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HomeMy WebLinkAbout2663 GATEWAY RD; 103; CB101540; Permit10-18-2010 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB101540 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 2663 GATEWAY RD CBAD St: 103 Tl Sub Type: 2131912600 Lot#: $7,700.00 Construction Type: Reference #: PETCO UNLEASHED- INSTALL STORE SHELVING COMM 0 NEW Applicant: MERCHCO SERVICES STE 500 140HEIMER SAN ANTONIO 78232 210581 8610 Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Plan Check#: Owner: LNR CPI BRESSI RETAIL L L C C/0 LNR PROPERTY CORP 4350 VON KARMAN AVE #200 NEWPORT BEACH CA 92660 ISSUED 08/19/2010 LSM 10/18/2010 10/18/2010 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedited Plan Review $99.61 $0.00 $64.75 $230.00 $0.00 $1.62 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1.00 $205.00 Meter Size Add'l Reel. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF (31 05540) PFF (4305540) License Tax (31 041 93) License Tax (43041 93) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541 ) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 ?? TOTAL PERMIT FEES $601.98 Total Fees:$601.98 Total Payments To Date:$601.98 Balance Due:$0.00 Inspector:JUS FINAL APPROVAL Date: /<$ ~3~f~Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. *~. -S CITY OF CARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717/2718/2719 Fax: 760-602-8558 www.carlsbadca.gov Plan Check Est. Value Plan Ck. Deposit Date g)SWPP JOB ADDRESa CTt' CT/PROJECT*# OF UNITS I # BEDROOMS SUITE#/SPACI TENANT BUSINESS NAME Peito CONSTR. TYPE OCC. GROUP DESCRITION OF WORK: Include Square Feet of Affected Area(s) EXISTING USE PROPOSED USE GARAGE (SF)PATIOS (SF)DECKS (SF)FIREPLACE YES D # NO D AIR CONDITIONING YES D NOD FIRE SPRINKLERS YES D NOD CONTACT NAME (It APPLICANT NAME ADDRESS ADDRESS CITY 15M)Al)faA>& STATE ZIP PHONE EMAIL EMAIL PROPERTY OWNER NRTY OWNER NAMELWK, Cfi EMAIL EMAIL ARCH/DESIGNER NAME & ADDRESS CITY BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires theappHcant 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 theBusiness and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to acivil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: / hereby affirm under penalty of perjury one of the following declarations: L~) I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this perm it is issued. I have and will maintain workers' compensation, as required by£ection STOOof the Labor Code, for the performance of the work forjdjkjji thjjjperrnit ij issue4,Mj^workers' compensation iilurance^emer and policy number are: Insurance Co.£Mbt£? ^£*£^H&> fT~y ^^U^ - • Policy-No-.-.' ' This section need not be completed if the permit is for one hundred dollars ($100) or less. O Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers'ceflTpensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (8,100,000), in addition to the cost of compensation, ilatpaggsTsfrrjV'^'T for in Secjxrff 3706 of the Labor code, interest and attorney's fees. JS$ CONTRACTOR W I hereby affirm that I am exempt from Contractor's License Law for (he following reason: n I, 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 employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). d I, as owner of the property, am exclusively contracting with licensed contractors 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 contractors) licensed pursuant to the Contractor's License Law). d 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. D Yes D No 2. 1 (have / have not) signed an application for a building permit for the proposed work. 3. 1 have contracted with the following person (firm) to provide the proposed construction (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, supervise 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 work indicated (include name / address / phone / type of work): vgTpROPERTY OWNER SIGNATURE DAGENT DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q Yes D No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? O Yes D No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? OYes ONo IF ANY OF THE ANSWERS ARE YES, / EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address OSHA: An OSHA permit is required for excavations over 5'0' deep EXPIRATION: Every permit issued by the Building Official under the 180 days from the date of such permit or if the building or work vSTAPPLICANT'S SIGNATURE over 3 stories in height. and become null and void if the building or work authorized by such permit is not commenced within or aj/ndoned at any time after the work is commenced for a period ofj 80 days (Secta 106.4.4 Uniform Building Code). J~) X^_ / DATE City of Carlsbad Bldg Inspection Request For: 10/25/2010 Permit* CB101540 Title: PETCO UNLEASHED- INSTALL STORE Description: SHELVING Inspector Assignment: Sub Type: COMM 2663 GATEWAY RD 103 Lot: Type:TI Job Address: Suite: Location: OWNER LNR CPI BRESSI RETAIL L L C Owner: Remarks: AM PLEASE Phone: 6517076557 Inspector: Total Time: CD Description 35 Fixtures Act Comments Requested By: ROSEY Entered By: JANEAN Comments/Notices/Holds Associated PCRs/CVs/SWPPPs Original PC# Inspection History Date Description Act Insp Comments PLANNING/ENGINEERING? APPROVALS PERMIT NUMBER CB ADDRESS RESIDENTIAL RESIDENTIAL ADDITION MINOR « $17,000.00) OTHER DATE TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING PLANNER ENGINEER DATE DATE oocs/Misforms/Piannlng Engineering Approvals PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB101540 DATE 8/19/10 ADDRESS 2663 GATEWAY RD RESIDENTIAL ADDITION- MINOR (<17,000.00) RETAINING WALL VILLAGE FAIRE POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING OTHER SHELVING PLANNER GINA RUIZ ENGINEER DATE 8/19/10 DATE H:\ADMIN\CO»mER/PUNNING/ENGfflEEWNG APPROVALS SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY UPFP# HV# . BP DATE Business Name Project Address •ti State Zip Code APN# Mailing Addres City State Zip Code Plan File* Project Contact The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. 5. Organic Peroxides 9. Water Reactives 6. Oxidizers 10. Cryogenics 7. Pyrophorics 11. Highly Toxic or Toxic Materials 8. Unstable Reactives 12. Radioactives 1. Explosive or Blasting Agents 2. Compressed Gases 3. Flammable/Combustible Liquids 4. Flammable Solids 13. Corrosives 14. Other Health Hazards 15. None of These. PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - HAZARDOUS MATERIALS DIVISIONS (HMD): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 1255 Imperial Avenue, 3'" floor, San Diego, CA92101. Call (619) 338-2222 prior to the issuance of a building permit. FEES ARE YES 1. D 2. D 3. D 4. D 5. D 6. D REQUIRED. Expected Date of Occupancy: / / NO/' 0 js-your business listed on the reverse side of this form? (check all that apply). HjWill your business dispose of Hazardous Substances or Medical Waste in any amount? [ZrWill your business store or handle Hazardous Substances in quantities equal to or greater than 55-gallons, 500 pounds, 200 cubic feet, or carcinogens/reproductive toxins in any quantity? B^Will your business use an existing or install an underground storage tank? B^WII your business store or handle Regulated Substances (CalARP)? E^vVill your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? D CalARP Exempt / Date Initials D CalARP Required / Date Initials D CalARP Complete / Date Initials PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT: If the answer to any of the questions below is yes, applicant must contact the Air Pollution Control District (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (858) 586-2600 prior to the issuance of a building or demolition permit. Note: if the answer to questions 3 or 4 is yes, applicant must also submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation, except demolition or renovation of residential structures of four units or less. Contact the APCD for more information. 1. YES D NO 2. D 3. 4. D D Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http://www.sdapcd.org/lnfo/facts/permits.pdf, and the list of typical equipment requiring an APCD permit on the reverse side of this from. Contact APCD if you have any questions). D (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? (Public and private schools may be found after search of the California School Directory at http://www.cde.ca.gov/re/sd/: or contact the ^.^appropriate school district). E''Wi1l there be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? \S Will there be demolition involving the removal of a load supporting structural member? Briefly describe business activities:Briefly describe proposed project:/) i I declare under,nenalty Qf perjury that to the best of my knowledge and beJieTth'efjnadejjsrein are ifOe and correct. Name of owner or Authorized Agent SignawreTJrowner or Authorized Agent Date FOR OFFICIAL USE ONLY:FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:. BY:DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED COUNTY-HMD APCD RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY COUNTY-HMD APCD RELEASED FOR OCCUPANCY COUNTY-HMD APCD HM-9171 (04/07)County of San Diego - DEH - Hazardous Materials Division EsGil Corporation e In Partnership with government for (RuMing Safety DATE: 8/31/2010 a APPLICANT JURISDICTION: City of Carlsbad jTPtANREVlEWER a FILE PLAN CHECK NO.: 10154O SET: I PROJECT ADDRESS: 2663 Gateway Road PROJECT NAME: Storage Racks and Shelving for Petco Unleashed 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax' Mail Telephone Fax In Person /<] REMARKS: 1. Fire Department approval is required.(gPCity to field verify that the path of travel from the handicapped parking space to the rack area and the bathrooms serving the rack area comply with all the current disabled access requirements. By: David Yao Enclosures: EsGil Corporation D GA D EJ D PC 8/23 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 , City, of Carlsbad 1O154O 8/31/2O1O [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 1O154O PREPARED BY: David Yao DATE: 8/31/2010 BUILDING ADDRESS: 2663 Gateway Road BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION racks & shelving Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 7000 cb Valuation Multiplier t 1.11 By Ordinance Reg. Mod. VALUE ($) 7,770 7,770 Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: I j Repetitive Fee Repeats Complete Review D Other [—i Hourly EsGil Fee Structural Only Hr. @ * $99.61 $64.75 $55.78 Comments: Sheet 1 of 1 macvalue.doc + Check a License - Contractors State License Board Page 1 of 1 Of Contractors LljgpiieBoaral Contractor's License Detail - License # 935453 Al\ DISCLAIMER: A license status check provides information taken from the CSLB license database. Before relying on this information, you should be aware of the following limitations. ••» CSLB complaint disclosure is restricted by law (B&P 7124.61 If this entity is subject to public complaint disclosure, a link for complaint disclosure will appear below. Click on the link or button to obtain complaint and/or legal action information. •* Per B&P7Q71.17 , only construction related civil judgments reported to the CSLB are disclosed. ••» Arbitrations are not listed unless the contractor fails to comply with the terms of the arbitration. •* Due to workload, there may be relevant information that has not yet been entered onto the Board's license database. License Number 935453 Extract Date: 8/19/2010 MERCHCO SERVICES INC Igfins .IDNES-MAI Tfinmnrrf Business Information JaititjrL Jtesue_Date_ Expire Date License Status Additional Status: SAN ANTONIO, TX 78247 Busijiess_Phone Number:(210}_581 -861C>_ Corporation _ _07/14/2009_ J7/31/20TL This license is current and active. All information below should be reviewed. Classifications: Bonding: Workers' Compensation: CLASS DESCRIPTION P?4 _ EB|EABB!CAIED..EQUIPMENT. CONTRACTOR'S BOND This license filed Contractor's Bond number 10147336 in the amount of $12,500 with the bonding company AMEEICM.CQMIRACIQRSJMDEMNJIY.CQMPANY, Effective Date^06/30/2q£9 __ _ ___ _____ _____ __ __ __ BOND OF QUALIFYING INDIVIDUAL 1. The Responsible Managing Officer (RMO) BECKCOM JOHN NEAL certified that he/she owns 10 percent or more of the voting stock/equity of the corporation. A bond of qualifying individual is not required. Effective Date: 07/14/2009 BQl'sBondjng...Hjst.Q.ry This license has no California employees. Any employees they have are covered by out of state insurance. Effective Date: 06/20/2009 Expire Date: None Conditions of Use | Privacy Policy Copyright © 2010 State of California https://www2.cslb.ca.gov/OnlineServices/CheckLicenseII/LicenseDetail.aspx?LicNum=9... 08/19/2010 Unleashed bv Petco #5108 Madix Wide Span and Gondola Shelving Location: 2663 Gateway Road Carlsbad, CA Prepared For: Petco Pet Food and Supplies San Diego, CA Prepared By: Peter S. Higgins And Associates Consulting Structural Engineers 30765 Pacific Coast Highway Malibu, CA 90265 Peter S. Higgins, S.E. Job Number 9162 February 28, 2010 This Document and the design it contains is copyright by Peter S. Higgins and Associates. It is provided as an instrument of service, and shall not be reproduced in any fashion/without the written permission of Peter S. Higgins and Associates. / / Notice to Building Departments If this calculation is submitted for building permit approval, it shall coi calculations as listed in the table of contents on the next page(s), and sha by all drawings listed hi Section 1 . All documents shall bear appropriate si in ink of a contrasting color with the same Job Number Reference. The d signed across this block. toil 1M als/ailct 1 N \ REPRODUCTIONS OF SIGNED COPIES ARE> / all sheets of accompanied/id siahatuiwitior/shafl be / / / / / /' VfcAflD PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 Job No. 9162 February 28, 2010 Sheet iii Table of Contents 1 Reference Data 1 1.1 Scope of Work and Codes 1 1.2 Scope of Review 1 1.3 Drawings 1 1.3.1 By Peter S. Higgins and Associates 1 1.3.2 By Others 1 1.4 Loads 2 1.4.1 Vertical (Dead plus Live) 2 1.4.1.1 Wide Span Shelving 2 1.4.1.2 Display Gondolas 2 1.4.1.3 Pass Thru Gondolas 2 1.4.2 Seismic 2 2 Stability and Anchorage per IBC 3 2.1 Basic Stability Considerations 3 2.2 Racks 3 2.3 Gondolas 3 3 Wide Span Shelving 4 3.1 Components and Geometry 4 3.2 Check Beams 4 3.2.1 Design Forces 4 3.2.2 Beam Properties 4 3.3 Check Posts (Dead plus Live Loads) 5 3.3.1 Load to Post 5 3.3.2 Second Order Effects 5 3.3.3 Post Properties (net section) 6 3.3.4 Post Demand, Capacity and Combined Stress Check 6 3.4 Longitudinal Seismic 6 3.4.1 Base Shear 6 3.4.2 Design Forces 8 3.4.3 Post - Combined Stresses 8 3.4.4 Beam Connections 8 3.4.4.1 Design Forces 8 3.4.4.2 Connection Capacity 9 3.5 Transverse Seismic 9 3.5.1 Base Shear 9 3.5.2 Design Forces 9 3.5.3 Stability 9 3.5.4 Anchorage 9 3.5.5 Brace 9 3.5.5.1 Design Force 9 3.5.5.2 Brace Capacity 10 3.6 Slab on Grade 10 4 Display Gondolas 11 4.1 Vertical Loads 11 4.2 Components and Geometry 11 4.3 Check Arms 11 4.4 Check Posts (Dead plus Live Loads) 11 4.4.1 Load to Post 11 4.4.2 Basic Section, Moment Capacity 12 ^Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. fflGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 Job No. 9162 February 28, 2010 Sheet iv 4.4.3 Axial Capacities 12 4.4.3.1 Major Axis 12 4.4.3.2 Minor Axis 12 4.4.4 Post - Combined Stresses 12 4.5 Base 13 4.6 Seismic 13 4.6.1 Base Shear 13 4.6.2 Transverse Forces and Post Design Checks 13 4.6.3 Stability 13 4.6.4 Longitudingal Seismic 14 4.6.4.1 Design Forces 14 5 Pass-Thru Gondolas 14 5.1 Components and Geometry 14 5.2 Check Arms 15 5.3 Check Posts (Dead plus Live Loads) 15 5.3.1 Load to Post 15 5.3.2 Post Properties and Bending Capacities 15 5.3.3 Axial Capacities 15 5.3.3.1 Major Axis 15 5.3.3.2 Minor Axis 16 5.3.4 Post - Combined Stresses 16 5.4 Base 16 5.5 Seismic 16 5.5.1 Base Shear 16 5.5.2 Transverse Forces 16 5.5.2.1 Stability 17 5.5.3 Longitudingal Seismic 17 5.5.3.1 Design Forces 17 5.5.3.2 Spreader and Connection 17 5.5.3.2.1 DesignForces 17 5.5.3.2.2 Post Combined Stresses 18 5.5.3.2.3 Bending in Spreader 18 5.5.3.2.4 Spreader Connection 18 ®Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 Job No. 9162 February 28, 2010 Sheet 1 1 Reference Data 1.1 Scope of Work and Codes This calculation reviews the installation of storage racks and gondola shelving for structural ade- quacy. The sealing of drawings is for the structural review of the these items only. Other informa- tion is not reviewed, nor approved. CBC/IBC ASCE/ANSI 7, RMI/ANSI MH16.1, AISI/ANSI S100, and FEMA 460 are used for design. 1.2 Scope of Review This calculation provides a complete review of the storage and display structures in the store. This level of detail may not be required by the City. IBC 105.2 exempts material less than 69" high from permit entirely. ASCE 7 15.15.5.3 provides for the design of storage racks per ANSI MH 16.1.(the latest edition removes previous specific requirements). This is the RMI standard which lacks provisions for racks less than 96" high, and exempts "small installations" up to 12' high (section 1.4.8). Accordingly, the building official may waive permit requirements for these fixtures entirely, and many do (indeed, this office has been engaged to do engineering less than half of the Petco Stores in the western United States in the past 15 years). However, the IBC is not entirely clear on the matter. Accordingly, many building departments have taken the position that units between 69" and 96" do require a permit, but a full engineering analysis is required only for units greater than 96" tall. If the City accepts this interpretation, then the reviewer need look no further than section 2 of the calculation. This simply reviews the units for stability and anchorage requirements. All units sat- isfy the IBC stability requirements by very wide margins (a unit+load would need to be at least 10' tall to violate this provision, which clearly is not possible). Accordingly, no anchorage at all is required. This office requires anchorage of all machine loaded racks and fixtures in excess of any IBC minimum requirement. Therefore, the storage racks are required to be anchored. The gondolas cannot be machine loaded (the aisles are far too narrow to permit the entry of lift vehicles, even if they wished to employ them in the gondola areas), and need not be anchored. Sections 3 onward constitute the full engineering review, and are included to cover units greater than 8 feet tall. Clearly, shorter units are OK by inspection if the City requires engineering for them as part of the permit process. 1.3 Drawings 1.3.1 By Peter S. Higgins and Associates PT-2, MX-1, MX-3 1.3.2 By Others Unleashed by Petco Sheet Fl Rev. - ®Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. fflGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 February 28, 2010 Job No. 9162 Sheet 2 1.4 Loads 1.4.1 Vertical (Dead plus Live) 1.4.1.1 Wide Span Shelving Loads per level = 1.5 kips per bay = 3.5 kips Design beams for 0% impact (hand loaded) 1.4.1.2 Display Gondolas Loads per level = 0.1 kips per side = 0.6 kips Design arms for 0% impact (hand loaded) 1.4.1.3 Pass Thru Gondolas Bulk products. Density < 10 Ibs/fP Design arms for max 200 Ibs. per side = 1.2 kips Design arms for 0% impact (hand loaded) 1.4.2 Seismic All stores are designed as if the site is 5 km from a class A fault. Stores in a lower zonation are clearly OK by inspection. ASCE 7 15.5.3 O Within the constraints 0.044SDSIe < Cs = Yielding: Given: SDS= (2/3)SMS SD1= (2/3)SMi SMS= FaSsSM1= FVS! R = 6 Moment Frame Frame R = 4 Braced Frame T = Structure Period (sec) W = Rack+(2/3)Contents per 1622.3.4.2 ^Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. fflGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 February 28, 2010 Job No. 9162 Sheet 3 For default soils: Fa= 1.0; Ss< 1.50 Fv= 1.5; Si< 0.80 Here, for IE= 1.5 (essential facility or open to the general public) Results in: 0.158,0.0661/<V 0.0661/<K moment braced T 0.237 T l/<0.258l/ l/<0.375l/ T may be determined by any rational method. 2 Stability and Anchorage per IBC 2.1 Basic Stability Considerations D For a rigid body H/2 I p EQ OTM < VH/2 < (0.375)W(2/3)H/2 = 0.125WH RM > WD/2 Incipient instability occurs when: OTM = RM or (0.125)WH = WD/2 Thus, if 0.125H < D/2orD/H > 0.25 or H/D > 4 Unit is stable. 2.2 Racks Minimum unit depth = 48" Maximum unit + load height = 132" (48" pallet) Maximum height to depth ratio = 132/48 = 2.8 « 4.0 OK 2.3 Gondolas Minimum unit depth = 24" (perimeter single faced units) Maximum unit + load height = 96" (24" package) Maximum height to depth ratio = 96/24 = 4.0 < 4.0 OK ^Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 February 28, 2010 Job No. 9162 Sheet 4 3 Wide Span Shelving 3.1 Components and Geometry W c a Y/////////////////////////////////////A W = max 96" a = max 42" b = max 42" c = max 42" Beam Type Standard 3.2 Check Beams 3.2.1 Design Forces 'D H Y////////////////////////////1 H = max 120" D = 30-36" ly= max 36" ld= max 46" Upright Type Standard M< = 12.6 inch kips 3.2.2 Beam Properties 1" 0.75"-« »-<—»- 0.50" t=16 ga J J>50" Standard Sx= 0.35 in3 Ix= 0.68 in* = 0.33 ins O.K. ^Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 February 28, 2010 Job No. 9162 Sheets 3.3 Check Posts (Dead plus Live Loads) 3.3.1 Load to Post (tt of levels)(I) 2 = 2.3 kips = 3.2 kips factored 3.3.2 Second Order Effects nP- TotalColumnDeflection Elastic Colunn -|- Def ornation RigidBodyRotation Primary Notional Moment (base fixity assumption verified below) IT Deflection Second Order Notional Moment rr3 M,.L-~-=--:" ' Define: Mprjmary H 2K To acceptable accuracy: f ' 20 "\ PH priory 1 + I S ' = H "^«ol.«.«l = pr 20 Z\ i-i comprised of the beam end stiffness in series with the connector stiffness yielding: i W i ^ theta ' With: earn J \ conn 6£7 from tests or published literature ®Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. fflGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 February 28, 2010 Job No. 9162 Sheet 6 3.3.3 Post Properties (net section) 1.70" oo $0.50" As=0.31 itf Sx= 0.20 irp rx= 0.75 in Sy= 0.14in3 ry= 0.66 in Capacity Lx LySRx SRy Fn phiPn phiMx phiMy Stability Kcorm Ibeam Lbeam Kbeam Ktheta s Demand n P H Mnot 42 in 36 in 56 55 41.6 ksi 11.0 kips 9.5 inch kips 6.7 inch kips 2000 in-kip/rad 0.68 inA4 96 in 1233 in-kip/rad 763 in-kip/rad 0.18 0.005 3.2 kips 42 in 0.4 in-kips Comb Stress 0.33 3.4 Longitudinal Seismic 3.4.1 Base Shear Determine Period - FEMA 460 Appendix A I =2n. ,2' pi 9\Nt N, .*»+*c., For a rack with a constant load per level and spacing between beams: N = number of levels ®Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. fflGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 Job No. 9162 February 28, 2010 Sheet 7 Wpi=W h = spacing between beams If the height of the pallet is conservatively ignored, then: hpi = ih and recalling that: N i £i2 = -(AO(W+l)(2W+l) i-l ° Simplifies the basic equation to the following expression: kbkc Conservatively ignoring the more lightly loaded end uprights, for a long row of rack: NC=2N Nb = l k = kb/2 = kc (i.e. the interior posts dominate the response in a long row) Which allows a further simplification to: T,=2n , _ , ,, (>« ceIZgkA N{ -—— + -— ^ C k+k k + k ®Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 February 28, 2010 Job No. 9162 Sheets Variable Wpi a hpi N g Nc kc kbe Nb kb kce E Ib Ic Lb Yielding T = Value 1.50 42 3 386 6 2000 1233 1 4000 722 29000 0.68 0.17 96 1.1 Units kips in in in/sec A2 in-k/rad in-k/rad in-k/rad in-k/rad ksi in*4 in*4 in sec Description Weight per level per bay Spacing between levels Height of level i above floor number of levels acceleration due to gravity number of connections rotational stiffness of connector rotational stiffness of beam end number of base plates rotational stiffness of base plate . rotational stiffness of column Youngs modulus Moment of intertia of beam Moment of intertia of column Length of beam (bay width) Thus: V < 0.125W 3.4.2 Design Forces P < 2.3k; V < 0.19k Va/2 < M < Va-(0.8)P + MM/1.4 (fixity due to width of base plate) = 6.4 + 0.3 = 6.7 inch kips 3.4.3 Post - Combined Stresses P_ M_ ~P~a + ~M~a = 0.88 < 1.00 O.K. 3.4.4 Beam Connections 3.4.4.1 Design Forces Mconn< 6.4(1 +2/3)72 = 5.3"k (notional column demands not carried to connectors) eCopyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 February 28, 2010 Job No. 9162 Sheet 9 3.4.4.2 Connection Capacity 2" typ 3.5 Transverse Seismic 3.5.1 Base Shear Use Code Default Values V = 0.38W = 1.16k 3.5.2 Design Forces Standard Connection Connections tested in accordance with ANSI MH16.1. Ultimate capacity = 12.0 inch kips. <j)Mu = 7.8 inch kips. O.K. h' t ^EQ D h' = 84 inches Peq= 1.7 kips Note: Bracing shown is schematic - see this section, subsec- tion .2 for actual geometry. 3.5.3 Stability Peq< PD+L - Stable-No Uplift. Anchors provide added Factor of Safety. 3.5.4 Anchorage Use min. 1/4" diam. approved anchors. Minimum embedment 1.5" into slab. 3.5.5 Brace Diagonal Brace governs by inspection 3.5.5.1 Design Force Pbr< Llk O.K. eCopyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. fflGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 February 28, 2010 Job No. 9162 Sheet 10 3.5.5.2 Brace Capacity t=18 ga .38- 0,75'LlCD L (in) 46 u r 103 Fn (ksi) Anet= 0.15 in2 rmin= 0.29 in Q = 1.00(Fy= 36 ksi) K = 0.65 (fixed at each end on minor axis) <(>Pn(k) 23.1 2.95 OK 3.6 Slab on Grade Treat slab as equivalent unreinforced square footing. Conservatively use LF = 1.6. Lc t t t Qq t t t " B" Where: P = 2.3 kips b = 4 in. (average) t = 4 in. f c = 2,000 psi Qa= 1.0 ksf = 18.0 in = ±(B-b-t * 12V 2 , (12)(f2) ^ = —T— = 32 in3/ft Mc = 0.42 feet M,- = 0.033 ksi = 1.04 in kip/ft = 0.085 ksi O.K. ^Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. fflGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 February 28, 2010 Job No. 9162 Sheet 11 4 Display Gondolas 4.1 Vertical Loads General Hand Stack Merchandise. Density < 5 lbs/ft3 Design arms for max 100 Ibs. 4.2 Components and Geometry D W t H 4.3 Check Anns M<V\S <~ = 0.04 = 1.3 inch kips Min. 21 x 11 ga arm IS =_ 0.16 in^ Ample 4.4 Check Posts (Dead plus Live Loads) 4.4.1 Load to Post One Side Loaded = 0.84 kips **% = 8.4 inch kips Both Sides Loaded = 1.7 kips M = 0 inch kips ^Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 February 28, 2010 Job No. 9162 Sheet 12 4.4.2 Basic Section. Moment Capacity 1.35"As = Sx = p 1 1 k rx =Sy = b ry~un CN 0.69 in2 0.67 in3 1. 0 0. 11 in 32in3 56 in min. 0.16" 4.4.3 Axial Capacities 4.4.3.1 Major Axis Use Roark, 7th edition, table 15.1, case 3a. n2EI For: P/pa = 0 a/1 < 1.0 E = 29000 ksi I > 0.85 in4 (core section) 1 = 120 in K = 0.795 Second order effects negligible by inspection. 4.4.3.2 Minor Axis L/ry= 0 (shear panel) Fn= 40 ksi <j>Pay= 27.6 kips (does not govern) Second order effects negligible by inspection. 4.4.4 Post - Combined Stresses AMxn^ 24.1 inch kips <pMyn= 11.5 inch kips Substitution yields: pa' = 13.5 kips This is the Euler load (or Pe). Fe= 13.5/0.69 = 19.6 ksi Fy/Fe = 2.04 Fn= 8.4 ksi <j>Pra= 4.9 kips P_ Tr, M M~r, = 0.47 < 1.00 O.K. ®Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. fflGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 February 28, 2010 Job No. 9162 Sheet 13 4.5 Base C\J CJ> .35" Base Shoe t = 14ga Sx= 0.68 i 4.6 Seismic 4.6.1 Base Shear V < 0.26W = 0.0.15 kips per side 4.6.2 Transverse Forces and Post Design Checks One Side Loaded P < 0.6 kips V < 0.10 kips M < MD+L + VH/2 = 11.4 inch kips P_ M_ = 0.60 < 1.00 O.K. Both Sides Loaded P < 1.2 kips V < 0.20 kips M < VH/2 = 12.0 inch kips P_ M Pa Ma = 0.74 < 1.00 O.K. 4.6.3 Stability One Side Loaded Governs By Inspection D V H ®Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. fflGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 February 28, 2010 Job No. 9162 Sheet 14 OTM < (VH/2) = 6.0 inch kips RM > (PD/2) = 5.4 inch kips Net OTM < 0.6 inch kips Uplift < 0.6/22 = 0.03 kips Use min. 1/4" diam. approved anchors. Minimum embedment 1.5" into slab. 4.6.4 Longitudingal Seismic Forces resisted by shear panels 4.6.4.1 Design Forces V < 0.26W = 0.10 kips per side Shear per foot of panel < V/2W = 0.01 kips per foot 1/4" Fiberboard Tested per ASTM E72 to 0.2 klf OK 5 Pass-Thru Gondolas 5.1 Components and Geometry Max 48' O.K. J7 '-7 •'. 7 ' -V • '. '7 ' -7 • '. 7 ' -7 • '. 7 ' -7 • '. V ' -7 FRONT D = max 18 in W = max 96 in H = max 120 in SIDE ®Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. fflGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 February 28, 2010 Job No. 9162 Sheet 15 5.2 Check Arms 5mjn < — =0.07 ins = 2.5 inch kips Min. r x 11 ga arm {S =. 0.16 M) Ample 5.3 Check Posts (Dead plus Live Loads) 5.3.1 Load to Post One Side Loaded = 1.7 kips M<PD = 20.2 inch kips 5.3.2 Post Properties and Bending Capacities Posts are welded together face to face. Conservatively ignore shear transfer between faces, for all forces except major axis slenderness. 1.35" min. 0.16' o Csi 1.38As= Sx= 1.33 in3 rx= 1.66 in Sy= 0.64 in3 ry= 0.56 in <|>Mm= 47.9 inch kips <j>Myn= 23.0 inch kips 5.3.3 Axial Capacities 5.3.3.1 Major Axis Use Roark, 7th edition, table 15.1, case 3a. n2EI Substitution yields: pa' = 60.4 kips ®Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. fflGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 February 28, 2010 Job No. 9162 Sheet 16 For: P/pa = 0 a/1 < 1.0 E = 29000 ksi I > 3.80 hi4 (core section) 1 = 120 in K = 0.795 Second order effects negligible by inspection. 5.3.3.2 Minor Axis ly/ry= 54 (shear panel) Fn= 33.8 ksi <j)Pny= 42.0 kips (does not govern) Second order effects negligible by inspection. 5.3.4 Post - Combined Stresses This is the Euler load (or Pe). Fe= 60.4/1.38 = 43.7 ksi Fy/Fe = 0.91 Fn= 26.8 ksi (|)Pnx= 33.3 kips 5.4 Base M = 0.49 < 1.00 O.K. CN C7> .35" Base Shoe t = 14ga Sx= 0.68 i M«= 24.5^5 5.5 Seismic 5.5.1 Base Shear V < 0.26W = 0.21 kips per side 5.5.2 Transverse Forces One Side Loaded P < 1.2 kips V < 0.21 kips M < Md+i + VH/2 ®Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. fflGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 February 28, 2010 Job No. 9162 Sheet 17 = 23.4 inch kips P_ M_ ?a + Ma = 0.53 < 1.00 O.K. 5.5.2.1 Stability D V H/2 H OTM < (VH/2) = 12.6 inch kips RM > (PD/2) = 10.8 inch kips Uplift < (OTM-RMV12 = 0.2 kips Stable - No Uplift Anchors provide added F.S. Use min. 1/4" diam. approved anchors. Minimum embedment 1.5" into slab. 5.5.3 Longitudingal Seismic 5.5.3.1 Design Forces V < 0.26W = 0.21 kips 5.5.3.2 Spreader and Connection 5.5.3.2.1 Design Forces Moments on minor axis of post O.K. ^Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. fflGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Unleashed by Petco #5108 February 28, 2010 Job No. 9162 Sheet 18 w I H/2i i/ z. i \fss ^^1 r 1 1. 1 ' K / 33" / ///////////A M APPLIED LOADS /I DESIGN FORCES V < 0.21 kips/post M! < 36V = 7.9 inch kips M2< (V)(H-36)2/2H = 6.4 inch kips 5.5.3.2.2 Post Combined Stresses P M = 0.38 < 1.00 O.K. 5.5.3.2.3 Bending in Spreader M < (Mi+M2)/2 = 14.3 inch kips (one spreader on each side of post) 1.00" Spreader t = 12 ga Sx= 0.48 i 0.50" 5.5.3.2.4 Spreader Connection T T o T = 3.2 kips Ma= (3.2)(4.5) = 14.3-nk O.K. (Base shelf conservatively considered into total unit shear) ®Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. 0 *D t a J ft C 9 *r $ fc 2, .-*•40 26LEASHED-GATEWAY RDSTALL STORE9 JJ d X> o ^I ^ D C Q