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Home My WebLink About1923 CALLE BARCELONA; 142; CB133105; Permit04-04-2014 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB133105 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 1923 CALLE BARCELONA CBADSt: 142 Tl Sub Type: COMM 2550120400 Lot#: 0 $50,000.00 Construction Type: 5B Reference # MADEWELL: INSTALLATION OF RACKS Status: ISSUED Applied: 12/16/2013 Entered By: JMA Plan Approved: 04/04/2014 Issued: 04/04/2014 Inspect Area Plan Check #: Applicant: TASIA KALLIES STE 450 111 W WASHINGTON ST CHICAGO IL 60602-2817 312-260-7090 Owner: T-C FORUM AT CARLSBAD LLC C/O TIAA-CREF 4675 MACARTHUR CT #1100 NEWPORT BEACH CA 92660 Building Permit $450.62 Meter Size Add'l Building Permit Fee $0.00 Add'l Red. Water Con. Fee $0.00 Plan Check $315.43 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 $10.50 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 Parking Fee $0.00 Reel. 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 $777.55 Total Fees: $777,55 Total Payments To Date: $777.55 Balance Due: $0.00 Inspector.* FINAL Date: . APPROVAI/ Clearance: NOTICE: Please take NOTICE that approvai 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 Govemment Code Section 66020(a), and fiie 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 fRfts/exactions of which vou have previousiv been given a NOTICE similar to this, or as to which the statute of limitations has previously othenwi.se expired, Cifcy of Carlsbad 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 Building Permit Application Plan Check No. -3^0^ Est. Value 50,OOd Plan Ck. Deposit ^3 JOB ADDRESS 1923 Calle Barcelona SUITE#/SPACE#/UNIT# 142 CT/PROJECT # # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR, TYPE IB occ, GROUP M DESCRIPTION OF WORK: /nclude Square Feet of Affected Areafs) Installation of shelving at Madewell retail store at Forum at Carlsbad. No high pile storage. EXISTING USE retail PROPOSED USE retail GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YES|~|# NoTTI AIR CONDITIONING YES I INO I I FIRE SPRINKLERS YES|~|N0r71 CONTACT NAME (If Different Fom Applicant) Tasia Kallles APPLICANT NAIME Madewell ADDRESS 111 West Washington Street, Suite 450 ADDRESS 770 Broadwav, 10th floor CITY Chicago STATE IL ZIP 60602 CITY New York STATE NY 10003 PHONE 312-260-7090 FAX 312-407-7915 PHONE 212-647-0011 212-647-0022 EMAIL TKallies@Bumhamnationwide.com ElVIAIL nuraldiins@hbcarch.com PROPERTY OWNER NAME L.A. Forum Carlsbad, LLC CONTRACTOR BUS. NAME 0 . 0. <lDmfhP.(^^.,a ADDRESS 1905 Calle Barcelona, Suite 200 ADDRESS P 0 BQ/ a '^l^^ CITY Carlsbad STATE CA ZIP 92009 CITY STATE . ZIP PHONE /I, ,_ , [ I FAX PHONE 760-613-3783 FAX EMAIL EMAIL ARCH/DESIGNER NAME & ADDRESS EcliDse Enaineerina Inc STATE LIC, # C61726 CLASS Jl CITY BUS, LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County wtiich requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicantfor such permit to file a signed statement that he is licensed pursuant to the provisions ofthe Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicantfor a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)), WORKERS' COMPENSATION Workers'Compensation Dec\antion: I hereby aflirm under penalty of perjury one of the following declarations: ave and will maintain a certificate of consent to self-insure for workers' coinpensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this pemnit Is issued. Ol*avi Hlhav, it is issued. My wor1<ers' compensation insurance carrier and policy Expiration Date ^— / / ^ I have and wiil maintain workers' compensation, as reauired by Section 3700 of the Labor Code, for the perfomiance of the work for which thjs numberare: InsuranceCo ^^/"d /i:ai>\^p,^ i/)^.^ (^'f- ^ i/\ T*T5l(H^*j^" ^ C) ^ \ /'S Bsection need not be completed if the permit is for one hundred dollars ($100) or less, f'lA- Certificate of Exemption: I certify that in the perfomiance of the work for which this perniit is Issued, I sn^ll not employ any person in any manner so as to become subject to the Workers' Compensation Laws of Califomia, WARNING: Failure to secure wortters'cfimpensption 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 iyfrimt^or in Section 3706 of the Labor code, Interest and attomey's fees. .\ . >eS" CONTRACTOR SIGNATURE ^^1^/y^ ""^ ^ OWNER-BUILDER DECLARATION .irj I hereby affinn that I am exempt fmm (^tractor's License Law for the following reason: I I I, as owner of the property or my employees with wages as their sole compensation, will do the wori( and the stnicture 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 wtio buikis or improves thereon, and who does such work himself or through his own emptoyees, 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 bunten of proving that he did not build or improve for the purpose of sale), I I I, as owner of the property, am exclusively contracting with licensed contractors to constnict the project (Sec, 7044, Businessand Professions Code: The Contrxtors License Lawdoes not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the 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 property improvement. •Yes I INO 2,1 (have / have not) signed an application for a building pemiit for the proposed work. 3,1 have contracted with the following person (fimn) to provide the praposed constmction (include name address / phone / contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supen/ise and provide the major work (include name / address / phone / contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the worl< indicated (include name / address / phone / type of work): >8rPR0PERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR N O N - R E S I D E N T I A L BUILDING PERMITS ONLY Is the applicant or futuro building occupant required to submit a businesiuto, acutely hazardous materials registration fomi or risk management and prevention program under Sections 25505,25533 or 25534 of the Presiey-Tanner HazanJous Substance Account Act? I I Yes >l2^No Is the applteant or future building occupant required to obtain a permit from the air pollution contral district or air qualitv management district? LjYes "^^3 No Is the facility to be constmcted within 1,000 feet of the outer boundary of a school site? LjYes "^3)10 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. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance ot the work ttiis permit is issued {Sec 3097 (i) Civil Code), Lender's Name Lender's Address APPLICANT CERTIFICATION i ceitify thati have read ttie applicaflon and state that the aboveinforrnation is conect and that ttieinfbnriation on the p^ I hereby authorize representative ofthe City of Carisbad to enter upon the above mentbned pnjperty for inspecton 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 pennit is required for excavations over 50 deep and demolitk)n or constmcta of stmctures over 3 stories in height EXPIRATION: Every pennit issued by the Building Offidal underibfifliDviskjns ofthis Coda«Mll expire by limitatton and become null and voki if the building or work authorized by such pemnit is not commenced vwthin 180 days from the date of such pemiit or if the buiidingfflAJWflTaiihaized by such permills^spended or abandoned at any time after the work is commenced for a period of 180 days (Sectk)n 106,4,4 Unifonn Buikiing Oxie), ^APPLICANT'S SIGNATURE DATE Inspection List Permit#: CB133105 Type: Tl COMM MADEWELL: INSTALLATION OF RACKS Date Inspection Item Inspector Act Comments 04/15/2014 14 Frame/Steel/Bolting/Weldin PD AP 04/15/2014 19 Final Structural PD AP Wednesday, April 16, 2014 Page 1 of 1 INSPECTION RECORI •<:<?* CARISBAD Building Dlui^lon K! INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB '•1 CALL BEFORE 3;30pm FOR NEXT WORK DAY INSPECTIOI :0 FOR BUILDING INSPECTION CALL: 760-602-2725>(' OH GO TO: wwwJCariUaSw.aovj^BtUWinfl AND CLICK ON "Request/— DATE: CB133105 1923 CALLE BARCELONA MADEWELL INSTALLA riOfJ RACKS T! COMM I ol# TASIA KALLiti'S RtooRD COPV IF • Yfci." IS CHECKED BELOW THAT DiViSiON'S APPROVAL SS REQUIRED PR!OR.TO...nOQlJESB.NG A >-IWrt.. L. IF YCU HAVE ANY QUESTIONS PLEASE CALL THE APPLSCABLE OiViSlOMS AT THE PHONE NUMBERS PRC ALL REQUrREO APPHCVALZ APE SIGNED OFF- P,.^X TO 760-602"e560. EMAIL TO BLDGlNSPECn.Q OR BRlNrt m A COPY OE THiS CAF30 TO: 1635 FARADAY AVE,. CARL,SBAD. CA 92008. BulLOifK REACHED AT 760-S02-2700 BETWEEN 7:30 AM ~ 8:00 AM THE DAV OF YOUR INSPECTION. simo, A FiESAL BUILDING iNSPECTioN. -"".....»=.,« oooviDBO BELOW. AFTER NO 7 YES 2 Required Prior to Requeiting Building Final If Checlted YES 760 944 13463 Date I inspector Notes Pianning/Landscsipe CM&i iLngiiweiInq Iriipn-t o">< 760 433 1091 Allow AH hours CnN bcforv Z (iffl Fire Prewnbon Allow 48 hours — Type of Inspection CODE »• BU.ILDIMG #11 «12 #66 type of Inspection Date Inspector HO #11 "#tl »M #1S #13 »16 »lg #17^ Jf55~ #19 FOUNDATION REINFORCED STEEL _ MASONRY PRE GROUT' • GROUT • WAaPRAIHS TILTPANELS POUR STRIPS COIUMH fOOTWOS ^ SUBIHAME • FLOOR pciPLMO ROOFSHEATHINB " OT.SBEftR PANELS INSULWiON^ EXTERIOR UTH CODE » ELECTRICAL ti31 •ELECimC UNDERGROUND 13 UFER ~«34 ROUGHELECTRiC _ . *33 r ELECTRIC SERVICE „ TEMPORARY Inspector #35 i«39 PHOTO VOLTAIC nHAL CODE MECHANICAL #41 UNDERGROUND DUCrea PIPING #44 • DUCT & PLENUM PREP. PIWNO^ #43 HEAT-AIR COND. SYSTEMS #49 FINAL ••au,. r. COf*4BO INSPECTiOf^ #81 UNDERGROUND (11,12.11.31) 1 j^NTERIOR LATH tt DRYVyALL POOL EXCA/STEEL/BOND/FENCE PREPLASTER/FINAL FINAL W'lS'Cf Ji*fk *8S T'Baf<i4,aw«.Mr #82 PRVWALl,EXTlATH,0ASTESt«,18.a3) #83 ROOF SHEATING, EXTSHEAR (13,15) #S4 FRAME ROUGH COMBO 114 24.34 44) | CODE PLUMBING m aSBWER* BL/CO D PL/CO #21 UNPEROROUNO DWASTE DWra #24 TOPOUT DWASTE OWrR Date I inspector ' «S9 RNAL OCCUPANCV (19,29.39,49) #27 TUB ft SHOWER PAH "m DGASTEST aGASPIPINQ A/SUNDERGROUND HYDRO VS UNDERGROUND FLUSH m WATER HEATER #28 SOUR WATBI "#29 FINAL CLc* -t STORM WATER #BBO PKE-CplCTtMCnOWWEEnNO #eW WlXOWUPINSPECnOH #805 NOTICETO CLEAN A/S OVERHEAD VISUAL A/5 OVERHEAp HYDROSTATIC A/S FINAL F/AROUGH-IN 2/AFINAL FIXED EXTINGUISHING SYSTEM ROUGH-IN CS07 WRITTEN WARNING -r FIXED EXTING SYSTEM HYDROSTATICTEST a L t —I— #80£ NOTICE OF VIOUTION FKED EXnNOUISHINQ SYSTEM RNAL MEDICAl OAS PRESSURETEST #610 ifERBALWARNING [ MEDICAl OAS RNAL SEC SACK COR SPeCMI.« •ies Field Daily Report Projecl# / / Projecl# / / rnhAHHr...- CjkUutL tf3^4f/eL^l*A^_^^c:vVS L .' 7^^^^ Projecl# / / Report Date: / "S-jT// "Y .^T" 7 License # jkJ^KL^^ Exp Date: f 7^ /'Z<^Co License Required for tn.spection; Contractor: Contact at Site: -i Penmit # C 31 ^ Jurisdiction " >-'^ • Offsite? • Yes • No Offsite Location: TYPE OF WORK: (check one) ^^einforced Concrete • Prestressed Concrete • Masonry • Welding • Other : Description of Work; )ATE TASK# REGUL.\R Inspector Nanie: l<J]^Xc^ •^'^Aol( O.T. .•\pproved by: (Print Name) TIME IN Sio:nature: Signature: MARS INSPECTION INC. "A Special Inspection Company " 1423 Savoy Circle, Point Loma, CA 92107 _^^^^^^^_^^^^jCeUPh^l9^33^33^Err^^ Project Name Project Acldress Architect: triSC Engineer:_ Contractor: of 1 nspection Report Page: Permit#: File #: DSA#: Other: Report #: INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST ><Structural Steel Masonry Concrete Fireproofing . J<.Other:^./|,Ffe, Other: « Other: Other: Other: H.S. Bolts Prisms Mortar/Grout Cone. Cylinders Fireproof Other: Other: Other: Other: H.S. Bolts Cone. PSI Grout PSI Mortar PSI Steel A'.5'di<a Elect./Wire Fireproof . , X Other: EH T-Y (Bed/Jc X Other: ^< M" - 7z /n ct^ /?|7 f>C Plans/Specs -^Clearances Positions ^ Sizes Laps Consolidation Xjorque Ft. Lbs. Other: Other: /^Visual WeW • Ultra Sonic Test , 1. Observed Welding By Certified Welders 2. All Welds i^dSingle Pass Fillets • Epoxy Anchors • Concrete Placement .^^Id Vf • Full Pen Groove Welds • Shop • Continuous /^^feeriodic • SMAW 3. Process Used Z^CAW nSMAW ^ , I f i CERTIFICATION OF COMPLIANCE: All reported work, unless othenwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected and does not constitute opinion or project control. ^ j y^/^ Inspector: x ^ .^Z T Date Insp. Date: Day1: c»^tcbl4 Daya: ^^hUi Day 3: Day 4: Day 5: Time Start: Time Stop: Copies of report submitted to: EsGil Corporation In (Partnersfiip witfi government for (BuiCding Safety DATE: 12/27/2013 • APPLICANT a^juRis. JURISDICTION: City of Carlsbad • PLANREVIEWER • FILE PLANCHECKNO.: 13-3105 SET: I PROJECTADDRESS: 1923 Calle Barcelona PROJECT NAME: Shelving for Madewell I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. ^ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. [ 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 forward 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 EsGll Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person ^ REMARKS: Fire Department approval is required. By: David Yao Enclosures: EsGil Corporation • GA • EJ • MB • PC 12/17 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 13-3105 12/27/2013 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLANCHECKNO.: 13-3105 PREPARED BY: David Yao DATE: 12/27/2013 BUILDING ADDRESS: 1923 Calle Barcelona BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA ( Sq. FL) Valuation Multiplier Reg. Mod. VALUE ($) shelving per city 50,000 Air Conditioning Fire Spnnklers TOTAL VALUE 50,000 Jurisdiction Code cb By Ordinance Bidg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: IZI Complete Review • Structural Only $450.62 $292.90 n Repetitive Fee ^1 Repeats • Other J—j Hourly EsGil Fee Hr. @ * $252.35 Comments: Sheet 1 of 1 macvaiue.doc + PLAN CHECK PLAN CHECK Community & Economic ^ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbaci CA 92008 w/ww.carlsbadca.gov DATE: 12/24/13 PROJECT NAME: Madewell _ shelving tenant imp PROJECT ID: PLAN CHECK N0:CBi33iO5 SET#:I ADDRESS: ^923 Calle Barcelona APN:255-012-04 VALUATION: $5,000 APPLICANT CONTACT: tkallies@bumhamnationwide.eom X Ths plan check review transmittal is to notify you of clearance by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspe ction by the Construction & Inspection Division is required: Yes fif For status from a division not marked below, please call 760-602-2719 No X This plan check review is NOTCOMPLETE Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. LAND DEVELOPMENT ENG. 760-602-2750 760^602^-4624 ; Ch ris.Sf?xtonfic;ir lsbadca.gov ; 760^602-274.1 ^ KathleNini..av¥rence®'caiisbadca.gov : 760-602-4663 Gregory.Ryan@carlsbadca.gov - Gtna Ryiz ' ; 760-602-4675 I Gina.Ruizi/carSsbadca.gov \/ linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Cindy Wong j 760^602-4662 ^ Cyntliia.Woiig@cartebadca.gov | Dominic Fieri I 760-602-4664 : Dominic. Fieri;§carlsbadca.gGv i Remarks: PLANNING DIVISION Development Services Planning Division BUILDING PLAN CHECK Development Services Planning Division ^ CITY OF APPROVAL 1635 Faraday Avenue CARLSBAD P-29 (760) 602-4610 www.carlsbadca.eov DATE: 12/19/13 PROJECT NAME: T.I. PROJECTID: PLAN CHECK NO: CB133105 SET#: ADDRESS: 1923 CALLE BARCELONA 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 ofthe divisions Usted below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. [J 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: tkallies@burnhamnationwide.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PUNNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.fiov r~| Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov 1 I Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Llnda.Ontlveros@carlsbadca.gov Cindy Wong 760-602-4662 Cvnthla.Wong@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Dominlc.Fieri@carlsbadca.gov Remarks: PLAN CHECK PLAN CHECK Community & Economic CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE: 04/03/14 PROJECT NAME: madewell PRO^CT ID: PLAN CHECK NO: cbiaSlOS SET#: III ADDRESS: 1923 cafto/^i^elona APN: This plan check review is complete and has been APPROVED by (^^re Division. By: cwong A Final Inspection by the Division is required ^ Yes • 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: tkallies@burnhamnationwide.com (and via usps) You may also have corrections from one or more ofthe 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: 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.^ov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 1 1 Greg Ryan 760-602-4663 Gregorv.Ryan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov X Cindy Wong 760-602-4662 Cvnthla.Wong@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: 4/3/14 **No hi pile permit required. Top of shelf per letter dated March 25, 2014, at 9' from Nuraldim Singh, HBC Architects. Walls marked with height limit as shown on plans. *** Page 1 of 2 APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. 3/6/14 ***Bubble All Changes*** 1. Numbers 1 and 4 from comments dated 1/9/14 have yet to be addressed. 2. This will be considered high pile storage with top of shelf at 10'. To avoid, the top shelf shall be removed. 3. Annual Fire Use application and permit shall be required. The application will be sent via USPS. Provide an 8.5 X14 sheet showing all shelving, elevations and commodity classification per NFPA 13, **Bubble All Changes** 1. Provide statement that addresses/specifies classification of commodities to be stored. 2. Bumpers that provide transverse flue spaces as shown on partial floor plan is not listed or referenced in the materials list. 3. Sheet A-1.2: Note that specifies wire shelving appears to be "white out" from plans. Is this intentional? If so, specify type of shelving and NFPA 13 section that speaks to design density required for commodity in this mobile storage type if shelves are solid instead of wire type. 4. Provide note saying that maximum top of storage and delineating line will be painted on walls. Page 2 of2 Carlsbad Fire Department Plan Review Requirements Category: TI, COMM Date of Report: 04-03-2014 Reviewed by: Name: Address: TASIA KALLIES STE 450 111 W WASHINGTON ST CHICAGO IL 60602-2817 Permit #: CBI33105 Job Name: MADEWELL: INSTALLATION OF Job Address: 1923 CALLE BARCELONA CBAD St: 142 ITSL'UMFLEIE ine item you have submitted for review'islnic8IH^Cte*'AUlais-lime. this office cannot^ adequately conduct a review to Hptprtnipp f> i'f*^it«llk» Ik^ appiiVdhip nr.H<»o Qr.H/r.r ot^7ffrnTni..i P|j»aoA r^^^^i^i^ carefully all i iiiiiiin iil,| iillix In ll I'll i i resubmit the necessary plans and/or specifications, with changes "clouded", to this iiljii M Illl ll II and approval. Conditions: Cond: CON0006922 [NOT MET] **Bubble All Changes** 1. Provide statement that addresses/specifies classification of commodities to be stored. 2. Bumpers that provide transverse flue spaces as shown on partial floor plan is not listed or referenced in the materials list. 3. Sheet A-1.2: Note that specifies wire shelving appears to be "white out" from plans. Is this intentional? If so, specify type of shelving and NFPA 13 section that speaks to design density required for commodity in this mobile storage type if shelves are solid instead of wire type. 4. Provide note saying that maximum top of storage and delineating line will be painted on walls. Cond: CON0007089 [NOT MET] ***Bubble All Changes*** 1. Numbers 1 and 4 have yet to be addressed. 2. This will be considered high pile storage with top of shelf at 10'. To avoid, the top shelf shall be removed. 3. Annud Fire Use application and permit shall be required. The application will be sent vis USPS. Provide an 8.5 X14 sheet showing all shelving, elevations and commodity classification per NFPA 13, Entry: 03/06/2014 By: cwong Action: CO Cond: CON0007173 [MET] **No hi pile permit required. Top of shelf per letter dated March 25, 2014, at 9' from Nuraldim Singh, HBC Architects. Walls marked with height limit as shown on plans. *** **APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Entry: 04/03/2014 By: cwong Action: AP ^ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 03/06/13 PROJECT NAME: madewell PROJECT ID: PLAN CHECK NO: cbl33105 SET#: II ADDRESS: 1923 calle barcelona APN: • This plan check review is complete and has been APPROVED by the fire Division. By: cwong A Final Inspection by the Division is required |3 Yes • 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: tkallies@burnhamnationwide.com (and via usps) 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 760«02-4610 ENGINEERING 76&€02-2750 FIRE PREVENTION 76&602-4665 1 1 Chris Sexton 760-602-4624 Ch ris.Sexton@carisbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Q Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carisbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontlveros@carisbadca.gov X Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: 3/6/14 ***Bubble All Changes*** Page 1 of2 1. Numbers 1 and 4 from comments dated 1/9/14 have yet to be addressed. 2. This will be considered high pile storage with top of shelf at 10'. To avoid, the top shelf shall be removed. 3. Annual Fire Use appiication and permit shall be required. The application will be sent via USPS. Provide an 8.5 Xi4 sheet showing all shelving, elevations and commodity classification per NFPA 13, **Bubble All Changes** 1. Provide statement that addresses/specifies classification of commodities to be stored. 2. Bumpers that provide transverse flue spaces as shown on partial floor plan is not listed or referenced in the materials list. 3. Sheet A-1.2: Note that specifies wire shelving appears to be "white out" from plans. Is this intentional? If so, specify type of shelving and NFPA 13 section that speaks to design density required for commodity in this mobile storage type if shelves are solid instead of wire type. 4. Provide note saying that maximum top of storage and delineating line wiil be painted on walls. Page 2 of2 Carlsbad Fire Department Plan Review Requirements Category: TI, COMM Date of Report: 01 -09-2014 Reviewed by: Name: Address: TASIA KALLIES STE 450 111 W WASHINGTON ST CHICAGO IL 60602-2817 Permit #: CBI33105 Job Name: MADEWELL: INSTALLATION OF JobAddress: 1923 CALLE BARCELONA CBAD St: 142 " INCOMPLETE The item you have submitted for review is incorjiplete. 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: CON0006922 [NOT MET] **Bubble All Changes** 1. Provide statement that addresses/specifies classification of commodities to be stored. 2. Bumpers that provide transverse flue spaces as shovra on partial flbor plan is not listed or referenced in the materials list. 3. Sheet A-1.2: Note that specifies wire shelving appears to be "whit6 out" fi-om plans. Is this intentional? If so, specify type of shelving and NFPA 13 section that speaks to design density required for commodity in this mobile storage type if shelves are solid instead of wire type. 4. Provide note saying that maximum top of storage and delineating line will be painted on walls. Entry: 01/09/2014 By: cwong Action: CO Carlsbad Fire Department Plan Review Requirements Category: Tl, COMM Date of Report: 01-09-2014 Reviewed by: QA^AJI Name: Address: TASIA KALLIES STE 450 111 W WASHINGTON ST CHICAGO IL 60602-2817 Permit #: CB133105 ' Cn Job Name: MADEWELL: INSTALLATION OF JobAddress: 1923 CALLE BARCELONA CBAD St: 142 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: CON0006922 [NOT MET] **Bubble All Changes** 1. Provide statement that addresses/specifies classification of commodities to be stored.'y^-^ 2. Bumpers that provide transverse flue spaces as shown on partial floor plan is not Hsted or referenced in the materials list. 3. Sheet A-1.2: Note that specifies wire shelving appears to be "white out" from plans. Is this intentional? If so, specify type of shelving and NFPA 13 section that speaks to design density required for commodity in this mobile storage type if shelves are solid instead of wire type. 4. Provide note saying that maximum top of storage and delineating line will be painted on walls. Entry: 01/09/2014 By: cwong Action: CO HOWELL BELANGER CASTELLI ARCHITECTS 122 West 27th Street 4tti Floor New York, New York 10001 212,647.001 1 tax,547,0022 HBC ARCH,COm March 25,2014 Attn: Cindy Wong Fire Department Plans Examiner Re: 1923 CaUe Barcelona rCB13-3031) Madewell Retail Store The Forum At Carlsbad 1923 Calle Barcelona Carlsbad, CA 92009 HBC Project No. 13070 Dear Cindy, In response to your objections/comments regarding the High Shelving and Declaration of Commodities, please find the following responses fi'om our office. We have revised our drawings as per Revision No.4 dated 03.25.14. Fire Department Plan Review: Comment; 1. Provide statement tfiat addresses/specified classification of commodities to be stored. Response: Note has been added to the Cover Sheet as required under NFPA 13 as IV. Commetit: 2. Considered high pile storage with top of shelf at 10 '-0 ". To avoid, the top shelf shall be removed. Response; Shelves have been modified within the BOH to a maximum height AFF of 9'-0" as per code and your request. Please contact me if you have any questions or comments, thank you. HOWELL BELANGER CASTELLI ARCHITECTS, PC Nuraldim Singh, HBC Architects cc: Matthew Dresser, HBC Architects D. Shane Harvey, J. Crew ^ CITY OF CARLSBAD PLAN CHECK REVIEW ^> TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue IQ Carlsbad CA 92008 ' j/\ www.carlsbadca.gov ^ DATE: 01/08/13 PROJECT NAME: madewell PUN CHECK NO: cbl33105 SET#: I PROJECT ID: ADDRESS: 1923 calle barcelona ipN: Q This plan check review is complete and has been APPROVED by the fire Division. By: cwong A Final Inspection by the Division Is required |^ Yes • 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: tkallies@burnhamnationwlde.com (and via usps) 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: 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Q Greg Ryan 760-602-4663 GregorY.RYan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov X Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: **Bubble All Changes** 1. Provide statement that addresses/specifies classification of commodities to be stored. <v^-e^ Page 1 of 2 2. Bumpers that provide transverse flue spaces as shown on partial floor plan Is not listed or referenced In the materials list. 3. Sheet A-i.2: Note that specifies wire shelving appears to be "white out" from pians. Is this Intentional? If so, specify type of shelving and NFPA 13 section that speaks to design density required for commodity in this mobile storage type if shelves are solid instead of wire type. 4. Provide note saying that maximum top of storage and delineating line will be painted on walls. Page 2 of 2 Carlsbad Fire Department Plan Review Requirements Category: TI, COMM Date of Report: 01 -09-2014 Reviewed by: Name: TASIA KALLIES Address: STE 450 111 W WASHINGTON ST CHICAGO IL 60602-2817 Permit #: CBI33105 JobName: MADEWELL: INSTALLATION OF Job Address: 1923 CALLE BARCELONA CBAD St: 142 INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance vdth 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: CON0006922 [NOT MET] * *Bubble All Changes * * 1. Provide statement that addresses/specifies classification of conunqdities to be stored, ^ j 2. Bumpers that provide transverse flue spaces as shown on partial floor plan is not listed or referenced in the materials list. 3. Sheet A-1.2: Note that specifies wire shelving appears to be "white out" firom plans. Is this intentional? If so, specify type of shelving and NFPA 13 section that speaks to design density required for commodity in this mobile storage type if shelves are solid instead of wire type. 4. Provide note saying that maximum top of storage and delineating lline will be painted on walls. Entry: 01/09/2014 By: cwong Action: CO ^ECLIPSE ENGINEERING ECLIP5E-ENGINEERING.COM January 22,2014 City of Carlsbad, Fire Department Attn: Cindy Wong 2560 Orion Way Carisbad, CA 92010 Re: Madewall #295 - The Forum at Carlsbad - Space #142 1923 Calle Barcelona Carlsbad, CA 92009 EEI Project Number: 13-11-138 Carlsbad Permit No. = CB133105 To Ms. Wong: ^AN Z 12014 •QFCAUJ This letter was prepared in an effort to assist your review of our responses to the comments generated by the City of Carlsbad Fire Department. Please note that Eclipse Engineering, Inc. is only re-submitting structural details for the shelving racl<s. All other submittal requirements shall be provided by the project architect or their consultants. Comments: 1. Provide sfafemenf (hat addresses/specifies (dassification of commodities to be stored. A. This item shall be handled by others. 2. Bumpers that provide transverse pue spaces as shown on partial floor plan is not listed or referenced in the materials list. A. Duly noted - please reference plan sheet 1. 3. Sheef A-1.2; Note fhaf specifles wire shelmg appears to be Vh/(e ouf" from plans. Is this intentional? If so, specify type of shelving and NFPA 13 section that speaks to design density required for commodity in this mobile storage type if shelves are solid instead of wire type. A. This item shall be handled by others. 4. Prow'de note saying that maximum top of storage and delineating line will be painted on walls. A. Duly noted - please reference plan sheet 1. Eclipse Engineering, Inc. has only reviewed the structural components within our scope of services, and we do nottal<e any responsibility for any other portion of the project or plan submittal. Please feel free contact us with any questions on this portion of the project - (541) 389-9659. Sincerely, Eclipse Engineering, Inc. Matt Gaivin Staff Engineer Bend, OR 541-389-9659 Enclosed: shelving calculations, detail sheet MISSOULA U3 VMU Mah, Sl* S. Mnoia. MT 5980? Hwm: (we) TZtem • Fax (wn 721-«»e WHlfEFISH lOOS EWear/M., 5ut> E. WHWWl. Mree837 PlmiK («») m'37IS • Fax taMffi^TlS ECU PSE ENGINEERING ECLIPSE-ENGINEERING.COM Structural Calculations steel Storage Racks By Pipp Mobile Storage Systems, Inc. PIPP PO #107613 SO #328277 JAN 2 2 2014 m 3o20ff Madewell #295 The Forum at Carlsbad 1923 Calle Barcelona - Space #142 Carlsbad, California 92009 Prepared For: Pipp Mobile Storage Systems, Inc. 2966 Wilson Drive NW Walker, Ml 49544 Please note: The calculations contained within justify the seismic resistance of the shelving racks, the fixed and mobile base supports, and the connection to the existing partition walls for both lateral and overturning forces as required by the 2010 California Building Code. These storage racks are not accessible to the general public. MISSOULA 113 West Main, Siie B, Mssoub. MT 58602 Phone: (406) m-em • Fax (W6) 721-4988 WHITEFISH 1005 Batef Ava, Sute E, Whieflsli, MT 58837 Phone: (406) 862-3715 • Fax: 406662^ ^j|MU0lhAHMfHra.OR 87702 •Hnne: (541) 38»«669 • Fax: (541) 312^ Eclipse Engineering, Inc. MADEWELL #295 11/11/2013 Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2009 IBC & 2010 CBC - 2208 & ASCE 7-05 - 15.5.3 Design Vertical Steel Posts at Each Comer: pit := ib tr ^ Shelving Dimensions: psf:=ib fi"^ Total Height of Sfielving Unit - ht := 10.00 ft pcf := ib-ft" ^ Width of Shelving Unit - w := 3.00 ft l<si := lOOO Ib in" ^ Depth of Shelving Unit - d := 2.50 ft Idps := 1000-Ib Number of Shelves - N .= 10 Vertical Shelf Spacing - S := 13.33 in Shelving Loads: Maximum Live Load on each shelf is 100 Ibs: Weight per shelf - Wt) ;= 100 • Ib Wq = 100 Ib ^^'"P^^- LLj:=^ L^= 13.3333.psf ^ wd ^ ^ Design Live Load on Shelf - LL := LLj LL = 13.3333• psf Dead Load on Shelf - DL := 2.50 psf Section Properties of Double Rivet 'L' Post: Modulus of Basticity of Steel - E := 29000 • ksi b:= 1.5in h:= l.Sin Steel Yield Stress - Fv := 33 ksi y ry:=0.47in Section Modulus in x and y - Sx := 0.04 in^ TX := 0.47 in Moment of Inertia in x and y - Ix := 0.06 in^ t := 0.075 in Full Cross Sectional Area - Ap := 0.22- in :„2 he := 1.42in be := 1.42in Length of Unbraced Post - W< := S = 13.33 in Ly := S = 13.33 in Lt:= S = 13.33 in Effective Length Factor - Kx := 1.0 Ky := 1.0 Kt := 1.0 Section Properties Continued: Density of Steel - psteel := 490 pcf Weight of Post - Wp := psteel Ap ht Wp = 7.491b Vertical DL on Post - P^ := DL-w-.25d N -H Wp Pj = 54.361b Vertical LL on Post- P, := LL-w-.25d-N P|= 2501b Total Vertical Load on Post - Pp := Pj -i- p, Pp = 304.36 • Ib Eclipse Engineering, Inc. Consulting Engineers MADEWELL #295 CARLSBAD, CA 11/11/2013 Rolf Armstrong, PE Floor Load Calculations Weight of Mobile Carriage: Total Load on Each Unit: Area of Each Shelf Unit: Floor Load under Shelf: Wc := 901b W:= 4 Pp-i-Wc Ay := (w -I- 9 in)-(d-H 4 in) W PSF: W= 1307.441b Au= 10.625 ft^ PSF= 123 psf NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 125 psf REQ'D FOR RETAIL FLOOR LOADING Find the Seismic Load using Full Design Live Load : ASCE-7 Seismic Design Procedure: Importance Factor - Determine Sg and S^ from maps Determine tfie Site Class - Determine Fg and F^ - Determine S^^s - Determine S^g and S^j. IE := 1.0 Ss:= 1.222 Class D Fa:= 1.011 SMS:= f^a-Ss SMS= 1.2354 SDS:= 3'^MS SDS =0.824 Structural System - Section 15.5.3 ASCE-7: 4. Steel Storage Racks R := 4.0 Rp:=R Total Vertical LL Load on Shelf - W| := UL w d no:= 2 ap := 2.5 Total Vertical DL Load on Shelf • W WH := DL-w d + 4—-° N Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height - Height of Rack Attachment - hr := 20.0 ft Seismic Base Shear Factor - Vt := z:= Oft 0.4apSDs Shear Factor Boundaries Vtmin := 0.3 SDS-Ip Vtmax:= 1.6SDsIp Vt:= if(Vt>Vt,nax.Vtmax.Vt) Vt:= if(Vt<Vt„,|n,Vt^in,Vt) Sl := 0.458 Fv := 1.542 SMI := Fy Si SMI = 0.7062 % := 3 SMI SDI = 0.471 Cd := 3.5 Ip := 1.0 W|= 100 Ib Wd = 21.741b (O'-O" For Ground floor) Vt= 0.206 Vtmin = 0.247 Vtmax= 1.318 Vt= 0.247 Eclipse Engineering, Inc. MADEWELL #295 11/11/2013 Consulting Engineers CARLSBAD, CA Rolf Amistrong, PE Seismic Loads Continued : Vt For ASD, Shear may be reduced - Vn := — = 0.176 ^ 1.4 Seismic DL Base Shear - Vjd := Vp Wd N = 38.381b DL Force per Shelf: Fd := Vp Wd = 3.841b Seismic LL Base Shear - V^ := Vp W| N = 176.49 Ib U. Force per Shelf: F, := Vp Wi = 17.65 Ib 0.67 * LL Force per Shelf: Fie? •= 0.67 Vp • W| = 11.82 Ib Force Distribution per ASCE-7 Section 15.5.3.3: Operating Weight is one of Two Loading Conditions : Condition #1: Each Shelf Loaded to 67% of Uve Weight Cumulative Heights of Shelves - Hi := O.O S + 1.0 S + 2.0 S + 3.0 S + 4.0 S + 5.0 S + 6.0 S + 7.0 S + S.O S + 9.0 S H2:=0 H:=HI-HH2 H = 49.99ft Total Moment at Shelf Base - Mt .= H Wd + H 0.67 W| Mt = 4436.11 ft ib Vertical Distribution Factors for Each Shelf - Total Base Shear - Vtotai := Vtd + 0.67 Vti Vtotai = 156.63 Ib Wd-O.O S-i-W| 0.67 0.0 S Wd-l.O S-f W| 0.671.0 S Cl := = 0 C, := = 0.022 ^ Mt Mt Fl := Ci{Vtotal) = 0 F2 := C2(Vtotal) = 3.48 Ib Wd 2.0 S + W| 0.67 2.0 s Wd 3.0 s + W| 0.67-3.0 S C3 := = 0.044 C4 := = 0.067 Mt Mt F3 := C3(Vtotai) = 6.96 Ib F4 := C4(Vtotai) = 10.441b Wd-4.0 S -I- W| 0.67-4.0 S Wd-5.0 S + W| 0.67-5.0 S C5:= = 0.089 C6:= = 0.111 Mt ^ Mt F5 := C5(Vtotal) = 13.921b Fg := C6(V,„tal) = 17.41b Wd-6.0 S + W| 0.67 6.0 S WH 7.0 S + W| 0.67-7.0 S C7 := = 0.133 Cg := 0.156 Mt " Mt Fy := C7-(V,„tal) = 20.881b Fg := C8(Vtotai) = 24.361b Wd-8.0 S -I- W| 0.67 8.0 S Wd-9.0 S + Wi 0.67 9.0 S Cg := = 0.178 Cio := 0.2 Mt Mt F9 := C9 (V,otal) = 27.841b Fio := Cio (Vtotai) = 31.331b Cl -(- C2 + C3 -H C4 -t- C5 -I- Ce + C7 -I- Cs + Cg -h Cio = 1 Coefficients Should total 1.0 Eclipse Engineering, Inc. MADEWELL #295 11/11/2013 Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE Force Distribution Continued : Condition #2: Top Shelf Only Loaded to 100% of Uve Weight Total Moment at Base of Shelf - Mta := (N - 1) S Wd + (N - 1) S Wi = 1217ft lb Total Base Shear - Vtotac := Vtd + F| ^totaa = 56.03 Ib Wd-O.O S-i-O W| O.O S Wd (N- l) S-i-W|-(N- 1) S Cia:= = 0 Ctea:= -; = 1 Mta Mta Fla := Cia (Vtota.2) = 0 ^^.^ C^iV^^) = 56.031b Condition #1 Controls for Total Base Shear By Inspection, Force Distribution for intermediate shelves witfx)Ut LL are negligible. Moment calculation for each column is based on total seismic base shear. Column at center of rack is the worst case for this shelving rack system. 1 S Column Design in Short Direction : Mj := - •- (Vtd + Vu) = 29.84ft lb Bending Stress on Column - fi,x := Mj Sx" ^ = 8.95 ksi Allowable Bending Stress - Fb := 0.6 Fy = 19.8 ksi Bending at the Base of Each Column is Adequate Deflection of Shelving Bays - worst case is at the bottom bay (Vtri + Vtij-S^ S A := -i^ = 0.0244 in — = 546.8859 12E-Ix A At:= A-(N - 1) = 0.2194 in Aa:= 0.05 ht= 6 in if (At < Ag, "Deflection is Adequate", "No Good") = "Deflection is Adequate" Moment at Rivet Connection: Shear on each rivet - -j Ms d/-3.14 , dr := 0.25in Vf := 238.68 lb Ar := = 0.0491 in^ 1.5in 4 Vr Steel Stress on Rivet - f^ := — = 4.86 ksi A, Allowable Stress on Rivet - F^ := 0.4-80 ksi = 32 ksi RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Eclipse Engineering, Inc. MADEWELL #295 11/11 /2013 Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE Seismic Uplift on Shelves : Seismic Vertical Component: Ev := 0.2-SDS (DL -I- LL) w d Ev = 19.5612 Ib Vertical Dead Load of Shelf: D := (DL -f LL) w d D = 118.75 Ib Note: since the shelf LL is used to generate the seismic uplift force, it may also be used to calculate the net uplift load. For an empty shelf, only the DL would be used, but the ratio of seismic uplift will be the same. Net Uplift Load on Shelf: Fu := Ev - 0.6-D Fu = -51.6888 Ib Note: This uplift load is for the full shelf. Each shelf will be connected at each corner. Number of Shelf Connections: Nc := 4 Fu Uplift Force per Corner: Fuc := — Fuc = -12.9222 Ib Nc MOTE: Since the uplift force is negative, a mechanical connection is not requiredr Eclipse Engineering, Inc. Consulting Engineers MADEWELL #295 CARLSBAD, CA 11/11/2013 Rolf Armstrong, PE Find Allowable Axial Load for Column : Allowable Buckling Stresses - ^ex.x •" ( Kx-k^l = 355.82 ksi V 'X ; Distance fi'om Shear Center to CL of Web via X-axis er:= t-hcW 4L Distance From CL Web to Centroid - Xc := 0.649-in - 0.5 t Distance From Shear Center to Centroid - Polar Radius of Gyration - Torsion Constant - Warping Constant - Shear Modulus - Xo:= Xc+ ec r~2 2 2 J:=l.(2.b.t3 + h.t3) 3 ' ^ex-= '^ex.x = 355.82-ksi ec= 1.2706ln Xc = 0.6115in Xo= 1.8821 in ro= 1.996in J = 0.00063 In^ t b^ h^ (3 bX+ 2 h t 12 V 6 b t-Hh t G:= 11300 ksi CTt:= Ap fo G-J-H TT^ECw (Kfk)^ Cw= 0.0339 in" crt= 70.4601 ksi Fet := [(^ex + ^t) - V (*^ex + o^t)^ " 4 P orex <Tt] Elastic Flexural Buckling Stress Fe := if (Fet < o'ex- Fet. '''ex) Fn := if Allowable Compressive Stress - Factor of Safety for Axial Comp. - := 1.92 Fe>Y.Fy 3 = 0.1109 .Fe Fet = 59.7422 ksi Fe= 59.7422 ksi Fn = 28.4429 ksi Eclipse Engineering, Inc. Consulting Engineers MADEWELL #295 CARLSBAD, CA 11/11/2013 Rolf Amistrong, PE Find Effective Area - Determine the Effective Width of Flange Flat width of Flange - Flange Plate Buckling Coefficient • Flange Slenderness Factor - Wf := b - 0.5 t kf := 0.43 Xf: 1.052 Wf fF^ Pf := 0.22 Effective Flange Width - Determine Effective Width of Web • Flat width of Web- Web Plate Buckling Coefficient - Web Slenderness Factor - be := if (Xf > 0.673, Pf Wf, Wf) w„ := h - t kv,:= 0.43 _ 1.052 Wy, Pw- 1- 0.22^ Xy^ _1_ Xyv Wf = 1.4625 in Xf = 0.9797 Pf = 0.7915 be= 1.1576in w„= 1.425-in X„= 0.9546 Pw = 0.8061 Effective Web Width - Effective Column Area - Nominal Column Capacity - Allowable Column Capacity - Check Combined Stresses he := \f{\i > 0.673, p„ Ww,w„) hg = 1.1487 i in Ae:= t(he+ be) Pn '•- Ae'Fn Pn fio Ae= 0.173in'' Pn = 49201b Pa = 25621b TT^EIx P - (Kx-l^)^ P — P "^cr •- "^crx Magnification Factor Combined Stress: Prry=9.66x 10^ lb Per = 96647.071b a:= 1- P. ^»oPp^ ^ + £21:^.0:505 Pa Fbtt a = 0.994 Cn, := 0.85 MUST BE LESS THAN 1.0 Final Design: 'L' POSTS WITH BEAM BRACKET ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS NOTE: Pp is the total vertical load on post, not 67% live load, so the design is conservative Eclipse Engineering, Inc. Consulting Engineers MADEWELL #295 CARLSBAD, CA 11/11/2013 Rolf Armstrong, PE STEEL STORAGE RACK DESIGN - cont'd Rnd Overturning Forces Total Height of Shelving Unit - Depth of Shelving Unit - Number of Shelves - Height to Top Shelf Center of G - Height to Shelf Center of G - Ht:= ht= 10ft d= 2.5ft N= 10 htop := Ht IV:.^S Width of Shelving Unit - w = 3 ft WORST CASE Vertical Shelf Spacing - S = 13.33 in htop= 10ft he = 6.1096-ft From Vertical Distribution of Seismic Force previously calculated - Controlling Load Cases - Weight of Rack and 67% of LL - W := (Wd + 0.67-W|) • N W = 887.44 Ib Seismic Rack and 67% of LL - V := V,d + 0.67 Vti V = 156.63 Ib Ma:= Fi-O.O S+ F2 1.0 S+ F3 2.0 S-h F4-3.0 S-f F5 4.0 S-H Fg 5.0 S + F7-6.0 S + Fg 7.0 S Mb := Fg-B.OS + Fio-9.0S Overturning Rack and 67% of LL - Weight of Rack and 100% Top Shelf - Wa := Wd • N -H W| Seismic Rack and 100% Top Shelf - Va := V,d + F| Overturning Raci< and 100% Top Shelf - Ma := Vtd -he + Fphtop Controlling Weight - ConfroUing Shear - ConfroUing Moment - Tension Force on Column Anchor per side of shelving unit Wc := lf(W>Wa,W,Wa) Vc:= if(V>Va,V.Va) Mot:= if(M>Ma,M,Ma) M:= Ma+ Mb= 1101.91ftlb Wa= 317.441b Va= 56.031b Ma = 410.%ftlb Wc= 887.441b Vc= 156.631b Mot= 1101.91ft lb Shear Force on Column Anchor Allowable Tension Force Allowable Shear Force - T:= T:= V:= 0.60 d 2 T = 174.53 lb T = 174.53 lb V= 78.311b if(T<Olb,Olb,T) Vc 2 USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - USE 3/8"<|> X 2" embed installed per the requirements of Hilti Ta := 1006-lb For 2500psi Concrete Va := 999 lb Per ASCE 13.4.2 p := 1.3 Combined Loading MUST BE I^S THAN 1.00 Eclipse Engineering, Inc. Consulting Engineers MADEWELL #295 CARLSBAD, CA 11/11/2013 Rolf Armstrong, PE STEEL ANTI-TIP CLIP AND ANTI-TIP TRACK DESIGN Tension (Uplift) Force on each side - T = 174.51b Connection fi-om Shelf to Carriage = 1/4" diameter bolt through 14 ga. steel: Capacity of #12 screw (smaller tiian 1/4" diam. bolt) _ _ .. in 16 ga. steel (tiiinner tiian 14 ga. posts and clips) - A: •- • if (T < 2-Zc, "(2) 1/4" Bolts are Adequate", "No Good") = "(2) 1/4" Bolts are Adequate" Use 3/16" Diameter anti-tip device for connection of carriage to frack Yield Sfress of Angle Steel - Fy := 36- ksi Thickness of Anti-tip Head - tg := 0.090- in Widtii of Anti-tip Rod + Radius - br := 0.25-in Widtii of Anti-tip Head- Widtii of Anti-tip Flange - Tension Force per Flange leg Bending Moment on Leg - Section Modulus of Leg - Bending Sfress on Leg - ba:= 0.490-in ba-br 2 T| := 0.5 T T|L^ M|:= — baV f.:=^ La = 0.12-in T|= 87.271b M|= 0.44ftlb S| = 0.001-in^ fb = 7.92ksi Ratio of Allowable Loads - Widtii of Anti-Tip frack - Thickness of Aluminum Track • Spacing of Bolts - Section Modulus of Track - Design Moment on Track - for continuous frack section Bending Sfress on Track - Allowable Sfress of Aluminum Ratio of Allowable Loads - 0.75-Fv = 0.293 L:= 5.1 in tt:= 0.33-in Stb:= 22.5in St:= M:= LV 6 T-Stb 8 f - ^ Fb := 21ksi fbFb"^ = 0.2525 MUST BE LESS THAN 1.0 Average Thickness St = 0.0926-in^ M = 40.91ft-lb fb = 5.3-ksi MUST BE LESS THAN 1.0 ANTI-TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE Eclipse Engineering, Inc. MADEWELL #295 11/11/2013 Consulting Engineers CARLSBAD, CA Rolf Amistrong, PE FIXED BEAM DESIGN: Double Rivet Low Profile Beam Design criteria: steel Yield Sfress - Fy = 36 ksi B^dty^^ E = 2.9 x lo'^-ksi Widtii of _„ Deptii of ^ Rack- « = 3ft Rack- ^ = "ft Uve Ijoad ^ti npr «:hPif := j-— = 16.6667 plf Uve Load on LL = 13.3333 psf persneir 2-max(w,d) Shelves- Dead Load on DLmin(w,d) , ,^ Minimum Dist „ Shelves- ^d'^= i = 3.125-plf ^oaj Req'd- Wdi + w„ = 19.7917-plf Wt) Total Point Load @ Center - p := —i = 50 Ib 2 Moments for Each Load - wti-max(w,d)^ Wdimax(w,d)^ rP-max(w,d)^ M„: = 14.844ft-lb Mp := + ^ ' ^ = 21.094ft-lb 12 12 y 8 y Maximum Design Moment - M := max(Mp, M„) = 21.094ft-lb Lateral Moment from Post - Mj = 29.8354ft-lb page 4 of original calcs Shear fbr Wt|-max(w,d) Wdi max(w,d) p Each Load - := ^ = 29.6875 Ib Vp := ^ + - = 29.6875 Ib Maximum Design Shear - V := max(Vp, V„) = 29.6875 Ib Allowable Shear Sfress - Fv := 0.4-Fy = 14.4-ksi Allowable Bending Sfress - Fb := 0.66-Fy = 23.76-ksi Section Properties: Double Rivet Low Profile Beam A := 0.250-in^ S := 0.098-in^ I := 0.072-^^* Actual Shear Sfress - Actual Bending Sfress - V fy M -h Mc fb f := - = 0.119-ksi — = 0.008 OK fb := = 6.236-ksi — = 0.262 OK A Fv " S Fb Deflections for Each - 4 4 Wti-max(w,d) Wdi-max(w,d) A„ := = 0.003-in AD := + 384-EI " 384-E-I P-max(w,d)'' i—= 0.006-in 192-E-I ) Total Load Deflection - A := max(Ap, Aw) = 0.006-in "'^^^"'^^ = 5656 OK Double Rivet Low Profile Beam is Adequate 10 Eclipse Engineering, Inc. Consulting Engineers MADEWELL #295 CARLSBAD, CA 11/11/2013 Rolf Amistrong, PE Connection from Steel Racks to Wall Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height - hr = 20 ft Height of Rack Attachments - Zb := z + ht = 10 ft At Top for fixed racks connected to walls Seismic Base Shear Factor Shear Factor Boundaries Vt:= 0.4-ap-SDs C 1-H 2- Seismic Coefficient - Number of Shelves - Weight per Shelf - Total Weigfit on Rack - Seismic Force at top and bottom Connection at Top: standard Stud Spacing - Widtii of Rack- Number of Connection Points - on each rack Force on each connection point - Capacity per inch of embedment • Required Embedment - For Steel Sbids: Vtmin := 0.3 SDs Ip Vtmax := 1.6-SDsIp Vt:= if(Vt>Vt„«x.V,n,ax,Vt) Vt:=if(Vt<Vt„,in,Vtn,in,Vt) Vt= 0.412 N= 10 Wtj= 100 Ib WT:= 0.667-4-Pp 0.7VtWT Tv:= Sstud := 16 in w = 3ft C w Nr := floor Sstud, ]b in Ws:= 135— T20 := 84-lb Vt= 0.412 Vtmin = 0.247 V,^ax= 1.318 Vt= 0.412 WT= 812.041b 117.041b Nn=2 Fe= 58.521b dc= 0.433-in For #10 Screw - per Scafco Puilout Capacity in 20 ga studs - per Scafco MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS. EXPANSION BOLT IS ADEQUATE BY INSPECTION AT THE BASE 11 Eclipse Engineering, Inc. MADEWELL #295 11/11/2013 Consulting Engineers CARLSBAD.CA Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2009 IBC & 2010 CBC - 2208 & ASCE 7-05 - 15.5.3 Design Vertical Steel Posts at Each Comer: pif := ib ft~ ^ Shelving Dimensions: psf:=ib ft"^ Total Height of Shelving Unit - ht := lO.OO-ft pcf := Ib-ft" ^ Widtii of Shelving Unit - w := 3.00-ft ksi := lOOO-lb in" ^ Deptii of Shelving Unit - d := 2.50-ft kips := lOOO Ib Number of Shelves - N := 3 Vertical Shelf Spacing - S := 60.00-in Shelving Loads: Maximum Uve Load on each shelf is 150 Ibs: Weight per shelf - Wti := 150- Ib Wq = 150 Ib in psf- ,. ^fl ,, o« LLj := LL = 20-psf ' w-d Design Uve Load on Shelf - LL := LLj LL = 20 psf Dead Load on Shelf - DL := 2.50-psf Section Properties of Double Rivet 'L' Post: Modulus of Basticity of Steel - E := 29000 ksi !" h:= 1.5-in Steel Yield Sfress - Fv := 33-ksi y ry:=0.47-in Section Modulus in x and y - Sx := 0.04-in^ TX := 0.47-in Moment of Inertia in x and y - Ix := 0.06-in^ t := 0.075-in Full Cross Sectional Area - Ap := 0.22-in^ ^'^ be:= 1.42-in Lengtti of Unbraced Post - k := S = 60-in Ly := S = 60-in ^ := S = 60-in Eflective Lengtii Factor - Kx := 1.0 Ky := 1.0 Kt:= 1.0 Section Properties Continued: Density of Steel - psteel := 490- pcf Weight of Post - Wp := psteel - Ap - ht Wp = 7.49- Ib Vertical DLon Post- Pd := DL-w-.25d-N -H Wp Pj = 21.551b Vertical U.on Post- P|:= LL-w-.25-d N P|= 112.51b Total Vertical Load on Post - Pp := Pj -i- P| Pp = 134.05-lb 12 Eclipse Engineering, Inc. Consulting Engineers MADEWELL #295 CARLSBAD, CA 11/11/2013 Rolf Armstrong, PE Floor Load Calculations Weight of Mobile Carriage: Total Load on Each Unit: Area of Each Shelf Unit: Floor Load under Shelf: We := 901b W := 4Pp + Wc Au := W-d W PSF:^ Au W = 626.191b Au = 7.5ft^ PSF = 83 psf NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 125 psf REQ'D FOR RETAIL FLOOR LOADING Find the Seismic Load using Full Design Live Load : ASCE-7 Seismic Design Procedure: Importance Factor - Determine Ss and Si from maps - Determine the Site Class - Determine Fg and Fv - Determine S^g and S^i. Determine S^g and S^i. IE := 1.0 Ss:= 1.222 Class D Fa:= 1.011 SMS:= Fa'Ss SMS= 1.2354 SDS:= "^'^MS SDS =0.824 Sfructural System - Section 15.5.3 ASCE-7: 4. Steel Storage Racks flo:=2 ap := 2.5 Total Vertical LL Load on Shelf - Total Vertical DL Load on Shelf • R := 4.0 Rp:=R W| := LL-w-d W WH := DL-w-d -i- 4-— N Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height - Height of Rack Attachment - hr := 20.0 ft Seismic Base Shear Factor z:= 0-ft ^0.4-ap-S.sr ^.I Sl := 0.458 Fv := 1.542 SMI '•= FySi SMI = 0.7062 SDI := "^SMI SDI = 0.471 Cd := 3.5 Ip := 1.0 W|= 1501b Wd = 28.731b (O'-O" For Ground floor) Vt= 0.206 Shear Factor Boundaries Vtmin := 0.3-SDS-Ip Vtmax:= 1.6-SDsIp Vt:= if(Vt>Vtn,ax,Vt„«x.Vt) Vt:= if(Vt<Vt„,|n,Vt„„n,Vt) Vtmin = 0.247 Vtmax= 1.318 Vt = 0.247 13 Eclipse Engineering, Inc. Consulting Engineers MADEWELL #295 CARLSBAD, CA 11/11/2013 Rolf Armstrong, PE Seismic Loads Continued : For ASD, Shear may be reduced Seismic DL Base Shear - DL Force per Shelf: Seismic LL Base Shear - LL Force per Shelf: 0.67 * LL Force per Shelf: Vo := — = 0.176 " 1.4 Vtd:=Vp-WdN = 15.211b Fd := Vp-Wd = 5.071b Vt|:=VpW|N = 79.421b F|:= Vp-W|= 26.471b F|.67:= 0.67 Vp-W|= 17.741b Force Distribution per ASCE-7 Section 15.5.3.3: Operating Weight is one of Two Loading Conditions : Condition #1: Each Shelf Loaded to 67% of Uve Weight Cumulative Heights of Shelves - Hi:= 0.0-S+ 1.0 S-H 2.0 S H2-O H:=Hi+H2 Total Moment at Shelf Base - Mt:= H -Wd + H 0.67-W| Vertical Disfribution Factors for Each Shelf - Total Base Shear - Vtotai := Vtd + 0.67-Vti Wd-O.O-S-H W| 0.67 0.0 S H = 15ft Mt= 1938.47 ft lb C,:= Mt Fi:= Ci-(Vtotai) = 0 = 0 Wd 2.0 S-H W| 0.67 2.0-S C3:= = 0.667 Mt F3:=C3-(V,„tal) = 45.621b Cl -I- C2 + C3 = 1 Vtotai = 68.421b Wd-1.0-S+W|0.67-1.0S M; F2:=C2(Vtotai) = 22.811b = 0.333 Coefficients Should total 1.0 14 Eclipse Engineering. Inc. MADEWELL #295 11/11/2013 Consulting Engineers CARLSBAD, CA Rolf Amistrong, PE Force Distribution Continued : Condition #2: Top Shelf Only Loaded to 100% of Uve Weight Total Moment at Base of Shelf - Mta := (N - 1) S-Wd + (N - 1) S W, = 1787ft lb Total Base Shear - Vtotai2 := Vtd + F| Vtotai2 = 41.69 Ib Wd-O.O-S-i-0-W|-0.0-S Wd-(N- l)-S-i-W| (N- 1)-S Cia: = 0 Ctsa:= 1 Mta Mta Fla := Cia (Vtotal2) = 0 C,sa (Vtotal2) = 41.691b Condition #1 Confrols for Total Base Shear By Inspection, Force Disfribution for intermediate shelves without LL are negligible. Moment calculation fbr each column is based on total seismic base shear. Column at center of rack is the worst case for this shelving rack system. 1 S Column Design in Short Direction : ^s '= - - (Vtd + Vti) = 59.15ft-lb Bending Sfress on Column - fbx:= Mj-Sx" ^ = 17.74-ksi Allowable Bending Sfress - Fb .= 0.6-Fy = 19.8-ksi Bending at tiie Base of Each Column is Adequate Deflection of Shelving Bays - worst case is at tiie bottom bay (Vtd + Vt,)s3 S A := -^^ — = 0.979 in — = 61.2888 12EIx A At := A-(N - 1) = 1.9579-in Aa := 0.05-ht = 6-in if (At < Aa, "Deflection is Adequate", "No Good") = "Deflection is Adequate" Moment at Rivet Connection: Shear on each rivet - Mc , dr := 0.25in Vf := = 473.171b Ar := = 0.0491-in'^ ' 1.5-in ' 4 Steel Sfress on Rivet - f^ = — = 9.64 ksi Vr A, Allowable Sfress on Rivet - Fyr := 0.4-80-ksi = 32-ksi RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST 15 Eclipse Engineering, Inc. Consulting Engineers MADEWELL #295 CARLSBAD, CA 11/11/2013 Rolf Amistrong, PE Seismic Uplift on Shelves : Seismic Vertical Component: Ev := 0.2-SDS (DL + LL) w-d Ey = 27.7974 Ib Vertical Dead Load of Shelf: D := (DL + LL) -w-d D = 168.75 Ib Note: since the shelf LL is used to generate ttie seismic uplift force, it may also be used to calculate the net uplift load. For an empty shelf, only ttie DL would be used, but the ratio of seismic uplift will be the same. Net Uplift Load on Shelf: Fu := Ev - 0.6-D Fu = -73.4526 Ib Note: This uplift load is for tiie full shelf. Each shelf will be connected at each corner. Number of Shelf Connections: Uplift Force per Corner: Nc := 4 Fuc-Fuc =-18.36311b NOTE: Since the uplift force is negative, a mechanical connection is not required. 16 Eclipse Engineering, Inc. Consulting Engineers MADEWELL #295 CARLSBAD, CA 11/11/2013 Rolf Amistrong, PE Find Allowable Axial Load for Column : Allowable Buckling Sfresses - Kxi-x^ = 17.56-ksi CTexCTex.x = 17.56-ksi V '•x J Distance from Shear Center to CL of Web via X-axis thc^bc^ 4Ix Distance From CL Web to Cenfroid - Xc := 0.649-in - 0.5-t Distance From Shear Center XQ := Xc + ec to Cenfroid - Polar Radius of Gyration Torsion Constant - Warping Constant - Shear Modulus - r~2 2 2 To-'y/rx +ry +Xo J:=^-(2-b-t3 + h-t^) 3 ^ ' t-b^ h^ f 3 b-t-H2-h-t^ ~ 12 V 6-b-t-i-h-t G := 11300 ksi ec= 1.2706-in Xc = 0.6115-in Xo= 1.8821-in ro= 1.996-in J = 0.00063-in'' Cw= 0.0339 in^ (Tt:= Ap-rg G J + TT^-E Cw CTt= 11.2335-ksi P:= 1-3= 0.1109 Fet := [(o-ex + o^t) " >/('^ex + o^t)^ - 4-p-(Tex-(Tt] 2-3 Elastic Flexural Buckling Sfress Allowable Compressive Sfress Fe := if (Fet < ^ex. Fet. '''ex) Fn := if Factor of Safety for Axial Comp. - := i,92 Fe > —, Fv e 2 ' y 1- 4Fe .Fe Fet = 7.0423-ksi Fe= 7.0423-ksi Fn = 7.0423 ksi 17 Eclipse Engineering, Inc. Consulting Engineers MADEWELL #295 CARLSBAD, CA 11/11/2013 Rolf Armstrong, PE Find Effective Area - Determine ttie Effective Widtii of Flange Flat width of Flange - Flange Plate Buckling Coefficient - Flange Slenderness Factor - Wf := b - 0.5-t kf := 0.43 1.052 Wf [F^ 0.22\ 1 Wf = 1.4625 in Xf = 0.4875 Pf = 1.1256 Effective Flange Width - Determine Effective Width of Web Flat widtii of Web- Web Plate Buckling Coefficient - Web Slenderness Factor - { Xf j Xf be:= if(Xf> 0.673, pfWf.Wf) be= 1.4625in Ww := h - t kw:= 0.43 _ 1.052 Ww pii" Xw Ww= 1.425-in Xw = 0.475 Pw= 1.1302 -Vw Eflective Web Widtii - Effective Column Area - Nominal Column Capacity - Allowable Column Capacity - Check Combined Stresses he := if(Xw > 0.673, Pw-Ww, Ww) hg = 1.425- Ae := t(he + bg) Pn := Ag-Fn in Ae= 0.2166-in'' Pn = 15251b Pa = 7941b TT^E-L (KX-L*)^ Pcrx= 4770.31 lb Pcr:=Pa Magnification Factor Combined Sfress: Pcr= 4770.311b a:= 1- \ Par J a =0.946 Cm := 0.85 » 0.974 MUST BE L£SS THAN 1.0 Pa iPb«* Final Design: 'L' POSTS WITH BEAM BRACKET ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS NOTE: Pp is the total vertical load on post, not 67% live load, so the design is conservative 18 Eclipse Engineering, Inc. Consulting Engineers MADEWELL #295 CARLSBAD, CA 11/11/2013 Rolf Armstrong, PE STEEL STORAGE RACK DESIGN - cont'd Ht:= ht= 10ft d= 2.5ft N = 3 htop -•= Ht Find Overturning Forces Total Height of Shelving Unit - Deptii of Shelving Unit - Number of Shelves - Height to Top Shelf Center of G - Height to Shelf Center of G - From Vertical Disfribution of Seismic Force previously calculated ConfroUing Load Cases - Weight of Rack and 67% of LL - Seismic Rack and 67% of LL - Ma:= F1-O.O-S+ F2-l.O-SH-F3-2.O-S Mb :=0 Overturning Rack and 67% of LL - Weight of Rack and 100% Top Shelf Seismic Rack and 100% Top Shelf - Widtii of Shelving Unit - w = 3ft WORST CASE Vertical Shelf Spacing - S = 60-in htop = 10ft he = 10-ft W:= (Wd + 0.67 W|)-N V := Vtd + 0.67-Vti Wa := Wd-N-H W| Va:=Vtd+F| Overturning Rack and 100% Top Shelf - Ma := Vtd-hc + F|-htop ConfroUing Weight - ConfroUing Shear - ConfroUing Moment - Tension Force on Column Anchor per side of shelving unit Shear Force on Column Anchor - Wc:= if(W>Wa,W,Wa) Ve:= if(V>Va,V,Va) Mot:=if(M>Ma,M,Ma) Mot Wc T:= 0.60 d 2 T:= if(T<Olb,Olb,T) 2 W = 387.691b V= 68.421b M:= MaMb = 570.21 ft-lb Wa= 236.191b Va= 41.691b Ma = 416.86 ft-lb Wc = 387.691b Vc = 68.421b Mot = 570.21 ft-lb T= 111.771b T= 111.771b V= 34.211b USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - USE 3/8"(|> X 2" embed installed per the requirements of Hilti Allowable Tension Force - Ta:= 1006-lb For 2500psi Concrete Allowable Shear Force - V;. := 999-lb Per ASCE 13.4.2 p := 1.3 Combined Loading Va := 999-lb p.V = 0.189 MUST BE 1^ THAN 1.00 19 Eclipse Engineering, Inc. Consulting Engineers MADEWELL #295 CARLSBAD, CA 11/11/2013 Rolf Armstrong, PE STEEL ANTI-TIP CLIP AND ANTI-TIP TRACK DESIGN Tension (Uplift) Force on each side - T = 111.81b Connection ft-om Shelf to Carriage = 1/4" diameter bolt ttirough 14 ga. steel: Capacity of #12 screw (smaller than 1/4" diam. bolt) _ .. in 16 ga. steel (thinner than 14 ga. posts and dips) - A: -- • if(T < 2-Zc, "(2) 1/4" Bolts are Adequate", "No Good") = "(2) 1/4" Bolts are Adequate" Use 3/16" Diameter anti-tip device for connection of carriage to frack Yield Sfress of Angle Steel - Fy := 36-ksi Thickness of Anti-tip Head - tg := 0.090-in br:= 0.25-in Widtti of Anti-tip Rod + Radius Widtii of Anti-tip Head- Widtii of Anti-tip Flange - Tension Force per Flange leg - Bending Moment on Leg - Section Modulus of Leg - Bending Sfress on Leg - Ratio of Allowable Loads - Width of Anti-Tip frack - Thickness of Aluminum Track - Spacing of Bolts - Section Modulus of Track - Design Moment on Track - for continuous frack section Bending Sfress on Track - Allowable Sfress of Aluminum Ratio of Allowable Loads - 0.490-in ba-br T| := 0.5 T TrU 2 2 M,:= S|:= baV f • ^ 0.75-Fv = 0.188 L:= 5.1-in tt:= 0.33-in Stb := 22.5-in St:= M:= 6 T-Stb 8 f - !^ Fb:= 21-ksi fbFb"^ = 0.1617 L^= 0.12-in T|= 55.891b M| = 0.28-ft-lb S| = 0.001-in-^ fb = 5.07-ksi MUST BE l£SS THAN 1.0 Average Thickness St = 0.0926-in^ M = 26.2ftlb fb = 3.4-ksi MUST BE LESS THAN 1.0 ANTI-TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE 20 Eclipse Engineering, Inc. Consulting Engineers MADEWELL #295 CARLSBAD, CA 11/11/2013 Rolf Armstrong, PE FIXED BEAM DESIGN: Double Hanger Bar Beam Design criteria: y w = 3ft Steel Yield Sfress - Fv = 36-ksi Modulus of Elasticity - Widtii of Rack- Depth of Rack- Uve Load per shelf - Dead Load on Shelves - W|| := 2-max(w,d) Wdl := 0.80-plf E= 2.9x 10^-ksi d = 2.5ft LL= 20-psf Wa := Wdl + W|| = 25.8-plf Point Loads on Beam - Moments for Each Load v2 Mw:= Wti-max(w,d) 8 = 29.025 ft-lb Maximum Design Moment - = 25 plf Uve Load on Shelves - Minimum Dist Load Req'd - Wq P:= —= 75lb 2 Wdi-max(w,d) fp.max(w,d)^, Mp := -I-1 ^ I = 57.15ft-lb M:= max(Mp,Mw) = 57.15ftlb Shear for Each Load - Maximum Design Shear- Vw:= wtimax(w,d) = 38.71b Allowable Shear Sfress - Wdi-max(w,d) p Vp := + - = 38.71b ^ 2 2 Allowable Bending Sfress - V := max(Vp, Vw) = 38.71b Fv := 0.4-Fy = 14.4-ksi Fb := 0.66-Fy = 23.76 ksi Section Properties: Hanger Bar Beam .3 A:= 0.233 in^ Actual Shear Sfress - S:= 0.066-in Acbjal Bending Sfress I:= 0.041-in'* V fy fv := - = 0.166-ksi — = 0.012 OK Deflections for Each Aw:= 5-Wt|-max(w,d) = 0.04 in Ap:= M fb fb := — = 10.391-ksi — = 0.437 S Fb 5wdimax(w,d)'' f p.max(w,d)^' OK 384-E-I " 384 E-I Total Load Deflection - A := max(Ap, Aw) = 0.063-in V 48-E-I max(w, d) 0.063-in = 576 OK Hanger Bar Beam is Adequate 21 Eclipse Engineering, Inc. MADEWELL #295 11/11/2013 Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE FIXED BEAM DESIGN: Double Rivet Std. Profile Beam Design criteria: steel Yield Sfress - Fy = 36 ksi El^dtyE = 2.9 x lo"* - ksi Widtti of Deptii of . _ Rack- ^ = 3ft Rgj.,^. d = 2.5ft Total U)ad Pj, := v = 38.7ft plf Uve Load on LL=20 psf P®"^ ^^"^ • Shelves - Dead Load on DLmax(w,d) Distance ft-om End min(w,d) Shelves- ^<"== i 3.75.Plf of Shelf to Point ^f- i = ^-^^ft Load - Wdimin(w,d)^ TPu-ati^ Total Moments - M: -i- = 18.078ft-lb 12 { 2 ) Lateral Moment ft-om Post - Mg = 59.1462 ft - Ib page 4 of original calcs Wdi-min(w,d) 2-Pti Total Shear - V := + = 43.3875 Ib 2 2 Allowable Shear Sfress - Allowable Bending Sfress - Fv= 14.4-ksi Fb = 23.76-ksi Section Properties: Double Rivet Standard Profile Beam A := 0.264 in^ S := 0.126-in^ I := 0.211 in^ Actual Shear Sfress - Actual Bending Sfress - fv:=^ = 0.164-ksi ^ = 0.011 OK ^ !!U!!f ^ 7.355.^, 1^0.31 OK " S Fb Total Load Deflection 4 Wdimin(w,d) A:= -I- 384-EI Pti-ati-[3-(min(w,d)^)-4-ati^] 96 -E I = 0.002-in ^^^^^ = 18484 OK Double Rivet Standard Profile Beam is Adequate 22 ECLIPSE ENGINEERING INC. MADEVVELL#295 11/11/2013 CONSULTING ENGINEERS CARLSBAD, CA NICK BURNAM, PE Conterminous 48 States 2009 International Building Code Latitude = 33.071745 Longitude = -117.265227 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) Contemiinous 48 States 2009 Intemational Building Code Latitude = 33.071745 Longitude = -117.265227 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 (SM1, Site Class D) Conterminous 48 States 2009 Intemational Building Code Latitude = 33.071745 Longitude = -117.265227 Design Spectral Response Accelerations SDs and SDI SDs = 2/3 X SMs and SD1 = 2/3 x SMI Site Class D - Fa = 1.011 ,Fv = 1.542 Period Sa (sec) (g) 0.2 0.824 (SDs, Site Class D) ECLIPSE ENGINEERING INC. CONSULTING ENGINEERS MADEWELL #295 CARLSBAD, CA 11/11/2013 NICK BURNAM. PE Fasteners (Screws and Wglds) iSlsmFm Screw Table Notes 1. Scmw pacing and edge distence shtall m be less tiian 3 x D. (D = Nominal sGnew diamnier} 2. Tti8i|llow8*te screw values are basod tw flw a^ E4. 3. Whert cormecHng materials of dmarant metal tiiicknesses or ^ strenp^, the lowest applimtile values i^ould be 4. The nominal strengtii of the screw must be at least 3.75 times ttie alk»¥abte loads. 5. Vahiss indude a 3.0 factor of ^fety. 6. Ap|30«l loads may be multiplied by 0.7S for sej«mtic or wind leading, per AISI A 5.1.3. 7. Pwiiatretlon of soews ttirough joined mmW» shOMkJ not be less than 3 Sixffflsed ttireadS- Screw® should be installesd and tightened in accofdantie vMi mm manufa<^rer*s recommehdafions. Allowable Loads Screw Connections (lbs/screw) 1. 2. 3. 4. 5. 6. Weld Table Notes m{mMB» tms0 AiSi, section EE When dinnecting itiliteriptB of diffBrent m^l tttickti^ or tensile slm^ (Fu), lhe lowe^ applicable vialu^ should be lised. Valu% In^ucte a 2.5 Isictor of safety. Based Oh tttH minimum allowance load for flilet or flare groove wdds, l^gMnal or transvarm loacte. Allo)Ma^;Meili b^siid on E6(hoi etodraies For matiftate* than areqiwrtto .1t4a*lWck, drawirigs i^Wwnomlhal weW sim For sut* material, ttie effeoi^ tiiroatof^e wdld shidlniot .be 1^ ttian U» thickness of ttie ttilnne^ connected part. Allowable Loads For Fillet Welds And Flare Groove Welds 0 43 54 04066 33 46 33 46 764 66 ^ Jlffiff'* 13 46. *' .lh-.'' -'46. . 4 i' 663 r; 1373 118 0.1242 33 45 1677 54 0^1666 68 OJ0713 SQ es 60 BS 1104 1390 97 0.1017 • 118 o.'iswa do 65 SO 65 > 1983 2422 48 ECLIPSE ENGINEERING INC. CONSULTING ENGINEERS MADEWELL #295 CARLSBAD, CA 11/11/2013 NICK BURNAM, PE Page 11 of 14 ESR-1917 TABLE 9—KB-TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC TENSION (ASD), NORMAL-WBGHT CRACKED CONCRETE. CONOmON B (pounds)^-^' Nominal Anchor Diameter Embedment Depth hri (In.) Conorete Compraastve Strength' Nominal Anchor Diameter Embedment Depth hri (In.) rcs2.500psl fc s 3,000 psI rcc 4,000 psi fc B 6,000 pel Nominal Anchor Diameter Embedment Depth hri (In.) Cariian steel Stainless steel Carbon steel Stainless eteel Carbon stael stainless steel Caibon steel Stainless steel 3^ 2 1,006 1,037 1,102 1,136 1,273 1,312 1,559 1,607 1/2 2 1,065 1,212 1,167 1,328 1,348 1,533 1.651 1,878 1/2 31/4 2,178 2,207 2.386 2,418 2.755 2.792 3.375 3.419 5/8 31/B 2,081 2,081 2,280 2.280 2,632 2,632 3.224 3,224 5/8 4 3,014 2,588 3.301 2.83S 3.812 3,274 4.669 4,010 3/4 3 3/4 2,736 3,594 2,997 3,937 3,460 4,546 4,238 5,568 3/4 4 3/4 3,900 3,900 4,272 4,272 4,933 4,933 6,042 6,042 For SI: 11bf» 4.45 N, 1 psi = 0.00689 MPa For pound-Inch units: 1 mm » 0.03937 inches Values are for single anchors «Ah no edge dislance or spacing reduction. For other cases, calculation of Rd as per ACI 318-05 and conversion to ASD In accordance wMi Section 4.2.1 Eq. (5) is required. Values are for normal weight concrete. FOrsand-tlghtwelght concrete, multiply values by 0.60. ^Condition B applies where supplementary reinforeement in conformance with AQI318-05 Section D.4.4 is not provided, or where puilout or pryout strengtti govems. FOr cases where the presence of supplementary relnfoicement can be verified, the strength reduction factors assodated witti Condlflon A may bs used. TABLE 10—KB-TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC SHEAR LOAD (ASD), (pounds^ Nomlnel Anchor Diameter Allowable Sted Capacity, Seismic Sheer Nomlnel Anchor Diameter Carbon Steel Stainless Steel 3/8 999 1,252 1/2 2,639 3,049 6/8 4,678 5,245 3/4 6,313 6,477 Values are for singla anchors wth no edge distance or spacing reduction due to concrete falure. ^ CD W W l-» O tfl (O ISS w > o m o o ST n a p 2 -< El 3 SI •