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1915 CALLE BARCELONA; 134; CB141146; Permit
09-02-2014 City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Commercial/Industrial Permit Pernnit No: Building Inspection Request Line (760) 602-2725 CB141146 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 1915 CALLE BARCELONA CBADSt: 134 Tl Sub Type: COIVIM 2550120400 Lot #: 0 $9,500.00 Construction Type: 5B Reference # J.CREW: STOCKROOM SHELVING Status: ISSUED Applied: 05/27/2014 Entered By: JMA Plan Approved: 09/02/2014 Issued: 09/02/2014 Inspect Area Plan Checl< #: Applicant: BILL HELLMANN 319 ELAINES CT DODGEVILLE Wl 608-407-9081 53533-2103 Owner: T-C FORUM AT CARLSBAD LLC C/O TIAA-CREF 4675 MACARTHUR CT #1100 NEWPORT BEACH CA 92660 Building Permit $126.87 Meter Size Add'l Building Permit Fee $0.00 Add'l Red. Water Con. Fee $0.00 Plan Cliecl< $88.81 Meter Fee $0.00 Add'l Building Permit Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $2.00 PFF (3105540) $0.00 Park Fee $0.00 PFF (4305540) $0.00 LFM Fee $0.00 License Tax (3104193) $0.00 Bridge Fee $0.00 License Tax (4304193) $0.00 BTD #2 Fee $0.00 Traffic Impact Fee (3105541) $0.00 BTD #3 Fee $0.00 Traffic Impact Fee (4305541) $0.00 Renewal Fee $0.00 PLUMBING TOTAL $0.00 Add'l Renewal Fee $0.00 ELECTRICAL TOTAL $0.00 Other Building Fee $0.00 MECHANICAL TOTAL $0.00 Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00 Meter Size Sewer Fee $0.00 Add'l Pot. Water Con. Fee $0.00 Redev Parl<ing Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees $0.00 Green Bldg Stands (SB1473) Fee $1.00 HMP Fee ?? Fire Expedidted Plan Review $0.00 Green Bldg Standards Plan Chk ?? TOTAL PERMIT FEES $218,68 Total Fees: $218.68 Total Payments To Date: $218.68 Balance Due: $0.00 Inspector: FINAL AP, Date: "2- APPROVAL ^ Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively refen-ed 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 Mem the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required infomiation 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 previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previously othenAfise expired. rHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERiSliT iSSUANCE: HAZMAT/APCD ^ CITY Of CARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph; 760-602-2719 Fax:760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov Plan Check No. C^[^ " \ \^•^o Est. Value-i^-g^ ^OtSD Plan Ck. Deposit 'B^^.OD JOB ADDRESS alle Barcelona DEScRiPtilbN oii: Vroi^^^^ SUITE#/SPACE#/UNIT# SB.WHROOM: 134 tENAlVrT BUSINESS NAME J.Crew CONSTR. TYPE occ. GROUP VB Wl stockroom Shelving Permit to include anchorage calcs EXISTING USE Retail PROPOSED USE Retail GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE _ ^iisi£i tn Mnl I AIR CONDITIONING ¥6&j \m\ \ FlRESPRINKLERS —¥6Sj |.Me) I APPUCANT NAME Primary Contact Bill Hellmann PROPERTY OWNER NAME Jones Lang LaSalle - Ann S. Nance ADDRE,SS Dodqevilie EMAIL 319 Elaines Ct STATEZIP Wl 53533 ' " TFAX 608-407-9081 j 608-319-2011 Bill@permitcom ADDRESS 1125 Sanctuary Parkway • Suite 170 Alpharetta GA 30009 PHONE ' ' ' '" 678-226-5301 EMAIL FAX ann.nance@am.ill.com p^jloiJ^{££ 1 DESIGN PROFESSIONAL Rolf Armstrong - Eclipse Engineering ADDRESS 421 W. Riverside Ave Ste 421 CITY Spokane STATE ZIP PHONE 509-921-7731 WA 99201 406-862-3718 Pr' , ,-5 f STATE ZIP ^ f. f , IFAX STATE LIC. # C61726 rELIC.# , _ 8 ivzfsz<r (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, aiter, improve, demolish or repair any structure, prior to its issuance, also requires tlie applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter '9, commending with Section 7000 of Division 3 of the Business and Professions Code} or tnat he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 bv any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred doiiars {$500}). Workers' Compensation Declaration: I hereby affirm urider penalty of perjury one of tfie following declaralions: Bhave and will maintain a certificate of consent to self-insure for v/orkers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit Is Issued, have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co, $-^^tC 'Xp^l^S (Xt kiY\ jL.nSi/OJC.VCePolicy No. lO^l _ ^ „ „ „ Expiration Date ^/ I / ^OjS This section need not be completed if the permit is for one hundred dollars (Si 00) or less. -(* Uj^uL I I Certificate of Exemptton: I certify that in the performance of the wor1< 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 workec^ compensation coverage is unlavrful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (4100,000), in addition to the cost of compensation, damaoe^^ajfivided for in Section 3706 of the Labor code, Interest and attorney's fees. ^ CONTRACTOR SIGNATURE ^yf^M^ ^ ' • AGENT DATE • • / tiereby affirm that I am exempt trom Contractor's Ucense Law for tfie following reason: t, as 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 License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own empioyees, provided that such improvemenls are not intended or offered for sale. If, however, the building or improvement is sold within one year of compietion, the owner-buiider wiii have the burden of proving that he did not buiid or improve fcr the purpose of sale). as owner ofthe property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with conlractor(s) licensed pursuant to Ihe Contractor's License Law). I I i am exempt 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 propeny improvement. [[]]]Yes j |NO 2.1 (have / have not) signed an application for a building permil lor the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed constnjction (inciude name address / phone / contractors' license number): 4,1 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): 5.1 will provide some of the work, but 1 have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): ^PROPERTY OWNER SIGNATURE •AGENT DATE ir »!«* *l^ -T* * *L Is the applicant or future building occupant required to submit a business olan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes No ") is the applicant or future building occupant required to obtain a permit from tfie aii^ pollution control district or air quality management district? Yes Is the facility to be constnjcted within 1,000 feet of the outer boundary of a school site? Yes © IF ANY OF THE 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 EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affiriTi that there is a construction lending agency for the performance of tne work this Derrtiit s issued (Ser. 3097 (i) Civil Codei. Lender's Name N/A Lendws .Addross • • I certily that I have read the application and state thatthe above infoimation is conect and thatthe infomiation on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building constniction. I herfiby authorize representative of the City of Carisbad to enter upon the above mentioned property for inspection puiposes. 1 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 pennit is required for excavations over S'O' deep and demolition or constnjctbn of stnjctures over 3 stories in heighL EXPIFiATION: Every permit issued by the Buikling Official under the provisions of this Code shall expire by limitation and become null and void if the building or wori< auihorized by such pennit is not commenced wlhin 180 days from the date of such pennit<f if tl'in bulMiwg or wori< authorized by such pennit is suspended or abandoned at any time after the wori< is commenced for a period of 180 days (Section 106.4.4 Unifonn Building Code). ^APPLICANT'S SIGNATURE DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-8560, Email building(a)carlsbadca.gov or Mall the compleled form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, Califomia 92008. C0#: (Office Use Only) CONTACT NAME OCCUPANT NAIVIE BUILDING ADDRESS CITY STATE CITY ZIP Carlsbad CA EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) IVIAIL TO: CONTACT (Listed above) CONTRACTOR (On Pg. 1) MAIL/FAX TO OTHER: OCCUPANT (Listed above) ASSOCIATED CB#- NO CHANGE IN USE / NO CONSTRUCTION CHANGE OF USE / NO CONSTRUCTION ^APPLICANT'S SIGNATURE DATE Inspection List Permit*: CB141146 Type: Tl COMM J.CREW: STOCKROOM SHELVING Date Inspection Item Inspector Act Comments 09/16/2014 89 Final Combo PY AP Friday, February 06, 2015 Page 1 of 1 INSPECTiON RECORD CB141146 1915 CALLE BARCELONA 134 J.CREW STOCKROOM SHELVING Icii COMM BILL HELLMANN lOi/ INSPECTION RECORD CARD WITH APPROVED PLANS M\}STBJUS£PT ON THE JOB E3 CALL BEFOjCEiiJBt^JdR NEXT WORK DAY INSPECTION S FOR BUILDlWINSPECTION CALL: 760-602-2725^ OR GO TO: www.Carlsbadca.90v/BuilcHnq AND CLICK ON "Request Inspection" DATE: ^/Z/K/ iF "YES ' IS CHECKED BEUOW THAT DIVISIONS APPROVAL tS REQUIRED RBiQB_JCLfi.gQH.E.SIM<2 A FlNAL BUILDING INSPECTION IF YOU HAVE ANY QUESTIONS PLEASE CALL THE APPLICABLE DIVISIONS AT THE PHONE NUMBERS PROVIDED BELOW. AFTER ALL RE OR BRI D APPROVALS ARE SIGNED OFF- FAX TO 760-602-8560. EMAIL TO BLDfiJfilSPECTlQf; A COPY OF THIS CARD TO: 1635 FARADAY AvE.. CARLSDAD. CA 92008. BUILDING 760-602-2700 BETWEEN 7:30 AM - 0:00 AM THE DAY OF YOUR INSPECTION. CARL SBADCA G O V ipecTORS CAN BE NO ^ES Required Prior to Requesting Building Final If Checked YES Date Inspector Notes \/ Flannin^Landscape 760-944-8463 Allow 48 hours s7 CM&l (Engineering Irupecttonsl 760-438-3891 Call before 2 pm 1 , —V— Fire Prevention 7 60^602-4660 Allow 48 hours Type of inspection Coos » BUILDING #11 FOUNDATIOH "#12 REINFORCEO STEEL Date _#fi6_ MASONRY PRE GROUT • GROUT • WALL DRAINS <H0 TILT PANELS #tl_POUR STRIPS #11 COLUMN FOOTINQS ^ SUBFRAME • FLOOR • CEILING #15 ROOFSHEATHING ^»13_ EXT. SHEAR PANELS #16 'iHSULftTlON #18 EXTERIOR LATM #17 iNTgRIOR LATH A DRVWALL #55 PREPLASTEB/FINAL #19 FINAL CODE " PLUMBING Date _#22_ajEWER & BL/CO _afL/CO_ #21 UNDERORQUNPDWASTE OWTR #24 TOPOUT OWASTE OWTR #27 TUB & SHOWER PAN #23 OCAS TEST OGAS PIPING #25 WATER HEATCR inspector Type of Inspectton COD. « ELECTRICAL #31 • ELECTRIC UNDERGROUNO • UFER Date #34 ROUGH ELECffllC #33 • ELECTRIC SERVICE O "IB4PCFWf #35 PHOTOVOLTAIC #39 RNAL CODE « MECHANICAL #41 UNDERGROUND DUCTS & PIPING #44 •DLCr&imLM DRff.RHhiS #43 HEAT-AIR COND. SYSTEMS Inspector v #49 FINAL COD. 0 COMBO INSPECTION #81 UNOERGROUND (11.12,21,31) #82 DRYWALi,EXTLATH, PASTES{17.18.23) #83 ROOFSHEATING,e(T5HEAR(13,15) #84 FRAME ROUQH COMBO (14.24,34,44) #85 T-Bar (14.24,34.44) #89-! FINAL OC(JUPANCY (19,29.39.49) Inspector Date A/S UNDERGROUND VISUAL A/SUNDERGROUND HYDRO A/SUNOERGROUND FLUSH Inspector #28 SOUR WATER A/S OVERHEAD HYDROSTATIC #29 FINAL coDB - STORM WATER #600 PRE-CONSTRUCTION MEETING A/S FINAL F/AROUGH- F/A FINAi #S03 FOLLOW UP INSPECnON FIXED EXTINGUISHING SYSTEM HOUGH-IN #605 NOTiCETO CLEAN FIXED EXTING SYSTEM HYDROSTATIC TEST #e07 WRITTEN WARNING FIXED EXTINGUISHING SYSTEM FINAL #609 NOTICE OFVIOUTION MEDICAL OAS PRESSURETEST #610 VERBALWARNING MEDICAL GAS FINAL Rev 10O012 NOTES FISHER INSPECTION SERVICES CONSTRUCTION INSPECTION AND TESTING 19360 Rinaldi Street, #350 Northridge CA 91326 Office: 818-349-1806 Fax: 818-349-2340 Cell: 818-618-1052 REGISTERED INSPECTOR'S DAILY REPORT Dept. ol Bid. & Safety Job No. Da TYPE OF INSPECTION REQUIRED • Reinlorced Concrete • Structural Steel Assembly • Ouality Control • Post Tensioned Concrete • Fire Proofing • Other • Reinforced Masonry JobAddres|,^.ps^3 Cc Ue ftciroe 1 OACcasb^ci Job Name J CrCo^ Permit No. C. I Ce. Issued By Type of Structure & Size ^^^^ Architect Material Description (typs, grade, source) Engineer ^cl { p5 Contractor f^^. td-e/S Inspector(s) Name 6 L' 4 Subcontractor ^ p -j- WELDER LICENSE # WELDER LICENSE # INSPECTION SUMMAR y— LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT: AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT NO'S OF TEST SAMPLES TAKEN, STRUCT CONNECTIONS (WELD MADE H.T BOLTS TORQUED) CHECKED. ETC. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS, AND APPLICABLE SECTIONSJiE THE GOVERNING BUILDING LAWS. CONTINUED ON NEXT PAGE • PAGE OF. )NSOF THE GOVERNING BUILDING TUHE OrftEGISTEfflED ir^SPECTOH SIGNATURE OrftEGISTEfflED INSPECTOR SPECIALTY FislierForm VI/1/2010 NO. / AGENCY TIME IN TIME OUT REG. HOURS Ct HOURS TEST S. All Inspections based on a minimum of 4 hours and over 4 hours — B hour minimum. In addition, any inspection extending past noon hour wlll be an B hour minimum. Approved By Project Superintendent EsGil Corporation In Partnership witli (government for (BuiCding Safety DATE: 6/4/2014 • APPLICANT • JURIS. JURISDICTION: City of Carlsbad •PLANREVIEWER • FILE PLANCHECKNO.: 14-1146 SET: I PROJECT ADDRESS: 1915 Calle Barcelona Suite #134 PROJECT NAME: Stockroom Shelving for J. CREW I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. XI The plans transmitted herewith will substantially comply with the jurisdiction's buiiding codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonward to the applicant contact person. I I The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mali Telephone Fax In Person XI REMARKS: 1. Fire Department approval is required. 2. City to field verify that the path of travel from the handicapped parking space to the shelving area and the bathrooms serving the shelving area comply with all the current disabled access requirements. By: David Yao Enclosures: EsGil Corporation • GA • EJ • MB • PC 5/28 9320 Chesapeaice Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 14-1146 6/4/2014 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLANCHECKNO.: 14-1146 PREPARED BY: David Yao DATE: 6/4/2014 BUILDING ADDRESS: 1915 Calle Barcelona Suite #134 BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) shelving per city 2,000 Air Conditioning Fire Sprinklers TOTAL VALUE 2,000 Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance • j Type of Review: 0 Complete Review • structural Only $48.40 $31.46 n Repetitive Fee Repeats • Other J—j Hourly EsGil Fee Hr. @ * $27.10 Comments: Sheet 1 of 1 macvalue.doc + CITY OF CARLSBAD PLANNING DIViSION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.sov DATE: 5/28/14 PROJECT NAME: SHELVING PROJECTID: PLAN CHECK NO: CB141146 SET#: ADDRESS: 1915 CALLE BARCELONA #134 APN: This plan check review is complete and has been APPROVED by the PLANNING Division. By: GINA RUIZ A Final Inspection by the PLANNING Division is required • Yes ^ No You may also have corrections from one or more of tfie divisions listed below. Approval from these divisions may be required prior to ttie issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: bill@permit.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Q Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.fiov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Greg Ryan 760-602-4663 Grefiorv.Rvan@carlsbadca.fiov 1 1 Gina Ruiz 760-602-4675 Gina.Rulz@carlsbadca.fiov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.fiov Q Cindy Wong 760-602-4662 Cvnthia.Wonfi@carlsbadca.fiov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.fiov Remarks: Ol lis rsisvifS OFPT PLAN CHECK PLAN CHECK Commu^Q^'^nomic ^ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE: 05.29.2014 PROJECT NAME: J. CREW PLANCHECKNO:! SET#: 1 ADDRESS: 1915 CALLE BARCELONA PROJECT ID: CB141146 APN: • This plan check review Is complete and has been APPROVED by the FIRE Division. By: G. RYAN A Final Inspection by the FIRE Division is required ves • NO ^ This plan check review is NOT COIVIPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: w. HELLMAN Vbu may a/so have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the Issuance of a building permit. Resubmitted plans should Include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760602-2750 FIRE PREVENTION 760-602-4665 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.eov X Greg Ryan 760-602-4663 Greeorv.Ryan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.^ov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.eov 1 1 Cindy Wong 760-602-4662 Cynthia.Wong@carisbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.eov Remarks: See Attached BUILDING DEPT., Carlsbad Fire Department Plan Review Date ofReport: Name: Address: Pennit #: Job Name: Job Address: Requirements Category: TI, COMM 05-29-2014 Reviewed by: BILL HELLMANN 319 ELAINES CT DODGEVILLE WI 53533-2103 CB141146 J.CREW: STOCKROOM SHELVING 1915 CALLE BARCELONA CBAD St: 134 INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0007319 [NOT MET] 1. PROVIDE DETAILS OF PROPOSED SHELF MATERIAL.. YOU WILL ONLY BE ALLOWED TO USE WIRE MESH OR SIMILAR NON-COMBUSTIBLE MATERIAL THAT IS 70-PERCENT OR MORE "OPEN" FOR ALL SHELVES EXCEPT THE BOTTOM SHELF AT 6-NCHES OR LESS FROM FINISHED FLOOR. 2. PLEASE PROVIDE POSITIVE STOPPING MECHANISMS ON EACH SHELF GONDOLA THAT TOGETHER PROVIDE A MINIMUM OF 6-INCH VERTICAL FLUE SPACE Entry: 05/29/2014 By: GR Action: CO ^ CITY CARLSBAD O F PLAN CHECK REVIEW TRANSMITTAL COPY Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 07.20.2014 PLAN CHECK NO: 2 SET#: 1 PROJECTNAME: J.CREW PROJECT ID: CB141146 ADDRESS: 1915 CALLE BARCELONA STE 134 APN: • This plan check review is complete and has been APPROVED by the FIRE Division. By: G. RYAN A Final Inspection by the FIRE Division is required ^ Yes • No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the Issuance of a building permit. Resubmitted plans should Include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING " -. 76060a-46i0 ENGINEERING 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.eov X Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Glna.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontlveros@carlsbadca.gov Q Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: See Attached aiMLDING DEF Carlsbad Fire Department COFY Plan Review Requirements Category: TI, COMM Date of Report: 07-20-2014 Reviewed by: Name: BILL HELLMANN Address: 319 ELAINES CT DODGEVILLE WI 53533-2103 Permit #: CB 141146 Job Name: J.CREW: STOCKROOM SHELVING Job Address: 1915 CALLE BARCELONA CBAD St: 134 Please review carefully all comments attached. Conditions: CITY OF CARLSBAD FIRE DEPARTMENT - APPROVED: W/ REQUIREMENTS THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. 1. An annual "Operational Use Permit" for the storage racking system shall be obtained by to tenant from the Carlsbad Fire Department prior to Final Inspection. This permit is for the storage of Class I- IV commodities and limited volumes of Group A plastics the aggregate of which will exceed to exempt amoimt by volume. Permit fee and procurement information may be obtained by contacting our offices at 760.602.4665. 2. At or prior to Final Fire and Building inspection an Emergency lighting facilities test shall be conducted by CFD personnel during pre-dawn or dusk hours when ambient light is at 0.00 Lux or 0.0 Foot- candle. This test shall be conducted to test the initial loss of power reading of illumination that is at least an average of 1 foot candle (11 lux) and a minimum of 0.1 foot-candle (1 lux) measured along the path of egress at the floor level. And tested after 60-minutes to 0.6 fc (6 lux). Failure to provide sufficient lighting in egress aisles, corridors, exit enclosures, exit passageways and stair enclosures is the AOR's responsibility. CFC Ch. 10, Sec. 1006. Entry: 07/20/2014 By: GR Action: AP ECLIPSE ENGINEERING RECEIVED MAY 2 7 2014 CITY OF CARLSBAD BUILDING DIVISION ECLIPSE-ENGINEERIN6.COM Structural Calculations steel Storage Racks By Mobile Media Storage Solutions PO #148030SC J. Crew The Forum at Carlsbad 1923 Calle Barcelona-Space #134 ec^Esjurao 201^ \ Carlsbad, California 92009 JUNdozui. Diaitallv sianed bv Rolf ^^1^^ Digitally signed by Rolf DN: cn=Rolf, o=Eclipse Engineering, Inc., ou, email=rolfa@eeimt.com, c=<n Date: 2014.04.07 13:04:29 -07'00' Prepared For: Mobile Media Storage Solutions PO Box 177 Pine Bush, NY 12566 Please note: The calculations contained within justify the seismic resistance of the shelving racks for both lateral and overturning forces as required by: the 2013 California Building Code, ASCE 7, and RMI - MH16.1. These storage racks are nof accessible to the general public. MISSOULA WHITEFLSH SPOKANE BEND U3WMMali.SiiltB,Msaala.MTS9W2 llxeBalarAn,SittE.WNMili,MTS8e37 <nWMI«nnUeAn,Siit4ZlS|i()lim.lNAM2(ll 378SweU0ilw,Si«l8.BMl.OR 17702 PI«»lK(*08)721.*783'F«c(«l«)7a49e8 Pllonr.(»06)^6^37«•F^lcMM62.371B Pliei(»:(608)«!1.7731-Fa)cpi8)9a* n«7!|Mk nam: AM) as»«l6e<FtE(5U) 312471)8 . ECLIPSE ENGINEERING J. Crew/ Carlsbad, CA 4/4/2014 RVC MOBILE MEDIA STORAGE SOLUTIONS STEEL STORAGE RACKS - LIGHT RETAIL CODES: Current Editions of the: IBC & CBC & ASCE 7 & RMI Design Inputs: Shelving Geometry - Rivet Style Steel Storage Racks - MS/FS Typical Units Height of Shelving Unit = 10.0 ft Steel Yield Stress = 33 ksi Width of Shelving Unit = 4.0 ft Modulus of Eiast. = 29000 ksi Depth of Shelving Unit = 2.0 ft Number of Shelves/Unit = 9 Eff. Length Factor = 1.0 Vertical Shelf Spacing = 15.0 in Unbraced Length,x = 15.0 in Back to Back Units? NO Unbraced Length,y = 15.0 in Are There Mobile Units? YES Shelving Loading - Maximum Weight per Shelf = 100 Ibs Live Load per Shelf = 12.50 psf Dead Load per Shelf = 1.5 psf Weight of Each Post = 7.5 Ibs Weight of Mobile Carriage = 50 Ibs Floor Load Calculations: Total Load on Each Post = 259 Ibs Total Load On Each Unit = 1088 Ibs Floor Area Load = 10.11 ft2 Allowable Floor Loading = 100 psf Display On Plaque Near Shelving Units Considering Aisle to Distribute Load For Main Floor Slab on Grade Floor Load Under Shelf = 108 psf |0K FOR RETAIL FLOOR LOADING Seismic Information - Importance Factor - 1.0 Site Class - D Mapped Accel. Parameters: Ss = 1.222 F3 Sl = 0.458 Fv Structural System - ASCE 7 Section 15.5.3 4. Steel Storage Racks: R Average Roof Height = 20 Height of Rack Attachment = 0 Shear Coeff Boundaries = V^m Not Open to the Public Worst Case Assumed 1.011 1.542 ft ft 0.247 1.318 1.235 0.706 2.5 Sds = 0.824 Sdi = 0.471 lp= 1.0 O'-O" For Ground Floor Location Ground Floor Design Base Shear Coeff = Vt= 0.176 ]Adjusted For ASD *g ECLIPSE ENGINEERING J. Crew Carlsbad, CA 4/4/2014 RVC Lateral Force Distribution per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf = 15.33 Ibs Total Live Load per Shelf = 100 Ibs Lateral DL Force per Shelf = 2.71 Ibs Lateral LL Force per Shelf = 17.65 Ibs 67% of LL Force per Shelf = 11.82 Ibs Total DL Base Shear = 24.35 Ibs Total LL Base Shear: 158.84 Ibs Load Case 1: Each Shelf is Loaded to 67% of its Live Weight 1 Total Base Shear = 130.77 lbs Icontrolling Load Case By Inspection Percentage to Each Shelf: Lateral Force per Shelf: Cl = 0.0 % Fl = 0.00 Ibs C2 = 2.8 % F2 = 3.63 Ibs C3 = 5.6 % F3 = 7.27 ibs C4 = 8.3 % F4 = 10.90 Ibs C5 = 11.1 % F5 = 14.53 Ibs C6 = 13.9 % F6 = 18.16 Ibs C7 = 16.7 % F7:= 21.80 Ibs C8 = 19.4 % F8 = 25.43 Ibs C9 = 22.2 % F9 = 29.06 Ibs C10 = 0.0 % F10 = 0.00 Ibs Cll = 0.0 % Fll = 0.00 Ibs C12 = 0.0 % F12 = 0.00 Ibs C13 = 0.0 % F13 = 0.00 Ibs C14 = 0.0 % F14 = 0.00 Ibs Sum %'s = 100.0 Checks OK Total = 130.77 Ibs 2: Top Shelf Only is Loaded to 100% of its Live Weight Total Base Shear = 42.00 Ibs Does Not Control Percentage to Each Shelf: Lateral Force per Shelf: Cl = 0 % Fl = 0.00 Ibs 1.000 % F2 = 42.00 Ibs By inspection, the force distribtution for intermediate shelves without live load (case 2) is negligible. Calculate the moment for each column based on the total seismic base shear for each shelf being loaded to 67% of it's allowable live weight. The column at the center ofthe shelving rack is the worst case for this condition. *g ECLIPSE ENGINEERING J. Crew Carlsbad, CA 4/4/2014 RVC Column Calculations - Connbined Bending and Axial Post Type: Double Rivet "L" or "T" Post Width = 1.5 in r^ - 0.470 in Depth = 1.5 in S„ = 0.040 in3 Thickness = 0.075 in Ix = 0.060 in4 33 ksi Ap= 0.220 in2 E = 29000 ksi Column Bending Calculations - Max Column Moment = 28.6 ft-lbs At Base of Unit Allowable Bending Stress = 19.8 ksi Based on 33ksi Steel Bending Stress on Column = 8.6 ksi iBending Stress OK j Column Deflection Calculations - Max Deflection = 0.030 in At Base of Unit Deflection Ratio = 507 Allowable Deflection = 6 in Max Deflection = 5% of Height Deflection at Top = 0.237 in jOeflection OK j Shelf Rivet Connection - Diameter of Rivet = 0.25 in Shear on Each Rivet = 229.0 Ibs Allowable Shear Stress = 32.0 ksi Based on 80ksi Steel Shear Stress on Rivet = 4.7 ksi •shear Stress OK | Column Axial Calculations - Allowable Buckling Stress = 281.0 ksi Elastic Flexural Buckling = 48.4 ksi Allowable Comp. Stress = 27.4 ksi Factor of Safety for Comp. = 1.92 Nominal Column Capacity = 4799 Ibs Allowable Column Capacity = 2500 Ibs Axial Load on Column = 259 Ibs lAxial Load OK | Critical Buckling Load = 76325 Ibs Magnification Factor = 0.993 C„ = 0.85 Combined Bending And Axial Forces - Axial Stress Unity = 0.070 Bendng Stress Unity = 0.371 Combined Stress Unity = 0.441 1 {Column is Adequate j *g ECLIPSE ENGINEERING J. Crew Carlsbad, CA 4/4/2014 RVC Overturning and Anti-Tip Calculations Overturning Forces - Total Weight of Rack = 741 Ibs Load Case 1: Dead Load + 67% Live Load Total Lateral Force of Rack = 131 Ibs 1 Overturning Force of Rack = 926 ft*lbs |controlling Overturning Force Total Weight of Rack = 238 Ibs Load Case 2: Dead Load + 100% Top Shelf Total Lateral Force of Rack = 42 Ibs Overturning Force of Rack = 329 ft* Ibs Does Not Control Tension Force per Anchor = 284 Ibs Per Side of Unit Shear Force per Anchor = 65 Ibs USE: 'HiIti' HUS-EZ (or equivalent) POST INSTALLED ANCHOR BOLTS Allowable Tension Force = 736 Ibs For 2500 psi Concrete Allowable Shear Force = 638 Ibs 3/8" Diameter x 2.5" Embeddment Vertical Seismic Force = 42.7 Ibs Overstrength Factor = 1.3 For Anchoring to Concrete 1 Combined Loading = 0.634 1 {Floor Anchors are Adequate j Anti-Tip Track Design - Type of Anti-Tip Device = Arm and Track Tension per Side = 284 Ibs 1(2) #12 Screws Are Adequate j Capacity of Screws to Carriage = 349 Ibs 1(2) #12 Screws Are Adequate j Anti-Tip Yield Stress = 21 ksi Thickness Anti-Tip = 0.12 in Width of Anti-Tip = 0.43 in Section Modulus of Leg = 0.0092 in3 Allowable Stress on Leg = 21 ksi Bending Stress on Leg = 9.90 ksi 1 Anti-Tip Stress Unity = 0.471 1 {Bending Stress OK | Section Modulus of Track = 0.060 in3 Spacing of Track A.B's = 24 in Allowable Alumn. Stress = 21 ksi Bending Stress on Track = 14.18 ksi 1 Track Stress Unity = 0.675 1 |Bending Stress OK J *g ECLIPSE ENGINEERING J. Crew Carlsbad, CA 4/4/2014 RVC Wall Supported Unit Calculations Seismic Force at Top of Units - Average Roof Height = Height of Rack Attachment = Shear Coeff Boundaries = 20.0 10.0 ft ft 0.247 Vr.ax= 1.318 Design Base Shear Coeff = Vt= 0.294 {Adjusted For ASD Total Weight per Unit = 695 Ibs Lateral Force at Top/Bottom = 102 Ibs Standard Stud Spacing = 16 in Wall Connections per Rack -3 Tek Screw Capacity = 84 Ibs Force Per Connection = 34 Ibs Tension Cap, for #10 Screw in 20ga Stud {Screw Capacity OK { Seismic Up{ift Force on Each Sheif Seismic Uplift on Shelves - Vertical Seismic Component = 18.4 Ibs Vertical Dead Load per Shelf = 112.0 Ibs Connection Points per Shelf = 4.0 Each Corner Net Uplift Load per Shelf = -48.8 Ibs { Uplift Forcer per Connection = -12.2 Ibs { Rivet Connection OK *g ECLIPSE ENGINEERING J. Crew Carlsbad, CA 4/4/2014 RVC Light Gage Steel Stud Wall Framing stud Design Data - Height of Wall Studs = 16.0 ft Int. Non-Brg - Worst Case Ht Assumed Location of Point Load = 8.0 Ibs Design Lateral Load = 34.1 Ibs From Shelving Unit Additional Lateral Load = 0.0 psf Interior Pressure N/A with Seismic Design Axial Load = 85.3 Ibs Dead Load of Wall Framing Spacing of Studs = 16.0 in TRY: 3-5/8" x 1-1/4" x 20ga Studs @ 16" o.c. (Worst Case Assumed) Width = Depth = Thickness = Fy: E = K: 3.625 1.25 0.0312 33 29000 1.0 in in in ksi ksi rx = 1.402 in ry = 0.415 in Sx= 0.210 in3 lx= 0.375 in4 Ap= 0.194 in2 Unbraced Length X = 16 ft Unbraced Length Y = 1 ft Stud Capacity - Buckling Stress, X = 15.26 ksi Buckling Stress, Y = 342.32 ksi Allowable Buckling Stress = 15.26 ksi Nominal Axial Strength = 2961 Factor of Safety = 1.92 Allowable Axial Load = 1542 Ibs Ibs Maximum Design Moment = 136.4 ft-lbs Maximum Design Shear = 17.0 Ibs Allowable Bending Stress = 21.78 ksi Actual Bending Stress = 7.79 ksi Allowable Shear Stress = 13.20 ksi Actual Shear Stress = 0.09 ksi Allowable Axial Stress = 7.95 ksi Actual Axial Stress = 0.44 ksi {Bending Stress OK { {Shear Stress OK { {Axial Stress OK ] Combined Stress Unity = 0.41 { {Combined Stress OK" ECLIPSE *5 ENGINEERING J. Crew Carlsbad, CA 4/4/2014 RVC Slab Bearing & Uplift Calculations Slab Design Properties - Minimum Concrete Strength = 2500 psi Assumed Thickness of Concrete Slab = 4 in Assumed Weight of Concrete Slab = 50 psf Allowable Bearing Pressure = 500 psf Assumed Bearing Loads On Post: 232 1800 Ibs Ibs Dead Load Live Load Uplift Loads on Post: 284 Ibs Resultant Uplift Slab Bearing Capacity • Depth of Post on Slab = 3.5 in Factored Bearing Load = 3159 Ibs Required Bearing Area = 585.36 in2 Base Plate 24.19 inches per side Critital Section = 8.35 in Soil Pressure on Crit. Section - 777.1 plf Section Modulus = 32.0 in3 Shear Area = 30 in For Bending Along Critical Length Plain Concrete per Foot Cone. Shear Stress = 26.3 psi Allowable Shear Stress = 73.2 psi {shear Stress OK | Cone. Bending Stress = 70.5 psi Allowable Bending Stress = 137.5 psi {Bending Stress OK "~] Slab Uplift Capacity - Required Area to Resist Uplift = 9.45 ft2 Length of Slab Req'd = 2.36 ft Worst Case Length of Slab = 4.00 ft Distance to Anchor Bolt = 2.00 ft Assume Full Shelf Width x Req'd Length Maximum of Width or Length Req'd Shear Force on 1ft Strip = 140.0 Ibs Allowable Shear Force = 1760.0 Ibs Bending Moment on 1ft Strip = 140.0 ft-lbs Allowable Bending Moment = 366.7 ft-lbs {Shear OK {Bending oiT ECLIPSE ENGINEERING J. Crew Carlsbad, CA 4/4/2014 RVC MOBILE MEDIA STORAGE SOLUTIONS STEEL STORAGE RACKS - LIGHT RETAIL CODES: Current Editions of the: IBC & CBC & ASCE 7 & RMI Design Inputs: Rivet Style Steel Storage Racks - MH Typical Units Shelving Geometry - Height of Shelving Unit = 10.0 ft Steel Yield Stress = 33 ksi Width of Shelving Unit = 4.0 ft Modulus of Elast. = 29000 ksi Depth of Shelving Unit = 2.0 ft Number of Shelves/Unit = 3 Eff. Length Factor = 1.0 Vertical Shelf Spacing = 60.0 in Unbraced Length,x = 60.0 in Back to Back Units? NO Unbraced Length,y = 60.0 in Are There Mobile Units? YES Shelving Loading - Maximum Weight per Shelf = 100 Ibs Display On Plaque Near Shelving Units Live Load per Shelf = 12.50 psf Dead Load per Shelf = 1.5 psf Weight of Each Post = 7.5 Ibs Weight of Mobile Carriage = 50 Ibs Floor Load Calculations: Total Load on Each Post = 91 Ibs Total Load On Each Unit = 416 Ibs Floor Area Load = 8 ft2 Allowable Floor Loading = 100 psf For Main Floor Slab on Grade Floor Load Under Shelf = 52 psf loK FOR lOOpsf RETAIL FLOOR LOADING Seismic Information - Importance Factor -1.0 Not Open to the Public Site Class -D Worst Case Assumed Mapped Accel. Parameters: Ss= 1.222 1.011 Sms = 1.235 Sds = 0.824 Sl = 0.458 Fv = 1.542 S^i = 0.706 Sdi = 0.471 Structural System - ASCE 7 Section 15 5.3 4. Steel Storage Racks: R = 4 ap= 2.5 Ip - 1.0 Average Roof Height = 20 ft O'-O" For Ground Floor Location Height of Rack Attachment = 0 ft Ground Floor Shear Coeff Boundaries = ^min ~~ 0.247 ^max ~ 1.318 Design Base Shear Coeff -Vt = 0.176 [Adjusted For ASD 'Sg ECLIPSE ENGINEERING J. Crew Carlsbad, CA 4/4/2014 RVC Lateral Force Distribution per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf = 21.98 Ibs Total Live Load per Shelf = 100 Ibs Lateral DL Force per Shelf = 3.88 Ibs Lateral LL Force per Shelf = 17.65 Ibs 67% of LL Force per Shelf = 11.82 Ibs Totai DL Base Shear = 11.64 Ibs Total LL Base Shear: 52.95 Ibs Load Case 1: Each Shelf is Loaded to 67% of its Live Weight 1 Total Base Shear = 47.11 Ibs [controlling Load Case By Inspection Percentage to Each Shelf: Lateral Force per Shelf: Cl = 0.0 % Fl = 0.00 Ibs C2 = 33.3 % F2 = 15.70 Ibs C3 = 66.7 % F3 = 31.41 Ibs C4 = 0.0 % F4 = 0.00 Ibs C5 = 0.0 % F5 = 0.00 Ibs C6 = 0.0 % F6 = 0.00 Ibs C7 = 0.0 % F7 = 0.00 Ibs C8 = 0.0 % F8 = 0.00 Ibs C9 = 0.0 % F9 = 0.00 Ibs C10 = 0.0 % F10 = 0.00 Ibs Cll = 0.0 % Fll = 0.00 Ibs C12 = 0.0 % F12 = 0.00 Ibs C13 = 0.0 % F13 = 0.00 Ibs C14 = 0.0 % F14 = 0.00 Ibs Sum %'s = 100.0 Checks OK Total = 47.11 Ibs Load Case 2: Top Shelf Only is Loaded to 100% of its Live Weight Total Base Shear = 29.29 Ibs Does Not Control Percentage to Each Shelf: Lateral Force per Shelf: Cl = 0 % Fl = 0.00 Ibs Qop ~ 1.000 % F2 = 29.29 Ibs By inspection, the force distribtution for intermediate shelves without live load (case 2) is negligible. Calculate the moment for each column based on the total seismic base shear for each shelf being loaded to 67% of it's allowable live weight. The column at the center of the shelving rack is the worst case for this condition. *g ECLIPSE ENGINEERING J. Crew Carlsbad, CA 4/4/2014 RVC Column Calculations - Combined Bending and Axial Post Type: Double Rivet "L" or "T" Post Width = 1.5 in r^ = 0.470 in Depth = 1.5 in Sx = 0.040 in3 Thickness = 0.075 in Ix = 0.060 in4 Fv = 33 ksi Ap = 0.220 in2 E = 29000 ksi Column Bending Calculations - Max Column Moment = 40.4 ft-lbs At Base of Unit Allowable Bending Stress = 19.8 ksi Based on 33ksi Steel Bending Stress on Column = 12.1 ksi {Bending Stress OK { Column Deflection Calculations - Max Deflection -0.668 in At Base of Unit Deflection Ratio = 90 Allowable Deflection = 6 in Max Deflection = 5% of Height Deflection at Top = 1.336 in {Deflection OK { Shelf Rivet Connection - Diameter of Rivet = 0.25 in Shear on Each Rivet = 322.9 Ibs Allowable Shear Stress = 32.0 ksi Based on 80ksi Steel Shear Stress on Rivet = 6.6 ksi {Shear Stress OK { Column Axial Calculations - Allowable Buckling Stress = 281.0 ksi Elastic Flexural Buckling = 48.4 ksi Allowable Comp. Stress = 27.4 ksi Factor of Safety for Comp. = 1.92 Nominal Column Capacity = 4799 Ibs Allowable Column Capacity = 2500 Ibs Axial Load on Column = 91 Ibs {Axial Load OK { Critical Buckling Load = 76325 Ibs Magnification Factor = 0.998 Cm = 0.85 Combined Bending And Axial Forces - Axial Stress Unity = 0.025 Bendng Stress Unity = 0.521 Combined Stress Unity = 0.546 1 {Column is Adequate { 10 *g ECLIPSE ENGINEERING J. Crew Carlsbad, CA 4/4/2014 RVC Overturning and Anti-Tip Calculations Overturning Forces - Total Weight of Rack = 267 Ibs Load Case 1: Dead Load + 67% Live Load Total Lateral Force of Rack = 47 Ibs { Overturning Force of Rack = 393 ft* Ibs jcontrolling Overturning Force Total Weight of Rack = 166 Ibs Load Case 2: Dead Load + 100% Top Shelf Total Lateral Force of Rack = 29 Ibs Overturning Force of Rack = 293 ft*lbs Does Not Control Tension Force per Anchor = 132 Ibs Per Side of Unit Shear Force per Anchor = 24 Ibs USE: 'HiIti' HUS-EZ (or equivalent) POST INSTALLED ANCHOR BOLTS Allowable Tension Force = 736 Ibs For 2500 psi Concrete Allowable Shear Force = 638 Ibs 3/8" Diameter x 2.5" Embeddment Vertical Seismic Force = 15.4 Ibs Overstrength Factor = 1.3 For Anchoring to Concrete { Combined Loading = 0.281 1 {Floor Anchors are Adequate { Anti-Tip Track Design - Type of Anti-Tip Device = Arm and Track Tension per Side = 132 Ibs {(2) #12 Screws Are Adequate { Capacity of Screws to Carriage = 349 Ibs {(2) #12 Screws Are Adequate { Anti-Tip Yield Stress = 21 ksi Thickness Anti-Tip = 0.12 in Width of Anti-Tip = 0.43 in Section Modulus of Leg = 0.0092 in3 Allowable Stress on Leg = 21 ksi Bending Stress on Leg = 4.59 ksi { Anti-Tip Stress Unity = 0.219 1 {Bending Stress OK { Section Modulus of Track = 0.060 in3 Spacing of Track A.B's = 24 in Allowable Alumn. Stress = 21 ksi Bending Stress on Track = 6.58 ksi { Track Stress Unity = 0.313 1 {Bending Stress OK | 11 *g ECLIPSE ENGINEERING J. Crew Carlsbad, CA 4/4/2014 RVC Wall Supported Unit Calculations Seismic Force at Top of Units - Average Roof Height = 20.0 Height of Rack Attachment = 10.0 Shear Coeff Boundaries = V„i„ = 0.247 ft ft Design Base Shear Coeff = Vt = 0.294 [Adjusted For ASD Total Weight per Unit = 245 Ibs Lateral Force at Top/Bottom = 36 Ibs Standard Stud Spacing = 16 in Wall Connections per Rack = 3 Tek Screw Capacity = 84 Ibs Force Per Connection = 12 Ibs Tension Cap, for #10 Screw in 20ga Stud {Screw Capacity OK { Seismic Uplift Force on Each Shelf Seismic Uplift on Shelves - Vertical Seismic Component = 18.4 Ibs Vertical Dead Load per Shelf = 112.0 Ibs Connection Points per Shelf = 4.0 Each Corner Net Uplift Load per Shelf = -48.8 Ibs { Uplift Forcer per Connection = -12.2 Ibs 1 Rivet Connection OK 12 *5 ECLIPSE ENGINEERING J. Crew Carlsbad, CA 4/4/2014 RVC Light Gage Steel Stud Wall Framing stud Design Data - Height of Wall Studs = 16.0 ft Int. Non-Brg - Worst Case Ht Assumed Location of Point Load = 8.0 Ibs Design Lateral Load = 12.0 Ibs From Shelving Unit Additional Lateral Load = 0.0 psf Interior Pressure N/A with Seismic Design Axial Load = 85.3 Ibs Dead Load of Wall Framing Spacing of Studs = 16.0 in TRY: 3-5/8" x 1-1/4" x 2Qga Studs @ 16" o.c. (Worst Case Assumed) Width = Depth = Thickness = Fy = E = K = 3.625 1.25 0.0312 33 29000 1.0 in in in ksi ksi rx = 1.402 in ry = 0.415 in Sx= 0.210 in3 Ix = 0.375 in4 Ap = 0.194 in2 Unbraced Length X = 16 ft Unbraced Length Y = 1 ft Stud Capacity - Buckling Stress, X = 15.26 ksi Buckling Stress, Y = 342.32 ksi Allowable Buckling Stress = 15.26 ksi Nominal Axial Strength = 2961 Ibs Factor of Safety = 1.92 Allowable Axial Load = 1542 Ibs Maximum Design Moment = 48.1 ft-lbs Maximum Design Shear = 6.0 Ibs Allowable Bending Stress = 21.78 ksi Actual Bending Stress = 2.75 ksi Allowable Shear Stress = 13.20 ksi Actual Shear Stress = 0.03 ksi Allowable Axial Stress = 7.95 ksi Actual Axial Stress = 0.44 ksi {Bending Stress OK Shear Stress OK ~| Combined Stress Unity • 0.18 {Axial Stress OK | {Combined Stress 0K~~ 13 g ECLIPSE 5g ENGINEERING J. Crew Carlsbad, CA 4/4/2014 RVC Slab Bearing & Uplift Calculations Slab Design Properties - Minimum Concrete Strength = 2500 psi Assumed Thickness of Concrete Slab = 4 in Assumed Weight of Concrete Slab = 50 psf Allowable Bearing Pressure = 500 psf Assumed Bearing Loads On Post: 82 600 Ibs Ibs Dead Load Live Load Uplift Loads on Post • 132 Ibs Resultant Uplift Slab Bearing Capacity - Depth of Post on Slab = 3.5 in Factored Bearing Load = 1059 Ibs Required Bearing Area = 196.56 in2 Critital Section = 3.26 in Soil Pressure on Crit. Section = 775.8 plf Section Modulus = 32.0 in3 Shear Area = 30 in Base Plate 14.02 inches per side For Bending Along Critical Length Plain Concrete per Foot Cone. Shear Stress = 8.8 psi Allowable Shear Stress = 73.2 psi Cone. Bending Stress = 10.7 psi Allowable Bending Stress = 137.5 psi Shear Stress OK {Bending Stress OK Slab Uplift Capacity - Required Area to Resist Uplift = 4.39 ft2 Length of Slab Req'd = 1.10 ft Worst Case Length of Slab = 4.00 ft Distance to Anchor Bolt = 2.00 ft Assume Full Shelf Width x Req'd Length Maximum of Width or Length Req'd Shear Force on 1ft Strip = 140.0 Ibs Allowable Shear Force = 1760.0 Ibs Bending Moment on 1ft Strip = 140.0 ft-lbs Allowable Bending Moment = 366.7 ft-lbs Shear OK {Bending OK" 14 pg 1^ J. Crew 4/4/2014 ENGINEERING Carlsbad.CA RVC S{NGLE 'H{LT{' "KW{K-BOLT HUS-EZ" - 3/8" 6 x 2-1/2" Embed: H Material Properties: Concrete Compressive Strength: Concrete l^odulus of Elasticity: fc := 2500 psi E := 57000-^fc (psi) = 2.85 x 10° psi FACTORED DESIGN TENSION & SHEAR LOADS: REFER TO THE ATTACHED CALCUALTIONS FOR LOADS Factored Tension Design Load: T^ax := 2841b Nua '•= 1-0 Factored Shear Design Load: V^ax := 651b V^s '•= 1-0 ' max I 0.7 ^V, > 'max = 4061b = 931b V 0.7 y TENSION CAPACITY OF POST-INSTALLED ANCHOR: A. Steel Capacitv Under Tension Loading: Nominal Tensile Capacity of Steel Anchor: := 10335 lb Tensile Capacity Factor for Steel Anchor: •= 0.65 Number of Steel Anchors: N := 1 Factored Tensile Capacity of ., ^ ,.-,^o,. Steel Anchor(s): ^N,a := N-c^^s-N^a = 67181b B. Concrete Brealcout Capacitv Under Tension Loading: Note: Worst case scenario = anchor is installed 6.00" from edge of 4" thick slab For a 2.50" Nominal Embedment, Effective Embedment Depth: hgf := 1.86 in Concrete Edge Distances: Cai := 6.00 in Ca2 := 6.00 in Min. Concrete Edge Distance: Cg ;= min(cai, Ca2) = 6 in Critical Concrete Edge Distances: Cac := 2.92in Actual Area of Concrete . , . , < r u \ i r u ^ TT /i r u n -,^ • 2 Tensile Breakout: ^^c := (min{cai, l.S hef) + 1.5 hef)-[2.(l.5 hef)] = 31.1364 Allowable Area of Concrete . ^ i. 2 -.^ H-,^., . 2 Tensile Breakout: A,co:=9.hef = 31.1364.in Tensile Capacity Factor for Concrete: <^^^ -.= 0.65 Cracked / Uncracked Factor for Concrete: •\\)^^ := 1.00 in 15 5^ ECLIPSE ENGINEERING J. Crew Carlsbad, CA 4/4/2014 RVC Effectiveness Factor for Cracked Concrete: Edge Effect Factor for anchor(s) in Concrete: kc:= 17 i|jedN := if (l.S-hef). 0.7+0.3 1.00 Modification Factor for anchor(s) installed in Uncracked Concrete: il;cpN := if f 1.5-hef Ca Ca < Car, max V \^ Cgc Cgc J .1.00 Basic Concrete Breakout Strength for a single anchor in tension in cracked concrete: = 1 Nb := kc-^fVpsi he/"^ Viri = 21561b Factored Tensile Breakout Capacity of Single Anchor in Concrete: ct)Ncb := <t)Nc'iiin ^A Nc ^ "Nco J •'^edN-'^cN-ApN-^b = 14021b C. Concrete Pullout Capacitv Under Tension Loading: Pullout strength in Uncracked Concrete: Pullout strength in Cracked Concrete: Concrete Strength Factor: 'puncr 'per - := "N/A' "N/A' (3, 'cp-2500-psi Factored Tensile Pullout Capacity of Concrete (assume cracked concrete): c^Npn := if (Np„ = "N/A' , "N/A' , c})Nc Npcr-Pcp) *Npn = "N/A- For Non-Structural/Architectural Components, ACI 318-08 Section D Limiting Design Strength for Undercut Anchor Post-Installed in Concrete Surface and Loaded in Tension. ^N .= if(4)Npn = "N/A" ,0.75min(c>Nsa,<t)Ncb),0.75min(4)Nsa,(>Ncb,(>Npn)) (t)N = 10511b 16 =sg ECLIPSE ENGINEERING J. Crew Carlsbad, CA 4/4/2014 RVC SHEAR CAPACITY OF POST-INSTALLED ANCHOR: A. Steel Capacity Under Seismic Shear Loading: Nominal Seismic Shear Capacity of Steel Anchor: Shear Capacity Factor for Steel Anchor: Number of Steel Anchors: Factored Shear Capacity of Steel Anchor(s): V™,,:=3111-lb (t)vs := 0.60 N := 1 *Vsa := N-^vs Vseisa= 18671b B. Concrete Breakout Capacitv Under Shear Loading: Note: Worst case scenario is that the anchor is installed 6.00" from slab edge Effective Embedment Depth: , „^ . Concrete Slab hef=1.86-in Thickness: Concrete Edge Distances: Min. Concrete Edge Distance: Cal = 6-in Ca = 6-in Critical Concrete Edge Distances: ts:= 4-in Ca2 = 6-in Cac = 2.92-in Height of Shear Breakout Block: hg := min[ts, (l.S Cai)] = 4 in Actual Area of Concrete Shear Breakout: Avc:=2-(l.5-Cai)-ha=72 in2 Allowable Area of Concrete Shear Breakout: Avco:= 2-(l.5-Cai)-(l.5-Cai)= 162 in Shear Capacity Factor for Concrete: (jjvc := 0.70 Modification Factor for anchor(s) installed in Cracked/Uncracked Concrete: For anchors located in a concrete member where analysis indicates no cracking at service load levels, the following modification factor shall be permitted... qij. y = 1-4 For anchors located in a concrete member where analysis indicates craclcing at service load levels, the following modification factors shall be permitted: 1^1^y = 1.0 for anchors in cracked concrete with no supplementary reinforcement or edge reinforcement smaller than a No. 4 bar; y = 1.2 for anchors in cracked concrete with supplementary reinforcement of a No. 4 bar or greater between the anchor and the edge; and v = 1.4 for anchors in cracked concrete with supplementary reinforcement of a No. 4 bar or greater between the anchor and the edge; and with the supplementary reinforcement enclosed within stirrups spaced at no more than 4 inches. l[)cv := 1-00 17 ECLIPSE ENGINEERING J. Crew Carlsbad, CA 4/4/2014 RVC Diameter of Anchor Installed in Concrete: Anchor Load Bearing Length: Ig := l.86in Edge Effect Factor for anchor(s) in Concrete: do:= 0.375-in L= 1.86-in •vlJedv := if Ca2<(l.5-Cai), 0.7 + 0.3 ^ Ca2 ^ \^1.5-Cai J ,1.00 = 0.9 Factored Shear Breakout Capacity of Concrete: <t)Vcb := <t)vc •^vc •^Vco J fle^ •'»l^edV'4'cV 7-C ) 0.2 -^d^-^fc-psi-Cai 1.5 12151b C. Concrete Prvout Strengthi Under Shear Loading: Pullout strength for ^i^cb N cb -<t)Nc = 21561b single anchor: Pryout Strength factor: k^p := 1.0 Factored Tensile Pryout Capacity of Single Anchor in Concrete: <t)Vcp:= <|)vcl<cpNcb= 15091b Limiting Design Strength for Undercut Anchor Post-Installed in Concrete Surface and Loaded in Shear. (t)V:= 0.75-(min(^Vsa,4>Vcb,cj)Vcp)) = 9111b Interaction of Tensile & Shear Forces: if (Vua > 0.2-<l)V, "Check Inter'n Eq'n" , "Check Full Str'th in Tens'n") = "Check Full Str'th in Tens'n" if (Nua > 0.2-ct)N, "Check Inter'n Eq'n" , "Check Full Str'th in Shear") = "Check Inter'n Eq'n" For Anchoring to Concrete: p := 1.3 Per ASCE-7 pNua pVua + = 0.634 if (t)N (t)V f Nua Vua -f — > 1.2, "No Good", "Checks OK" V4.N (t)V = "Checks OK" 18 Eclipse Engineering, Inc J. Crew 4/4/2014 Consulting Engineers Carlsbad, CA RVC Project Name = THE FORUM AT CARLSBAD Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.071869 Longitude = -117.26524499999998 Spectral Response Accelerations Ss and SI Ss and 81 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.222 (Ss, Site Class B) 1.0 0.458 (SI, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.071869 Longitude = -117.26524499999998 Spectral Response Accelerations SMs and SMI SMs = Fa X Ss and SMI = Fv x SI Site Class D - Fa = 1.011 ,Fv = 1.542 Period Sa (sec) (g) 0.2 1.236 (SMs, Site Class D) 1.0 0.707 (SMI, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.071869 Longitude = -117.26524499999998 Design Spectral Response Accelerations SDs and SDI SDs = 2/3 X SMs and SDI = 2/3 x SM1 Site Class D - Fa = 1.011 ,Fv = 1.542 Period Sa (sec) (g) 0.2 0.824 (SDs, Site Class D) 1.0 0.471 (SDI, Site Class D) RECEIVED PROJECT DIRECTORY OWNER: 2009 Kings Dr. Rower Mound. TX 760?B P.M.: Shane Harvey TeL 646 4B3 3984 Email; Sh ane. H a tveyi^'JCrew.com MEP ENGINEER. Larson Binkley 310 W. 20th St. Suite 200 Kansas Clly, M0 6410G Adrian Franks, P.E. Tel: 81E997 9616 Etnail:Adrian.Franks@larsonbinlcley.c( ARCHITECT DTM Archilea 6031 West 1-20, Surte 260 Arlinglon,TX76017 Thomas A. Pirtle Tel: 817 265 2415 Fax: 817 483 7377 Email :Office Reply (i^ tttrriE^cli itect.co m TENANT COORPINATOfl: Jones Lang LaSalle 1125 Sanctuary Parkway Suite 170 Alpharetta. GA 30009 Ann S, Nance Tel; 678 226 5301 Email;ann.nance@am.)ll.com LANDLORD'S CONTRACTORS: Mall Requird Roofing Contractor Mall Required Sprinkler Contractoi Mall Required Fire Alarm Contractor As Specified by Landlord GENERAL CONTRACTOR PERMIT FOR STOCKROOM SHELVING ONLY MAY 2 7 2014 CITY QF CARLSRAn BUILDING CODE ANALYSIS Building Code: AccessiOiliiv Cctde: Mech anicaf Code. Electric Code; Plumtsing Code: Life-Safety Code: Energy Cods' Building Department: The City of Carlsbad ll improvement, domolilion ot J.CREW FORUM AT CARLSBAD BUILDING DIVISION OWNER S VENDORS: BOH SHELVING VENDOR Mobile MediB Storeege Soultions 24 Cenler Street Po Box 177 Pine Bush. NY 12566 Ar^gela Rug gi era Te) 800-784-8060 Ext. 030 Email:ar@mobilemediastorage.com MILLWORKER Alliance Store Fixtures. Inc. 1500 Creditstone Road Concord, Ontario. Canada L4K5W2 Don Sanderson Tel 905 660 5944 Email. dons@Blhances1oretixtures.com MUSIC SYSTEM Mood Media 300 w. Main Street Northborough. MA 01532 Robtn Ull ery Tel: 512 583 B6B5 Email:robin,ullefy@mocidmedie.com SIGN Ruggles Sign Company 308 Croasfield Df. Versailles. KY 40383 Scott Cambron Tel: B59 B79 1199 Email: scan® rug glessign, com SENSORMATIC SECURITY SVSTEM Sensormstic / ADT 12 Susan Lane Terryville, CT 06786 Mark Wakeman Tel. 860 583 0462 Email:iiiwakemBn@tycojnLcofn CARPET Emourage Flooring Inc, 303 Fifth Ave, Surte 1908 New York, NY 10016 Cindy Eisenlohr Tel' 212 685 8800 Fa* 212 685 4872 Email: cindyiS'entouragellDOtirg,com OV/NER'S VENDORS; LIGHTING DISTRIBUTOR Specially Store Lighting 35 Industrial Pari< Road #10 Centettrook, CT 06409 Jody Sleuerwald Tel: 800 767 0110x213 Emailjs@sstigh1ing, com SECURITY SYSTEM Stanley Security. Inc. 6000 Nathan Lane North Surte 300 Plymouth. MN. 55442 L.David Fariey Tel, 612 872 3592 Fa;i: 612 B72 3574 Email: dav)d.lariey@sbdinc.com WOOD FLOORING Lumber Liquidators 3000 John Deere Road Toano, Va 23168 Rachel Becf< Tel: 757-566-7547 Emairrt)eci<®lumberliqui(lators.com CCTV SYSTEM AVanticom System 2140 Highway 88 Brick. NJ 08724 Michael Barlow Tel 732 701 1800 Email: mbariow@allBnticom.com 2013 Cajifomia Building Code 2013 CaJifomia Building Code 2013 Califomia Mechanical Code 2013 California Electrical Code 2013 Cadifomia PlumDtng Code 2013 Califomia Fire Code 2013 CaJifomia Energy Code DEFERRED SUBMriTALS 1. RRE SPRINKLER DRAWINGS SI13 CFC 903 AND 2013 NFPA 13) TERAL BRACING OF STOCKROOM SHELVING (NOTE: WORK SHOWN ON THESE ITEMS IS FOR REFERENCE ONLY) FIRE RETARDANT WOOD NOTE: 1. ALL PLYWOOD USED AS GROUNDS OR SUBSTRATE SHALL BE FIRE-RETARDANT TREATED (FRT). 2. ALL PLYWOOD SUBFLOOR SHALL BE FRT, KILN-DRIED AFTER TREATMENT. SEE SPECIFICATIONS, 3. ALL WOOD USED AS BLOCKING. GROUNDS OR NAILERS SHALL BE FRT. 4. ALL MDF USED AS TRIM. CASING, BASE OR WALUCEILING SHALL HAVE A CLASS "C FLAME SPREAD RATING, -30SF ^el sales; -30 SF (ittirtg -SOOSF Slod -lOOSF office; Total Occupants Travel Distance: Exrt Corridor Width; INDEX TO DRAWINGS SHT* SHT. DESCRIPTION Accessibility Notes Specifications Specifications Construction Plan Finish & Powet Plan Fixture Plan Reflected Ceilmg Plan Storefront Plans & Elevations Storefront Sections & Details Irtterior Elevations Interior Elevabons Office t Restroom Bach of House Fitting Area Elevaticins Millwortt Cashwrap & Backwrap Details Miltwork & Mirror Deiails Interior Architectural Deiails Ceiling Details Partition Deiails ISSUE FOR BIC 03-28-14 03-28-14 03-28-14 03-38-14 03-26-14 03-28-14 D3-2B-14 03-20-14 03-28-14 03-28-14 03-28-14 03-28-14 03-28-14 03-28-14 03-2B-14 03-28-14 03-28-14 03-28-14 03-28-14 03-28-1= 03-2B-I' 03-28-1' 03-28-1' Q3-2B-1' 03-2B-1. 03-28-1' 03-28-1. 03-28-1' ytX; s-1 PARTIAL ROOF FRAt^ING PLAN \ •• - C WECHAMCALPl " ELECTRICAL SCHEDULES & RISER Dl ELECTRICAL DETAILS ELECTRICAL SPECIFICATIONS 03-26-14 03-28-14 03-28-14 03-28-14 ELECTRICAL EI^EP-^-' FORMS PLUMBIMG PLAN PLUMBING DETAILS AND HISERS_ SPRINKLER HEAD PLAN ISSUE PER DC.B. COIUIMEMTS 05-06-14 D5-06-14 05-06-14 Q5-Q6-14 05-06-14 ADDENDUM # 04-07-t' 04-07-1' 04-07-T 04-07-T 04-07-1' 04-07-1' 04-07-1 • 04-07-1. 04-07-1. 04-07-1. 04-07-1' 04-07-1' 04-07-1' 04-07-1' 04-07-1' 04-07-1' OS-06-14 05-06-14 05-06-14 05-06-14 05-06-14 05-Q6-14 05-06-14 05-06-14 05-06-14 0B-D6-14 05-06-14 05-06-14 05-06-14 05-06-14 05-06-14 05-06-14 05-06-14 0S-D6-14 05-06-14 05-06-14 05-06-14 05-06-14 05-06-14 05-06-14 05-06-14 05-06-14 05- 06-14 06- 06-14 VICINITY PLAN NOTTO SCALE FORUM AT CARLSBAD- •r ' !..... i. > NOTTO SCALE JCREW SPACE NO. 134 - (LEVEL: GROUND LEVEL) LEASE AREA; 5,991 SQ.FT, J.CREW A-0.0 City of Carlsbad Building Division SEP 0 2 2014 APPROVED BY; SSUED BY: PERMIT FOR STOCKROOM SHELVING ONLY FIXTURE PLAN tt. CLEARANCE BETWEEN ALL FIXTURE SQUARE rOOTAGE TAKE-OrF (FOR OWNER S USCI I 9.-.Ko.<i Area. 5.991 SQ.FT. Nat Usable Area' 5 397 SQ.'=T. UiusablO Area. 94 SQ.FT. Sale.-i A^-ea 4.172 SD.FT. Includes Women's Sales; Men's Sales. Crewcut's Sales: 2,412 SO.FT. 1,158 SQ,FT. 802 SQ. FT. CiLitome' Fxoerience 911 SQ.FT, Includes 1, Window Display Area 2, Fitting Rooms 3, Cashwrap 4, Public Restrooms 72 SQ.FT. 423 SQ.FT. 168 SQ.FT, 248 SQ.FT. Bacf & House Area; 314 SQ.FT. includes 1, Office 2, Stock 58 SO.FT, 756 SQ.FT. SURFACE MOUNTED LEANI^G MIFROR EH FI>1E0 SHELVING OTGHENETTE kLABmEVIATKlNS W01 WOOD iwHn^ OAK) L1 LftCQJER (WHITE DOVE] LZ LACOJER tSERKSHIRE SEISEI CRI COFII*N|C*K«DWHITEl QL BACK PMNTS.0 GL1SS ROOMK): A.3 FIESTROOMIO/HC E.S ROOM ID'PRIVATE M.O, FHTING ROOM ID K.O. FIU»iG ROOM f H.C. SVMaOL [PERM ANE MT) 4i J.CREW A"^*-" '""Bio'C^y Co- Fixture Plan A-1.2 PERMIT FOR STOCKROOM SHELVING ONLY REFLECTED CEILtNG PLAN ' SCALE 3'2^•= 1 -c TYR WALL MOUNTED SPEAKER LOCATION REFLECTED CEILING PLAN NOTES ADOmONAL ACCESS DOORS: In addition ta ceiling access doors ii (1 ?\ Bxtra 24"« 24" iWors in Ihe cor Dt^sion BO of Spedticationsi ract pnr^e [comply with CEILINQ HEIQHT { AFF ) P*INTE£ESHEETA-a.OI CEIUNG ACCESS Dt !1^35W Mf*-15 RECESSED DOWN 12^3MV MR-15 RECESSED DOWN (?| J3W RECESSED DOilTN LIQHT © o 0 0 0 HECEPIACLE LINEAR DIFFUSER DOOR COWACT SURFACE MTO. FLUOraSCENT :EWTO. EMERGE NCI- 3, SAl£S FLOOR) IMIDDLE SAl£Sl (MENS SALE5I • ' SURFACEWTD^U^TTRACK , JOD W'GWB ABOi-E BELOW, TVP, r* SHOW WINDOW CG. RECESSED CEILING E3 CEIUNG PENDAUt LIGHT g WALL SCONCE OD EXTERIOR LIGHTS O EM EXTERIOR RECESSED EMERGENCY LIGHT © EXTERIOR SUt^ACE MOUNTED EMERGENCY Ul IVALL MOUItfTED E 2 SOED RECESSED C SHOW THE DIRECTION OF EHT) SURFACE MOurjTED Exrr SIGN :N (ARROW J.CREW OATE ISSUE Reflected Ceiling Plan A-2.0 GENERAL NOTES HQIES: 1) DESIGN OF STEEL STORAGE SHELVING AS SHOWN BY THESE DRAWINGS AND CW-CUUTIONS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE 2013 CBC 2) STEEL FOR ALL SHAPES IS Fy = 36 KSI. ASTM A10n-12 GR 36 (EXCEPT AS NOTED) 3) ALL ANCHORS ARE HILTI KWIK BOLT TZ (ESR-1917). HUS-E2 (ESR-3027). OR APPROVED EQUAL (SPECIAL (NSPECTION REQUIRED - REFERENCE SCHEDULE BELOW) 4) EXISTING CONCRETE SLAB = MIN, 4" THICK SLAB-ON-GRADE WITH F'c = 2500 PSI AND 500 PSF SOIL BEARING PRESSURE 5) STORAGE SHELVING CAPACITY = 100| PER LEVEL FOR 30" UNITS = SOiC PER LEVEL FOR 15" UNITS 6) ALL SHELVING INSTALLATIONS AND SHELVING MANUFACTURED IN CONFORMITY WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAOUE. EACH NOT LESS THAN 60 SOUARE JNCHES IN AREA SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD PER LEVEL 7) ALL SHELVING SHALL BE IN COMPLIANCE WITH THE RMI 8) THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MINIMUM OF 18 INCHES BETWEEN THE TOP OF THE STORED MATERIAL AND THE CEIUNG SPRINKLER DEFLECTORS 9) THE SHELVING RACKS WILL NOT BE OPEN TO THE PUBLIC 10) SHELVING UNITS MAXIMUM 'OUT-OF-PLUMBNESS" SHALL BE 0.500 INCH IN 10 FT. 11) (J) - INDICATES DETAIL CAUOUT EARTHQUAKE DESIGN DATA: a) Seismic Importonce Factor, IE = 1.0 Occuponcy Category II - Nat open to public b) Mapped Spectral Response Accelerations: Ss = 1.222 and Sl = 0.458 c) Site Class = D d) Spectral Response Coefficients: Sds - 0.824 ond Sdi = 0.471 e) Seismic Design Category = E f) Bosic Seismic-Force-Resisting System(s): Non-Building Structures, Steel Storage Racks g) Design Base Shear = 130 Ib tl) Seismic Response Coefficient: Vt " 0.247 i) Response Modification Foctors: R = 4,0 j) Redundancy Factor: p = 1,0 k) Analysis Procedure per ASCE 7, Section 15.5.1 STATEMENT OF SPECIAL INSPECTION VERIFICATION AND INSPECTKM COFttlNUOUi PERIOOK: STANDARD KWK BOLT TZ GTANDARO HUStZ CONFIRM ANCHOR TYPE HILTI TZ 3/e- DIA X 3- LONG - PER ICC-ES ESR-1917SECnONi.4 7,0 FIGURE a HILTI HUS-EZ. 3,8- OIA X 3- LONG - PER ICC-ES ESR-30;7 SECTION 4.4, s.: TABLE 1 INSPECTOR CONFIRM cot^cKrre COMPUESSJVE STHENGTH MINIMUM SSOO PSI MIPIIMUM 2500 PSI CONFIRM CONCRETE THICMWESS 4' MINIMUM 4-MIN».UM HOl£ DIAMETER HiLTI TZ, a fl" DIA X 3" LONG -HILTI HUS-EZ, W DIA X 3- LONG -PER ICC-ES ESR-3027 SECTION 4.3. 4.4, FIGURE 4A INSPECTOR CLEAN OUT OF HOLE X ESR-1917 SECTION 4.3 4.4 BULMLOW OUT - PER ICC-ES ESR-30Z7 SECTION 4,3 4.4 INSPECTOR MINIMUM ANCHOR SPAaNG - PER ICOES ESR-3027 SECTION 4,4. S,7. TABLE 2 INSPECTOR MINIMLW EDGE DISTANCE X ''sECTW^^f TIITE'.'" 1,fi--PER ICC-ES ESR-a027 SECTION 4.4, 6.7. TABLE 2 INSPECTOR ANCHOR EMBEDMENT X 2-5,25- - PER ICC-ES ESR-1S17 2 6--PERICOESESR-302T SECTION 4.3. 4.4, 5,2 TABLE 2. 3 INSPECTOR TIGHTENING TORQUE X ;3-25 FT-LBS - PER ICC-ES ESR-1917 SECTION 4,3, 4,t, TABLE 1 SECTION 4 3. 4.4. TABLE 2 ,.SPEC™ X 14 CA SPANNER BEAM - TOP fr BOTTOM TYPICAL SHELF BEAM UPRIGHT STEEL POSTS 0-SHELF BEAM CONNECTIONS Self Drilling #12 x 1" Screws - — 2 screws from upright posts to carriage and 2 screws from [ anti-tip arm to cairiage Arm Flange for alignment into wheel channel 3/8" HILTI HUS-EZ ANCHORS w/ 2-1/2" MINIMUM EMBEDMENT SPACED AT 24" O.C. MAX. NOTE: THE SHELVING SHALL BE AHACHED TO THE EXISTING WALL STUDS AND CONCRETE SLAB, NO NEW STUDS OR STUD WALLS ARE REQUIRED, EXISTING WALL COVER EXISTING WOOD OR STEEL WALL STUD - 16" O.C. MAX SHELVING POST-•EXISTING STUD WALL NOTE: BASE PL^TE CLIPS MAY BE INSTALLED EITHER TOWARD OR AWAY FROM POST COLUMN - jPl4 X 1" SCREW 1. CONTRACTOR SHWi. HELD VERIFY MINIMUM SIZE. SPACING, AND GUAGE OF EXISTING WALL STUDS, 2. MINIMUM STEEL WALL STUD SIZE = 3B2S125-30 (3-5/e"ii1-1/4V20 GA.), 3. MINIMUM WOOD WALL STUD SIZE - 2x4. °T" POST COL. B.PL, 2-3/B"» ANCHOR BOLTS 2 1/2' EMB. (SEE NOTE NO. 3) "L" POST COL B.PL. 1- 3/8"P ANCHOR BOLT 2- 1/2" EMB. (SEE NOTE NO. 3) SHELVING LOAD ON SLAB = 100 psf 0-ANTI-TIP TRACK G> WALL ATTACHMENT DETAIL BASE PLATE AND SLAB DETAILS MPTE: FIXED/MOBILE REJAIL SHELVES SHALL BE RESTOCKED BY HAND. DO NOT USE A FORKLIFT Oft OTHER MECHANIZED LOADER TO STOCK SHELVES. NOTE: SHELF CONFIGURATION VARIES PER UNIT -REF. SHELVING CUT SHEETS FOR NUMBER OF SHELVES. ® TYP. U.N.O- ^TYP. U.N.O. ^TYP, U.N.O. ® ® @ TYP. U.N.O. TYP, U,N.O, ^TfP. U.N.O. (D TYP. U.N.O. ® @ WALL-SUPPORTED FREE-STANDING o CO o CO o 00 d CL COf Of LLlo ///LU LU O CO ^ LU 2 a: ' z < < a: o z o i_ o u- cc < Q OCQ < U. UJ DQ E < a: I- o < «o CM O LU —1 _l lU ^ HO LJJ H > W DC FIXED SHELVING SIDE VIEWS MOBILE SHELVING SIDE VIEW PARTIAL FLOOR PLAN & SHELVING RACK LAYOUT