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HomeMy WebLinkAbout2561 EL CAMINO REAL; ; CB031312; PermitCity of Carlsbad �.` Y .L� J 1635 Faraday Av Carlsbad, CA 92008 06-25-2003 Commercial/Industrial Permit Permit No: CB031312 Building Inspection Request Line (760) 602-2725 Job Address: 2561 .EL CAMINO REAL CBAD Permit Type: TI Sub Type: COMM Parcel No: 1563010900 Lot #: 0 Valuation: $20,000.00 Construction Type: NEW Occupancy Group: Reference #: Project Title: SEARS -SHOE STOCK ROOM RACKING 2276 SF- SHOE RACKS Applicant: ICE BUILDERS 421 CERRITOS ANAHIEM 92805 714 491-1317 Status: ISSUED Applied: 05/05/2003 Entered By: CB Plan Approved: 06/25/2003 Issued: 06/25/2003 Inspect Area: Plan Check#: Owner: PLAZA CAMINO REAL C/O SEARS ROEBUCK & CO 3333 BEVERLY RD HOFFMAN ESTATES IL 60179 Building Permit $176:69. Meter Size Add1 Building Permit Fee $0.00 Add'I Recl. Water Con. Fee $0.00 Plan Check $114.85 Meter Fee $0.00 Add'I Plan Check Fee $0:00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $4.20 PFF $0.00 Park Fee $0.00 PFF (CFD Fund), $0.00 LFM Fee $0.00 License Tax $0.00 Bridge Fee $0.00 License Tax (CFD Fund) $0.00 BTD #2 Fee $0.00 Traffic Impact Fee $0.00 BTD #3 Fee $0!00 Traffic Impact (CFD Fund) $0.00 Renewal Fee $0:00 PLUMBING TOTAL $0.00 Add'I Renewal Fee $0.00 ELECTRICAL TOTAL $0.00 Other Building Fee $0.00 MECHANICAL TOTAL $0.00 Pot. Water Con.. Fee $0.60 Master Drainage Fee $0.00 Meter Size Sewer Fee- $0.00 Add'I Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees $0.00 TOTAL PERMIT FEES $295.74 Total Fees: $205.74 Total Payments To Date: $114.85 Balance Due: $180.89 8188 06/25/03 0002 01 02CGP 18/► 89 FINAL APPROVAL Inspector: -1• Date: - Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of -fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions f which you have r v I n given a NOTICE imil this, r as to which the statute of limitations has previouslyotherwise x it PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 6 #) Business Name (it this FOR OFFICE USE ONLY PLAN CHECK 1\10e5k�i31­351 EST. VAL. �)-O Plan Ck. Deposit Validated By 11F--2 Date CA 11V001% 4.WR- 05ZOnZ03 OD02 01 OP Legal Description Lot No. Subdivision Name/Number Unit No. Phase Not.. E,01FTotal # of u PL4-85 Assessor's Parcel # Exilting Use Proposed Use k:k�As*lnle :SreV% ZZ 7Cv Su Ft Sko-60( 12*0%L4 Description of Work SO. FT. #6f Stories # of Bedrooms # of Bathrooms 1-AP 1 AMA.P419110t Name Address City State/Zip Telephone # Fax # -AP—PL!P4N!D­0 <w.�tur-4qtor"MAgent,for Cdntractor;, Name Address City State/Zip Telephone # J R­TY` 0 Name Address City State/Zip Telephone # ­,Z (See. 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 the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and -the basis for the alleged exemption. Any violation 9f action 7031.5 by any applicant for a permit & subjects t-1. app icam; o �h a civil penalty of not more than five hun d dollars [$500]). 9.; _E 5.t %& TUC — Name Address City State/Zip Telephone # State License # 7 ?se*if License Class &SALProvi City Business License # Designer Name Address City State/Zip Telephone State License # Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following- declarations: 0 1 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 permit is issued. 0' 1 have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) 0 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-becomb subject to the Workers' Compensation Laws of California. WARNING: Failure to sec a workers' compensation coverage is unlawful, and shall subject an -employer to criminal penalties and civil fines up to one hundred thousand dollars I addition to the Cost of compensation, damages as provided for in Section 3706 of the Labor _g0e, interest and attorney's fees. SIGNATURE DATE DECLARATM- ------ I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 1, 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 (See. 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). 0 1, 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 contractor(s) licensed pursuant to the Contractor's License Law). 0 1 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. 0 YES ONO 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 number / 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 number / 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 number type of -work): PROPERTY OWNER SIGNATURE DATE iuiwiisi, 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 25506, 25533 or 25534 of the Presley -Tanner HbzardoUs Substance Account Act? 0 YES E] NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? [-] YES [_] NO Is the -facility to be constructed within 1,000 feet of the outer boundary of a school site? 171 YES 0 NO 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. 7 =-- I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS -7— J I certify that] have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA Permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such,permit is not comm pncgd, within 180 days from -the date of such permit or the building or work authorized by such -permit is suspended or abandoned at any time after the work is com d a period of 180 days - Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance •r s City of Carlsbad Bldg Inspection Request For: 06/26/2003 Permit# CB03131-2 Title: SEARS -SHOE STOCK ROOM RACKING Description: 2276 SF- SHOE RACKS Type: TI" Sub Type: COMM Job Address: 2561 EL CAMINO REAL Suite: Lot 0 Location: APPLICANT ICE BUILDERS Owner: PLAZA CAMINO REAL Remarks: Total Time: CD Description, Act Comment Comment 14 Frame/Steel/Bolting/Welding Inspector Assignment: Phone: 7604340941 Inspector: Requested By: DAN Entered By: ROBIN Associated PCBs/CVs CV020351 CLOSED EXPIRED BLDG PERMIT; CV020646 CLOSED BANNERS/PENNANTS; 7 BANNERS/PENNANTS ON NO&SO SIDE OF BLDG PCR02136 ISSUED SEARS -REV FOOTING DETAIL; Inspection History, Date Description • Act insp Comments EsGil Corporation In (Partnership with government for BuiCding Safety DATE: 5/30/03 ❑ aRR1,1CANT ❑ JURI JURISDICTION: City of Carlsbad ❑ PLAN REVIEWER ❑ FILE PLAN CHECK NO.: 03-1312 SET: II PROJECT ADDRESS: 2561 El Camino Real PROJECT NAME: Shoe Storage Shelving for Sears #1678 ❑ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building 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 aresubmitted 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 Telephon In Person ® REMARKS: 1. Ity to filed verify that the path of travel from the handicapped parking space to the shelving area and the bathrooms serving the shelving area comply with all the current disabled access requirements. 2. Fire Department approval -is required. . Please slip revised sheet SE-1 and SE-2 of the rack plan into city set.(at building departme t) By: David Yao Enclosures: Esgil Corporation ❑ GA ❑ MB '❑ EJ ❑ PC 5/21 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 l` EsGfl Corporation In Partnership with Government for Buirding Safety DATE: 5/ 19/03 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 03-1312 PROJECT ADDRESS: 2561 El Camino Real SET: I ❑ AFP--CANT �!] JURIS.. ❑ REVIEWER ❑ FILE PROJECT NAME: Shoe Storage Racks for Sears #1678 ❑ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building 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: Steve Henderson 421 East Cerritos Ave. Anaheim, CA 92008 ❑ Esgil Corporation staff did not advise the applicant that the plan check has been completed. Z Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Steve Henderson Cv. MTelephone #: (303)741-3737 Date contacted:,1.:�-o f o3 (by: t-r-- ) Mail —Telephone--- Fax. In Person ❑ REMARKS: By: David 'Yao Esgil Corporation ❑ GA ❑ MB ❑, EJ ❑ PC 5/9 Enclosures: Fax #: tmsmtl.dot 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax '(858) 560-1576 City of Carlsbad 03-1312 5/19/03 GENERAL PLAN- CORRECTION LIST JURISDICTION: City of Carlsbad PROJECT ADDRESS: 2561 El Camino Real DATE PLAN RECEIVED BY ESGIL CORPORATION: 5/9 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 03-1312 DATE REVIEW COMPLETED: 5/19/03 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical. Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws .and ordinances enforced by the Planning Department, Engineering Department or other. departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance With the cited codes and regulations. Per Sec. 106.4.3, f997 Uniform Building Code, the approval of -the plans does not permit the violation of any state, county or city law. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all -corrected sets of -plans and calculations/reports directly to the City of Carlsbad Building -Department, 1635 .Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all -remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire'Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire .Departments until review.by EsGil Corporation is complete. • To facilitate rechecking, ,please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are -not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? 0 Yes 0 No- x City of Carlsbad 03-1312 5/19/03 1. Provide a rack layout plan showing the location of .all racks.(morgan marshal shelving, gondolas/hypermaxi, pallet racks) 2. Only the storage racks are included in this plan review 3. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1997 UBC. 4. The tenant space and new and/or existing facilities serving the remodeled area must be accessible to and. functional for the physically disabled. Show a path of travel from the handicapped parking space to the shelving area and the bathrooms serving the shelving area comply with all the current disabled access'requirements. Title 24, Part 2. 5. Obtain Fire Department approval for groups F, M and S occupancy storage per UBC Sections 306.8, 309.8 and 311.8. 6. Indicate the clearance from the new racks to the existing building walls and building columns. 7. The calculation and sheet SE-2 of the plan include the pallet rack. No beam, column, brace and connection details were provided. Please clarify.(pallet rack is not part of this permit application) 8: Sheet MX-2 of the plan shows the post for the hyper.mixi .is 1.75"x1.75". Sheet 9 of the, calculation shows the post is 1.7"x1.78". Please check. 9. Note on the plans that the rack design Loads will. be posted per Section 2222.5. 10. Recheck all connections (pallet rack)as follows: (if applicable) The rivet bearing capacity is only dtFu = 0.406(0.0747)65 = 2 kips. .Provide calculations for all beam to.bracket weld capacities per.Section 2330 (allowable - weld stress is the member thickness times 26 ksi times 1.33, or the weld stress, whichever is lower). Check the bracket maximum weak axis -moment. 11. Recheck the base plate anchors as follows: Check the transverse seismic for overturning with only the top shelf loaded with the force acting through the center of gravity of the top load per Section 2228.7.1 '12. Provide calculations -for the column weak axis bending plus axial for transverse seismic loading (pallet rack). The axial load is the maximum compression load at the base from vertical plus seismic overturning. The column moment will probably be maximum for the lateral load from the base plate. to the first diagonal brace (not only to the first horizontal member). 13. The shelving and -racks were at upper floor. Please check the floor framing can support the concentrate loaf form the shelving and rack. Y City of Carlsbad 03-1312 5/19/03 1' 14: The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. City of Carlsbad 03-1312 5/19/03 VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 03-1312 PREPARED BY: David Vao DATE: 5/ 19/03 BUILDING ADDRESS: 2561 El Camino Real BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) storage racks per city 20,000 Air Conditioning Fire Sprinklers TOTAL VALUE 24,000 Jurisdiction Code `cb lBy Ordinance $176.69 Bldg. Permit Fee by Ordinance Plan -Check Feeby Ordinance$1 14.8$ Type of Review: 0 Complete Review ❑ Structural Only ❑ Repetitive Fee ❑ Other IRepeats ❑ Hourly Hour .Esgil Plan Review Fee $98.95 Comments: Sheet 1 of 1 macvalue.doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB 1 Imo. DATE 5-fa- d3 ADDRESS "IS 4P.1 % Car+ I " JQe d.L RESIDENTIAL RESIDENTIAL ADDITION MINOR (< $10100D.OQ) OTHER PLANNER i�Jlill.d ( Q�GVL. IMPROVEMENT CAMINO REAL i jor VILLAGWFAIRE COMPLETE OFFICE BUILDING DATES 03 ENGINEER. DATE GocrimisfornwManning Engineering Approvals Car�M-d Fire Department 031312 1635 Faraday Ave: Fire Prevention Carlsbad, CA 92008 (760) 602-4660 Plan Review Requirements Category: Building Plan Date of Report: 05/20/2003 Reviewed by: (9 Name: Steve Henderson Address: 421 E. Cerritos Ave. City, State: Anaheim CA Plan Checker: Job #: 031312 Job Name: -Sears Bldg #: CB031312 Job Address: 2561 El Camino Real Ste. or Bldg. No. ❑ Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. ❑ Approved The item you have submitted for review has been approved subject to the Subject- to attached conditions., The. approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary.plans and / or specifications required to indicate compliance with applicable codes and standards. ® 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 to this office for review and approval. Review 1st 2nd 3rd Other Agency ID FD Job # 031312 FD File # Requfr0m,ents Category: Building Plan Requirement: - Pending 05.32 Additional Requirements or Comments Provide information on the design criteria for the sprinkler system protecting the stockroom. Page 1 05/20/03 Sears #1678 Madix Rack, Bulk Shelving and HYpermaxi Gondolas Location: Shoe Stockroom 2165 El Camino Real Carlsbad, CA Prepared For: Sears Tustin, CA Prepared By: Peter S. Higgins And Associates Consulting Structural Engineers 30765 Pacific Coast Highway Malibu, CA 90265 (310) 589-1781 Peter S. Higgins, S.E. Job Number 6104 May 2, 22003 This Document and the design it contains is copyright by Peter S. Higgins a d Assoc' tes. is provided as an instrument of service, and shall not be reproduced in an fashion ith t R4FESSIi the written permission of Peter S. Higgins and Associates. �Qt`0 S hf/A '`t Ot Notice to Building Departments 2642 cN met 4 If this calculation is submitted for building permit approval, it shall ontain all sh o tc R S �o calculations as listed in the table of contents on the next page(s), and hall be acc m me 3-31- ; by all drawings listed in Section 1. All documents shall bear appropria seals and ig tur s * :% in ink of a contrasting color with the same Job Number Reference. he calculatio all asTQ(/CTUQ` �P signed across this block. �rFOFCAL1fQ PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Sears #1678' May 2, 2003 Table of Contents Job No. 6104 Sheet iii 1 Reference Data.............................................................................................. 1 1.1 Documents............................................................................................ 1 1.1.1 Drawings....................:................................................................. 1 1.1.1.1 By Peter S. Higgins and Associates .............................................. 1 1.1.1.2 By Others............................................................................... 1 1.2 Loads.................................................................................................. 1 1.2.1 Vertical (Dead plus Live)................................................................... 1 1.2.2 Seismic......................................................................................... 1 1.2.2.1 General (UBC 2222).................................................................. 1 1.2.2.2 Short Formulation.................................................................... 2 2 Morgan Marshall Shelving. ............. :.................................................................. 2 2.1 Vertical Loads....................................................................................... 2 2.2 Components and Geometry............:........................................................... 3 2.3 Check Shelf Beams................................................................................. 2.4 Check Posts (Dead plus Live Loads)............................................................ 4 2.4.1 Load to Post (@ critical section).......................................................... 4 2.4.2 Post Properties and Capacities (net section) ............................................ 4 2.5 Seismic................................................................................................ 4 2.5.1 Transverse..................................................................................... 4 2.5.1.1 Base Shear...:......................................................................... 4 2.5.1.2 Design Forces......................................................................... 4 2.5.1.3 Post - Combined Stresses........................................................... 4 2.5.1.4 Spreader Connections................................................................ 5 2.5.1.4.1 Design Forces................................................................. 5 2.5.1.4.2 Connection Capacity.......................................................... 5 2.5.2 Longitudinal................................................................................... 5 2.5.2.1 Check Braces.......................................................................... 5 2.5.2.2 Check Shear Panels...............:.................................................. 5 2.5.3 Stability........................................................................................ 5 2.5.3.1 Base Shear............................................................................. 6 2.5.3.2 Design Forces.......................................................................... 6 3 Gondolas and Hypermaxi................................................................................. 6 3.1 Vertical Loads....................................................................................... 6 3.1.1 Arms........................................................................................... 6 11.2 Hyper Maxi Shelves.......................................................................... 6 3.2 Components and Geometry........................................................................ 7 3.3 Check Arms.............................................................................................. 7 3.3.1 Design Forces................................................................................ 7 3.4 Check Hyper Maxi Beams.......................................................................... 7 3.4.1 Design Forces ........... :.................................................................... 3.4.2 Beam Properties.............................................................................. 8 3.5 Check Posts (Dead plus Live Loads)............................................................ 8 3.5.1 Gondola Upright............................................................................. 8 3.5.1.1 Load to Post........................................................................... 8 3.5.1.2 Post Properties.......................................................................... 8 3.5.1.3 Post - Combined Stresses........................................................... 3.5.1.4 Base ........ .... .........,................. :................ .............................. 9 3.5.2 Hyper Maxi................................................................................... 9 3.5.2.1 Load to Post........................................................................... 9 3.5.2.2 Post Properties (net section)............:............................................ 9 ©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: Sears #1678 Job No. 6104 May 2, 2003 Sheet iv 3.6 Seismic ........................................................................................... 9 3.6.1 Base Shear..................................................................................... 9 3.6.2 Transverse Forces........................................................................... 9 3.6.2.1 Stability......................................................................... 10 3.6.3 Longitudingal Seismic...................................................................... 10 3.6.3.1 Design Forces......................................................................... 10 PalletRacks................................................................................................... 10 4.1 Vertical Loads .......................... :............................................................ 11 4.1.1 Up to 36" Deep.............................................................................. 11 4.1.2 36" and Deeper............................................................................... 11 4.1.3 Impact Loads of Machine Loaded (Pallet/Selective) Racks .......................... 11 4.2 Components and Geometry........................................................................ 12 4.3 Check Beams......................................................................................... 12 4.3.1 Design Forces................................................................................ 12 4.3.2 Beam Properties.............................................................................. 12 4.4 Check Posts (Dead plus Live Loads)............................................................. 13 4.4.1 Load to Post................................................................................... 13 4.4.2 Post Properties (net section)............................................................... 13 4.5 Longitudinal Seismic............................................................................... 13 4.5.1 Base Shear..................................................................................... 13 4.5.2 Design Forces................................................................................ 14 4.5.2.1 Base Shear and Computer Scale factor ........................................... 14 4.5.2.2 Post Design Forces................................................................... 14 4.5.2.2.1 First Order..................................................................... 14 4.5.2.2.2 Second Order.................................................................. 14 4.5.2.2.3 Total............................................................................. 14 4.5.3 Post - Combined Stresses.................................................................. 15 4.5.4 Beam Connections........................................................................... 15 4.5.4.1 Design Forces ...................................................................... 15 4.5.4.2 Connection Capacity.................................................................. 15 4.6 Transverse Seismic................................................................................. 15 4.6.1 Base Shear....................................................................................... 15, 4.6.1.1 Machine Loaded....................................................................... 15 4.6.1.2 Hand Stacked.......................................................................... 15 4.6.2 Stability...................,...................................................................... 15 4.6.2.1 Machine Loaded...................................................................... 15 4.6.2.2 Hand Stack............................................................................. 16 4.6.2.3 Anchorage............................................................................. 16 4.6.3 Brace........................................................................................... 16 4.6.3.1 Design Force.......................................................................... 16 4.6.3.2 Brace Capacity........................................................................ 16 Dynamic Effect of Building on Upper Level Systems ............................................... 17 5.1 General Considerations............................................................................ 17 5.2 Dynamic Amplification Factor ................................. 17 5.3 Stockroom Shelving................................................................................. 17 5.3.1 Transverse Seismic.......................................................................... 17 5.3.2 Longitudinal Seismic........................................................................ 18 5.4 Gondolas.............................................................................................. 18 5.4.1 Transverse Seismic.......................................................................... 18 5.4.2 Longitudinal Seismic........................................................................ 18 5.5 Racks.................................................................................................. 18 OCopyright 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: Sears #1678 ' May 2, 2003 1 Reference Data Job No. 6104 Sheet 1 This calculation reviews the installation of storage racks for structural adequacy. The sealing of draw- ings is for the structural review of the storage racks only. Other information is not reviewed, nor approved. Except as noted, the overall fixture general arrangement is not approved, and will be signed by the project architect for all aspects except structural adequacy of the units. Higgins drawing SE-1 delin- eates the general arrangement of the shoe stock shelving, as well as the units. It was prepared because the shelving arrangement was not shown on the architectural drawings: This is the only area where this office has approved the general arrangement of the units as well as their strutural adequacy. 1.1 Documents 1.1.1 Drawings 1.1.1.1 By Peter S. Higgins and Associates SE-1, 2; MM-1; MX-1, 2 1.1.1.2 By Others Sears Fixture/Merchandise Plan (reference only, not approved) 1.1 Loads 1.2.1 Vertical (Dead plus Livel See individual units 1.2.2 Seismic 1.2.2.1 General MC 22221 0.8ZN,I C'I 2.5CaI O.1ICQIW<_ R. W<_V=R,I,W<_ R W Where: For default soils: For working stress designs: Ca=0.44Na R=(1.4)(5.6)=7.84 Rigid Frame Cv=0.64Nv (1.4)(4.4)=6.16 Braced Frame I=1.00 1.0<Na= < 1.5 T=Structure Period (sec) 1.0 < Nv = < 2.0 W =Rack+Contents per 2228.5.1 Substitution yields: 0.048N,,W<_0.041N,,W:�Vrigid 0.082Nv— 7' W<_0.140NQW 0.048N,,W<_0.052N,W<Vbraoed— 0.104Nv Z W<_0.171N,,W For first order analyses, the following base shears are valid for Zone 4 sites not exceeding Na=1.3, Nv=1.6. This corresponds to < 2 km from a Class B or C fault, and > 5 km from a Class A fault. Clearly, zonations less than this are OK by inspection. ©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 j Project: Sears #1678 Job No. 6104 May 2, 2003 Sheet 2 Substitution yields: 31 0.065 W <_ V rigid = 0.11 W <_ 0.182 W 0.083W <_ V braced _ 0.166 W <_ 0.232W T may be determined by any rational method. 1.2.2.2 Short Formulation If racks are interconnected such that 4 posts in each direction resist lateral load, then using code maximum loads, and W =rack rated capacity: This calculation is valid for Zone 4 sites not exceeding Na=1.3, Nv =1.6. This corre- sponds to < 2 km from a Class B or C fault, and > 5 km from a Class A fault. Clearly, zonations less than this are OK by inspection. V rigid < 0.182W = 0.182 (DL + LL /2) - 0.095 W V braced < 0.232 W = 0.232(DL + LL/2) � 0.12 W (since DL < < LL) This condition is usually satisfied by interconnecting back to back rows of rack, or by tieing single rows across the aisles. 2 Morgan Marshall Shelving 2.1 Vertical Loads General Hand Stack Merchandise. Density < 5 IWO Design shelves for max 1201bs. OCopyright 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: Sears #1678' Job No. 6104 May 2, 2003 Sheet 3 2.2 Components and Geometry Braced type governs by inspection (shear panel is much stronger) W D W=max 48" H=max 168" a=6" D =max 18" b=12" j=12" hb=48" k=36" 1=48" m=48" Note: The bracing shown is schematic. See drawings for actual number and arrangement of braces used. The dimensions shown are for the critical sections only. 2.3 Check Shelf Beams Design shelves for 120 lbs (very- conservative) 1.2511 0.75" � C I'snetfW M (8)(2) =0.36 inch kips Smin < 0.018 in3 t=16 ga Sx=0.048 in3 Ma=9.00 in kips t=13 ga Sx=0.022 in3 Ma=0.53 in kips M 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: Sears #1678 Job No. 6104 May 2, 2003 Sheet 4 2.4 Check Posts (Dead plus Live Loads) 2.4.1 Load to Post (Q critical section) Shelving yW DHtrtb Pshelf — 2 =0.21 kips per post 2.4.2 Post Properties and .Capacities (net section) t=16 Ga As =0.14 in2 Axial Capacitx .JD" Sx=0.033 in3 rx=0.31 in KLx Pa Sy-0.036 in3 (in) (kips) lz--71 ry=0.53 in Mxa=0.79"k 0.7 j r' My=0.86 k 48 0.87 P ( ) (kips) 36 2.33 2.5 Seismic 2.5.1 Transverse 2.5.1.1 Base Shear Use Code Default Values for CS V=0.172W=0.05k 2.5.1.2 Design Forces P < 0.29k V < 0.036k My < Vk/2=(0.036)(36)/2 =0.65 "k 2.5.1.3 Post - Combined Stresses P M Pa Ma =0.85 < 1.33 Say 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: Sears #1678 ' Job No. 6104 May 2, 2003 Sheet 5 2.5.1.4 Spreader Connections 2.5.1.4.1 Design Forces Mconn < 0.65 "k 2.5.1.4.2 Connection Capacity IITIl KI_.11 211 typ #12 SM Screw 411 Plywood Spreader Allowable Shear on "T" nail=0.098 kips (Double Shear) Ma=(1.33)(0.098)(2 +4) =0.78in k Metal Spreader Allowable Shear on Screw=0.21 kips (SDI value) Ma=(0.21)(4)=0.84in k O.K. 2.5.2 Longitudinal 2.5.2.1 Check Braces Number of units tributary to brace < 6 V<0.46 kips Tbr=0.7 kips 0.75" X 0.06" Brace Ta=1.2 kips OK 2.5.2.2 Check Shear Panels Number of units tributary to panel = 2 V < 0.036 kips/ft 24 ga shear panel Va=0.21 kips/ft Single Shear; 0.42 kips/ft Double Shear (limited by screws) OK 2.5.3 Stability Worst case is 18" deep unit (all 12" units are already back to back) °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: Sears #1678 Job No. 6104 May 2, 2003 Sheet 6 2.5.3.1 Base Shear V =0.172=0.072k 2.5.3.2 Design Forces D For a rigid body Vh' p' P _ — eq ii,;;;ii;,,';;i;ii;pill, h'= 84 inches Peq=0.34 kips 'l j,l,, iN "I ;i W i�I l' ± P EQ TBolt = Peq - PD+L = 0.13k Use min. 1/4" diam. ICBO approved expansion anchors. or 9/32" shot pins O.K. Minimum embedment 1.5" into slab (for expansion anchors) 3 Gondolas and Hypermaxi 3.1 Vertical Loads Design Gondolas for 25 % vertical load reserves (impact or temporary unbalanced condition) 3.1.1 Arms Hand Stack Material Density = 8 pcf Design arms for 200 lbs 3.1.2 Hyper Maxi Shelves Loads per level = 0.15 kips Design beams for 33 % impact °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:_ Sears #1678' May 2, 2003 3.2 Components and Geometry Dh I� I W D =max 22 in Dh=24 in W =max 48 in H=max 168 in 3.3 Check Arms 3.3.1 Design Forces Front yper Maxi ,st Omitted 'or Clarity Note: max load height is 144" (top level is for signage only) M 5 (0.2)(D) 2 M S mtn 5 24 =0.08 in3 =1.8 inch kips Mg. 2" x 11 ga arm (S = 0.16 1n3Z Ample 3.4 Check Hyper Maxi Beams Minimum standard beams fitted 3.4.1 Design Forces L,W M M < (2)(8) Smin 5 30 =2.8 inch kips =0.09 in3 Job No. 6104 Sheet 7 °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: Sears #1678 May 2, 2003 3.4.2 Beam Properties 1 " 0.75" Standard 0.69" D=3.56 in 0.50" D SX=0.34 in3 t=16 ga IX=0.66 in4 0.50" 3.5 Check Posts (Dead plus Live Loads) 3.5.1 Gondola Upright 3.5.1.1 Load to Post One Side Loaded P<_yWHD =0.24 kips M<PD =2.4 inch kips Load from Hyper Maxi = 0.3 kips !!tot < 0.54 kips 3.5.1.2 Post Properties 1.35" 0 I N min. 0.16" Both Sides Loaded P <_ 2yHW D =0.48 kips M=0 inch kips Load from Hyper Maxi = 0.6 kips Ptot—< 1.08 kips As =0.69 in2 SX=0.67 in3 rX=1.11 in Sy=0.32 in3 ry=0.56 in 3.5.1.3 Post - Combined Stresses P M Pa Ma =0.26 < 1.00 O.K. Job No. 6104 Sheet 8 O.K. kl/1r << (1.25)(120)/ 1.11 Fa=5.7 ksi Pa. ==3.9k M. —20.1 k 1V� 6 k QCopyright 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: Sears #1678 ' May 2, 2003 3.5.1.4 Base 1.35" H N 0) 3.5.2 Hyper Maxi 3.5.2.1 Load to Post Base Shoe t=14ga Sx=0.68 in3 P < (# of levels)(L) 2 =0.3 kips 3.5.2.2 Post Properties (net section) 1 70" As=0.30 in2 .� Sx=0.19 in3 rx=0.71 in 0.50" Sy_ 0.15 in3 ry=0.68 in 00 3.6 Seismic 3.6.1 Base Shear V < 0.179W 3.6.2 Transverse Forces Gondola With Hyper Maxi One Side Loaded Both Sides Loaded P < 0.54 kips P < 1.08 kips V`gond < 0.043 kips top < 0.052 kips V`gond� 00.086 04 )kips top _ P Vtot < 0.099 kips Vtot < 0.192 kips M < Md+1 M < V ondH/2 f,n + V-gondH/2 + H inch kips + vtopH =20.0 Mxa=16.3°k Wry =141 Fa=7.5 ksi Pa=2.2k , Mxa=5.7--k Job No. 6104 Sheet 9 °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 1 Project: Sears #1678 Job No. 6104 May 2, 2003 Sheet 10 =12.1 inch kips P M Pa Ma =0.74 < 1.33 O.K. P M Pa Ma =1.30 < 1.33 O.K. 3.6.2.1 Stability One Side Loaded Governs By Inspection D Vt � V H�2 � --► H OTM < HfV /2+V Ili = 9_6 inch kills RM > fPgondPL2-1 ± PAD = 10.1 inch kips Stable _ No Uplift Anchors provide added F.S. Use min. 1/4" diam. ICBO approved expansion anchors. Minimum embedment 2" into slab. O.K. 3.6.3 Longitudingal Seismic 3.6.3.1 Design Forces V < 0.23W = 0.25 kips per unit, 0.13 kips per side Shear per foot of panel < V/4 = 0.03 kips per foot 1/4" Fiberboard Min. #8 TEKS Q 8" OK BY 4 Pallet Racks UNO, the machine loaded configuration with the widest beam spacings governs °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: Sears #1678' May 2, 2003 4.1 Vertical Loadg 4.1.1 Up to 36" Deep Design for hand stack loading, at 10 pcf. Loads per level = 1.5 kips No Impact Max 3.0 kips per bay 4.1.2 36" and Deeper Design for machine loading. Loads per level = 3.0 kips Design beams for 25 % impact. Max 5.0 kips per bay 4.1.3 Impact Loads of Machine Loaded (Pallet/Selective) Racks Job No. 6104 Sheet 11 Conservatively assume beams are simply supported UNO. Note: rack nomenclature is some- what different than standard structural notation. Here L=Load on the beam (usually expressed in terms of a unit or pallet load), W=Width of the bay (or span of beam). 2 Pallets Wide Take 25 % impact of a single pallet as a UDL on 1/2 of span. There are two beams supporting each level (one front, one rear). Accordingly, each two pallet wide beam supports one pallet load on the full span, plus 1/8 of a pallet load on half of the span. W Full Verticat L/2� TL/2 Load M2 M1 W/ W/2 F:�/I Impact Load 3L/32 3W/8I L/32 M M 3 For the Fully Loaded Case WL 15WL M1- 8 'M2- 128 For the Impact Load Case _ WL _ 9WL M3 64'M4 512 V=0 @ x=19WI40 from support Mmax = 361 WL/2560 ©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: Sears #1678 Job No. 6104 May 2, 2003 Sheet 12 4.2 Components and Geometry W c D a W=100" H=max 144" a=max72"" D =42" b=max 72" 1y=51" 1d=60" Beam Type Min. PHB35 Upright Type Regular 4.3 Check Beams 4.3.1 Design Forces <361WL M — 2560 =21.2 inch kips 4._3.2_Beam Properties 1" ... PBB35 1 .63" Sx=0.87 in3 in Ix=1.59 in4 K; 14 g a 2.125" z M Sm'n 0.6Fy =0.71 in3 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: Sears #1678 ' Job No. 6104 May 2, 2003 Sheet 13 4.4 Check Posts (Dead plus Live Loads) 4.4.1 Load to Post P < (# of levels)(Z) 2 =2.5 kips 4.4.2 Post Properties (net section) 1.5" Re ar Pply 3 1 /r =85 t=0.074 in a/ x=63 X _--_ _ ------ X As=0.36 in2 Sx=0.28 in3 Fa=18.0 ksi rx=1.15 in t Sy=0.11 in3 Pa=6.5k �� ry=0.60 in Mxa=6.7 4.5 Longitudinal Seismic This is a second order analysis. See Appendix A for computer model and resulting forces. 4.5.1 Base Shear The energy analysis of the Rayleigh method may be reduced to the form: 1 �s2 T=2� — G �8Z Where the delta are the deflections of the structure due to the vertical load applied horizontally. This equation is essentially identical to the ICBO formulation in UBC 2312 (as may be easily verified). Ref Appendix A for deflections and stresses. Results are for a unit load per bay. The actual load is 5.0 kips per level. The computer result will be scaled by this ratio. For: E = 29,500 ksi Substitution yields: 62 sz i (in2) (in) 1 15.1 228 2 24.7 608 E 39.8 836 °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 L Project: Sears #1678 Job No. 6104 May 2, 2003 Sheet 14 Thus: 2 T=2n �S 386E6i = 1.5 sec. Thus V=0.055W 4.5.2 Design Forces 4.5.2.1 Base Shear and Computer Scale factor Base shear = 0.055(2.5)= 0.13 kips per post Computer (Loading 2) applies 0.5 kips per post Scale computer loading 2 results by 0.133/0.5 =0.27 4.5.2.2 Post Design Forces 4.5.2.2.1 First Order P < 2.5k; M < 0.27(18.2) = 4.9 inch kips (fixity due to width of base plate) 4.5.2.2.2 Second Order P < 2.5k; M < 0.27(2.5)(3.13/2) = 1.1 inch kips (fixity due to width of base plate) 4.5.1.2.3 Total P <2.5k; M < 6.0 inch kips (fixity due to width of .base plate) ®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: Sears #1678 ' Job No. 6104 May 2, 2003 Sheet 15 4.5.3 Post - Combined Stresses P M Pa M" =1.28 < 1.33 O.K. 4.5.4 Beam Connections 4.5.4.1 Design Forces Mconn < 6.0"k 4.5.4.2 Connection Capacity Standard Connection 2" • (typ) • Ma=(1.33)(2.5)(4) = 13.3in k • O.K. 7/16" diam. Rivet 'Va=2.5kips 4.6 Transverse Seismic 4.6.1 Base Shear 4.6.1.1 Machine Loaded Use Code Default Values V=0.232W =1.16k 4.6.1.2 Hand Stacked Use Code Default Values for CS V=0.232W=0.58k 4.6.2 Stability 4.6.2.1 Machine Loaded ®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: Sears #1678 Job No. 6104 May 2, 2003 Sheet 16 D V W 1 ± P EQ 4.6.2.2 Hand Stack D V W 1 ± P EQ 4.6.2.3 Anchorage TBolt = Peq - PD+L = 0.2k _ Vh' Peq D h' =108 inches Peq=2.8 kips Note: Bracing shown is schematic - see this section, sub- section .2 for actual geometry. Vh' Peq = D h' =68 inches (max OSHA stacking height = 84") Peq=1.7 kips Note: Bracing shown is schematic - see this section, sub- section .2 for actual geometry. Use min. 3/8" diam. ICBO approved expansion anchors. Minimum embedment 2" into slab. 4.6.3 Brace 4.6.3.1 Design Force Pbr <2.3k 4.6.3.2 Brace Capacity 1 0.060" Anet=0.26 in2 1 2 1 rmin=0.49 in 5 Q=0.69 1g • M ®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: Sears #1678 Job No. 6104 May 2, 2003 Sheet 17 L kl F4 Pa (in) r (ksi) (k) 60 123 9.18 3.18 O.K. 5 Dynamic Effect of Building on Upper Level Systems 5.1 General Considerations The calculations assume direct excitation by the earthquake motions similar to that which would be found on a slab on grade installation. The filtering effect of the building must be considered on the response of the storage elements. 5.2 Dynamic Amplification Factor For systems with the response predominantly in their fundamental mode, the amplification between the building and the element can be found to acceptable accuracy via the folowing formula: 1 A = %!)2 1 +( ` x 'fete J Where: Tele = fundamental period of the element Tbuild = fundamental period of the building DZ = Damping coefficient (fraction of critical) For this application: Tbuild < 0.5 sec (per building structural engineer) DZ > 0.08 combined for storage units and building (as suggested by Blume Report) Thus: A= 1 l l_ o.zs 1 Z+ (o.os 1 z lz J l J Teta Teie Per UBC 1630 and 1632, for elements with fundamental periods greater than 0.06 seconds, the dynamic interaction of the building and element shall be considered, and the resulting force cannot be less than that for the element driven directly by the earthquake nor more than twice that of their force as an element. Essentially, A need not be less than 1.0 nor more than 2.0. Solving for A < 1 yields a range of Tele within which dynamic amplification need not be considered: The roots of the equation for A> 1.0 Hein the range of 0.35 to 0.7 seconds. Thus, if the storage systems have a fundamental period outside this range, they may be designed as if excited directly by the earthquake. 5.3 Stockroom Shelving 5.3.1 Transverse Seismic The uprights are a rigid frame, but quite slender. They can be modeled as a cantilever with an effective moment of inertia based on the column areas. Per Roark (6th ed), the fundamental period of the a cantilever is given by the expression: °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: Sears #1678 Job No. 6104 May 2, 2003 Sheet 18 _ 2n FTI-g T 3.52 Here: W = 0.6 kips L = 144 inches E = 29,000 ksi I-IQ=(2)(0.3)(ARef)(YZ)=(2)(0.2)(0.14)(182)=18 inches4 g = 386 in/sec2 Substitution yields T = 0.2 sec, which is well below the fundamental of the building. 5.3.2 Longitudinal Seismic The units have a similar longitudinal and transverse period. The longitudinal direction is braced and probably has a shorter period than the longitudinal direction. In any event the braces have large reserves. 5.4 Gondolas These are very lightly loaded, with large stress reserves which unless discussed below would toler- ate a multiplier of 2 5.4.1 Transverse Seismic Per Roark (6th ed), the fundamental period of the a cantilever is given by the expression: _ 2n Wl3 T 3.52V EIg Here: W > 1.2 kips (fully loaded case governs) L > 120 inches E = 29,000 ksi I = (3.13/2)(0.74) = 1.16 g = 386 in/sec2 Substitution yields T = 0.7 sec, which is near the A=1.0 range. However, there is almost 70% stress reserve-, which compensates for the possiblity that A is slightly greater than 1.0. 5.4.2 Longitudinal Seismic By inspection, the longitudinal period is longer than the transverse which is well above the period range with a multiplier of 1.0 5.5 Racks Per the architect, the racks (if present at all) .are not on an elevated floor. ©Cdpyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS & ASSOCIATES Consulting Structural Engineers , 30765 Pacific Coast Highway, Box 117 Malibu, CA 90265 Tel: (310)589-1781 Fax: (310)589-5194 LETTER OF TRANSMITTAL To: Sears #1678 Job Site 2561 El Camino Real Carlsbad, CA 92008 Attention: Ted Sheppard We are sending you: M Attached - ❑ Under separate cover ❑ Awaiting Instructions Date: May 2, 2003 Job No: 6104 From: Peter Higgins Subject: Sears - Carlsbad Madix Wide Span Shelving Via: ❑ Mail/UPSGround ® Next Day Air ❑ 2"d Day Air ❑ Pickup ❑ Other COPIES DOCUMENT IDENTIFICATION DESCRIPTION/ACTION 4 PSH Sheets 1-18 CALCULATIONS Signed 4 PSH per sheet 1 of calcs DRAWINGS These- are transmitted: ❑For approval ❑For your use ❑For review and comment Remarks: ❑Approved as 'submitted ❑Approved as noted ❑Returned for corrections ®For Building Department ❑For your records ❑Other Kindly contact us immediately if enclosures are not as listed PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Sears #1678 May 21, 2003 Job No. 6104 Sheet CC-1 of 2 RESPONSE TO PLAN REVIEW_ COMMENTS (STRUCTURAL ITEMS ONLY) City: Carlsbad, CA (Esgil) File No.: 03-1312 Reviewer: David Yao Date: 5/19/03 Item Response 1. 'Agreed. I can resolve two of the items. Morgan Marshall Shelving I have provided the plan for the shoe stockroom fixtures on SE-1 which contains solely Morgan Marshall shelving. Pallet Racks I have since been told that there is no pallet racking in this project, and have therefore omitted it from SE-2 Gondolas/Hypermaxi I have no information regarding its exact location within the store, and am referring this issue to the project architect for resolution. 2. Agreed in principle. Per the above, the scope of work contains only shelving and gondolas. The actual storage racks have been omitted from the scope of work. 3. I do not have a "Title sheet" to change. I have added note 4 to SE-1 regarding compliance with the. structural aspects of Title 24 and 1997 UBC. I cannot speak to the non structural aspects, and must refer any such issues to the pertinent professionals. 4. Non-structural item. Response by others. 5. Non-structural item. Response by others. 6. Agreed. Note 5 has been added to SE-1, Note 3 to SE-2. This corresponds to a drift of H/50-60 which is quite conservative. 7. Agreed. The racks have been deleted from the project making this comment moot. [However, for the record, these elements are shown on drawing MX-5 which was inadvertently omitted from the drawing approval set, so you couldn't have seen it anyway.] 8. Agreed. The post is a nominal 1.75" x 1.75" as shown on MX-2. The section shown in the calculations is the worst case manufacturing tolerance which minimizes ry, the critical engineer- ing dimension for this design. While I have never seen such a shallow post, it is technically possible given the manufacturing processes at Madix, and I have considered it in the design. 9. Agreed. Note 6 has been added to SE-1, Note 4 to SE-2. 10. Agreed in principle. However, there are no longer racks on the project, making the comment moot. [However, for the record, the allowable bearing per AISI Table E3.3-1 is 3.33F 'th a 1/3 stress increase allowed, not 1.OFu. Accordingly, the rivet shear governs per alculat n. I agree with your weld stresses. There is no bracket weak axis moment to check 't is assume to be simply supported between posts, yielding a zero moment at the connectio °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written �33�L�dZ- PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Sears #1678 May 21, 2003 Job No. 6104 Sheet CC-2 of 2 11. Agreed: There are no pallet racks to check. The shelving is difficult to check since the shelf spacing is highly variable_. The top shelf is not loaded (it is a dust cover). However, assuming a reasonable shelf spacing of 24" and a 12" deep unit (the worst case for overturning) the top load is (0.005)(4)(2)(1) = 40 lbs (we are using a density criterion). V < 10 lbs. OTM < (10)(156) = 1560 inch lbs. RM > (40)(12/2) = 240 inch lbs. Net OTM < 1320 inch lbs. Net uplift < 1320/12 = 110 lbs. Anchors still ample. The gondolas clearly are governed by the hypermaxi being only loaded. Max load at top = 150 lbs on 8' or 75 lbs per 4' unit. V < 17 lbs. OTM < (17)(168+24/2) = 3060 in lbs. RM > (150)(48/2) = 3600 inch lbs. Stable, no uplift. 12. Agreed in principle. However, there are no longer racks on the project, making the comment moot. [However, for the record, the column would easily satisfy this requirement as it has for all of our past reviews.] 13. Agreed. I have been informed that the floor live load capacity is 125 psf. Subject to verification, the floor is OK by inspection. The maximum density in the shelving is 8 pcf on a 14' tall unit or 132 psf max under any fixture. Since all areas are at least 50 % aisle which could be taken at 50 psf, the imposed load is well within the capacity of the floor. Indeed, this is the basis of the density and load limits in the design. 14. As always, it is a pleasure to work again with Esgil. If there are any further questions or explanations needed, kindly contact the engineer at 310-589-1781 (collect if required). I ♦ 1 �♦ o1 'ft w�? -� ®Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission -only. araaova?fls 9M4 as s Y1;NGf E t}'fiw.�akt&AT t�`OC taVP $i i hU FOCAL kL a 1 1' }jb€A Yt 9 N 5 i x -41 tsi #Yf?4 9?i7a 9?!?f Ais7+ z 9?Y?a $FY?d ' 9A k£ #a'•iz wi57 �Z la ga tl8 s}a74 _ 9aii6 $S?Yi3 841 8410 9d748. xt7U 0o ;r..:..•�r•,m_..�I�:: �'.x„"'"'.....».. ._...: �"'" EF'ii'" SPb ��_i3. ,.„.- .""""'�°""'"""^'3i:�'""1... �.�U�S��t S,.__"."..ft:'G .'"""icy; •.-•••—pity r;»• ,,,-��� S9 S �} 1 1 2. W •-^� W A 43'#5 ' _ x-•..««.^...0 ..... ...»,,,s:... ... G R 10 Ml . i $ i - yaw• � � S < 4 "- C«4 n; _ ,,, a »..__......A �.......qk ..»„«..W.,AL «....-.....Ils k: is 'tom" , 4 'a £ a--• «+.,»«..« ..--,...._.,_..,,...-«�. «...,..... � ..... � .,— .«:.. iAl -• , ""H s r^'Sri .".. �� � S 3 , „.M.i..si «»„,,. C _`»"w as � 1 T ...:. ...az,,. .....w:..- ' I! «......,.,........ ... «..._«..,»....w «..�.,... - ` __ fr.„...._..,.,».,.._...__-r.»........:.......;.....-- L..-._..................mow � �_....___ ...... ,. «.,..,..........,. »... ,,,.. .,..».. � a! L � y 41 I. .6n, WfMSK 1�«..riT«,.11 •. rid' ,.., ...e...u���.,.,d«.~,�,�. -m_.�"'.."'7�."''"""1ii3'N. P� na' e, 1-0 36-48" 12-18" TYPICAL ELEVATIONS SEE FIXTURE PLAN FOR LOCATION BACK PANELS OR BRACING MAY BE USED AS NOTED Maximum Loads: 120 pounds per shelf 420 pounds per bay LOCATION PLAN Upper Level Shoe Department Stockroom - Post �h Self Tapping (W rPIRES 2642 �N screw (cc ?31-04 1 `Dql Tg'UCT%J0 �P "OF CAUF09* Back Panel PE R . HIGGI S DATE AN SSOC S 5-2-03 BACK TO BACK CONK. _ RUC N INE RS DRAWN 30765 P IF COA HIG WAY Self Tapping Screw must penetrate — A U, C 65 CHECKED both posts and brace/panel 0-58 1 8 BE SIGNED AY S� THIS BLOCK. I I P. H. GEId /LNOT,`�S E- 1. This drawing shows typical unit material and geometry for the shoe stock room' only. See Sears Stores building plan for location within store. See Sears Fixture location drawings (approved separately by the project architect) for other fixtures in the store. See Higgins Drawing MM-1 for details of the storage system components. 2. ARRANGEMENT A unit may have any number of beam/shelf levels if the above loads per bay and the maximum spacings and overall dimensions shown are not violated. 3. INTERCONNECTION AII'units must be overhead tied in a positive manner so that at least 4,posts in each direction resist lateral load. This criterion is automatically satisfied by the back to back connection shown. Single units must be connected by cross aisle ties to adjacent units. 4. CODE COMPLIANCE Project complies with structural requirements of CAC 24 and 1997 UBC. 5. BUILDING CLEARANCE New shelving units shall be kept min.2" clear of building walls and columns 6. POSTING OF LOADS Post loads in accordance with UBC 2222.5 Rev* n-1-: May 21, 2003 (Added Notes 4-6) Issue Date: May 2, 2003 SEARS STO R # _ Job # SHOE STOC 0 ' 6104 MORGAN MARSHAL LVI Drawing# 2:5 1 C .SE-1 CA 'BAD. A cc�T 2E GV4 Maximum Loads: Gondolas 200 Ibs per Arm 575 Ibs per Side Hyper -Maxi Extensions 150 Ibs per shelf 150 Ibs per bay QPpfESS/o,V - 9Q� co a c S 2642 p m c D(3H MAX 96" MAX 48" I �l Second spreader required for units > 120" tall only FRONT SIDE GONDOLAS/HYPERMAXI - HYPER -MAXI EXTENSIONS ARE OPTIONAL GENERAL NOTES 1.. This drawing shows typical unit material and geometry. See Sears Stores fixture plan for location within store. See- Higgins Drawings MX-1, 2, 3, 5 for details of the storage system components. 2. ARRANGEMENT A unit may have any number of beam/shelf levels if the above loads per bay and the maximum spacings and overall dimensions shown are not violated. 3. BUILDING CLEARANCE .New shelving units shall be kept min 2" clear of building walls and columns 4. POSTING OF LOADS Post loads in accordance with UBC 2222.5. Revision 1: May 21, 2003 (Deleted pallet racks, added notes 3-4)' Issue Date: May 2, 2003 GENERAL NOTES 1. This drawing shows standard details of the shelving product line only. See engineer approved installation drawings (same Job number) for components used, special details, arrangement, and site specific information. 2. The installation drawings govern over this drawing. 3. MATERIAL Steel - ASTM A570 Grade 40 UNO Bolts and Screws - Min. ASTM A307 Expansion Anchors shall be ICBO approved types. e.g. Hilti Kwik Bolt (ICBO RR #2156, 4627) ITW Ramset/Red Head (ICBO RR#1372) Gunnebo Taper -Bolt Sup-R-Stud (ICBO RR #3219) Powers/Rawl Power Bolt (ICBO RR#5225) Wedge Bolt (ICBO RR#5788) Embedment shall be minimum 6X Bolt Diameter. Shot Pins - ICBO Approved types, including: Hilti (ICBO 2388) Ramset/Red Head/Tru Bolt (ICBO 1639 Other manufacturers with ICBO evaluation reports are also approved for installation via this note Special/continuous inspections are not required unless noted on the installation drawings. 4. Back to Back units may be anchored using the pattern shown in Detail 6 if both conditions below are satisfied: 1) there is a shelf within 4 inches of the floor slab 2) the rear posts are screwed together. otherwise, all posts shall be anchored. 5. Unless noted otherwise on the installation drawings,, the allowable soil bearing value is 1.0 KSF. Ins---n*--f.x-i I I u.� u u In n n I I �- n--gin I —gin u u u n n nl I � �'t_u --'emu— I — U (Anchor Perimeter Posts) BASE ANCHORAGE 6 Back to Back Units ONLY - See Note 4 co ca Type t S. Ix -_ STD 0.059 0.057 0. 221 0 Plywood 0.75" — — — — — — — Shelf �,0.63" 0 1.50" I I I I 1.25" I I I I BEAMS 2 DIMENSIONS AMD PROPERTIES - 16 ga UNO 3/4" x16 ga brace with Min-24 ga Panel with #14 SM Screws @each end #6 STS @ max. 24" to posts *=max 6" **=max 12" BACK BRACING 5 Brace Alternate Bays LINO - Type t As Sx rx Sy ry T Post 10.059 0.14 0.033 0.305 0:036 0.55 COLUMNS DIMENSIONS AND PROPERTIES NET SECTION - UNITS: INCHES UNO I • I I I I I I I I I I S a S 2642 oc EXPIRES 3-31-04 POST ANCHORAGE 4 16 ga bent plate 114" expansion anchor or 9/64" shot pin to slab N FRONT SIDE TYPICAL ELEVATIONS - SEE INSTALLATION DRAWINGS FOR SITE SPECIFIC INFORMATION 5/8" Plywood with 3 "T" Nails C6x0.63x14 ga with 2412 SM Screws POST SPREADER 3 DIMENSIONS AND PROPERTIES - CONNECTION DETAILS Issue Date: May 1, 2003 GENERAL NOTES 1. This drawing shows standard details of the gondola product line only. Main structural elements only are shown. Numerous secondary and non structural components are omitted for clarity. See engineer approved installation drawings (same Job Number) for components used, special details, arrangement, dimensions, and site specific information. 2. The installation drawings govern over this drawing. UNO, this drawing applies solely to fixtures regulated by Building Code (normally >96" to the top loaded level). 3. MATERIAL Steel - ASTM A1008 Class HSLA Grade 50 LINO Bases and arms Class CS Grade 40 Welding Electrodes - AWS E70-XX (all welds single pass fillet welds designed at 50% stress levels) Concrete anchors shall be ICBO approved types. e.g. Hilti Kwik Bolt (ICBO RR #4627) ITW Ramset/Red Head (ICBO RR#1372), LDT (ICBO RR #5890) Gunnebo Taper -Bolt Sup-R-Stud (ICBO RR #3219) Powers/Rawl Power Bolt (ICBO RR#5225), Wedge Bolt (ICBO RR#5788) Embedment shall be minimum 6X nominal fastener diameter. Other similar anchors may be used if ICBO approved. The anchor types, sizes, and embedments shown on the installation drawing govern over the sizes shown on this drawing. 4. Bases shall be anchored in the manner shown in detail 4. i) Shoe Type: Replace leveling screw with assembly shown. Fasten to slab using one of the anchor types of note 3. Single sided units shall have an anchor at the base front and post. Double sided units shall have an anchor at the end of each base. ii) Slip On Type: Slide plate over leveling screw and anchor using one 3/8" diam. expansion anchor per note 3. Single sided units shall have an anchor at the base front and post. Double sided units shall have an anchor at the end of each base. 5. Unless noted otherwise on the installation drawings, the allowable soil bearing value is 1.0 KSF. �u 6.5"x0.5"x12 ga (0.105") Bar 7/16" Diam. Holes AAA TYPE 4.00" Column - Face Stock � --j '— 0.38" • N 1.82" 0.63" 12 ga (0.105") Bar 7/16" Diam. Holes SLIP ON TYPEp 1/8 1.35" ,---I 18 ga 0 N Min. 0.16"', POST 1 (Fy=50ksi) 1/4" Fiber Board-typ=_______: #8 TEKS @ 8" around perimeter --------- - --- o--- -- - FRONT 3 SIDE TYPICAL ELEVATIONS N Weld tpyp ot 14 ga SHO 1.35" • Leveling _ Screw ARM r2 m O04 (t=0.121 ") - M i • • ----- �LJ ----- ELEVATION 0 0 , E PLAN VIEW BASE SHOE TYPE BASE ANCHORAGE 4 See Note 4. Anchor diameter shall, be 1/16" less than minimum hole dimension. QFkQFESS/0, � S yyUj �q�Fy c� c S 2642 a EXPIRES 3-31-04 �k T rRUCT UR�� � F©F CAt.1F���P 11 ga BRACKETS NS, FS, typ BASE 3 .Issue Date: Mav 1, 2003 4.22" - cfl 1.72" � . 1''- ,1"- 1/4" BOLTS o 0 1 LO 0 • • 1.25" C ti -- --- -- UnOR cYi �F � - - ---- ----- rr n o �o BASE SHELF U _ POST 1.001, 10.75" BASE PL & CONN. 3 12 ga. GENERALNOTES 1. This drawing shows standard details of the "Hyper Maxi" shelving components only. These components attach to Madix Gondolas as shown. See' Higgins Drawing Mk-1 for details of the gondolas. See Engineer approved installation drawings (same Job No.) for components used, special details, dimensions general arrangement and other site specific information. 2. The installation drawings govem over this drawing. UNO, this drawing applies solely to fixtures regulated by Building Code (normally >96" to the top loaded level). 3. MATERIAL Steel - ASTM A570, Gr. 50 Bolts and Hardware - ASTM A307 (Grade 2) Welding Electrodes - AWS E70-XX (all welds single pass fillets designed at 50% of allowable stress levels) 4. Unless noted otherwise on the installation drawings, the allowable soil bearing value is 1.0 ksf Upper BEAMS 2 16 ga Upright Face,,,..Tack Weld 0.09 @ Notches Load Arm 0.09 V Similar to 2/MX-1 1.63x12 ga Bent PL Notched to Clear Arm STRUT TO UPRIGHT CONN. g l�Q���SHi�cF S 2642 y Wit, , "' cL EXPIRES `n m Ix 3-31-04 * 1,9T TRUCi11�'`P ��P r 1.75" i i - in Ln � C FRONT POST/TOP STRUT j 14 ga - i Upright Face i� n-110111of REAR BEAM CONN,. 5 0.121" PL _ 'E HIGGI S DATE , A SSOC 6-15-98 RUCT GI RS D'� 30765 PAC�I 0/ ST WAY IBjC1 CA CHECKED 3 -5 9-17 D IN D SIG E OPYRIGHT. PYIN WR E RMISSION ONLY. ET SIG CO NLYAREVALIDFOR APPROVED BUILDIN ERMIT PLICATION. DRAWING MUST B SIGN ACROSS THIS BLOCK P. H. SIDE FRONT TYPICAL ELEVATIONS - SEE INSTALLATION DRAWINGS FOR LOCATION IN STORE - i _�_u_1_ Min. 0.50" net throat per hook Hooks at 1.25" C-C 3 Hook shown for clarity 2 hook connector on Standard Beam FRONT BEAM CONN. 4 12 ga. PUNCHED AND BENT TO _ ENGAGE HOLES IRCOLUMN Issue Date: May 1; 2003 Job# MADIX STORE FIXTURES 6104 HYPER MAXI EXTENSIONS STANDARD DETAILS Drawing # MX-2 .0(2 .�(L'f ,.7 p (Cv-5 ~ ' CB0 lM 2561 EL,CAMINO REAL CBAD " SEARS -SHOE STOCK ROOM RACKING, 2276SF- SHOE RACKS TI COMM Lot#: ICE BUILDERS -� c, ��rTv - BUILGiING 3 PLII�INING > ENGINEERING FIRE APPR/FORM _ HEALTH DEPT HAZ MAT I AIR QUAL OTHER SEWER DISTR BLDG GRADING LETTER TO FROM APPLICANT APPLICANT PLAN CORR ENG CORR SCHOOL FORM CFD FORM - P E & M WORKSHEET BLDG FEES COMPLETE