7/28/2020 Page 1 of 4 Rev. 11/12118 PART 1 Complete, obtain signature, and submit this form when applying for a Building Permit. Note: Permits will (cont'd) not be issued without a completed Construction Waste Management Plan. DEBRIS RECYCLING ESTIMATE: SECTION A Permit No. _______ Project Title AUSTIN RESIDENTS Project Address 2339 SHAWN COURT Applicant Name DM BUILDING INC Last First APN Phone ( 760"1544-0714 SECTION B Complete the following table with estimated waste tonnage to be generated by your project. This is your plan for construction waste management. Changes can be made on the final recycle report. Goal: the diversion rate shall be 65% by weights of debris. Material Type Complete this line of the table only if only using WASTE MANAGEMENT roll-aft bins. Mixed C&D Debris Asphalt & Concrete 2 Brick/ Masonry/ Tile 1 Mixed Inert Debris 2 Cabinets, Doors, Fixtures, Windows (circle all that apply) .5 Car et .25 Carpet Padding/ Foam Cardboard Ceiling Tile (acoustic) Drywall (used, new, scrap) Landscape Debris (brush, trees, stumps, etc.) No dirt. Unpainted Wood & Pallets Roofing Materials Sera Metal Stucco Other: TOTAL SECTION C .25 1 1 .5 Estimated Waste Quantity (tons) 8.5 To meet 65% Diversion Requirement (estimate} A Place a ( ✓) check next to items to be reused or salvaged 8.5 B C Place a (✓) check next Place a ( ✓) check next to items to be to items to be recycled disposed at landfill x 0.65 = 5.52 tons _______ __; ----------- Total Estimated Waste from above Minimum Required Diversion 7/28/2020 Page 2 of 4 Rev. 11112118 PART 2 Complete before final inspection, obtain WASTE MANAGEMENT signature, and return with receipts prior to final building approval. DEBRIS RECYCLING REPORT (ACTUAL): SECTION A Acknowledgement I certify under penalty of perjury under the laws of the State of California that the information provid ed in and with this form pertains to construction and demolition debris generated only from the project list ed in PART 1, that I have reviewed the accuracy of the information, and that the information is true and correct to the best of my knowledge and belief. Permit No. ________________ Print Name Address SECTION B __________________________ Date Use this Final Log below to track loads of materials as they leave the job site. @@SAVE RECEIPTS@@ Indicate FINAL quantities in tons for each material and save receipts and documents from facilities where material is t aken. Additional Project Log pages are available if necessary. Use City Conversion Table to convert volume to tons. Date Example: 01/05/2018 SECTION C Material Type Concrete {broken) (Q)TOTAL A B C Actual Amt Reused or Salvaged Actual Amt Actual Amt Recycled Disposed in Landfill 5 tons Destination Facility (Name, Address, Phone) Palomar Transfer Station, 5960 El Camino Real -760 603-0153 Diversion Rate Achieved --------~ ___________ = _____ % ~ 65% S6S%0 Total of columns A+ B Total of columns A + 8 + C DIVERSION Contractor/Owner Signature _______________ Date Attach the following documentation to this Report: Return completed form and documentation to: • Original recycling weight tickets, landfill weight tickets City of Carlsbad • Original donation receipts with photos and/or itemized descriptions Building Division (1st Floor) • Any other relevant information to support Recycling Report 1635 Faraday Avenue Carlsbad, CA 92008 Page 3 of 4 Rev. 11112/18 Conversion Table for Common Construction Waste This document is informational onlv. It is here to help vou convert truckload auantities to tons. if necessary. Column A Column B Column C Category Material Volume Tons[Unit Tons Mixed Debris Construction cy X 0.18 = Demolition cy X 1.19 = Asphalt/Concrete Asphalt (broken) cy X 0.70 = Concrete (broken) cy X 1.20 = Concrete (solid slab) cy X 1.30 = Brick/Masonry/Tile Brick (broken) cy X 0.70 = Brick (whole, palletized) cy X 1.51 = Masonry brick (broken) cy X 0.60 = Tile sq ft X 0.00175 = Building Materials (cabinets, doors, windows, etc.) cy X 0.15 = Cardboard (flat) cy X 0.05 = Carpet By square foot sq ft X 0.0005 = By cubic yard cy X 0.30 = Carpet Padding/Foam sq ft X 0.000125 = Ceiling Tiles Whole (palletized) cy X 0.0003 = Loose cy X 0.09 = Drywall (new or used) 1/2" (by square foot) sq ft X 0.0008 = 5/8" (by square foot) sq ft X 0.00105 = Demo/used (by cu. yd.) cy X 0.25 = Landscape Debris (brush, trees, etc.) cy X 0.15 = Asphalt Composition Shingles, asphalt Shingle cy X 0.22 = Unpainted Wood/Pallets By board foot bd ft X 0.001375 = By cubic yard cy X 0.15 = Trash/Garbage cy X 0.18 = Other (estimated weight) cy X estimate = cy X estimate = cy X estimate = cy X estimate = Total all = Page 4 of 4 Rev. 11/12118 Building Permit Finaled Revision Permit Print Date: 02/20/2024 Job Address: 2339 SHAWN CT, CARLSBAD, CA 92008-2078 (cityof Carlsbad Permit No: PREV2020-0131 Status: Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revision Parcel #: 1675311600 Track#: Valuation: $0.00 Lot#: Occupancy Group: Project #: #of Dwelling Units: Plan#: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Construction Type: Orig. Plan Check#: CBR2020-1362 Plan Check#: Applied: 09/25/2020 Issued: 10/26/2020 Finaled Close Out: 02/20/2024 Final Inspection: INSPECTOR: Description: AUSTIN: REPLACE PORTION OF ROOF WITH SCISSOR TRUSS -NOT PART OF THIS SUBMITTAL Applicant: TYLER VAN STRIGHT 337 S CEDROS AVE, # J SOLANA BEACH, CA 92075-1951 (858) 436-7777 x2 FEE BUILDING PLAN CHECK REVISION ADMIN FEE MANUAL BLDG PLAN CHECK FEE Property Owner: CO-OWNERS CRAIG AND KRISTINA AUSTIN 2339 SHAWN CT CARLSBAD, CA 92008 Total Fees: $147.50 Total Payments To Date: $147.50 Building Division Contractor: DM BUILDING INC 3520 SEAGATE WAY, # STE 130 OCEANSIDE, CA 92056-2680 (760) 644-0714 Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $35.00 $112.50 $0.00 Page 1 of 1 {_ City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www .carlsbadca.gov Original Plan Check Number cbR2020-1362 Project Address 2339 Shawn Ct. Plan Revision Numbe~}J e_OCO-D\ ~ l General Scope of Revision/Deferred Submittal: __________________ _ Replace portion of the existing roof (standard trusses) for scissor trusses. No change to ridge height. Deferred submittal for truss package. CONTACT INFORMATION: Name Tyler Van Stright Phone Address 337 S Cedros Ave Suite J 7605210866 ________ Fa ~-------- City Solana Beach Zip 9207 5 Email Address tyler@jlcarchitecture.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Ii] Plans D Calculations D Soils D Energy D Other 2. 3. Describe revisions in detail List page(s) where each revision is shown Replace portion of the existing roof (standard trusses) for scissor trusses G001,A105,A107,A201 ,A203 A204,A301,A304,S105,S107 4. Does this revision, in any w ay, alter the exterior of the project? D Yes Ii] No 5. Does this revision add ANY new floor area(s)? D Yes Ii] No 6. Does this revision affect any fire related issues? D Yes Ii] No 7. fax: 760-602-8558 fmait building@carlsbadca.gov www.carlsbadca.gov