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HomeMy WebLinkAbout2280 FARADAY AVE; ; CB110836; PermitCity of Carlsbad 06-24-2011 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB110836 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 2280 FARADAY AV CBAD Tl Sub Type: INDUST Lot#: 0 Status: Valuation: Occupancy Group: 2120614500 $15,000.00 Construction Type: NEW Reference #: Applied: Entered By: Project Title: ISIS: STORAGE RACK SYSTEM Applicant: MONTE LANDY 12725 STOWE DR. POWAY CA 92064 619-666-5694 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 (SB 14 73) Fee Fire Expedited Plan Review $163.31 $0.00 $106.15 $0.00 $0.00 $3.15 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1.00 $340.00 Plan Approved: Issued: Inspect Area: Plan Check#: Owner: FARADAY PARTNERS LL C C/O DEi LLC 1800 THIBODO RD #320 VISTA CA 92081 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 (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee TOTAL PERMIT FEES ISSUED 04/21/2011 JMA 06/24/2011 06/24/2011 Total Fees: $613.61 Total Payments To Date: $613.61 Balance Due: Inspector: -~ FINAL APPROVAL Date: // Oijl I Clearance: $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 ?? $613.61 $0.00 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 vou have nreviouslv been niven a NOTICE similar to this or as to which the statute of limitations has nreviouslv otherwise exnired. ' --~ ·?~· Building Permit Application ~ CITY OF CARLSBAD 1635 Faraday Ave.,.Carlsbad, CA 92008 760-602-2717 / 2718/ 2719 Fax: 760-602-8558 www.carlsbadca.gov # BEDROOMS #BATHROOMS DESCRIPTlON OF WORK: Include Square Feet of Affected Area(s) '6n)Ya~,,, v arA?::1~ PATIOS (SF) DECKS (SF) APPLICANT NAME Plan Check No. Est. Value Plan Ck. Deposit :LtS--c)u CONSTR. TYPE OCC. GROUP YES D NOD BUS. LIC.# "2-l '?JS ~ (Sec. 7031.5 Business and Professions Code: Any City or Cou ty which requires it to construct, alter improve, demolish or reP.air any structure prior to its issuance, also requires the ap_plicant or such permit to file a signed statement that he is ficensed JlUrsuant to the provisions of the Contractor's license law {Chapter 9, co mending with Section 7000 of Dtvision J of the Business and Pro/essions Code} or that he is exempt there from, and the basis for the alleged exemption. Any violation of Section 7031.5 by anr applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: D I hove.and will maintain a certificate of consent to self-Insure for workers' compensation as provided by Section 3700 of the labor Code, for the performance of the work for which this permit is issued . .g:!_1 have imd will maintain workers~omp~,ows req~d by Section 3700 of the Labor Code, for the performanc1 of the work for which t~ermit is issued. My workers' compensation insurance car{ier and policy number are: Insurance Co. ~V~!Ltl N L->i Policy No. we. 6J·i;·n,'-1i1. ~ Expiration Date lO I l /w I 2-, This section need not be completed if the permit is for one hundred dollars ($100) or less. D Cortifirate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as r • ~~!ion 3706 of abor cod interest and attorney's fees, _2S COl'l°:RACTOR SIGNATURE e:_ ~ , o/5 I her,0by affirm that I am exempt from Contractor's License law for the following reason: D I, es owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's Lico.nse Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). D I, as owner of the property, am exclusively contracting with licensed contractors lo construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of prc,,,•1 fy who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's license Law). D I arr. t•xempt under Section ____ Business and Professions Code for this reason: 1.1 personally plan to provide the major-labor and materials for construction of the proposed property improvement. D Yes D No 2 I (have/ have not) signed an application for a building permit for the proposed work. :::. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address/ phone/ contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address/ phone/ fype of work): RS PRO;-ERTY OWNER SIGNATURE DATE Is the applit:ont or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tan~er Hazardous Substance Account Act? D Yes D No Is the appli,11.nl or future building occupant required to obtain a permit from the air pollution control district or air qualify management district? D Yes D No Is the facility lo be constructed within 1,000 feet of the outer boundary of a school site? D Yes D No IF ANY OF HIE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENi:Y SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address I certify that I have read the application and state that the above infonnation is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction, I hereby authorize represenlative of the Cify of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions o ode shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or ff thj.b ·1 · k orized b ermit is suspended or abandoned at'any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). _2S APPLfeANT'S SIGNATURE ,' DATE City of Carlsbad Bldg Inspection Request For: 11/16/2011 Permit# CB110836 Title: ISIS: STORAGE RACK SYSTEM Description: Type: Tl Sub Type: INDUST Job Address: 2280 FARADAY AV Suite: Lot: 0 Location: APPLICANT MONTE LANDY Owner: FARADAY PARTNERS LL C Remarks: Total Time: CD Description Act 19 Final Structural AL 29 Final Plumbing -1&._ 39 Final Electrical 49 Final Mechanical + Comments Comments/Notices/Holds Associated PCRs/CVs/SWPPPs Original PC# Inspection History . Date Description Act lnsp Comments Inspector Assignment: Phone: 6196966647 Inspector: -4- Requested By: TURA Entered By: CHRISTINE --~ '-----?./'Z 7 j)f-} ~ CIIV Of Carlsbad · Flnal Bulldlnu lnsnectlon Dept: Building Engineering Planning CMWD St Lite tFir:e Plan Check #: Date: 11/16/2011 Permit#: CB110836 Permit Type: Tl Project Name: ISIS: STORAGE RACK SYSTEM Sub Type: INDUST Address: 2280 FARADAY AV Lot: 0 Contact Person: TURA Phone: 6196966647 Sewer Dist: CA Water Dist: CA .......................................................................................................................................................... 1 8 ny~.pecte~q,A... Date / _ / ~ Inspected: . tft/jtY,( Approved: / Disapproved: __ Inspected Date By: __________ Inspected: _____ Approved: ___ Disapproved: __ Inspected Date By: __________ Inspected: _____ Approved: __ Disapproved: __ .......................................................................................................................................................... , Comments: _____________________________ _ .i: .. . ., \ ~-. -~ ·, \ 1 . \ ' \ '--./ \ Structural Observaten Group, Inc. A California Corporation 12152 Woodlawn A~~-, ..... Santa Ana, CA 92705 We Just Do A,Detter Jobi· · · .. Observation __ Report and ~bservation Agre~_roi1:nt:· Observer,··•? · . , ,, /' Samples: Description ot' Woi-k Observed: DATE:/ .I' By this signature on the this Observation Report. I acknowledge that SOG, Inc. perforfDed the above observation~ ./~< 0 We hereby certify that, at the time of !his observation, we have observed all of the above reported work, unless otherwise no tell. To the best of our knowledge and belief, we have found this work to comply with the approved plans, specifications, and applicable section(s) of the Uniform Building Code, as applicable to the locality where this project is located. This report cannot be construed to be a recommendation of work of any nalare to be performed. The performance ot our observation services is subject to the terms and conditions as described on the reverse side of this Observation Report. The Owner or a successor in Interest shall hold harmless Structural Observation Group, Inc. from any and all legal proceedings of·any nature whatsoever, that Is related to the observation services provided. ., r"' ,4 ··' , ~, .............. !>· z)'\11 I ·,. ,,,,,.:,_;,r •• , \ ,; ,' ,1·-.t . •.,t,.,· •,,;...,,• . ! ,,.'l l 1 ,,. l .. ,.L· \ .\ \ Approved by: _ ... .,..1· ______ .,__ __ --'---~-- \ Project Superintendent • Foreman • Other·" Specialty'· , . •• No. Agency WHITE-OFFICE COPY, CANARY-ACCOUNTING COPY, PINK-OBSERVERS COPY, BOTTOM WHITE-JOBSITE COPY & <<~ ~ ctrv oF C.ARLSBAD SPEC,iAIL l_NSPECTION AGREEMENT B-45 Development Sei'vlcE · Bulld.lng Dlvlslc 1635 Faraday Avenr 760.602·27: www.carlsbadca,g1 In accordGncm with Cl1apuirr 17 of th11 C~llf~>fi~lm Building Code: tht1 following mus~ be ~ampf etl!ld wt10n work being perform raqull'l8il o~fal ln01*)tion1 11tJUctunil observation and eonmtmctfan material tooting, ~ . Project Address: :Z-'?:00 ~VAY'<< A, THIS SECTION MUST BE COMPLETED BY THE PROPJ:.RTV OWNER/AUrt.fOFUZED AGENT. Pleai3e check If you are Ovl $.ullder t;J. (If you ched<ed as owner-:bullder you must arso con:ipfete Se¢on S Of·1hlsagreament,) Name: (Ple.auirpr!nt} \'V\? l't\~C.i\1.-:? . . . jFlrai) lMJ,) Mallfng Addre~_s: JfC/v ./:..u C(f€ bEoitlJ 64-£L,°~ . eman: Loit'p /Jit Mfjfij C!.,/.,111.~ • l¼vi---. Phone: I am the: CProperty owner ~rop:irty Owner's_Age~_t·of ~ecord tJArchltect of Reca.rd CJEnglneer of Rec J .. State of California FJ~lstratlcn NumJ>ev 1i I ;z:z5( _. Explratl~n Date~ ::[ f 121 J 7A ~ AGREEMENT: I, the undersigned, dec:rate ~ndt?r perralty of perjury under the (~ws 9f tile State _qf Callfomla, ti have read, understand, acknowfedgJ ~nd promise t~ co_mply with lhe .<Orty of c~:irlsb~d requirements for spa Jn~pecttons, strucrural observations, constructlan materials t1?_sUng ~nd off-site fabiicalfbn Qf building components p~scrlbed In the statement of special" Inspections noted on the app_toved plans and, as requfred by the Callfo :::~:::Cd~~~ Date:_6 __ ·_ -_-__ /4 __ '3_..,.._/_/ ____ _.., B. OONTRACTOR!S STATEMENf OF RESPONSIBILITY (07 bee, Ch 17, SecUon 1706). This section must be completE by the contractor/ builder l<>wner-bullder. · Con~t'~ Company.Name: CilDVJI\ l.Jfi:TYJJL\l-$ Name: (Plfiaoo prfnt) ~ IAM,tb,f ! . . . . . . . . i ~ 7 (M,l,J Maillng A~dre~s: _l '2-:: 1~ 7'. $:J:nNe:t?G ffe:vJt.t{ et: ti ?J>l.R Y Please check If fliU am OWnar-Sullde (Let!) Email: . ~QMe ·,.~Yi~©_ CXD½41,, lDI\A. . · Phone: ___ ___, __ _ State pf 9allfoinls Contra01or's Uc~h~ Number; .... 1-:$ _ 1:;tfi$ . . · ~plratl~m Date: :I{'??\ Lil) I 7z. ... o-f a~knowledge and. am ~are, of special r~1'tre,menta contalh!34 In the statement of spe41al Inspection.a noted on the approvecf" pf~ns; . . . . ; . · .) I acknowledge that control WIii be e_xf3ro_i~-!:KI to obtain conforma_nce. with th.a con~.mi.ctfon d~cum~nts approv~ by the bulldfng official; · · · . . . · ~ I _will h~ve fn-pface procedures for exercfsfng control wlthfn i;,ui (the contractors) organlzatlon, for the· methc and frequency of reporting a.nd the alsbibutlon of the reports; arid . . (> I certify that I wlll have sa.quallfied,person within our (the contractor's) organization to exercfse such control. &-z~··::.'-1/~'-(.,. .... -~-.-.· -~~:.,... . Sf . . tu . '/--: .,.~-1 -.. ,,,. 1 -· ,._,.,-:y , •• , D t gna re• "' . ,,--:,-. -r ___ ,. '• "' ,r.-',' :...... a e· , .. ( ... ,. .. ,. ,:•,.. ,. ,.... . ·---------. . / . ,. . ,' I/ . . , '(. ~, > «.<1» ~ CITY OF CARLSBAD ·eu1LDING Plan Check Comments ~re a..c.\< .. Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov By: Steve Borossay (Contact Hours for Steve: Tun.-Frt., 1pm -5pm) Phone: 760-602-7'41 . Pormtt· C:,t;;: 11.Q tzl ~6 • • Add,_, -zz &!9 W cad~ A,re, . oate4 /Z; 1/ II, / • When co"ectlons from all departments are recelv please run new prints • £___ _ • Please respond by lndlcatln1 location of Plan Check Items on plans • i 151a Provide: A statement on the TIUe Sheet of the plans stating that the project shall comply with the 2010 CA Building Code, 2010 ,r-T-I CA Residential Code, 2010 CA Green Code, 2010 CMC, 2010 CPC, 2010 CEC, ~ ~ 2010 CA Fire Code and the Carlsbad Municipal Code 2 . ~vlde: A note titled •scope of Work" describing the work to be performed under this permit 'T -1 ~ea..s e. :;,u.. b !M'\./--fr""'-13-4 S' (!, f'e.,:;_~ a.L ; ns.pe.c.-k-> "'-) 4-~ G..,,-£-,..ba.,,,t ~:5 ~ l.Z.S" ( o:~ :>=-"'Fd-Y"'I a.=-) SC.E. / ( Approved on=---~-1-Z_i147_/'--( ____ By:-·----;;,~ff?~-------J PLANNING/ENGINEERING APPROVALS PERM1r NUMBER vt7 t t -g 3 u, DATE t+-/ 2--, I 11 ADDREss . 2-2.-s·o rAr~AJ21Af Av l RESIDENTIAL RESIDENTIAL ADDITION MINOR (<$20,000.00) TENANT IMPROVEMENT PLAZA CAMINO REAL . • <.I CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING PLANNER _________ _ DATE _____ _ DATE 42---1 Ir 1 ( Q:ICEO\LandDev\Correspondence\Ontiveros\for planchecking\BUILDING PLANCHECK CKLIST FORM • PLANNING ENG IN ER ING APPROV ALS.docx PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB110836 DATE 4/22/11 ADDRESS 2280 FARADAY AV RESIDENTIAL ADDITION- MINOR (<17,000.00) RETAINING WALL VILLAGE FAIRE OTHER STORAGE RACKS PLANNER GINA RUIZ POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING DATE 4/22/11 ENGINEER,,_ _______ _ DATE ______ _ II: \ADMIN\ COUNTER/PLANNING /ENGINEERING APPROVAi.ii ..,,_,,.._ ' ,. I RECOMMENDED FOR APPROVAL Daryl K. James & Associates, Inc. 205 Colina Terrace Vista, CA 92084 T. (760) 724-7001 Email: kitfire@sbcglobal.net APPLICANT: Crown Lift PROJECT NAME: ISIS Pharmaceuticals PROJECT DESCRIPTION: CB110836 Storage Racking INSTRUCTIONS Page: 1 of 1 Checked by: A.nne Marie Bland Date: June 3 2011 JURISDICTION: Carlsbad Fire Department PROJECT ADDRESS: 2280 Faraday • This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. • The items below require correction, clarification or additional information before this plan check can be approved for permit issuance. • Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates along with a descriptive narrative of corrections addressing all comments. • Please direct any questions regarding this review to: Anne Marie Bland 760-434-7885 or ambland@pacbell.net • CORRECTED PLANS, DESCRIPTIVE NARRATIVE OF REVISIONS FOLLOWING EACH COMMENT ON THIS FORM, AND A COPY OF BUILDING DEPARTMENT (EsGil) COMMENTS MUST BE SUBMITTED DIRECTLY TO: • ANNE MARIE BLAND 4380 CARMEL DRIVE CARLSBAD, CA 92010 COMMENTS email to monte.landy@crown.com Rack Elevation Plan ~Provide a rack elevation plan showing height of rack tiers and proposed height of storage. Proposed storage height must correspond with Technical Report by Klausbruckner and Associates. ~Show shelf type -open, mesh, etc. -on the elevation plan. CORRECTION LIST BLDG. DEPT COPY Page: 1 of 1 Daryl K. James & Associates, Inc. 205 Colina Terrace Checked by: Anne Marie-Bland Date: May 12, 2011 Vista, CA 92084 T. (760) 724-7001 Email:-kitfire@sbcglobal.net APPLICANT: Crown Lift JURISDICTION: Carlsbad Fire Department PROJECT ADDRESS: 2280 Faraday PROJECT NAME: ISIS Pharmaceuticals PROJECT DESCRIPTION: CB110836 Storage Racking INSTRUCTIONS • • • • • • This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. The items below require correction, clarification or additional information before this plan check can be approved for permit issuance. Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates along with a descriptive narrative of corrections addressing all comments. Please direct any questions regarding this review to: Anne Marie Bland 760-434-7885 or ambland@pacbell.net CORRECTED PLANS, DESCRIPTIVE NARRATIVE OF REVISIONS FOLLOWING EACH COMMENT ON THIS FORM, AND A COPY OF BUILDING DEPARTMENT (EsGil) COMMENTS MUST BE SUBMITTED DIRECTLY TO: • ANNE MARIE BLAND 4380 CARMEL DRIVE CARLSBAD, CA 92010 COMMENTS email to monte.landy@crown.com Rack Elevation Plan CJ Provide a rack elevation plan showing height of rack tiers and proposed height of storage. Proposed storage height must correspond with Technical Report by Klausbruckner and Associates. CJ Show shelf type -open, mesh, etc. -on the elevation plan. St~tura, · \., ts ngineering 1200 N. Jefferson St., Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 Project: ISIS PHARMACEUTICALS Project#: L-040811-4 Date: 04/25/11 2280 FARADAY AVE. CARLSBAD, CA. 92008 CB110836 Plan Review Responses STRUCTURAL CORRECTIONS 1. PLEASE SEE REVISED TITLE SHEET OF PLANS AS REQUIRED. 2. PLEASE SEE REVISED TITLE SHEET OF PLANS AS REQUIRED. 3. CLIENT TO PROVIDE 845 FORM FOR SPECIAL INSPECTION AS REQUIRED. 4. PLEASE SEE REVISED CALCULATIONS AND DETAILS WHERE THE Ss FACTOR HAS BEEN REVISED TO 1.25 AS REQUIRED. NOTE SYSTEM IS STILL ADEQUATE IN SUSTAINING IMPOSED LOADS. PLEASE FEEL FREE TO CALL WITH ANY QUESTIONS YOU MAY HAVE REGARDING THE ABOVE MATTERS. MAY 2 3 2011 ctural • • ng1neer1ng 1200 N. Jefferson St, Suite F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 e-mail: mail@sceinc.net Prqject Name : ISIS PHAl<MECEUTICALS Prqject Number : L-040811-4 Date : 04/25/11 Street Address: 2280 FARADAY AVE City/State : CAl<LSBAD, CA 92008 Scope of Work: SELECTIVE RACK MAY 2 3 2011 V · S·tr~~ural . l,oncepts ~p Engineering ~ 1200 N Jefferson Ste, Ste E Anaheim, CA 92807 Tel; 714 632 7330 Fax· 714,632,7763 By: BOB Project: ISIS PHARMACEUTICALS Project#: L-040811-4 TABLE OF CONTENTS Title Page ............................................................................................................. . Table of Contents .................................................................................................. . Design Data and Definition of Components ......................................................... . Critical Configuration ........................................................................................... .. Seismic Loads ....................................................................................................... . Column ................................................................................................................. . Beam and Connector ........................................................................................... . Bracing ................................................................................................................. . Anchors ................................................................................................................ . Base Plate ............................................................................................................ . Slab on Grade ...................................................................................................... . Other Configurations ............................................................................................ . 1 2 3 4 5 to 6 7 8 to 9 10 11 12 13 14 to 18 TYPE I 5ELECT-I 20 BAY 1515 Page 2. of l f 4/25/20 I I · Str~tural. \.,oncepts ·~-::-::,· Engineering 1200 N. Jefferson Ste. Ste E Anaheim, CA 92807 Tel; 714.632,7330 fax: 714,632 7763 By: BOB Project: ISIS PHARMACEUTICALS Project#: L-040811-4 Design Data 1) The analyses conforms to the requirements of the 2010 CBC and the 2008 Rack Manufacturers Institute Sepecifications for Steel Storage Racks (RMI) and the ASCE 7-05, section 15.5.3 2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=55 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi 3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 5) The reinforced slab is 5" thick with minimum 2500 psi compressive strength. Soil bearing capacity is 1000 psf. Definitlon of Com.onents . n 1 I I I I I Tributary Load Column n Upright frame r ~e!~-~-=------- I : t: =n====:::::::======tIJ:=l=====l==;:::==:a:: ~ : t Horizontal Brace Frame Height I : Spacing 1 Beam V ~: =11======:::;=::====~=====i==== i:::tr:: ~ ~= I ..,..,...,..,.,,...,..,, I ..,..,....,..,.,,_.,...,., I I I : Product : : ,•,•,•,·,·.·,· I ••••.·.·I I -B~am -Lerngth I I : Product : " ti ------" JS ------' Front View: Down Aisle Cl onq1tudinall Frame " . Beam to Column Connector Base Plate and Anchors L frame ..J I Depth 7 Section A: Cross Aisle C[ransverse l Frame Diagonal Brace The components herein are designed within the guidelines of the 2010 CBC and the 2008 Rack Manufacturers Institute Specifications for Storage Racks. The final design of thEJ :;ystem is valid only with proper approval from the jurisdictional building official. TYPE I SELECT-120 BAY 1515 Page 3 of / f 4/25/20 I I Str~~ural . l,oncepts ~ Engineering ~ 1200 N. Jefferson Ste. Ste E Anaheim CA 92807 Tel· 714 632.7330 Fax; 714.632 7763 By: BOB Project: ISIS PHARMACEUTICALS Project#: L-040811-4 Configuration & Summary: TYPE 1 SELECTIVE RACK-120" BAY T 70" 96" + 10" ' ' T 42" 96' t I-----! I 42" 1 **RACK COLUMN REAC!WNS ASDLOADS AX.l4L DL= 100 LB AXIAL LL= 3,000 LB SEISMIC AXIAL Ps=+/-1,202 LB BASE MOMENT= 0 INCH-LB -=r--120" ---r ,t'-42" 7f Seismic Design Criteria # Bm Lvls Frame Depth Frame Height Brace Panels Beam Length Ss=l.25, Sl=0.441, Fa=l.034, Fv=l.559 Sds=0.8617 2 42 in 96 in 2 120 in Component Upright Column Upright Column & Backer Beam Beam Connector Brace-Horizontal Brace-Diagonal Base Plate Anchor Level 1 2 Notes Slab Load Per Level (PL) 3,000 lb 3,000 lb Fy=55Ksi None Fy=55Ksi Fy=SSKsi Fy=55Ksi Fy=S5Ksi Fy=36Ksi 1 per Base Beam Spcg 10.0 in 70.0 in TYPE I 5ELECT-I 20 BAY 1515 Description STRESS Hannibal IF3014-3x3x14ga P=1550 lb, M=5663 in-lb 0.23-OK None None N/A Lvl 1: HMH 36140/3.75" Face x 0.075" thk Lu=120 in I Capacity: 3568 lb/pr 0.84-OK Lvl 1: 3 PIN OK I Mconn=6417 in-lb I Mcap=16922 in-lb 0.38-OK Hannibal 1-1/2x1-1/2x16ga 0.09-OK Hannibal 1-1/2x1-1/2x16ga 0.14-OK 8x5x3/8 I Fixity= 0 in-lb 0.4-OK 0.5" x 3.25" Embed HILTI KWIKBOLTTZ ICC ESR 1917, SPECIAL INSPEC. REQD, (T=0 lb) 0.11-OK 5" thk x 2500 psi slab. 1000 psf Soil Bearing Pressure Brace 42.0 in 42.0 in Total: Story Force Transv 68 lb 5401b 6081b Story Force Longit. 401b 3241b 3641b Page c/ of ( Y-- Column Axial 3,100 lb 1,550 lb Column Moment 1,456 "# 5,663 "# Conn. Moment 6,417 "# 5,689 "# 0.22-OK Beam Connector 3 PIN OK ! 3 PIN OK 4/25/20 I I Str~~ural . \.,oncepts ~~)~' Engineering ·= . ., ·· 1200 N, Jefferson Ste, Ste E Anaheim CA 92807 Tel· 714,632.7330 Fax· 714,632 7763 By: 808 Project: ISIS PHARMACEUTICALS Project#: L-040811-4 Seismic Forces Configuration: TYPE 1 SELECTIVE RACK-12O" BAY Lateral analysis is performed with regard to the 2010 CBC Sec. 22O8A, 2008 RMI Sec 2.6 & ASCE 7-05 sec 15.5.3 Transverse (Cross Aisle) Seismic Load Level 1 2 DL per Lvl= 100 lb V= Cs*Ip*(PL*0.67*Plrf+1.0*DL; Cs* Ip= :_Q::14~0/ Ws= (0.67 * PLRF * PL) + DL Vmin= O.D15 (RMI Sec 2.5.1.2) = 4,220 lb Eff Base Shear= 0.1440 Cs= O.67*2.S*Ca/R >= 0.14 * 2/3 * Ss * Fa/1.4 = 0.1440 Vtransv= 0.144 * (200 lb+ 4020 lb) PL (Product Load) PL *0.67*PLrf DL 3,000 lb 2,010 lb 100 lb 3,000 lb 2,010 lb 100 lb 4,020 lb 2OO1b = 608 lb ASD Loading hi 10 in 8Oin W=422O lb wi*hi 21,100 168,800 189,900 Longitudinal (Downaisle) Seismic Load Ws= (0.67 * PLRF * PL) + DL = 4,220 lb Eff Base Shear= 0.0862 Cs* Ip= O.67*1.2*Cv/(R*T"O.66)>=Vmin2 Vlong= 0.0862 * (200 lb+ 4020 lb) = 0.0862 = 364 lb ASJ? Loading Vm1n1= _0.01_~:.·. -:: ,··'· .. :. ·; Vmin2= 0.14*2/3*Ss*Fa/1.4= 0~086? ·:, -'.-:. _ Level PL (Product Load) PL *O.67*PLrf DL hi wi*hi 1 3,000 lb 2,010 lb 100 lb 10 in 21,100 2 3,000 lb 2,010 lb 100 lb 80 in 168,800 4 020 lb 2OO1b W=422O lb 189 900 TYFE I 5ELECT-I 20 BAY 1515 Ss= 1.250 S1= 0.441 Fa= 1.034 Fv= 1.559 Sds= 0.862 Ca=O.4*2/3*Ss*Fa= 0.3447 (Transverse) R= 4.0 Ip= 1.0 P~= 1.0 Fi 67.6 lb 54O.4 lb 6O81b Fi*hi 676-# 43,232-# I=43,9O8 T= 1.00 sec PLRF= 1.0 (Longitudinal ) R= 6.0 Cv=2/3*S1 *Fv= 0.4583 Fi 40.4 lb 323.6 lb 3641b 4/25/201 I · S·tr~~ural . l,oncepts ~ Engineering ~ 1200 N Jefferson Ste. Ste E Anaheim CA 92807 TeJ· 714 632.7330 fax; 714 632 7763 By: BOB Project: ISIS PHARMACEUTICALS Project#: L-040811-4 Downaisle Seismic Loads Configuration: TYPE 1 SELECTIVE RACK-120" BAY Determine the story moments by applying portal analysis. The base plate is assumed to provide no fixity. Seismic Story Forces Vlong= 364 lb Vcol=Vlong/2= 182 lb Fl= 401b F2= 324 lb F3= 0 lb -BS~:~ E3:~ -.B B a:s Ei!~ Seismic Story Moments Conceptual System Mbase-max= 0 in-lb <=== Default capacity Mbase-v= (Vcol*hleff)/2 = 728 in-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 0 in-lb M 1-1= [Veal* hleff]-Mbase-eff = (182 lb * 8 in)-0 in-lb = 1,456 in-lb Mseis= (Mupper+Mlower)/2 Mseis(l-1)= (1456 in-lb+ 5663 in-lb)/2 = 3,560 in-lb LEVEL 1 2 hi 10 in ?Oin Axial Load 3,100 lb 1,550 lb Mconn-allow(3 Pin)= 16,922 in-lb TYPE I 5ELECT-l 20 BAY 1515 M 2-2= [Vcol-(Fl)/2] * h2 = (182 lb -161.8 lb]*?O in/2 = 5,663 in-lb Mseis(2-2)= (5663 in-lb + O in-lb)/2 = 2,832 in-lb Summary of Forces Column Moment Mseismic 1,456 in-lb 3,560 in-lb 5,663 in-lb 2,832 in-lb Mend-fixity 2,858 in-lb 2,858 in-lb Page lo of / r-- Typ1c.il Fr.tme msc!e ~ off:wo columns ,-------, h2 h1 lh1eff Beam to Column Elevation Mconn 6,417 in-lb 5,689 in-lb Beam Connector 3 PIN OK 3 PIN OK 4/25/20 I I Str~~ural. l,oncepts . _'0,,··· E ~-' ·-r·: ngineering ---""· 1200 N Jefferson Ste, Ste E Anaheim, CA 92807 Tel; 714 632,7330 fax· 714,632.7763 By: BOB Project: ISIS PHARMACEUTICALS Project#: L-040811-4 Column (Longitudinal) Configuration: TYPE 1 SELECTIVE RACK-120" BAY Conforms to the requirements of the AISI Cold Formed Steel Design Manual for combined bending and axial loads. Section Properties Section: Hannibal IF3014-3x3x14ga Kx = 1.7 r.:i--3,000 in ~7 Aeff = 0.643 in"2 Ix = 1.130 in"4 Sx = 0.753 in"3 rx = 1.326 in Qf= 1.67 E= 29,500 ksi Iy = 0.749 in"4 Sy= 0.493 in"3 ry = 1.080 in Fy= 55 ksi Cmx= 0.85 Lx = 70.0 in Ky= 1.0 Ly= 42.0 in Cb= 1.0 r=J}"" Loads Axial=P= 1,550 lb Axial Analysis KxLx/rx = 1.7*70"/1.326" = 89.7 Fe= n"2E/(KL/r)max"2 = 36.2ksi Pn= Aeff*Fn = 21,914 lb P/Pa= 0.14 Moment=Mx= 5,663 in-lb < 0.15 KyLy/ry = 1 *42"/1.08" = 38.9 Fy/2= 27.5 ksi Qc= 1.92 j I 0.1s in -[:: fl"""" (Column stresses @ Level 1)) Fe> Fy/2 Fn= Fy(1-Fy/4Fe) = 55 ksi*[l-55 ksi/( 4*36.2 ksi)] = 34.1 ksi Pa= Pn/Qc = 21914 lb/1.92 = 11,413 lb p M Bending Analysis Longitudinal Elevation Check: P/Pa + Mx/Max :5 1.33 Pno= Ae*Fy = 0.643 in"2 *55000 psi = 35,365 lb Max= My/Qf = 41415 in-lb/1.67 = 24,799 in-lb µx= {1/[1-(Qc*P/Pcr)]}"-1 = {1/[1-(1.92*1550 lb/23233 lb)]}"-1 = 0.87 Combined Stresses Pao= Pno/Qc Myield=My= Sx*Fy = 353651b/1.92 = 18,419 lb Per= n"2EI/(KL)max"2 = n"2*29500 ksi/(1.7*70 in)"2 = 23,233 lb = 0.753 in"3 * 55000 psi = 41,415 in-lb (1550 lb/11413 lb) + (5663 in-lb/24799 in-lb) = 0.31 < 1.33, OK (EQ C5-3) TYPE I 5ELECT-l 20 BAY 1515 Page 7 of If' 4/25/20 I I Stctur~I ', 0 "~:ineering _, 1200 N. Jefferson Ste, Ste F Anaheim, CA92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: ISIS PHARMACEUTICALS BEAM Configuration: 1YPE 1 SELECTIVE RACK-120" BAY DE fERMINE ALLOWABLE MOMENI CAPAC! I Y Determine allowable bending moment (FMn) per section B of the 1996 AISI. A) Check compression flange for local buckling (B2.1) W= C -2*t -2*r = 1.75 in -2*0.075 in -2*0.075 in = 1.450 in w/t= 19.33 l=lambda= (1.052/(k)"0.5] * (w/t) * (Fy/E)"0.5 = (1.052/(4)"0.5] * 19.33 * (55/29500)"0.5 = 0.439 < 0.673, Flange is fully effective B) check web for local buckling per section b2.3 fl(comp)= Fy*(y3/y2)= 48.53 ksi f2(tension)= Fy*(y1/y2)= 100.29 ksi Eq. B2.1-4 Eq. B2.1-1 Project#: L-040811-4 2,75in V,sin } T 3,750 in 1,625 in _j_ 1 0,075in --~/ Y= f2/f1 Eq. B2.3-5 Beam= HMH 36140/3 75" Face x O 075" thk = -2.067 k= 4 + 2*(1-Y)"3 + 2*(1-Y) = 67.83 flat depth=w= y1 +y3 = 3.450 in w/t= 46 OK Eq. B2.3-4 !=lambda= (1.052/(k)"0.5] * (w/t) * (fl/E)"0.5 = [1.052/(67.83)"0.5] * 3.45 * (48.53/29500)"0.5 = 0.238 < 0.673 be=w= 3.450 in bl= be(3-Y) = 0.681 b2= be/2 = 1.73 in b1+b2= 2.411 in > 1.125 in, Web is fully effective Determine effect of cold working on steel yield point (Fya) per section A7.2 Fya= C*Fyc + (1-C)*Fy (EQ A7.2-l) Lcorner=Lc= (p/2) * (r + t/2) 0.177 in Lflange-top=Lf= 1.450 in m= 0.192*(Fu/Fy) -0.068 = 0.1760 C= 2*Lc/(Lf+2*Lc) = 0.196 in (EQ A7.2-4) Be= 3.69*(Fu/Fy) -0.819*(Fu/Fy)"2 -1.79 = 1.58 since fu/Fv= 1.27 > 1.2 OK and r/t= 1 < 7 OK then Fye= Be * Fy/(R/t)"m (EQ A7.2-2) = 86.900 ksi Thus, Fya-top= 61.26 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth -Ycg) = 118.92 ksi (tension stress at bottom) Check' allowable tension stress for bottom flange Lflange-bot=Lfb= Lbottom -2*r*-2*t = 2.450 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.126 Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf = 59.03 ksi Fya= (Fya-top )*(Fyb/Fya-bottom) = 30.41 ksi if F= 0.95 Then F*Mn=F*Fya*Sx=I 25.45 in-k Eq B2.3-2 (EQ A7.2-3) <[ -( pr ~ i ··~ u t y1 Ycg _L Ix= 1.731 in"4 Sx= 0.881 in"3 Ycg= 2.475 in t= O.Q75in Bend Radius=r= 0.075 in Fy=Fyv= 55.00 ksi Fu=Fuv= 70.00 ksi E= 29500 ksi top flange=b= 1.750 in bottom flange= 2.750 in Web depth= 3.750 in Fy y1= Ycg-t-r= 2.325 in y2= depth-Ycg= 1.275 in y3= y2-t-r= 1.125 in E S1reur~I ··· · : ""·:;~"l:gineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. BEAM Bending Project: ISIS PHARMACEUTICALS Configuration: TYPE 1 SELECTIVE RACK-120" BAY Beam= HMH 36140/3.75" Face x 0.075" thk Ix=Ib= 1.731 inA4 Sx= 0.881 inA3 t= 0.075 in Fy=Fyv= 55 ksi E= 29500 ksi Fu=Fuv= 70 ksi F= 200.0 Fya= 61.3 ksi L= 120 in Beam Deflection Criteria,Dc, L/ 180 Applied Load= 3,000 lb/pair Mcenter=F*Mn= W*L*Rm/8 W=LRFD Load Factor= 1.2*DL + 1.4*PL+1.4*(0.125)*PL FOR DL=2% of PL, W= 1.599 Rm= 1 -[(2*F*L)/(6*E*Ib + 3*F*L)] 1 -(2*200*120 in)/[(6*29500 ksi*l.731 inA4)+(3*200*120 in)] = 0.873 if F= 0.95 Then F*Mn=F*Fya*Sx= 51.27 in-k Thus, allowable load per beam pair=W= F*Mn*8*(# of beams)/(L *Rm*W) = 51.27 in-k * 8 * 2/(120in * 0.873 * 1.599) = 4,898 lb/pair Max Mend= W*L*(l-Rm)/8 = (4898 lb/2) * 120 in* (1-0.873)/8 = 4,665 in-lb based on max allowable bending capacity End Moment at applied load= 2,858 in-lb Ctr Moment at applied load= 19,643 in-lb Deflection Dmax= Dss*Rd Rd= 1 -(4*F*L)/(5*F*L + l0*E*Ib) = 1-(4*200*120 in)/[(5*200*120 in)+(10*29500 ksi*l.731 inA4)] = 0.848 in Project#: L-040811-4 2.75 in ~Sin } T 3.750 in 1,625 in J_ 1 0.075in -~ if Dmax= L/ De solving for W yields, and Dss= 5*W*LA3/(384*E*Ib) L/Dc= 5*W*L A3*Rd/(384*E*Ib*# of beams) W= 384*E*I*2/(Dc*S*L "2*Rd) = 384*1.731 in.l\4*2/[180*5*(120 in)"2*0.848 = 3,568 lb/pair Deflection at applied load= 0.661 in Allowable load= 3,568 lb/pair Based on deflection criteria nt'linool"inl'I 1200 N Jefferson Ste Ste E Anaheim, CA 92807 Tel· 714 632 7330 Fax· 714 632 7763 By: BOB FroJect: 1515 PHARMACEUTICALS FroJect #: L-0408 I I -4 3 Pin Beam to Column Connection TYPE 1 SELECTIVE RACK-120" BAY Mconn max= 6,417 in-lb Load at level 1 -+--P-131/___ll/2" ~1/l." Connector Type= 3 Pin Shear Capacity of Pin PIN DIAM= 0.44 in Fy= 55,000 psi Ashear= (0.438 in)A2 * Pi/4 = 0.1507 inA2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi* 0.1507in/\2 = 3,315 lb Bearing Capacity of Pin Per thel996 AISI cold Formed steel Manual, sec E3.3: teal= 0.08 in Omega= 2.22 Fu= 65,000 psi alpha= 2.22 Pbearing= alpha * Fu * diam * teal/Omega = 2.22 * 65000 PSI * 0.438 IN * 0,075 IN/2.22 = 2,135 lb < 3315 lb Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in C= P1+P2+P3 tclip= 0.18 in = Pl+Pl *(2.511/4.511)+P1 *(0.511/ 4.511) = 1.667 * Pl Mcap= Sclip * Fbending SINCE C*d= Mcap = 1.667 = 0.127 INA3 * 0.66 * Fy = 4,610 in-lb Pclip= Mcap/(1.667 * d) = 4610.1 in-lb/(1.667 * 0.5 in) Thus, Pl= 2,135 lb = 5,531 lb Mconn-allow= [Pl *4.511+Pl *(2.5"/4.511)*2.5"+Pl *(0.511/4.511)*0.511]*1.33 = 2135 LB*[4.511+(2.511/4.5")*2.5"+ (0.511/4.5")*0.511]*1.33 = 16,922 in-lb > Mconn max, OK TYFE I SELECT-I 20 BAY 1515 Page q of /f-- Fy= 55,000 psi Sclip= 0.127 in/\3 AND d= E/2 = 0.50 in 4/25/201 I Str~~ural . l,oncepts -~,·>,:'/': Engineering ·"·'""---1200 N Jefferson Ste, Ste E Anaheim, CA 92807 Te(: 714,632 7330 fax· 714 632 7763 By: BOB Project: ISIS PHARMACEUTICALS Project#: L-040811-4 Transverse Brace Configuration: TYPE 1 SELECTIVE RACK-120" BAY Section Properties Diagonal Member= Hannibal 1-1/2x1-1/2x16ga Area= 0.273 inA2 r min= 0.496 in Fy= 55,000 psi K= 1.0 Qc= 1.92 Frame Dimensions Bottom Panel Height=H= 42.0 in Frame Depth=D= 42.0 in Column Width=B= 3.0 in Diagonal Member V=Vtransv= 608 lb Ldiag= [(D-B*2)A2 + (H-6")A2)A1/2 = 50.9 in Pmax= V*(Ldiag/D) = 737 lb Pn= AREA*Fn = 0.273 inA2 * 27657 psi = 7,550 lb Pallow= Pn/Q = 7550 lb /1.92 = 3,932 lb fa/Fa= 0.19 Horizontal brace Pmax=V= 608 lb (kl/r)= (k * Lhoriz)/r min = (1 x 42 in) /0.496 in = 84.7 in SINCE Fe>Fy/2, Fn=Fy*(1-fy/4fe) = 36,366 psi fa/Fa= 0.12 TYPE I 5ELECT-I 20 BAY 1515 <= 1,33 OK <= 1.33 OK Horizontal Member= Hannibal 1-1/2x1·1/2x16ga Area= 0.273 inA2 r min= 0.496 in Fy= 55,000 psi K= 1.0 Clear Depth=D-B*2= 36.0 in X Brace= NO SINCE Fe>Fy/2, (kl/r)= (k * Ldiag)/r min l = (1 x 50.9 in /0.496 in ) = 102.6 in Fe: i~);:1~::/r)A2 _jH Fn= Fy*(1-fy/4fe) = 27,657 psi r-1.SOOin 1 nt· ~ '*-0.25 in If-II·!---D --- v - SIDE ELEVATION Check End Weld Fe= piA2*E/(kl/r)A2 = 40,584 psi Pn= AREA*Fn = 0.273inA2*36366 psi = 9,928 lb Page/ Qof ;,£,- Lweld= 2.5 in Fu= 65 ksi tmin= 0.060 in Weld Capacity= 0.75 * tmin * L * Fu * 1.33/2.5 = 3,900 lb OK Fy/2= 27,500 psi Pallow= Pn/Qc = 9928 lb /1.92 = 5,171 lb 4/25/201 I · Str~t~ral · l,oncepts ~-:-t -. Engineering -· 1200 N, Jefferson Ste Ste E Anaheim CA 92807 Tel; 714 632,7330 fax· 714 632 7763 By: BOB Project: ISIS PHARMACEUTICALS Project#: L-040811-4 Anchors Loads Configuration: TYPE 1 SELECTIVE RACK-120" BAY Vtrans=V= 608 lb DL/Frame= 200 lb PL/Frame= 6,000 lb Wst=(0.9*DL+PL)total= 6,180 lb LL@ TOP= 3,000 lb DL/Lvl= 100 lb DL *0.90= 90 lb Lateral Ovt Forces=:E(Fi*hi)= 43,908 in-lb Total Dead Load per Bay=DL= 200 lb Frame Depth=D= 42.0 in Htop-lvl=H= 80.0 in # Levels= 2 # Anchors/Base= 1 T Fully Loaded rack SIDE ELEVATION Vtrans= 608 lb Movt= l(Fi*hi)*l.15 Mst= Wst * D/2 T= (Movt-Mst)/D = 43908in-lb * 1.15 = 50,494 in-lb = 6180 lb * 42 in/2 = 129,780 in-lb = (50494in-lb -129780 in-lb)/42 in = -1,888 lb No Uplift Top Level Loaded Only Critical Level= 2 Vl=Vtop= Cs* Ip* Ws >= 350 lb = 0.144 * (3000 lb) Anchor = 432Ib V2=VoL= Cs*Ip*DL = 28 lb Mst= (PL@ top+ 0.9*DL-total) *D/2 = (3000 lb + 200 lb *0.9) * 42 in/2 = 66,780 in-lb Hgt@ Lvl 2= 80.0 in H to D ratio= 1.9 Movt= Vl *Htop*l.15 + V2 * H/2 = 432 lb * 80 in * 1.15 + 28 lb * 80 in/2 = 40,864 in-lb T= (Movt-Mst)/D = (40864 in-lb -66780 in-lb)/42 in = -617 lb No Uplift Check (1) 0.5" x 3.25" Embed HILTI KWIKBOLT TZ anchor(s) per base plate. Special inspection is required per ICC ESR 1917. Fully Loaded: Top Level Loaded: Pullout Capacity=Tcap= 2,178 lb Shear Capacity=Vcap= 2,839 lb Tcap*Phi= 2,178 lb Vcap*Phi= 2,839 lb Phi= 1 (304 lb/2839 lb)1'1 = (0 lb/2178 lb)"l + (216 lb/2839 lb)"l = TYPE I SELECT-120 BAY 1515 Page// of If 0.11 0.08 <= 1.0 OK <= 1.0 OK 4/25/201 I .: Str~~ural . \.,oncepts -~ Engineering "'"·""~-,~~ 1200 N Jefferson Ste, Ste E Anaheim, CA 92807 Tel; 714 632 7330 fax· 714 632 7763 By: BOB Project: ISIS PHARMACEUTICALS Project#: L-040811-4 Base Plate Configuration: TYPE 1 SELECTIVE RACK-120" BAY Section Baseplate= 8x5x3/8 Eff Width=W = 8.00 in Eff Depth=D = 5.00 in Column Width=b = 3.00 in Column Depth=d= 3.00 in L = 2.50 in a= 3.00 in Anchor c.c. =2*a=d = 6.00 in N=# Anchor/Base= 1 Plate Thickness=t = 0.375 in Down Aisle Loads P = 3,100 lb Axial Bearing stress=fa = P/A = P/(D*W) = 78 psi Moment Stress=fb = M/S = 6*Mb/[(D*B"2] = 0.0 psi Moment Stress=fbl = fb-fb2 = 0.0 psi Fy = 36,000 psi Mbase=Mb = O in-lb Ml= wL"2/2= fa*L"2/2 = 242 in-lb Moment Stress=fb2 = 2 * fb * L/W = 0.0 psi M2= fbl *L" 2)/2 = O in-lb M3 = (1/2)*fb2*L *(2/3)*L = (1/3)*fb2*L" 2 = 0 in-lb Mtotal = Ml +M2+M3 = 242 in-lb/in 5-plate = (1)(t"2)/6 = 0.023 in"3/in fb/Fb = Mtotal/[(S-plate)(Fb)] = 0.29 OK Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2] = -2,790 lb No Tension Cross Aisle Loads Pstatic= 3,100 lb Movt= 50,494 in-lb Frame Depth= 42.0 in b =Column Depth= 3.00 in L =Base Plate Depth-Col Depth= 2.50 in fa= P/A = P/(D*W) = 108 psi Sbase/in = (l)(t"2)/6 = 0.023 in"3/in fb/Fb = M/[(S-plate)(Fb)] 0.40 TYPE I SELECT-I 20 BAY 1515 OK Fb = 0.75*Fy*1.33 = 35,910 psi Tallow= 2,178 lb Pseismic= Movt/Frame Depth = 1,202 lb M= wL "2/2= fa*L "2/2 = 336 in-lb/in Fbase = 0.75*Fy*1.33 = 36,000 psi Page I 2-of I r -~ rnMb OK P=Pstatic+Pseismic= 4,302 lb 4/25/201 I Str~~ural . l,oncepts . --=,;;;, Engineering 1200 N Jefferson Ste, Ste E Anaheim CA 92807 TeJ· 714 632 7330 Fax; 714 632.7763 By: BOB Project: ISIS PHARMACEUTICALS Project#: L-040811-4 Slab on Grade Configuration: TYPE 1 SELECTIVE RACK-120" BAY SLAB ELEVATION Base Plate B= 8.00 in D= 5.00 in Load Case 1: Product + Seismic Product DL=DL= 100 lb PL=Product Load= 3,000 lb Puncture I RMI Section 2.2, eqtn 5 width=a= 3.00 in depth=b= 3.00 in Pu= 1.2*DL + 0.85*PL + 1.4*Pe = 4,353 lb Apunct= [(c+t)+(e+t)]*2*t = 230.0 in"2 Slab Bending I : 01: : b e I I I I I I ---·c ·--- Baseplate Piao View eff. Plate width=c= 8.00 in eff. Plate depth=e= 5.00 in Concrete fc= 2,500 psi tslab=t= 5.0 in phi=0= 0.65 P-seismic=Pe= (Movt/Frame depth) = 1,202 lb Pse=DL+PL+Pe= 4,302 lb Transverse Elev Soil fsoil= 1,000 psf Movt= 50,494 in-lb Frame depth= 42.0 in (Strength Design Loads) Fpunct= 2.66*phi*sqrt(fc) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.219 <= 1,0 OK Asoil= (Pse*144)/(fsoil) L= (Asoil)"0.5 y= (c*e)"0.5 + t*2 == 620 in"2 = 24.90 in X= (L-y)/2 M= w*x"2/2 = 4.3 in = (fsoil*x"2)/(144*2) Fb= S*(phi)*(fc)"0.5/1.4 = 63.8 in-lb = 116.07 psi Load Case 2: Static Loads Puncture DL= 100Ib PL= 3,000 lb Pu= 1.2*DL + 1.4*PL Rfv!I Section 2.2, eqtn 2 = 4,320 lb Apunct= [(c+t)+(e+t)]*2*t = 230 in"2 Slab Bending soil area based on unfactored loads Asoil= (Ps*144)/(fsoil) L= (Asoil)"0.5 = 446 ft"2 = 21.13 in x= (L-y)/2 M= w*x"2/2 = 2.4 in = (fsoil*x"2)/(144*2) Fb= 5*(phi)*(fc)"0.5/1.4 = 20.0 in-lb = 116.07 psi = 16.3 in S-slab= 1 *t" 2/6 = 4.17 in"3 fb/Fb= M/(S-slab*Fb) = 0.132 <= 1.33, OK DL+LL=Ps= 3,100 lb Fpunct= 2.66*phi*sqrt(fc) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.217 < =1.0 OK y= (c*e)"0.5 + t*2 = 16.3 in S-slab= 1 *t"2/6 = 4.17 in"3 fb/Fb= M/(S-slab*Fb) = 0.041 <= 1.0, OK TYPE I 5ELECT-I 20 BAY 1515 Page /...3 of / r 4/25/20 I I .Struct~ral Concepts ~'I} Engineering ~ 1200 N, Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: 1515 PHARMACEUTICALS Project#: L-040811-4 Configuration & Summary: TYPE 2 SELECTIVE RACK-114" BAY T 70" 96" + 10" ' **RACK COLUMN REAC/1ONS ASDLOADS AXl'ALDL= J00LB AXl'AL LL= 2,500 LB SBSMIC AXl'AL Ps=+/-1,010 LB BASE MOMENT= 0 INCH-LB /---r -114· -----,l,r ,f-42" -:,f Seismic Design Criteria #BmLvls Frame Depth Frame Height Brace Panels Beam Length Ss=l.25, Sl=0.441, Fa=l.034, Fv=l.559 Sds=0.8617 2 42in 96in 2 114in Component Upright Column Upright Column & Backer Beam Beam Connector Brace-Horizontal Brace-Diagonal Base Plate Anchor Level 1 2 Notes Slab Load Per Level (PL) 2,500 lb 2,500 lb Fy=55Ksi None Fy=55Ksi Fy=55Ksi Fy=55Ksi Fy=55Ksi Fy=36Ksi 1 per Base BeamSpcg 10.0in 70.0in 1YPE 2 SELECT-I 14 BAY 1515 Description Hannibal IF3014-3x3x14ga P=1300 lb, M=4760 in-lb None None Lvl 1: HMH 33140/3.375" Face x 0.075" thk Lu=114in I Capacity: 3154 lb/pr Lvl 1: 3 PIN OK I Mconn=5646 in-lb I Mcap=l6922 in-lb Hannibal l-1/2x1-1/2x16ga Hannibal l-1/2xl-l/2x16ga 8x5x3/8 I Rxity= o in-lb 0.5" x 3.25" Embed HILTI KWIKBOLT1Z ICC ESR 1917, SPECIAL INSPEC. REQD, (f =0 lb) 5" thk x 2500 psi slab. 1000 psf Soil Bearing Pressure Brace 42.0in 42.0in Total: Story Fc:,rce Transv 571b 4541b 511 lb Story Force Longit. 341b 2721b 3061b Column Axial 2,600 lb 1,300 lb Column Moment 1,224 "# 4,760 "# Conn. Moment 5,646 "# 5,034 "# STRESS 0.2-0K N/A 0.79-0K 0.33-0K 0.07-0K 0.12-0K 0.33-0K 0.09-0K 0.18-0K Beam Connector 3PINOK I 3PIN OK Page / f of / f' 4/25/201 I .Struct~ral Concepts • ~ Engineering · -~ 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714,632.7763 By: BOB Project: ISIS PHARMACEUTICALS Project#: L-040811-4 Configuration&. Summary: TYPE 3 SELECTIVE RACK-108n BAY T 70" 96" + 10" ' Seismic Design Criteria #BmLvls ~ 42" -:,f **RACK COLUMN REACTIONS ASDLOADS AXTAL DL= JOO LB AXTAL LL= 3,000 LB SBSMIC AXTAL Ps=+/-1,202 LB BASE MOMENT= 0 INCH-LB Frame Depth Frame Height Brace Panels Beam Length Ss=l.25, S1=0.441, Fa=l.034, Fv=l.559 Sds=0.8617 2 42in 96 in 2 108in Component Upright Column Fy=55Ksi Upright Column & Backer None · Beam Fy=55Ksi Beam Connector Fy=55Ksi Brace-Horizontal Fy=55Ksi Brace-Diagonal Fy=55Ksi Base Plate Fy=36Ksi Anchor 1 per Base Slab Level Load Per Level {PL) Beam Spcg 1 2 Notes 3,000 lb 10.0 in 3,000 lb 70.0 in TYPE 3 SELECT-I 08 BAY 1515 Description STRESS Hannibal IF3014-3x3x14ga P=1550 lb, M=5663 in-lb 0.23-0K None None N/A Lvl 1: HMH 33140/3.375" Face x 0.075" thk Lu=l08 in I capacity: 3485 lb/pr 0.86-0K Lvl 1: 3 PIN OK I Mconn=6455 in-lb I Mcap=16922 in-lb 0.38-0K Hannibal 1-1/2x1-1/2x16ga 0.09-0K Hannibal l-1/2x1-1/2x16ga 0.14-0K 8x5x3/8 J Rxity= O in-lb 0.4-0K 0.5" x 3.25" Embed HILTI KWIKBOLT1Z ICC ESR 1917, SPECIAL INSPEC. REQD, (T =0 lb) 0.11-0K 5" thk x 2500 psi slab. 1000 psf Soil Bearing Pressure Brace 42.0in 42.0in Total: Story Force Story Force Transv Lon git. 681b 401b 5401b 3241b 6081b 3641b Column Axial 3,100 lb 1,550 lb Column Moment 1,456 "# 5,663 "# 0.22-0K Conn. Beam Moment Connector 6,455 "# 3 PIN OK I 5,727 "# 3 PIN OK 4/25/201 I Struct~ral · ·concepts . ~~-;J1E .' · \;,,: ngineering -· ""--: · 1200 N. Jefferson Ste. Ste F Anahefm, CA 92807 Tef: 714.632.7330 Fax: 714.632.7763 By: BOB Project: ISIS PHARMACEUTICALS Project#: L-040811-4 Configuration & Summary: TYPE 4 SELECTIVE RACK-90" BAY T 70" 96" + 10" ' ' T 42" ~+ 42" l , ;----------JI **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 100 LB AXIAL LL= 3,500 LB SBSMJC AXIAL Ps=+/-1,392 LB BASE MOMENT= 0 INCH-LB ,,t<-r--90" --,r ,f-42" ,r Seismic Design Criteria #BmLvls Frame Depth Frame Height Brace Panels Beam Length Ss=l.25, S1=0.441, Fa=l.034, Fv=l.559 Sds=0.8617 2 42in 96in 2 90in Component Upright Column Fy=55Ksi Upright Column & Backer None Beam Fy=55Ksi Beam Connector Fy=55Ksi Brace-Horizontal Fy=55Ksi Brace-Diagonal Fy=55Ksi Base Plate Fy=36Ksi Anchor 1 per Base Slab Level Load Per Level (PL) Beam Spcg 1 2 Notes 3,500 lb 10.0 in 3,500 lb 70.0 in 1YPE 4 SELECT-90 BAY 1515 Description Hannibal IF3014-3x3x14ga P=1800 lb, M=6564 in-lb None None Lvl 1: HMH 33140/3.375" Face x 0.075" thk Lu=90 in I Capacity: 4883 lb/pr Lvl 1: 3 PIN OK I Mconn=6567 in-lb I Mcap=16922 in-lb Hannibal 1-1/2x1-1/2x16ga Hannibal 1-1/2x1-1/2x16ga 8x5x3/8 I Rxity= 0 in-lb 0.5'' x 3.25" Embed HILT! KWIKBOLT17 ICC ESR 1917, SPECIALINSPEC. REQD, (T=D lb) 5" thk x 2500 psi slab. 1000 psf Soil Bearing Pressure Brace 42.0in 42.0in Total: Story Force Story Force Transv Longit. 781b 471b 6261b 3751b 7041b 4221b Column Axial 3,600 lb 1,800 lb Column Moment 1,688 "# 6,564 "# Conn. Moment 6,567 "# 5,723 "# STRESS 0.32-0K N/A 0.72-0K 0.39-0K 0.1-0K 0.16-0K 0.46-0K 0.12-0K 0.25-0K Beam Connector 3PIN OK I 3 PIN OK Page (tp of / {;-4/25/201 I • .Struct~ral · Concepts ~ Engineering -~ 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632. 7330 Fax; 714.632.7763 By: BOB Project: ISIS PHARMACEUTICALS Project#: L-040811-4 Configuration & Summary: TYPE 5 SELECTIVE RAC~60n BAY T 70" 96" + 10" ~ T 42" wt 42" l **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 100 LB AXIAL LL= 3,500 LB SEISMIC AXIAL Ps=+/-1,392 LB BASE MOMENT= 0 INCH-LB ~-r -60" --,r ,f-42"-,,}- Seismic Design Criteria #BmLvls Frame Depth Frame Height Brace Panels Beam Length Ss=l.25, Sl=0.441, Fa=l.034, Fv=l.559 Sds=0.8617 2 42in 96in 2 60in Component Upright Column Upright Column & Backer Beam Beam Connector Brace-Horizontal Brace-Diagonal Base Plate Anchor Level 1 2 Notes Slab Load Per Level (PL) 3,500 lb 3,500 lb Fy=55Ksi None Fy=55Ksi Fy=55Ksi Fy=55Ksi Fy=55Ksi Fy=36Ksi 1 per Base BeamSpcg 10.0in 70.0in TYPE 5 5ELECT-90 BAY 1515 Description Hannibal IF3014-3x3xl 4ga P=1800 lb, M=5564 in-lb None None Lvl 1: HMH 30140/3" Face x 0.075" thk Lu=50 in I Capacity: 7566 lb/pr Lvl 1: 3 PIN OK I Mconn=5531 in-lb I Mcap=16922 in-lb Hannibal l-1/2xl-l/2x16ga Hannibal 1-1/2xl-1/2x16ga 8x5x3/8 I Fixity= O in-lb 0.5" x 3.25" Embed HILTI KWIKBOLT1Z ICC ESR 1917, SPECIAL INSPEC. REQD, (T=O lb) 5" thk x 2500 psi slab. 1000 psf Soil Bearing Pressure Brace 42.0in 42.0in Total: Story Force Transv 781b 6261b 7041b Story Force Longit 471b 3751b 4221b Column Axial 3,600 lb 1,800 lb Column Moment 1,688 "# 6,564 "# Conn. Moment 5,531 "# 4,687 "# STRESS 0.32-0K N/A 0.46-0K 0.33-0K 0.1-0K 0.16-0K 0.46-0K 0.12-0K 0.25-0K Beam Connector 3PINOK I 3PIN OK Page /7 of / f" 4/25/201 I .Struc~ural , Concepts • ~ Engineering ~ 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Ter: 714.632.7330 Fax: 714.632.7763 By: BOB Project: ISIS PHARMACEUTICALS Project#: L-040811-4 Configuration & Summary: TYPE 6 SELECTIVE RACK-108" BAY ,, ...,,~ l=======:::::::11 T 96" 96" 84" 42" t ~ I l f-------1 l **RACK COLUMN REAC!IONS ASDLOADS AXIAL DL= 50 LB AXIAL LL= 1,500 LB SBSMIC AXIAL Ps=+/-815 LB BASE MOMENT= 0 INCH-LB -+--108"--,r ,f" 36" ---:} Seismic Design Criteria #BmLvls Frame Depth Frame Height Brace Panels Beam Length Ss=l.25, Sl=0.441, Fa=l.034, Fv=l.559 Sds=0.8617 1 36in 96in 2 108 in Component Upright Column Fy=55Ksi Upright Column & Backer None Beam Fy=55Ksi Beam Connector Fy=55Ksi Brace-Horizontal Fy=55Ksi Brace-Diagonal Fy=55Ksi Base Plate Fy=36Ksi Anchor 1 per Base Slab Level Load Per Level (PL) Beam Spcg 1 3,000 lb 84.0 in Notes TYPE G SELECT-I 08 BAY 1515 Description Hannibal IF3014-3x3xl 4ga P=1550 lb, M=7462 in-lb None None Lvl 1: HMH 33140/3.375" Face x 0.075" thk Lu=l08 in I Capacity: 3485 lb/pr Lvl 1: 3 PIN OK I Mconn=6627 in-lb I Mcap=l6922 in-lb Hannibal 1-1/2xl-1/2x16ga Hannibal 1-1/2xl-1/2x16ga 8x5x3/8 I Rxity= o in-lb 0.5" x 3.25" Embed HILTI KWIKBOLTTZ ICC ESR 1917, SPECIAL INSPEC. REQD, (T=O lb) 5" thk x 2500 psi slab. 1000 psf Soil Bearing Pressure Brace 42.0in 42.0in Total: Story Force Story Force Transv Longit. 3041b 1821b 3041b 1821b Column Axial 1,550 lb Column Moment 7,462 "# Conn. Moment 6,627 "# STRESS 0.37-0K N/A 0.86-0K 0.39-0K 0.04-0K 0.07-0K 0.22-0K 0.08-0K 0.13-0K Beam Connector 3PINOK ! Page j( of/ Y 4/25/201 I OFFICE USE ONLY SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE ~~='2 I ~J ~lt-~ BP DATE _ _._ _ _._ _ _,, - Busloess Name Business contact Telephooe# !sis Pharmaceutlcafs, Inc. Rfckl/'Jhlte .f 760 \ 603-3519 Project Address City State Zip Code APN# 2260 Faradav Ave. Carlsbad CA .92008 Malffng Address City Slate Zip Code Plan FIie# 1696 Rulharford Rd. Carlsbad CA 92008 Pro]ect Contact .. .. .. -·. ··~-·-· .. .. ... . Tefephone # - Rick White ( 760 \ 603:-3519 ., . --. .. . . .... The following questions represent the facility's acUvltles, NOT the specific project description. . P~T I: FIRE DEP{'BIMENT ~ HAZARPOl)S MATERIALS PlVJSJQN:-QCCUPANCY CLASSIEJCA'(JON: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous mater!als. If any of the Items are clrcled, appilcant must contact the Fire Protection Agency with Jurtsr.lrcuon prior to plan submittal,. Facility's Square Footage·(inclu<ling proposed project): 26,792 · Occupancy Rating: H-3/H-4 1. l:xploslveorBlasUngAgents 5, OrganicPeroxlde:; 9, ·waterReac\ivas · @:, Corrosives 2, Compressed Gases 6, Oxidizers · 10r Cryogenlcs 14. Other'Healln Hazards ® Flammabfe/CombusUblellqulds 7. Pyrophorlcs ® HighlyToxlcorToxlcMatarials 15, NoneofThese. 4. Flammable Sollcls · 8. Unstable Reactlves, 1~. RadloacUVBll PARJ 11: SAffDIEG~ COIJNTY QEPABT~NT Of ENYJBQN"W,NTAL HEALTJI -~BQQU~ ~rAt:.S DIVISIONS {HMDh If the answer to any of Iha quesllons is yes, app Tcant must contact the aunty of ssn Diego azardous Ma_terlals ivsioo, 55 .v~Ave,, SI.lite 110, ·sao D.lego, .. CA 921~3. Call (858) 50~·~700 prior to the Issuance of a building permit, · · · · · FEES ARE REQUIRED. · Project Completton Date: _7 _/_1 _/ 2011 Ex ed Date of OC9UP8PQYJi.,-.LLJ.__/. 2011_ D' CalARj Exempt YES NO (i r new-construcUon~ Mfmlellng projects) 1, 181 0 ts yqur business /Isled on the reverse side of this form? (check all thala ply), Date Initials 2. D IKI Will your business dispose of HazardOus Substances or Medfcal Waste any amount? . · . O CalARP Required· 3. Kl O Will your bulllness store or handle Hai!ardous Substances in qmmtitios uol to or greaAf\~'2i@g~QU 500 pounds 4. 0 s. D a. D 7, D 200 cubic feel, or carcinogens/reproductive toxins In any quanUly? ' ~ lnlUals Ix! WIii your business J.ise a.n existing or Install an underground storage tan (&I WIii your business store or handle Regulated Substances (CalARF')? l&J WIii your business use or Install a. Hazardous Waste Tank System (Title [&] Will your business store petroleum In tanks or cootalners at your · or ~~eater than 1,320 gallons? (California's A!><Jveground P~lroleum Storage . . 0 CalARP·o:implete I . Date Initials EABT-1J!:~N PIEGQ COUNTY AIR. P.QLLUTION CONTROL DISTRICT: If the answer ta any of the quesllons below Is yes, applicant must contact the Air Pollution Controlblstilct (APCD5. 10124 did Grove-Road, San.Diego, .CA 92131-1649, telephone (858} 586-2600 prior to the Issuance of a bulldlng or demolilion permit. Note: If the answer to quesUons 4 or 5 Is yes, applicant must also submit an asbestos natlflcatlon form lo the APCD at least 1Q working days prior ta -commencing demolition or renovation, exc~l demolition or re ovation of residential structures of four units or less. Contact the APCD for more information. YES NO Ron, Mi:i . .Ll71'1C~S <2'b s . CA ·!-jDY · · 1. 0 !Kl-Will the oobJect facility or construction activities Inc tu e operaUans or equipment that emit or are capable of emitting an air contaminant? (Sea the APCD factsheet at hltp;l/yfflYMQapQd.Ql!l~Qfo/facts/1,1ermlts pgf. and the 11st of typlcal equipment requiring an APCD pennlt an the reverse-side of this from,. Contact APCD If you have any questions). · · 2. D l&I (ANSWER ONLY IF QUESTION 1 IS YES) WIii th& sublect faclflty be located within 1,000 feet of the outer boundary of a school (K through 12)? --------·(Search·the·ealirom1a·School·0Jrectoiy·at·http://www:cd"e:ca:gov/re/sd/-for·pub:lfc·and·prlvate-schools'or·contact·lhe·approprlate'school·dlslrlct}.,---- 3. D IKI Has a survey been performed to determine the presence of Asbestos Containing Materials? 4. D !&I WiD there be renovation that involves handling of any friable asbestos malerials, or d.isturbing any material !hat contalns non-,frlabla asbestos? 5. D l&J Will there be <klmolitlon involving the removal of a load supporting structural membe_r'? Bt'lefly describe bu$Jness activities: · Briefly describe proposed project: · Pharmaceutical reeearch and de~opment. Build out of H3/4 room far chemical storage, 1../-, 19 1 II Date FOR OFFICIAL USE ONLY: i=IREDEPARTMl:NTOCCUPANCYOLASSIFICATION: ..... -------~------------------..,__- BY:_,.._-------.--------------------'-------. O~TE:.-----~-- RELEASED FOR BUILOJNO PERMIT t!UT NOT FOR. OCCUPAN¢'1' RELEASED POR, OCCUPANCY COUNTY-HMO APCD COUNTY-HMO APCD azar ous Materials Business Plan. Other permitting req1,11rements may still apply, County of San Diego -OEH -Hazardous Materials Division , CB110836 2280 FARADAY AV ISIS: STORAGE RACK SYSTEM 1/z-1 /11' '-f /J-t I (I 4-/;J...cj I I 7D ?(,,,,.,J,, ~J ~ Fi a -,,-,5fe,ue.. ~·(!!,,Pt ~ e Fe ~ 1/z~/11 -HA-z. /h.i1-1-1<-,sr~;e-r· -Ir> ;t=/a ,, " Ir er ·7 @, F~~J/€/c ~ :U:---S:to..u.L Ft.re.It-Fite, 5/;;i.epJ I/ ~ 11=" ~ p'(!__ r11-f/-{l;J~1f P1l &ft/ J1 P..,,T~ -N p-uw--@.,,t=e_ -E,re~.~ (p I c74-t/ I L ~ ) <S, ~ . 11 /, / // • HD C '{~ U>11 6r tVikd (;-e.-ffu. CleC.ela& ,,;,. flt) CJCV Approved Date ~By BUILDING /5./,://-/( 0/ . PLANNING -4/7-7 £ { f ~, ENGINEERING t../-1,;;:.c I /1 I~ ' FIRE Expedite? {Y ) N IA !S/'t ( ~ . -' HazMat 5'/.;uof (( .~ APCD Health Forms/Fees Sent Rec'd Due? By Encina y N Fire ./ y N HazHealthAPCD / y N PE&M / y N School / y N Sewer / y N Stormwater / y N Special Inspection / 6/~// y N CFD: y N / LandUse: Ansity: lmpArea: FY: Annex: Factor: . PFF: y N Comments Date Date Date Date Building '-fl rJ../ I I I . Planning Engineering Fire o[t?/ I l Need? CJ Done CJ Done CJ Done CJ Done f- CJ Done .sw CJ Issued