Loading...
HomeMy WebLinkAbout2101 FARADAY AVE; ; CB090595; PermitCity of Carlsbad 05-04-2009 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB090595 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 21·01 FARADAY AV CBAD Tl Sub Type: INDUST Lot#: 0 Status: Valuation: Occupancy Group: 2120700100 $1,512.00 Construction Type: NEW Reference #: Applied: Entered By: Project Title: COVIDEN-NEW 72 SF METAL ARCHED CANOPIES ALONG WEST SIDE OF BLDG Plan Approved: Issued: Applicant: GOOD & ROBERTS INC. 1090 JOSHUA WAY VISTA, CA 92083 619-598-7614 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD#3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee $37.06 $0.00 $24.09 $65.00 $0.00 $1.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1.00 Inspect Area: Plan Check#: Owner: BLACKMORE FARADAY PARTNERS PO BOX424 RANCHO SANTA FE CA 92067 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (430554t) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee TOTAL PERMIT FEES ISSUED 04/08/2009 RMA 05/04/2009 05/04/2009 Total Fees: $128.15 Total Payments To Date: $128.15 Balance Due: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 ?? $128.15 $0.00 _ATTACHED SC<l-nf\e.D FINAL Date: Clearance: _____ _ NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions.' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack. review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which ou have reviousl been iven a NOTICE similar to this or as to which the statute of limitations has reviousl otherwise ex ired. . City of Carlsbad i) Plan Check No. CAO q-o s_9 Est. Value -/ (/ A 1635 Faraday Ave .. Carlsbad, CA 92008 760·602-2717 / 2718 / 2719 / 2721 c-~ '7_~ Fax: 760-602·8568 Plan Ck. Deposit , !Ak Building Permit Appffcation Date l/ / V/l)l'.1 JOIIADDRESS 2101 Faraday Avenue SIJIT~/SPM:~•J\!NfJtl 1/.PH 21~-070 -01 • 00 Cl/~ROd:Ci I I\.OU r-·· 1 , o, uu rs I, uwROOMS I BATHROOMS l lua.-nt UUSINESSM.U,4E ICONSIR. TYPf. I OCC.GROlJP I COVIDIEN 111-B B DESCRIPTION OFWORHI Install 12'x6' metal seam arched canopy on bulldlng's west exterior face £XISTIHBUSE I PROPOSED USE I GARAGE (SFJ PATIOS !Sf) 'DECKS (Sf) flREPL\CE I AIR CONOITIONINO l ARE SPRl~KIERS Oflice/R&D Lab Offlce/R&D Lab \'ESo~ NoEJ \'ESE] NOD 'le$@ ttoD CONTACTIIIIME Dennis Seguban, Pacific Cornerstone Architects APPUCANTKAME Richard Doty, COVIDIEN 4DDREss 4105 Sorrento Valley Blvd. Suite 100 ADDRESS 2101 Faraday Avenue CITY STATE CA llP 92121 C11Y Carlsbad STATE CA ZIP 92008 ___ ~_an l?~~Q~. _ ·--. -- :Pl!ONE 858•677-9880 IFAX 858-677-9886 rtlOliE -925-260-9086 lfAX EMAIL EMAIL dennls@paccomernlorte.com richarn.doly@collidien.com PlloPERnownERHAME The Blackmore Company ~olffl!Acton sus.HAME Good and Roberts ADDRESS 1811 Aston Avenue, Suite 102 ADDRESS 1330 Park Center Drive OlY Carlsbad STATE CA l'JP 92008 CIIY Vista STATE CA ZIP 92081 ~-760-804-9600 lfAX 760•804•9607 PHON1' 760•598•7614 FAX 760-598-7659 ~c-EMAIL cclleen@lheblackmorecompany.com Jeffg@goodandrobarts.oom 7JICHJcis'GNr.RNAM£.bADDRtsS • ... ISTAJEfJC.I $lAT_EUCJ lCl.,ISS IC:lllDUS.llC.t - See Conlac! Info Above C-24846 an551 1195553 .. • .. , * r . . -~- Wultoa11'Compl11Rllo•Dldar.lllon:fh.,.lly•m-rn-pe11!llyafpe,iuy111Gol//Jolofffl7gdocisnw1'L DI havoaJllfwlll m1ln1'!oa .. rtlfioata of coMtntlo Hll-lllfu11 !cfwal:eta' <Xrlljl<!n!,21ilna,pnr,!ded llyS..:bai 110/Jrtlht labort<do,f<lllhop;,!amaot11oll"oowod< 1<>11'1l!ihlh&.~la ls$utd. .@·lh4'1uAfwUlnuintalo~u~nsdlon._as~!1[~~700ollhoLaborc.cta,r«lhll~"'?io·•••1'fori,ll<hl!ulpcnri!bbsllld.l!yl'mll>'_,,.lfon""""""°""""andpc!loy wmbe<aie:ln,"""'"Co. f/\f,,.)<t?.~\'\c., \Y,SIJ·rt',_.,...,,-e, Fdl,yHo. (.ZJ,;oii) ~4 ~50 \ E,piamDala \0/1 JO '1 J!l,5Ctbtneedmlw<ffllll!OC«SUlhtj,cmA!ir«<ioehln!iE<l~ISIIIOJc.-l,u. LJ C<!llllli:altOIEnmpUon,f~ll\aUnlhapfllarman<ooll!il> l01\lo1\k:htrtspennllltssued,l"'11rd'11\°iO'fzny"""'°hanym.nierso115lobeccmosu!>jedlolhoW<rt<r.i"COmpcnaabll.aw,or aildillon to ihe cost of '4111p<n11Uon , ~for In !')(3706 ('!"lho l.Jllorcode, W....l IJ\4tH«nlY'• r.... c.l[omia. WARH!IIG:P1Uu11 l>M<Ul'OWII~ pon..ilon Qtla 1111lawlul, and 11h1lt.ubJIC!m"""layarlo atmln•lptna!U&s.an6clvlllin,1 up!o OM hundred 11\ousaNf ~,U:in (&100,000~ In J!:S' 4:0HTAAC!OIUIGll,\T_ll!IE __ • • • _ .1,____ . . OAlE //lllttbyoJlimllhlillama.t°""fiml~'sL/a!ll!B!nw!>'flll~~ D J,os""""oltt,cprapedya-my~.;t,wag,uulhe~50l,"""P'fl!'l!on.Yoilldolliemar,;lb,-.lsrdil!Brxltd01<>'fM!dlor,a'o(S<e.Y0«,8u,i,,uimProf,s,i,mCa!!'.1heGallra:!U'1 1Joenso law4oosmt appfylo on""""'"' pn,p,t1y~r., lxildsot "'"'"'' lfl,ceoo.axhmodces s,tll f,QI: 1"'1oelf c:rllrwgh his lM!l l!fflpC)eos. rm,ifed Illa! 51diknl'(0""'"11s,.. rot tte!Dld 01ollerad Inf -•.-.thabullingor~il!sd<l..mnono,....-o!cxxnple<IOn,lha""'1ef~!illi1>,olllebllde«<>pcaw-gl\alha<illrd1'.oi!d01Jnt:<o"'f"'lh&fl'IPD'Oolsals~ O t,a""""ollheprope,ty,tt11a.tdus!,tet,Cll1nCling-.illlil:emodo,nllidonloCOll$illldlllc Jl!Di,<I(~ '/D4f,Silliico11nf'rtf.,,..,,Codo:The Contada"•Uleille Lawdoot no! apply looo..,..,rt 1)("11Cdy111ilobllidsllfil;n,mil1!feon,and<a111l!Cl5[01'""1P<ol«b~Oll1nd<X(S)l<e"""pw=nliolhllCamc.lol'sllten,ol..o~ 0 I ammtf1111111do15e<llM -and Pf,~s,m Codi fatll\l!m.son: 1.lp,,soM~p!antopoli!eOiom,,jorlabotar,t""1fflijafort<Nlndoncilhoi:n,posed~~ Oves ON, 2.l(ha-lo/ha\erd)'9"<1,n6{l!Jl1calio!lforabuidr,gpennik,!llopr_,i-.at<. 3.lbave-ed~torolo\,iogf)ffl<ln(imllopco,jlel!'!lpn,po,ed-lild>nlaramelld<tw/p/"Mo/anract"''ll:mo!&iurob«J: 4.1 pan lo pmrldo porllonsof lboMfl. bu! I llo<t tiled tho~ peim la-,Snala, ~ imjl(Orldo u,e ""*"'°"' (1ttMo ram/aotw/ r,lw,1 oorlractxn'"""40lllri"'1l: 5.1"11!>lMOO"""'d11>eW011,llult"""c:cMl<t!dil*..r1111a~PfflORS10l)(Olidelho...-lnd!C!!1<1r-namo1adcl'cu1i1mo11JpooJ111nt. DATE tcertlfytflat11,awmaciiii,spp60lfM11Hbtrtotluittl!ea1>o,elll'afm.1!1oob"3aeot>ndtf!etlllelnfllnnatlononll\aplamlsmme.11~CO-o,mply,.;1llallCi\Y0nlillOnoesands.i.i...~1oi'1ifbig~on. t"'1i!rf..-~li-.5oflheC!fdCM,la!loefieflJl)O!l hol!Willtml\lMedlXIJl'!'IYr«~~I PI.SOAGREE"TOSAVc, ~Nm~EEPIIAAW:SS Tl!ECrtYOFCAAI.SBAO N3JIINSTAI.LllABIUTJ!S.JUDGMEIITS.COSlSNI.DfXPfliSl:Sl'MCHW>.YINAJ>NWAYACCIU/SAGIJ/lSTSA!llCITYINCCl'lseo\Jl:NCEOf'lllEGIWITINGOf'Tli!Sl'El!Mll". OSHA:AnOSlll\pe!!Tllis~fcr~tll'llf50'de<j>an:ldendlion«Ql<r;/rt,:liJncisfrudlJ11ta11<er3s:oneoirlhaldW- EX!'IRATIOff: EIO!)'p,miilt!IJedbylholluldtog "ailnletlh!lX171isim cllh's Cal!shal l!J!)l1l ~IIT,1a110!1"'1! beolmv ru!aidm!lll-e ~ llfv.o<!<allhoclm<loyi,mpem,1 llno!..,.mer,:,idl'o!lhn 160da-,'Giotnll»da'>olMIJIUIJll<tifU-l)IWOl!\illltlaOmdlrfru::hp,nnlb~crsbl/ldOnedal«rj!Jtn&aw!oowod!is"""'"'"'°"'illa d1 dl>1(S<!diln1CliA.4llmwm8uiw>aCcde~ A!$' Al'PUCAHT'G SIGl!A"IIIRE DATE I 5 City of Carlsbad Bldg Inspection Request For: 08/19/2009 Permit# CB090595 Title: COVIDEN-NEW 72 SF METAL ARCHED Description: CANOPIES ALONG WEST SIDE OF BLDG Type:TI Job Address: Suite: Location: Sub Type: INDUST 2101 FARADAY AV Lot 0 APPLICANT GOOD & ROBERTS INC. Owner: BLACKMORE FARADAY PARTNERS Remarks: Total Time: Act Comments Inspector Assignment: PD Phone: 760?970/3 Inspector# K ----- Requested By: MIKE Entered By: JANEAN CD Description 19 Final Structural 39 Final Electrical ~----- Comments/Notices/Holds Associated PCRs/CVs Original .PC# PCR99092 ISSUED LUCENT TECHNOLOGIES; ELECTRICAL REVISIONS Inspection History Date Description Act lnsp Comments 07/09/2009 14 Frame/Steel/Bolting/Welding AP PD 07/09/2009 34 Rough Electric AP PD PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB 09-595 DATE 4/9/9 ADDRESS 2101 Faraday Av RESIDENTIAL ADDITION- MINOR (<17,000.00) . RETAINING WALL VILLAGE FAIRE POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING OTHER metal seam arched canopy PLANNER Chris Sexton DATE 4/9/9 ~ENGINE~{d'z~4a DATE 1(w(of) 11:\ADMIN\ COUNTER/PLANNING /ENGINEERING APPROV AlS 1 • . ' J.Unda Ontiveros From: Sent: To: Subject: Attachments: Reference no.: CB 09-595 Linda Ontiveros · Thursday, April 16, 2009 4:40 PM 'dennis@paccornerstone.com' Covidien/ 2101 Faraday Av 11-090417-0003.pdf This email is in reference to the above building permit for Covidien located at 2101 Faraday Avenue. Attached, please find Storm Water Pollution Prevention Plan -Tier 1 form. Engineering approval is contingent upon completion of attached form. If you have any questions, please do not hesitate to call me. Linda Ontiveros Engineering Technician Development Services Division P: (760) 602-2773 IF: (760) 602-1052 1 CITY OF CARLSBAD STANDARD FORM-TIER 1 STORM WATER POLLUTION PREVENTION PLAN STORM WATER COMPLIANCE CERTIFICATE ./ My project is not in a category of permit types exempt from the . Construction SWPPP requirements ./ My project Is not located· inside qr within 200 feet of an environmentally sensitive area with a significant potential for contribUting pollutants to neartiy receiving waters by way of sto1T11 water runoff or non-storm water discharge{s). ./ My project does not requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code) ./ My proJect will not result in 2,500 square feet.or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following criteria: • located within 200 feet of an environmentally sensitive area or the Pacific OCean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 feet of a storm drain inlet an open drainage·channel or watercourse; and/or • const11.1ction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through Apnl 30), I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STAlEMENTS ARE TRUE.AND CORRECT. I AM SUBMITTING FOR CITY APPROVALA TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF Cl1Y STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIV.ITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF . STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, ANO AT ALL TIMES, COMPLY WITH THJS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHTOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLElE AND APPROVED BY THE Cl1Y OF GARLSBAD. · Goc4;~~"-'c.s,k.'t1t,11. th,\$~~, P,,.e.r • OWNE!(~ ·s AGaIT.N/\Mll(PlUNT) J/·).l-~ DAT!! ' STORM WATER POLLUTION PREVENTION NOTES L ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID JNSTALLATION OF EROSION AND SEDIMENT CONTROL B:MP& WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THB SATISFACTION OF THE Cl1Y ENGINEER AFTER EACH RUN- OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS.MAY BE REQUIRED BY THE CITY BNGINEERINGORBUILDJNG INSPECTOR DUE TO UNCOMPLETED GRADJNG OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE-PROTECTIVE DEVICES SHALL BE JN PLACE AT THE END OF EACH WORKING DAY WHBN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SIL'f AND OTHER DEBRIS SHALL . BB REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 · JNCH MINIMUM AGGREGATE: 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE . MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES 12' X 6' metal arqhed 'canopy' at west exterior face PROJECT JNFORMATION Site.Addfess: 210·1 Faraday Avenue Assessor's Parcel Nwnber:. 212•070-01 Project ID; CB 09-595 ConstructionPecmitNo.: PSP 09-61 Estimated Conslrudion Start Date $-15 • 0, Project Duration f Months Emergency Contact: Name: /JM Viti.~ 24 hour Phone: ,~o · '803.• ~~~ 'is P=eived Threat to Sto~ Quality Medium ~ l£medill1ll box is checked, must attach a site plan sheet showing proposed work !!l'ea and location of proposed structural BMPs For City Use Only CITY OF CARLSBAD STANDARD rmy1 SWPPP. Approv~:; . '":l:fft({0ij Pagel of..2..,- Best-ManageinentP~ctice (BMP) D~cription ~ . ~~QA Designation~- . ~~ctlon,Activl!,Y ~r;adingl~ ~.-· ':riench1n~on • 'Stoclcpiing 1,?J;oii1ruig1Boi;oo ,. . Coocre!e/AsJiJj_alt ~ • Concr!lte_ilatwpn< Pavtng. :, Conc!ult/Pj~ _illslall~ori , Sttia:qJMcitarW<it!c Waste D~, W Staijng/1.ay Down Area .. f I Equip'neilt Mai¢eiiai;ce and Fueljng Hazaii!ous. Sµbstmce,Use/Sti;rage .. Dewateiirig . Site~ ~'Dirt Other(llst}: .Erosion Control ·BMPs ~-. :i·· -~ a,-:""g,--~ ,-~-m'~, en 1-, ~-\ .;.~ :_i Jt ;_,:-~·i. ·-~. , o, ,o. "'Crij, n. m .g m .... , £!. Cl _. !UCI, <n ':ii·~ ·w,· w Cl I .... ;L ...-U ', .UJ u.· }Ill ~ediment ~~I ~MPs ... , , i' -U, ',C' 10 C. C ,if~, §: i· ~-CC:· ..c: <n· <n 0 .!! . ~ -~-, ,.<> ·ii: ;.'tl "" . ., E 'CD -CD· -C ,o -~ ,·~-. ~-· ~' f-:~~ :-.e ~f . <n E ., ·C ,.,,,, l -a S:. it , ,g._e; '! g.g a .2 e· C1 Cl;J ::,,. ; "'· u.,.a. l~--.(1) th :1 l I i3: I' :z.1 Jl! ;I ili Cl) Cl) 'rt) Cl) ·µ> 'Cl) 0 . IT; 'f r:=:SG,_, 11·"'. T Tracking· Contiil!BMPs C C ,S! a: 1:j u ::, ' :, ~, ~ ~=· I 8 f:!· 8 =a {if. "t, ~ ., :.i ., ,,a g,.; sii, .. .c.·E . .c.·,m .s ... .l!l 'CJ U) .5 , <llJX:- ~' ~ I- No'n-Ston'n ater ~a!Jagement.EiMPs c '0· ,,,. ., .. c:· ,., :.~--' 8 !li l :;; 'g. ~-§!:P! ,,;>D..· ,;;; ,z -,-S, rC 'C := a, .5 -~,., -,.E "g' :s. ~ ~ a M ,:,~·t& 1i' . '"Cf ~-6 S: ~.c/ CJ~ ~ o·s J;;· l! . .C u.•C "iii g_ ' .e ' ' :i: ~- a. o .:t. .. ~o ,(? IJ) z t;t,i, 2; ~ z' ·.,I.' Waste Man?Sement and Materials Poliqtion control l:!r/!Ps-· · ~-.., " ~-1 'ii: c:-"' ED ; ctl '> , C• ]1::f i i;,Ja• G £ .:; r,:, . :ir w. -,~ .a :s· .§ ..., -fd·_ !:, 1-. .2 g -~-~ ~~ > • :; E :>·E . c, e: ""'" ::,."m ,a .. -.. I. a...S->. g, · 'E;F e ·gi ~5--~.a-!'ii-~--a· wo w:O ::r:·-:; -o:. -. -,; ·1· filiJi i r-li Instructions:. Begin by,r~~~ Qf coDSli'uctioi!,aptivities an,d checkiilg~e box to the left of my a¢yity ~will 1:1~~g ~pr9pos_ed cocstrucqon. Add anyotl),er lictivity.~DS in the blaDk aciivey desC!,iption box~ provid,ed:fur tl;lat •pmpose and place a checJ{ii,>. the ~-injme<liatelyto the ~ft of the added'activityde$cripiion..F~ each activity desCIJ'ibed; pick one orm¢e liest m,anagement practices (BMPs).from tb¢'~lo~ed a1on tl:i~ top of'.iire fumi. Then~ anX-fu,i]ie ~~tire place whllre the activity row mtersects V{itb.tl;ui~MP co!imm:;~ piis, :I.Qr ~activity that was ~eek¢ off and , ffif.eac:h pfthe ~~.BWS select¢;fr\lm, the~ for~le-:-If'!he p;oject inclµdes sit!:~ ~tjss dirt, then i;bec'!cthebox u, tlJ,c J#l;of~~~.4Cl'OS~,Pirf'.. Th~rcvi~ tJ¥:list for.som~ that 81tP,lies_ sucll-as "Stiiliili2;ed Co~an Iilgtessm~" ~~ 1:nckmg Coritrol. Follow aJong,the "~ite ~~ Acr95s Dirt" row tJI!ti1 you get·~ the ~taliilized Co!!sll:ucli~ lngr~~gress" coltim,ii and p~e;e ~ ~ii! the l:!ox where the two meet. As another ~Je ~ the project itll;ludect:~ stockpile that y~ ~ to cover y.iith a·plastic slii:et Since plastjc sheeting is not orr~e·J,ist ofl3~ tlJen ~em ~gver:'with~" ~the bl,ank column under the heading Erosion Contro1'BMP~-Then place ~x in the ]?ox whe.~ "S*1qliling" row,iritcrsecis the 11~ "Cover:w#b;Pl.1stic'',cphmm. · To learn ninre about what ea$ BMP description~ yon may wish to feviewthc·BMP Reference Handout prepared to ~sist applicams in the selection of appfypriate Best-Management Practi~ measures. ,?.c " ' •,' The Itj'.:ren~ ~ ccplams ~e C:alifomili Stmm~ Quality Association (C~QA)'d~ ~ ho~ to,app!y the-various ~ected BMPs to a pr~ject · · · · · ,l Jf"'F l Page:2~f, ;z..... ,I -:1 ·1 Carls·bad Fire Department Plan Review Requirements Category: TI , INDUST Date of Report: 04-29-2009 N_ame: Address: Permit#: CB090595 Job Name: COVIDEN-NEW 72 SF METAL ARCHED Job Address: 2101 FARADAY AV CBAD BLDGU DEPT COPY Reviewed by: ?/2?' r.:y <:7 ' adequately conduct a review to dete d/or standards. Please review carefully all com ease resubmit the necessary plans and/or spec1 1c "·~ ouded", t r review and approval. Conditions: Cond: CON0003438 [MET] APPROVED: TIDS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF A BUILDING PERMIT . . THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 04/29/2009 By: Soderber Action: AP CITY OF CARLSBAD STANDARD FORM-TIER 1 STORM WATER POLLUTION PREVENTION PLAN STORM WA'IJRRQMfLIANCE QffiTIF!fATE .., My project is not 1n acategmy cf psrmlltypesexemax from lhe . Cons1rucHon SWPPP requl11!11118111s .., My project ts not locatoictiMida qr within 200 faet of an envimnmen!ally $8ll$itiVe area with a llignificart po4erlial forc:antribUting palli.ants to naartiy racaiving watara by l!!aY·ofiilarm water. runalf or nqn-5IDm1 water discharge(;). .., My project doe& not requires a grading plan pursuant to the Carlsbad Gradlng Ottlnanc:e (Chapter 15.16 of the Carlstiad PAlnicipal Code) .., My P.1)Jac:twil not result In 2,500squaieteet:.ormore af&Oilscisturbanca including any associated constructlOn slaglng, sl0ckpiing, pavement reinoval, equipment storage, refulilling and mllin1anal101i1 a,aas that meelS one or more of tile addWonal following crilelia: • located wittin 200 feet of an-e&Winxlmeirtall semitile area or the Pacific Ocean; and/or. . • listurbed area Is loc:ated on a slope with a grade at or ex0®(fing 5 horizontal In 1 vertical; andfor · • disturbed area Is located along or within 30 feet of a storm drain lliet, an open dralnage·channel or watercourse; and/or • amtructi011 will be lnnlats!i dJatng the ralny.&ealion or will~ info the rainy aaason (Oct. 1 ~ /lprl 30), I CERTIFY TO lliE BEST OF '6f KNO\NLEDGE THAT ALL OF THE ABOVE CH:CKED STA1EMENTS ARE TRUE.ANO CORRECT. I AM SUBMITTING FOR cnY AP.PROVALA TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE Wl1H ntE REQUJREMENTS OF Cl1Y STANDARDS. . . I UNDERSTAND AND ACKNCMILEDGE TI-IAT I MUST: (1) IMPLEI\ENT BEST MANAGEMl;NT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVJTIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE 11-tE EXPOSURE OF . STORM WATER TO CONSTft.VCTIO!'l RELATED POLLUTANTSi AND, (2) ADHERE TO, AND AT ALL TIMES, COMPl YWllH THIS CITY APPROVED TIER 1 CONS'IRUCTION S\I\IPPP lliROUGHTOUTTHE '1 DURATION OF lliE CONSTRUC110N ACTIVmEs UNTIL lHE CONSTRUCTION WORK IS COLIPLElE AND APPROVED BY THE CITY OF CAE¥-SBAD. . . · .~ t ~obt..\.,, 1,.,c. ;:r,.-,. Vf,\~er:, e,cr-.r . o~ ·.s~~(BINI) J/·U·oo IIATB ,;;; I STORMWATBR POLLUTION PREVBNTIONNOTBS 1. AIL NECESSARY EQU1P:MENT AND MATERIALS SHALL BE AV All.ABLE ON SITE TO FACILITATE RAPID JNSTALLATION OF EROSION AND SBDIMENT CONTROL BMPa WHENRAJN IS EMINENT. .. 2. THE OWNER/CONTRACTOR SHAILRESTORE AIL EROSION CONTROL DBVICBS TO WORKING ORDER. TO THB SATISFACTION OP THB Cl.TY ENGINBBRAFTEREACH RUN- OFF PRODUCING RAINF.ALL. . -,. >. -- 3. nm OWNER/CONTRACTOR SHALL JNSTALL ADDIDONAL EROSION CONTROL MEASURES AS MAY BB REQUIRED BY THE CITY BNGJNEERINGORBUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCOMSTANCES WBICH?¥Y AlUSE-. 4. ALL RBMOVABLE-PROTBCTIVE DEVICES SHALL BB IN PLACE ATTEIBEND OF EACH WORKING DAY WHEN THE FIVE {S) DAY RAIN PROBABIUIYFORBCAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHBR.DBBRIS SHALL BB REMOVED .AFIEAEAc;:HRAINFALL. 5. AU. GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 · INCH MINIMUM AGGREGATE: 6. ADEQUATE EROSION AND SEDIMENT CONfR.OL AND PBRIMETBll PROTECI'ION.BF.STM.t\NAGBMBNI PRACTICE . MEAS~S MUST BE INST.ALI.ED AND MAINTAINBD. SPECIALNC>TES 12' X 6' metal ar$ed 'canopy' at west exterior face PROJECT IN.FORMATION Sitc.Addiess: 2101 Faraday Avenue Asses5or's Parcel NUlllbec 212'-070-01 Piojcc:& JD: CB ~95 Com1111ctiaDPamitNo.: PSP 09-61 Estimmd Omslmdian Start DR= -:{-lo• df' Prop;tDmation ' Mmtbs Emergency Coatad: Name: """ VIII~ 24 hour~ 'ifoO • ~3,v ~~::t 'j( Pffl:c:ivcd T1mmt to Sunm~Quality Medium Low lf JDedium bolt is c:bcdr.ed, must a site plan sheet siowlng proposed work area.and locltioo of puposed stnxtural BMPs For City Use Only Appro~~ ---gj Pagelof~ ' ,, I I I I I I ' ! ~- ' ~-.. n ·tj' t Ir .. ,., _, ' UHUHPIHJ,1h I .. ·I: ., I! 'I I llf i -t I i '' I' . I t .. u . .. . + t-a--,f-,f-4-+--1-. -+' +-H .. l-+-4--i-+-+-t-i-i,H-t--t-t--EC-_8+-· w_o0a_t.iu1c_hll)_o ..,...-;.,.;. Ii:!_.-~. •. · ·: · EC-O Earth D11,unil 11: §· ' t-,..11---1--1-.a+-+-+-t--+-:-l-4-t-+-t-l--1:-' .. +-i-l-+-+-t--+-D--ralna ...... 110_swa1011_. ~·· . 1 tl_ ·. ' . ' . EC-11-Sia~ D1'1i11 J .. . . , EC-7. .. G110loldll11&'& Mila ,, \ . ' ',, SE-1 Sll,t Flllc:!I : ; SE-3 S1~1m11nt 'l"rap ·-· , , . ; , .-; ~EA-ChackDam ( 1----1--,,,-1,~~. ·. +.-. ~-1-+-+-+--i-+-11-f-f--1-t--SE--5+,-. Fl-b,r-Rol-s --, !' .~-1-+~~,H, H-t---+---h--t--+-t-t-t-t-t---;------------,--, ::a ·· _ · · . . .. SE-8 Gravel Bag 13ilrm i ., . . . of. SE-'1 • Snit Swatplng and I ; . I'\ · V1C11umlflll 11':l ' SE-B Sandbag Barrier · J SE 10 Stottn Dniln lnllit • P~lkin ·~, '' j' PRIME STRUCTURAL ENGINEERS 11858 Bernardo Plaza Court, Suite 105C San Diego, California 92128 Tel (858) 487-0311 STRUCTURAL CALCULATIONS Covidien, T.I. Carlsbad, CA Structural Calculations for New Side Entrance Canopy 2K9-150 Sheets 1 thru 19 C/Jo '!tJPf f' M~toor ~PtrJ<r >/'6" () f.;1 i,JooP 5-ovF-tr MtS.c... v-; ~S"" ~,~ I'd-... & • t$" 1 ~ l.o ex t'o1>Uiief" -: l? !?i. -:: iJ. 7,0 l¾,1;, • /. ,!) &--.: 0, tS' (pie,. {,-1) Crt>i ~-i.J) ( 1"f>L-b -/) 5, () 1,6 ,1.00 r~ O'('E:.J (As~v..1-M oPe-~ ~ Wof'/ ~) 6.,,-: O,ooi,r~ ~.~t~J V2J. -:: o.oozrt (0,10)(1.0)(0.is-){Bs/(l.c) "' f I. OJ pst CN.~~ ':J 2,,(:, Cr-1,M•-l ~ ,"3,,(;, P ~ 1 z. & .cN ~ 2. ~-'> ~ ,f, r -11..1.1_ rl PR l ME Job: ~ STRUCTURAL Date: i.f ,o1 ENGINEERS Sht: _L., u) ' t . --.._-.-;.::: • 0 ,l ./ \I) ---. ----:: ---. ---© l JI • 0 -o ,, !;Q.. lb-,., b+ 0,75'!., fo,7~W O. €, l> +-W PRIMFJob: ~-~S"'b STRUCTUHA.l Date:~ ENGlr~HRS Sht· 'l.--- ( E'-ei /I,· I I) ( B-Q. It,-NJ ' I, b 7 k /unoK.."( J ( C oN~ OZ,Vfr,vC) 72,pt,1,[ o.C, (1~,o~ys_f )-'$},6"f r~f) ~ --/, i, ~,~ MS"(" 1rw t<JW,As<r l5'o0 ir;; I 11/-i.. M 1;y.,1.g~!.> e b" o, c, \~7 i ~-•-<<; r-}. IS>~ Stt ~fJlfvtfQ O\.\f Pl.ATS fb It Pt'""1I c,..f\l ~ a?"I";, fbf . µ.£Ml!, 1,f/1~ Overall Length of Beam: 6 ft. Axial Load: O KIPS 0 Mx {Max) Vx (Max} 1.Reauired Su ort 1 2 Magnitude 4.320 K-in 0.240 KIPS 0.3954 inA4 Location ft Moment K-in 0.00 0.000 6.00 0.000 COVIDIEN -CANOPY 80 Location 3.00 ft 0.00 ft 3.00 ft Reaction lbs 240.000 240.000 Deflection Limi PR I ME Job: 11:.J.::.!..ob SiRUCTURAL Date:~ ENGINEERS Sht: --L PR!fv'iEJob: 'J¥1·/P STRUCTURAL Date:-1.:.!.l ENGINEERS Sht: Member: C358-158-20 Manufacturer: Generic Yield= 33.0 KSI Dimensions Gross ProQerties Depth = 3.6250 in Area = 0.26 in2 Flange = 1.6250 in Ix = 0.56 in4 Lip = 0.5000 in ly = 0.10 in4 Bend = 0.0519 in Rx = 1.45 in t = 0.0346 in Ry = 0.62 in Punch = 1.5000 in Cw = 0.29 in6 Wlip = 0.4135 in Jx10E3 = 0.11 in4 Wflg = 1.4520 in Xo = -1.33 in Wweb = 3.4520 in Ro = 2.06 in Beta = 0.59 BENDING ANALYSIS Eq. C3.1.2-9 Sigt = (GJ + PiA2ECw/Lt112)/ARo"2 = 530.66 KSI Eq. C3.1.2-8 Sigy = Pi112E/(Ly/Ry)"2 = 770.24 KSI Eq. C3.1.2-5 Me = RoA($igt*Sigy)".5 = 347.65 K-in Eq. C3.1.2-3 My = Sf*Fy = 10.12 K-in Me> 0.5My Therefore, Mc= My(1 -My/4Me) = 10.051 K-in Find effective section at stress f, f = Mc/Sf = 32.76 KSI Configuration: Single Loads and Bracing Axial: p = 0.00 KxLx = 72.00 KyLy = 48.00 KtLt = 48.00 Bending: Mx = 4.32 KLx = 12.00 KLy = 12.00 KU = 12.00 eFlange = 1.333 in; eLip = 0.414 in; eWeb = 1.952 in; Sc = 0.288 in113 Eq. C3·. (2-1 Mn = ScMc/Sf :::, 9.44 K-in KIPS in in in K-in in in in Eq. C3.1-1 Ma = Mn/1.67 = 5.66 K-in With 1/3 stress increase Ma = 7.54 K-in SHEAR ANALYSIS h / t > 1.38 * (5.34 * E / Fy} 11 .5. Therefore Va = .53 * E * 5.34 * t 11 3 / h Va = 1.00 KIPS With 1/3 stress increase = 1.34 KIPS COVIDIEN -CANOPY -~ Web Crippling Analysis PR!MEjob: W'f--,n STRUCTURAL Date: tf ~ o'l. ENGlrff ERS Sht: _.L_ Member: C358-158-20 Manufacturer: Generic Yield= 33.0 KSI Configuration: Single . - Location Bearing Reaction Equation Pa Support (ft) Width (in) (lbs) Number (lbs) 1 0.00 .2.0 240".0 C3.4 -1 255.3 2 6.00 2.0 240,0 C3.4 -1 255.3 Location Bearing Load Equation Pa Pt Load (ft) Width (in) (lbs) Number (lbs) Web Crippling Equations C 3.4 -1: Pa = t2kC3C4 (179 -0.33h/t) (1 + 0.01 (N/t)] Where: Pa = Allowable concentrated load or reaction per web, lbs C3 = (1 .. 33 -0.33k) 1.000 C4 = 0.50 < (1.15-0.15R/t) <= 1 0.925 Fy = Design yield stress of the web 33 KSI h = Depth of flat portion of web 3.452 inches k=Fy/33 1.000 m = t / 0.075 0.461 t = Web thickness 0.0346 inches R = Inside bend radius 0.0519 inches N = Bearing width, inches Ma = Allowable bending moment 5.6900 K-in Mx Combined (K-in) Bend-WC 0.00 1.13 0.00 1.13 Mx Combined (K-in) Bend-WC Combined bending and web crippling: 1.2 IP/ Pal + IM/ Mal <= 1.5 (Eq. C3.5 -1) COVIDIEN -CANOPY Stifle~ Required?_ No No 1 Stiffener 1 Required? I I Overall Length of Beam: 6 ft. Axial Load: 0 KIPS 0 Mx (Max) Vx (Max) I Required Sup ort 1 2 Magnitude 1.836 K-in 0.102 KIPS 0.1680 inA4 Location ft. Moment K-in 0.00 o.ooo- 6;0Q 0,000 COVIDIEN -CANOPY 34 Location 3.00 ft 0.00 ft 3.00 ft Reaction lbs 102.000 102.000 Deflection Li PR 1 M E Job: .J:r:j_j_[b STRUCTURAl D<1te: 'f ~ oi · ENGINEERS Sht: _J____ PRllVIE,Job: _'),Pl~,?J STRUCTUR,4l Date:~ Member: C358-158-20 Manufacturer: Generic Yield = 33.0 KSI 'NC'T-~RS ;;: ,,J itt Sh+· Configuration: Single '· --1._, Dimensions Gross Pro~erties Loads and Bracing Depth = 3.6250 in Area = 0.26 in2 Axial: Flange = 1.6250 in Ix = 0.56 in4 p = 0.00 KIPS Lip = 0.5000 in ly = 0.10 in4 Bend = 0.0519 in Rx = 1.45 in t = 0.0346 in Ry = 0.62 in Punch = 1.5000 in Cw = 0.29 in6 Wlip = 0.4135 in Jx10E3 = 0.11 in4 Wflg = 1.4520 in Xo = -1.33 in Wweb = 3.4520 in Ro = 2.06 in Beta = 0.59 BENDING ANALYSIS Eq. C3.1.2-9 Sigt = (GJ + Pi112ECw/Lt112)/ARo112 = 530.66 KSI Eq. C3.1.2-8 Sigy = Pi112E/(Ly/Ry}112 = 770.24 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)ll.5 = 347.65 K-in Eq. C3.1.2-3 My = Sf*Fy = 10.12 K-in Me> 0.5My Therefore, Mc= My(1 -My/4Me) = 10.051 K-in Find effective section at stress f, f = Mc/Sf = 32.76 KSI KxLx = 72.00 KyLy = 48.00 Ktlt = 48.00 Bending: Mx = 1.84 KLx = 72.00 KLy = 12.00 KU = 12.00 eFlange = 1.333 in; elip = 0.414 in; eWeb = 1.952 in; Sc = 0.288 in"3 Eq. C3.1.2-1 Mn = ScMc/Sf = 9:44 K-in in in in K-in in in in Eq. C3.1-1 Ma = Mn/1.67 = 5.66 K-in With 1/3 stress increase Ma = 7.54 K-in SHEAR ANALYSIS h / t > 1.38 * (5.34 * E / Fy) 11 .5. Therefore Va = .53 * E * 5.34 * t 11 3 / h Va = 1.00 KIPS With 1/3 stress increase= 1.34 KIPS COVIDIEN -CANOPY or.-;; HI-JiEJnb· ?~-/51) f f,ltV! -V ~ •• STRUCTURAL uate: 1~~1 Web Crippling Analysis DIG·''N'·E-s" ~ t..l~ 111 r:. I{ ..::iht: --·--~ Member· C358-158-20 Manufacturer: Generic Yield= 33.0 KSI Configuration: Single Location Bearing Reaction Equation Pa Support (ft) Width (in) (lbs) Number (lbs) 1 o:oo 2.0 102.0 C3.4 -1 255.3 2 6.00 2.0 102.0 C3.4 -1 255.3 Location Bearing Load Equation Pa Pt load (ft) Width (in) (lbs) Number (lbs) Web Crippling Equations C 3.4 -1: Pa= t2kC3C4 {179 -0.33h/t) [1 + 0.01 (N/t)] Where: Pa= Allowable concentrated load or reaction per web, lbs C3 = (1 .. 33 -0.33k) 1.000 C4=0.50 <(1.15-0.15R/t)<=1 0.925 Fy = Design yield stress of the web 33 KSI h = Depth of flat portion of web 3.452 inches k=Fy/33 1.000 m = t / 0.075 0.461 t = Web thickness 0.0346 inches R = Inside bend radius 0.0519 inches N = Bearing width, inches Ma = Allowable bending moment 5.6900 K-in Mx Combined (K-in) Bend-WC 0.00 0.48 0.00 0.48 Mx Combined (K-in) Bend-WC Combined bending and web crippling: 1.2 IP/ Pal + IM/ Mal <= 1.5 (Eq. C3.5 -1) COVIDIEN -CANOPY Stiffener Required? No No Stiffener Required? ·- A PRIME Job: J//t.,1-ts-o STRUCTURAL Date: 'i -0 1 ENGINEERS Sht: 4 RECTANGULAR/SQUARE HSS • SUBJECT TO FLEXURE AND AXIAL FORCE (ASD DESIGN PER ANSI/AISC 360-05) DESCRIPTION: 2K9-150 HSS BEAM @ CANOPY DESIGN PROPERTIES: Shape= HSS8X4X1/4 E = 29000 ksi Fy=. A= d= b= t.design = 46.00 ksi 5.24 in2 8.00 in 4.00 in 0.233 in k = X k = y Lx= L -y- (KUr), = (KUr)y= 1.00 I = X 42.5 in4 1.00 z = X 13.3 in3 8.00 ft s = X 10.6 1.33 ft r, = 2.85 33.68 9.64 I= y 14.4 in4 z = y 8.2 in3 Stress Increase = 1.00 s = y 7.21 WEB CHECK (MAJOR AXIS): bit= 14.20 Apw = 28.12 Arw = 35.15 COMPACT WEB APPLIED LOADS: Loads applied shall be in ASD 0.0 k Axial, P, = Bending, Mx = Bending, My= 2.8 k-ft = 33 k-in 0.0 k-ft = O k-in CAPACITY: Pc= Pn /Oc = 133.7 k Mex= Mnx /Ob= 30.5 k-ft = Mey= Mny /Ob= 17.8 k-ft = INTERACTION: HSS, Oc = 1.67 r = y 1.66 HSS, Ob= 1.67 WEB CHECK (MINOR AXIS}: h/t = 31.30 Apw = 28.12 Arw = 35.15 NON-COMPACT WEB (+ in 3-1 Direction) (+ in 4-2 Direction) 366 k-in 214 k-in • ~ '81 P, e • D • R , e,. . ' ' -- Add'I Loads: DL LL P1 = 0.00 k 0.00 k P2= 0.00 k 0.00 k P3= 0.00 k 0.00 k P4= 0.00 k 0.00 k (Interpolate AISC Table 4-3) (See AISC Table 3-12 & 3-13) (See AISC Table 3-12 & 3-13) g 0.00 in 0.00 in 0.00 in 0.00 in Pr/2Pc + [Mr/Mc] = 0.09 < 1 HSS8X4X1/4 ... OK! A.PRIME Joo: '?11-1~ -STRUCTURAL Oat~: if-o1 Et~GINEERS S!;t: Io RECTANGULAR/SQUARE HSS -SUBJECT TO FLEXURE AND AXIAL FORCE (ASD DESIGN PER ANSI/AISC 360-05) DESCRIPTION: 2K9-150 A-FRAME @ CANOPY DESIGN PROPER"rlES: Shape= HSS4X2X1/4 E = 29000 ksi Fy= A= d= b= t.design = 46.00 ksi 2.44 in2 4.00 in 2.00 in 0.233 in WEB CHECK (MAJOR AXIS): b/t = 5.58 Apw = 28.12 Arv.,= 35.15 COMPACT WEB APPLIED LOADS: Loads applied shall be in ASD Axial, Pr= 3.5 k Bending, Mx = Bending, My= 0.0 k-ft = O k-in 0.0 k-ft = 0 k-in CAPACITY: p = C Pn /Qc = 30.7 k Mex= Mnx /Qb = 6.7 k-ft = Mey= Mny /Ob= 4.1 k-ft = INTERACTION: kx= 1.00 I = X 4.49 in4 ky= 1.00 ~,1{ z = 2.94 in3 X 7.00 ft] ior'){>.vJ L = X s = X 2.25 L = y 7.00 ft r, = 1.36 (KL/r)x = 61.76 (KL/r)y= 107.83 I= y 1.48 in4 z = y 1.79 in3 Stress Increase = 1.00 s = y 1.48 HSS,Oc= 1.67 r = y 0.779 HSS, Qb = 1.67 WEB CHECK (MINOR AXIS): hit= 14.20 Apw = 28.12 llrw = 35.15 COMPACT WEB (+ in 3-1 Direction) (+ in 4-2 Direction) 81 k-in 49 k-in • ~ , e, P e • D •R, e,. . ' . -- Add'I Loads: DL LL P1= 0.00 k 0.00 k P2= 0.00 k 0.00 k P3= 0.00 k 0.00 k P4 = 0.00 k 0.00 k (Interpolate AISC Table 4-3) (See AISC Table 3-12 & 3-13) (See AISC Table 3-12 & 3-13) ~ 0.00 in 0.00 in 0.00 in 0.00 in Pr/2Pc + [Mr/Mc] = 0.06 < 1 HSS4X2X1/4 ... OK! POST-INSTALLED ANCHOR BOLT (2007 CBC &ACI 318-05 Appendix D) For use with Hilti Kwik Bolt TZ in Concrete (ICC ESR-1917) Project#: 2K9-150 Description: CANOPY ANCHORS @ TOP Design Loads: N= 2.780 kips VL= 0.000 kips Oca3 s2 Concrete Properties: Slab Thk, h = 7.50 in Oca4 re= 3000 psi Cracked Norma/Wt. kc= 24 Anchor Properties: Anchor Type = KB-TZ (SS) • 3/4" 0 w/ 3-3/4" embed Bolt, d = 3/4 in Total Bolts= 2 Anchor Category = Steel= Ductile her= 3.75 in D.4.4 -<I> Factors -Condition B: Steel, C!JN = 0.75 A PRIME .JQb: 1,PJ~I-S--'-" .STRUCTURAL Datre:-'1~·-0_1_ ENGINEERS Sht: -~fl~- tocal I s1 -+----CJ ca2 t aoo" oc I , 0 0 lv 0 0 D Supplementary Reinf. Per D.4.2.1 # Bolt rows= # Bolt columns = 2 # Effective rows in tension = Design Summary: Brittle Failure Mode in Tension n = 2.5 0 Loads Include Seismic 0.75·¢N = 7.96 kips 0.75·¢V= 17.15 kips N= V::: 6.95 0.00 Interaction ::: 0.873 Steel, C!Jv= Concrete, ¢N = 0.65 0.65 9.00 -,----------------------, Concrete, <Pv = 0.70 s.oo---- 7.00 6.00 · 5.00 · 4.00 3.00 2.00 · 1.00 0.00 ·!--, ------.-----.,.-------,----'-----' 0.00 5.00 10.00 15.00 20.00 POST-INSTALLED ANCHOR BOLT (2007 CBC & ACI 318-05 Appendix D) For use with Hilti Kwik Bolt TZ in Concrete (ICC ESR-1917) Project#: 2K9-150 Description: CANOPY ANCHORS @ TOP Steel Strength in Tension: <l>Nsa = <1>n·A50futa = 36.08 k n= 2 bolts Ase= 0.237 in2 (From ESR-1917 TBL 3&4) fu1a= 101.50 ksi fy= 76.13 ksi Concrete Breakout Strength in Tension: <l>Ncbg = <l>ANc / Alco (4-'ec,N)(lj.led,N)(lj.lc,N_}(ll'cp,N)(Nb) = 10.62 k ANc = 216.56 in2 41ec,N = 1.00 ANcO = 126.56 Nb= 9546 Ca,c= 10.00 Ca.min= Pullout Strength in Tension: <i>Np = 11.55 k in2 lb in n = 2 bolts Np (fc =2500psi) = (f c / 2500)°'5 : Steel Strength in Shear: 8.110 1.095 <1>v •• = 2s.01 k kips kips V58 = 20.050 kips n = 2 bolts Concrete Pryout in Shear: <l>Vcpg = <l>kcp"Ncbg = 22.87 k ANc = 216.56 in2 kcp = 2.00 ljJ ed,N = 1.00 lJlc,N = 1.00 '+'cp.N = 1.00 (From ESR-1917 TBL 3&4) (ESR-1917 4.1.5) (From ESR-1917 TBL 3&4) Concrete Breakout Strength in Shear( Perp. To Edge): <i>Vcbg = <i>Avcl Avco (ll'ec,vHll'ed,v)(ll'c,vHljJcp,v)(Nb) = N/A Ave= in2 le= Avco= in2 '+'ec,V = Vb= lb lJ'ed,V = Ca.4 = in '+'c.v= ·concrete Breakout Strength in Shear( Parallel To Edge): <l>Vcbg// = 2•<1>Avcf Pvco (ll'ec,vH4-'ed,V)(4-'c,vH4-'cp,V)(Nb) = N/A Ave= in2 le= Avco= in2 '+'ec.V = Vb= lb lJled,V = c.= in 4'c.V = A.PRIME Job: itv,-,s-o STRUCTUR,~l D..t,(~: '{-0'1 ENGINEERS Snt: 11.-- in in POST-INSTALLED ANCHOR BOLT {2007 CBC & ACI 318-05 Appendix D) For use with Hilti Kwik Bolt TZ in Concrete (ICC ESR-1917) Project #: 2K9-150 Description: CANOPY ANCHORS @ BOTTOM Design Loads: N= 1.550 kips VL = 0.930 kips Oca3 s2 8.00"0C Concrete Pro12erties: Slab Thk, h = 7.50 in Oca4 fc= 3000 psi Cracked Normal Wt. kc= 24 Anchor Properties: Anchor Type= KB-TZ {SS) -3/4" 0 w/ 3-3/4" embed Bolt, d = 3/4 in Total Bolts = 2 Anchor Category = Steel = Ductile her= 3.75 in D.4.4 -<I> Factors -Condition B: Steel, ct>N = 0.75 Steel, <l>v = 0.65 5.00 Concrete, <l>N = 0.65 4.50 · Concrete, <l>v = 0.70 4.00 · 3.50 3.00 · 2.50 2.00 1.50 · 1.00 0.50 0.00 0.00 2.00 PRIME Job: 1-¥'!-ls-c, S"'DU"1·u0 ~L t-f·o"I .r,. .., fin. Date: ___ _ ENGINEERS Sht: 13 s1 --+-0 ca2 t I 9 50 in 0 0 lv 0 0 D Supplementary Reinf. Per D.4.2.1 # Bolt rows = 2 # Bolt columns = # Effective rows in tension = Design Summary: Brittle Failure Mode in Tension Brittle Failure Mode in Shear n= 2.5 0 Louds Include Seismic 0.75·ct>N = 4.33 kips 0.75·ct>V = 7.90 kips N= V= 3.88 2.33 Interaction= 1.189 4.00 6.00 8.00 10.00 POST-INSTALLED ANCHOR BOLT (2007 CBC & ACI 318-05 Appendix D) For use with Hilti Kwik Bolt TZ in Concrete (ICC ESR-1917) Project#: 2K9-150 Description: CANOPY ANCHORS @ BOTTOM Steel Strength in Tension: <PN5a = <Pn-A5e"fu1a = 18.04 k n= 1 bolts Ase= 0.237 in2 (From ESR-1917 TBL 3&4) futa = 101.50 ksi fy= 76.13 ksi Concrete Breakout Strength in Tension: <PNcbg = <PANc/ ~co ('Vec,NHljled,N)(ljlc.~)(ljlcp,N)(Nb) = 6.20 k ANc = 126.56 in2 lJI ec.N = 1. 00 ANco= 126.56 Nb= 9546 Ca.c= 10.00 Ca.min= 9.50 Pullout Strength in Tension: <l>Np= 5.77 k n= Np (fc =2500psi) = (fc / 2500)°-5 = Steel Strength in Shear: 1 8.110 1.095 <l>V5a = 26,07 k in2 lb in bolts kips kips V sa = 20.050 kips n = · 2 bolts Concrete Pryout in Shear: <l>Vcpg = <l>kcp'Ncbg = 22.87 k ANc = 216.56 in2 kcp = 2.00 41ed,N = 1.00 41c,N = 1.00 41 cp,N = 1.00 (From ESR-1917 TBL 3&4) (ESR-1917 4.1.5) (From ESR-1917 TBL 3&4) Concrete Breakout Strength in Shear( Perp. To Edge): <l>Vcbg = lt>Avcl A.co (41ec,vH\lled,v)(4'c,vH'Pcp,v)(Nb) = N/A Ave= in2 le= Avco= in2 lj/ec.V = Vb= lb 41ed.V = Ca.4= in 41c.V = Concrete Breakout Strength in Shear( Parallel To Edge): lt>V cbg/1 = 2*1t>Avc I ~co (ljl ec,v)('P ed,v)(4l c,v)(ljl cp,v)(Nb) = 10.54 k in Ave = 273. 75 in2 18 = 1.50 in Avc0 = 406.13 in2 Vb= 11168 lb Ca= 9.50 in ljlec,V = \jJed.V = lJlc,V = 1.00 1.00 1.00 A PRlfv1E Job: -XC-1 ·/S-o STRIJ.CTUR~L Datt:~: tf~ fJU-, ENGINEERS snt: Jl( A.PRIME Joh: 1,,j?'\·/~v STRUCTURAL Date: tt· 0'1 ENGINEERS snt: > DESIGN WIND LOAD FOR ENCLOSED RIGID LOW RISE BUILDINGS ( s; 60 ft) ANALYTICAL PROCEDURE PER ASCE 7-05 §6.5.12 PROJECT DESCRIPTION: 2K9-150 DESIGN CRITERIA: Mean Roof Height, h = 28 ft Least Horiz Dimension = 160 ft Exposure Category = B [§6.5.6] Occupancy Category = 2 Basic Wind Speed = 85 [§6.5.5] 8 mph [§6.5.4] Roof Angle< 10° = TRUE I= 1.00 kz = 0.7 kzt = 1.00 kd = 0.85 [§6.5.6.6] [§6.5.7.2] [§6.5.4.4] l Least Dimension ,I· 1 q= 11.01 psf [§6.5.10] DESIGN WIND PRESSURE FOR MAIN WIND FORCE RESISTING SYSTEM G = 0.85 (Rigid Building) [§6.5.8.1] Cp{+) = 0.80 (@ Windward Wall) [Fig. 6-6] Cp(-) = -0.70 (@ Side Wall) [Fig. 6-6] GCpi = 0.18 (Enclosed Building) [Fig. 6-5] POSITIVE PRESSURE = NEGATIVE PRESSURE= 9.46 -9.68 psf psf DESIGN WIND PRESSURE FOR COMPONENTS AND CLADDING a= 11 ft Effective Area = 314 ft2 GCp(+) = 0.90 (@ Wall Zone 5) GCp(-) = -0.93 (@ Wall Zone 5) GCpi = 0.18 (Enclosed Building) POSITIVE PRESSURE= 11.89 psf NEGATIVE PRESSURE= -12.17 psf [§6.5.12.2] [§6.5.12.2] [Fig. 6-11A] [Fig. 6-11A] [Fig. 6-11A] [Fig. 6-11A] [Fig. 6-5] [§6.5.12.4] [§6.5.12.4] (Conservative) 1: ;::s) ·a:; :i: 0 c, 0:: C ,u oJ) 2. A PRIME Job: u-1~1ro STRIJCTURAL o .. :e:__.t/'---""l.c..___ ENGINEERS Snt: 1 i CONCRETE SLENDER WALL PER CBC 2007, ACI 318-08 14.8 Thk {inl Considering P-Delta Effects PROJECT#: 2K9-150 DESCRIPTION: DESIGN CRITERIA: f c = fy = Concrete Weight = Clear Height, I c = Parapet Height = Wall Thickness, t = hit= Depth to Rebar, d = Vertical Rebar= Spacing= Steel@ Each Face = Reveal Depth = Reveal to Bottom = datReveal= PANEL W-3 @ LINE 1 4000 psi 60000 psi 150 pcf 27.50 ft 4.50 ft 7.50 in 44.00 3.750 in #5 8.000 in 1 {# layers) 0.75 in 16.00 ft 3.000 in Muo = XMuD = llmax = At Reveal: (16-3) 0.00 13.75 O.OOE+OO q1 = 7.50 q2 = 7.50 8.50 3.50 0.00 23.00 32.00 32.00 ___ q3 = _______ _si~op _________ _ 1STTO ROOF q4 = 7.50 3.50 8.00 16.00 e= Eccentric, D = Eccentric, L = Add'/ From Above, D = Add'/ From Above, L = 7.00 in 221 plf 340 plf o.oo kips 0.00 kips q5 = Girder, D = 0.00 kips Girder, L = 0.00 kips D Girder Load Eccentric? LL Factor, f 1 = 0.5 (16-4) (16-5) (16-6) {16-7) 29536 39472 29536 39472 13.34 13.06 13.34 13.06 3.31E+08 4.36E+OB 3.31E+08 4.36E+08 7.50 0.33 0.00 8.00 Min Vertical Steel = 0.0025 Min Horizontal Steel= 0.0025 Max Vert Spacing = 18.00 in <P = 0.9 /31= 0.85 E, = 3834 ksi Es= 29000 ksi n= 7.56 E:cu = 0.003 t = y 0.00207 0.6p b = 0.0171 Sos= 0.804 g 01==Fp= 0.322 Wp Wind Load, W = 12.17 psf (16-17) (16-20) 13845 20723 lb-in/ft 13.34 13.06 ft ·1.55E+08 2.29E+08 /El M0 = 0 28406 37317 28406 37317 13315 19591 lb-in/ft llo= O.OOE+OO 3.19E+08 4.19E+08 3.19E+08 4.19E+08 1.50E+08 2.20E+08 /El Wind (1.6W) Seismic (1.0 E) 3500 :!5.00 30.00 30.00 LOAD COMBINATIONS (CBC 1605.2.1) 2500 (16-3) U= 1.200 + 1.60 L + 0.50 Lr 25.00 ~ -- (16-4) U= 1.200 + 0.50 L + 1.60W 20.00 20.00 (16-5) U= 1.36 D + 0.00 L + 1.00 Qe 15.00 15.00 (16-6) U= 0.90 D + 1.60 W 10.00 10 00 (16-7) U= 0.74D + 1.00 Qe 5.00 500 (16-13a) A= 1.00 D + 0.75 L + 0.75 W 0.00 0.00 (16-13b) A= 1.08 D + 0.75 L +0.53 Qe ~"" = ~=a: -= "" -= ~7i. 'ii. 'ii. 'ii. 'ii. N ~ 12.4.2.3 E= Oe± 0.2S0sD " ... C "" ::; :.;: .c" e~ ::-ai e 1~ t ~ = Oe± 0.16 D ~.!:,. N "' ~ ~ a N -g. C' ~1~( o.. a o.. a a DESIGN SUMMARY: ~-- Strength: (16-3) ' (1(?-4) \ (16-5) (16-6) (16-7) C!>Mn= 95,681 94 440 ' 95,013 91,759 90,736 lb-in Mu= 6,861 49,726 65,996 41,081 51,140 lb-in % Over= 0.0% 0.0% 0.0% 0.0% 0.0% At Reveal: ~ C!>Mn:; 73,623 72,558 72,775 70,754 70,044 lb-in Mu= 6,882 47,110 60,937 38,981 47,854 lb-in % Over:; 0.0% 0.0% 0.0% 0.0% 0.0% Deflection: Wind Seismic At Reveal: Wind Seismic le/ 150 = 2.2000 2.2000 in 2.2000 2.2000 in MaxA= 0.1154 0.1652 in 0.1123 0.1608 in % Over= 0.0% 0.0% 0.0% 0.0% C051 CONCRETE SLENDER WALL PER CBC 2007, ACI 318-08 14.8 Considering P-Delta Effects PROJECT#: 2K9-150 DESCRIPTION: PANEL W-3 @ LINE 1 1STTO ROOF Strength at Factored Load: Factored ecc, Pur= Factored axial, P uax,at = = Factored wall, P uw = = Factored, Pu = Pu/ Ag= 41.30 s 0.06fc ... OK! = As= 0.465 s 0.6p(bd) = 0.770 ... OK Ase= As + (Puffy) a = ( Pu + As fy) / (0.85 f e b) = C =a/ 0.85 E1 = (Ecu / c) d -Ecu "0.005 For Tension Control Mn= (Ase fy)(d • a/2) (14-7) lcr = n-A.0(d-c)2+b·c3/3 Mua= Muo+Pu1ex/le (14-4) Mu= Mua + Pu Au = (14-5) Au= (5 Mu h2) / (0.75 (48) Ee lcr) <l>Mn= = Check that <!>Mn " Mu Deflection at Service Load: Service ecc, P sf= Service axial, P sax,at = = Service wall, P sw = = Service, P s = Psi+ Psw = lg= b t3 / 12 (9-9) Mer= 7.5 f'/·5 19 / 0.5 t = l!.cr = 5 Mer I/ I (48 Ee lg) Mn = (Ase fy)(d • a/2) l!.n= 5 Mn 1// (48 Ee lcr) = Msa= M50 +P51 ex/le (14-9) M= Msa+Psl!.s (14-8) l!.s = ½·l!.cr+(Ma-½'Mcr)(An·½·Acr)/(Mn·½·Mcr) Allowable A = le/ 150 Check that 11, S Aattow Shear at Factored Load: Weq = BMu/(121/) = Vu= leWeq/2 (11-3) <l>Ve= 0.75(2)f/2 bd Check that <!>Ve.: Vu (16-3) 1142.40 0.00 2574.26 3716.66 41.30 0.527 0.775 0.912 0.0093 OK 106312 35.14 3998 6861 0.77 95681 OK Wind 672.00 0.00 2199.82 2871.82 421.88 53363 0.37 104934 8.81 16126 16458 0.12 2.20 OK (16-3) 6.05 83.16 4269.07 OK A PRIME J-00: ~-ts-o STRIXTURAL oa1c:::_'1.,_-_o'l_ ENGINEERS stit: -~11..__ (16-4) (16-5) (16-6) (16-7) 614.40 424.56 280.80 230.64 lbs 0.00 0.00 0.00 0.00 lbs 2639.78 3042.96 1979.83 1653.09 lbs 3254.18 3467.52 2260.63 1883.73 lbs 36.16 38.53 25.12 20 93 psi 0.519 0.523 0.503 0.496 in2 0.764 0.769 0.739 0.730 in 0.898 0.904 0.870 0.859 in 0.0095 0.0094 0.0099 0.0101 OK OK OK OK 104934 105570 101955 100818 lb-in 34.84 34.98 34.17 33.92 in4 31622 40883 30489 40238 lb-in 49726 05996 41081 51140 lb-in 5.56 7.24 4.69 5.79 in 94440 95013 91759 90736 lb-in OK OK OK OK Seismic 698.33 lbs 0.00 lbs 2424.95 lbs 3123.29 lbs 421.88 in4 53363 lb-in s <!>Mn ... OK [14.8.2.4) 0.37 in 105570 lb-in 8.69 23045 23561 lb-,n 0.17 in 2.20 in OK (16-4) (16-5) (16-6) (16-7) 43.84 58.18 36.21 45.08 602.74 799.95 497.96 G19.88 4269.07 4269.07 4269.07 4269.07 OK OK OK OK COS! CONCRETE SLENDER WALL PER CBC 2007, ACI 318-08 14.8 Considering P-Delta Effects (AT LOCATION OF REVEAL) PROJECT#: 2K9-150 DESCRIPTION: PANEL W-3 @ LINE 1 1STTO ROOF Strength at Factored Load: Factored ecc, P ur = Factored axial, P uaxlal = Factored wall, P uw = Factored, Pu = Pu/ Ag= 37.33 s 0.06fc ... OKI As= 0.465 s 0.6p(bd) = 0.770 ... OK A,e = As + (Puffy) a= ( Pu+A5fy)l(0.85f0b) = C = a/ 0.85 M0 = (A,e fy)(d -a/2) (14-7) le,= Mua= Mu0+Purex/lc (14-4) Mu= Mua + Pu /J.u (14-5) !J.u = (5 Mu h2) / (0.75 (48) Ee 10,) <llMn= = Check that ¢lM0 ~ Mu Deflection at Service Load: t., = Allowable lJ. = le / 150 = Check that /J.5 S /J.a11ow (16-3) 1142.40 0.00 2216.91 3359.31 37.33 0.521 0.766 0.901 81803 31.62 3998 6882 0.86 73623 OK Wind 0.11 2.20 OK A PRIM'E Job: J.¥,g,/51) STRUCTURAL Dflte: '1-o If ENGINEERS Sht: ti (16-4) (16-5) (16-6) (16-7) 614.40 424.56 280.80 230.64 lbs 0.00 0.00 0.00 0.00 lbs 2216.91 2513.91 1662.68 1365 68 lbs 2831.31 2938.47 1943.48 1596.32 lbs 31.46 32.65 21.59 17.74 psi 0.512 0.514 0.497 0.492 in2 0.753 0.766 0.731 0 723 in 0.886 0.889 0.861 0.851 in 80620 80861 78616 77827 lb-1n 31.35 31.48 30.76 30.53 in4 30491 38729 29359 38084 lb-in 47110 60937 38981 47854 lb-in 5.87 7.56 4.95 6.12 in 72558 72775 70754 70044 lb-in OK OK OK OK Seismic: 0.16 in 2.20 in OK COSI tAu = l-/1, 1; ~-iv1 tM" "'°J"f, ~rq ~-,·" l-pt~· tJ.-~~N :: [1t1--(1>y:sf) t o,s-( iorst) t /.L ( v,_3,3)](12 fl j{6)ji,s'h<'I · DO kH /~- / f -"\ fl\"'"' lJ b,()O 1', · '"' 'f M,. "' C/ S. o I } -,·,. Cl.l!Jof-/ ~A cA'N•f'/ MY- (eorJS~•i!1)v~) r,e+Jnr/ i,110TJJ. . flt-N fl--.0/'-l°'b f- vA;i'J O "" l,,,:'fP? ! "" o, I :v-i--( ri-") + o, v/{' {ri ') ~ £, ~(, :, I'M n ° rc: r::ofl. <:.A--,Jc.f'{ 5f'/5JA/C lo/r7>',