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HomeMy WebLinkAbout2840 LOKER AV EAST; 100; CB051866; Permit05-25-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No Building Inspection Request Line (760) 602-2725 CB051866 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title 2840 LOKERAV EAST CBADSt 100 Tl Sub Type 2090820800 Lot # $120,000 00 Construction Type Reference # DC SHOES 66,000 SF PALLET RACKS COMM 0 NEW Applicant INDOFF 11816 LACKLAND RD 63146 314-372-2030 Status Applied Entered By Plan Approved Issued Inspect Area Plan Check# EXPIRED 05/2472005" KG Owner FENTON H G CO 7588 METROPOLITAN DR SAN DIEGO CA 92108 Building Permit Add'I 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 $608 16 Meter Size SO 00 Add'l Reel Water Con Fee $395 30 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $2520 PFF (3105540) $0 00 PFF (4305540) $0 00 License Tax (3104193) $0 00 License Tax (4304193) $0 00 Traffic Impact Fee (3105541) $0 00 Traffic Impact Fee (4305541) $000 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $0 00 Master Drainage Fee Sewer Fee $0 00 Redev Parking Fee $0 00 Additional Fees HMP Fee TOTAL PERMIT FEES SO 00 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 99 $1,02866 Total Fees $1,028 66 Total Payments To Date $0 00 Balance Due $1,02866 Inspector FINAL APPROVAL 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 bays irom 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 beeriQiven a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 .PROJECT INFORMATION^ FOR OFFICE USE ONLY PLAN CHECK EST VAL Plan Ck Deposit Validated By Date_7 -1 Address (include Bldg/Suite #) 2# Business Name {at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor s Parcel #Existing Use Proposed Use Description of Work Pxvtxer?*^ „-CONTACT PERSON {if different from applicant) SQ FT #of Stories # of Bedrooms # of Bathrooms Ci State/Zip Telephone # Fax # » Sfate/ZipName PROPERTY OWNER Address ity Telepone Name Address City 'CONTRACTOR ^ State/Zip Telephone ft (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 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 of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [S500]} Name State License # Address License Class City State/Zip City Business License ft 7O Telephone # S^P f>LJ&& Designer Name Address City * StEfte/Zip Telephone State License # tt~\& u?^£/ %»[_ vro&KiRgriciQMPiNSATw u- > ^i>y" •' "^ §¥:ixf;;y;x™;:^ S^WT^'M' r^r^^ Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations l~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 permit is issued JfO I 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 X^MCfcf.S V&& ffJ&V8j!tfJ(_g C&. Po\\cy No W£. IS 22 l7&~ t>5~ Expiration Date °I/OI/IjOC^g {THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) f~l 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' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney s fees SIGNATURE DATE 7^\]rOWNER-BUILD"ER DECLARATION!' ^V^!&H*III"^'^''^<<V £^^^11 T "V '"V:klW!),!4 , ^L"^ ..""iTf,','TlS' ^''ii"1 VL'.^ f *,C !,"«< J3l>!i I hereby affirm that I am exempt from the Contractor's License Law for the 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) n 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 contractor(s) licensed pursuant to the Contractor's License Law) CD I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement O YES 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE .COMPLETE THIS SECT10NSFOR NON-RESIDENTIAL BUILDING PERMITS ONLY , ><> ^VB! V -. j 1>C u> <" '' " ™ ' "! £ ' • '* .HtSfSt^LU/ & 1 , ! J • •* M< £*• ^ Jj uf I -, J^/l , ( j 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 @ NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES HT NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Jgf 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 '8™; IcbNSTfiUCTIO'NJLENDJNG AGENCY l^fj Lt4< [7?t V L^lb fV T flF 1s V ^IfJv'iY fXT1*1 *"."> 07"^^!^,' if' r JH1 „ f l: If] ! .,„ ^J,!? lt.1 lrtfL ,,'«>*' 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 I certify that I 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 commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is comm§gped for a period or[80 days (Section 106 4 4 Uniform Building Code) APPLICANT'S SIGNATURE DATE WHITE File YELLOW Applicant PINK Finance City of Carlsbad Building Department March 1, 2006 IN DOFF 11816 LACKLAND RD ST LOUIS MO 63146 RE: APPLICATION DATE 05/24/2005 PLAN CHECK # CB051909 ADDRESS 2840 LOKER AV EAST #100 EXPIRATION DATE ^ 05/24/2006 PERMIT TYPE DESCRIPTION TI DC SHOES 66,000 SF PALLET RACKS You applied to have your plans checked on the date noted above To date, the related building permit has not been obtained The original plan review application will expire as no building permit has been issued Plans submitted and not retrieved from the building department prior to the plan check expiration date noted above will be destroyed. The provisions of sections 304 (d) of the Uniform Building Code state "Section 304 9d) Expiration of Plan Review Applications for which no permit is issued within one year following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the Building Official In order to renew action on an application after expiration, the applicant shall resubmit plans and pay a new plan review fee " In order to provide better service, please indicate your handling choice for the plans originally submitted and return this letter to the Building Department Project Abandoned -1 will pick up the plans within 10 days Project Abandoned - Plans may be destroyed If you have any questions, please contact the Building Department at (760) 602-2719 Building Department 1635 Faraday Avenue • Carlsbad, CA 92008-7314 - (76O) 602-27OO • FAX (760) 6O2-856O EsGil Corporation In Partnership with government for <BwCding Safety DATE" 7/29/05 JURISDICTION City of Carlsbad PLAN CHECK NO • 05-1866 SET II PROJECT ADDRESS 2840 E. Loker Ave. Suite 100 PROJECT NAME Storage Racks for DC Shoes Q APjbJCANT a PLAN REVIEWER Q FILE -\ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes X] 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 Xj Esgi! 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/City to field verify that the path of travel from the handicapped parking space to the rack areerand the bathrooms serving the rack area comply with all the current disabled access requirements By. David Yao Esgil Corporation n GA D MB D EJ Enclosures D PC 7/21 trnsmtl dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-3468 4 ;Fax (858) 560-1576 EsGil Corporation In (Partners dip -with government for <BuiC(ftng Safety DATE 6/7/O5 Q APPSQANT JURISDICTION City of Carlsbad Q PLAN REVIEWER Q FILE PLAN CHECK NO 05-1866 SET I PROJECT ADDRESS 2840 E. Loker Ave. Suite 100 PROJECT NAME Storage Racks for DC Shoes 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 fora complete recneck 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 l/st js enclosed for the jurisdiction to forward to the applicant contact person X] The applicant's copy of the check list has been sent to David Mallory 22885 Montanya Place , Murrieta, CA 92562 Esgil Corporation staff did not advise the applicant that the plan check has been completed X] Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted David Mallory Telephone # (951)551-5678 - Date contacted Cph/o5"(by (O Fax # Mail^^^Telephone^ Fax^ In Person REMARKS By David Yao Enclosures Esgil Corporation D GA D MB D EJ D PC 5/26 - ' trnsmtldot 9320 Chesapeake Drive, Suite 208 4- San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 City of Carlsbad O5-1866 6/7/05 GENERAL PLAN CORRECTION LIST JURISDICTION City of Carlsbad PLAN CHECK NO 05-1866 PROJECT ADDRESS 2840 E. Loker Ave. Suite 100 DATE PLAN RECEIVED BY ESGIL CORPORATION 5/26 REVIEWED BY David Yao DATE REVIEW COMPLETED 6/7/05 FOREWORD (PLEASE READ): 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, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law • 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? Q Yes a NO City of Carlsbad O5-1866 6/7/05 1 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 Ftre 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 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 4 Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Tables 3-D and 3-E 5 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 to the rack area and the bathrooms serving the rack area comply with all the current disabled access requirements Title 24, Part 2 6 Obtain Fire Department approval for groups F, M and S occupancy storage per UBC Sections 306 8, 309 8 and 311 8 7 Indicate the clearance from the new racks to the existing building walls and building columns 8 Provide forkhft protection per Section 2222 5 (or check the exception) Recheck the "pallet" racks as follows: 9 Recheck all connections on sheet 1 as follows a) The rivet bearing capacity is only dtFu = 0 406(0 0747)65 = 2 kips b) 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) 10 Provide calculations for the column weak axis bending plus axial for transverse seismic loading The axial load is the maximum compression load at the base from vertical plus City of Carlsbad 05-1866 6/7/05 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) 11 The detail calculation is for type 1 double row only Does type 1 is the worst condition for column, overturning and connection? Please clarify • 12 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 O5-1866 6/7/05 VALUATION AND PLAN CHECK FEE JURISDICTION. City of Carlsbad PLAN CHECK NO 05-1866 PREPARED BY-David Yao DATE. 6/7/05 BUILDING ADDRESS 284O E. Loker Ave. Suite 100 BUILDING OCCUPANCY TYPE OF CONSTRUCTION. BUILDING PORTION storage racks Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) OS Valuation Multiplier - 91 Reg Mod per city - VALUE ($) 120,000 120,000 $709 50 1991 UBC Plan Check Fee Type of Review I 1 Repetitive FeeRepeats 0 Complete Review D Other Hourly Esgil Plan Review Fee Structural Only Hour Comments $461.18 $368 94 Sheet 1 of 1 macvalue doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CJ. ADDRESS DATE 100 RESIDENTIAL RESIDENTIAL ADDITION MINOR « $1O.OOO.OO1 ^=-N/^TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE OTHER COMPLETE OFFICE BUILDING LSI PLANNER DATE ENGINEER DATE •Carlsbad Fire Department Plan Review Requirements Category TI , COMM Date of Report 09-08-2005 Reviewed by Name INDOFF Address H 81 6 LACKLAND RD* ST LOUIS MO 63 146 Permit# CB051866 Job Name DC SHOES 66,000 SF PALLET Job Address 2840 LOKER AV EAST CBAD St 100 INCOMPLETE The item you have submitted for review is incomplete At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards Please review carefully all comments attached Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval Conditions: r cond" coNoppoe H ; |NOT MET] The installation and or use of Hi-piled rack systems requires the application for and issuance of a Special Use permit from this Fire Department Entry 08/01/2005 By GR Action CO Entry 09/08/2005 By GR Action PA \ "Cprid CON0000701, [NOT MET] Smoke Removal System provide the Type, Location, and specifications of smoke removal system as required by CA Fire Code Article 81 Carlsbad Fire Department Plan Review Requirements Category TI, COMM Date of Report 08-01-2005 Reviewed by Name INDOFF Address 11816 LACKLAND RD ST LOUIS MO 63146 Permit # CB051866 Job Name DC SHOES 66,000 SF PALLET Job Address 2840 LOKER AV EAST CBAD St 100 INCOMPLETE The item you have submitted for review is incomplete At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards Please review carefully all comments attached Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval Conditions: ' Cond~BP022 Comply with Articles 1 and 81 of the California Fire Code for high-piled combustible storage High piled combustible sloiage is storage of combustible materials of more than 500 square feet where materials are stored over 12 feet in height from the floor to the top of the storage For certain high-hazard commodities, storage height ovei 6 feet will require a permit from the fire department ^Cond CON0000610_ To determine the acceptability of technologies, processes, products, facilities, materials and uses attending the design, operation or use of a building or premises subject to the inspection of the department, the chief is authorized to require the owner or the person in possession or control of the building 01 premises to provide, without charge to the jurisdiction, a technical opinion and report The opinion and report shall be prepared by a qualified engineer, specialist, laboratory or fire-safety specialty organization acceptable to the chief and the owner and shall analyze the fire-safety properties of the design, operation or use of the building or premises and thereon, to 1 recommend necessary changes thereon, to recommend necessary changes Attached is an approved list of Code Consultants TCbiTd "CON0000611 • Refer to Article 1 of the California Fire Code for permits requned for this process The installation and or use of Hi-piled rack systems requires the application foi and issuance of a Special Use permit from this Fire Department Entry 08/01/2005 By GR Action DN Carlsbad Fire Department Plan Review Requirements Category HI, HPCSTOR Date of Report 06-06-2005 Reviewed by Name INDOFF Address 11816 LACKLAND RD ST LOUIS, MO 63146 Permit # US050034 Job Name DC SHOES Job Address 2840 LOKER AV EAST CBADX INCOMPLETE The item you have submitted for review is incomplete At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards Please review carefully all comments attached Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office fo review and approval Conditions: Provide an automatic fire sprinkler system Said system shall be installed in occupancies and locations as set forth in the California Building Code and the Carlsbad Municipal Code Note Residential sprinkler systems designed in accordance with NFPA standards 13R may not be used as the basis for increases to the basic allowable floor area or exemption from any other California Building Code requirement as NFPA 13R does not require sprinklers in all areas of the building Provide in all speculative buildings, which contain fire sprinklers without specific tenants, a minimum design density of 0 45 gallons per minute per square foot for the most remote 3000 square feet When buildings are used for high-piled combustible storage, (greater than 12 feet and greater than 6 feet for certain higher hazard commodities), sprinklers shall be designed for the type and method of storage For speculative warehouses, the minimum design density is 45/3000 square feet, however, when a tenant proposes use of such speculative warehouse, densities may be required to be greater than the minimum depending on the commodity and method stored and/or processes employed Entry 06/06/2005 By GRyan Action DN This_ application, has been'deriied pending1) 'revi_ew.and_approval of third-party Technical" Report Provide portable fire extinguishers The number and location of fire extinguishers is to be determined by the fire department Comply with Articles 1 and 81 of the California Fire Code for high-piled combustible storage High piled combustible storage is storage of combustible materials of more than 500 square feet where materials are stored over 12 feet in height from the floor to the top of the storage For certain high-hazard commodities, storage height over 6 feet willTequire a~perrniftfrom the fire department "tfcond BP024,'/, _—~ .. _j[Td'determine the acceptability of technologies, processes, products, facilities, materials and uses attending the design, operation or use of a building or premises subject to the inspection of the department, the chief is authorized to require the owner or the person in possession or control of the building or premises to provide, without charge to the jurisdiction, a technical opinion and report The opinion and report shall be prepared by a qualified engineer, specialist, laboratory or fire-safety specialty organization acceptable to the chief and the owner and shall analyze the * fire-safety properties of the design, operation or use of the building or premises and thereon, to recommend necessary changes thereon, to recommend necessary changes structural ngmeenng 1729 S Douglass RD, Ste B Anaheim, CA 92806 Tel 714 456 0056 Fax 714 456 0066 Project: DC SHOES Address: 2840 LOKER AVE. Projects- E-0420 CARLSBAD,CA 92008 Date: 06/10/05 Project*: 05-1866 Plan Review Responses STRUCTURAL REQUIREMENTS: 1 UNDERSTOOD 2 ONLY STORAGE RACKS ARE INCLUDED IN THIS PLAN REVIEW 3 PLEASE SEE ADDED NOTE ON PLANS WITH REGARDS TO TITLE 24 COMPLIANCE (NOTE #13) 4 PLEASE SEE ADDED MOTE ON PUNS INDICATING IF ANY HAZARDOUS MATERIALS WILL BE STORED AND/OR USED WITHIN THE BUILDING WHICH EXCEED THE QUANTITIES LISTED ON UBC TABLES 3-D AND 3-E (NOTE #14) 5 PLEASE SEE REVISED PLANS WHERE A PATH OF TRAVEL HAS BEEN PROVIDED FROM THE HANDICAPPED PARKING STALL TO THE RACK AREA AND THE BATHROOMS SERVING THE RACK AREA WHICH MUST COMPLY WITH ALL TITLE 24 PART 2 REQUIREMENTS 6. FIRE DEPARTMENT APPROVAL TO BE OBTAINED PRIOR TO ISSUANCE OF A PERMIT 7. PLEASE SEE REVISED PLANS NOTES WHERE CLEARANCE BETWEEN ALL BUILDING AND RACKING COMPONENTS HAS BEEN PROVIDED MINIMUM CLEARANCE TO BE 6" (NOTE #15) 8 PLEASE SEE REVISED CALCULATIONS (PAGE 7 2) WHERE COLUMN HAS BEEN CHECKED WITHOUT THE USE OF POST PROTECTORS PER SECTION 2222 5 OF THE CODE 9 PLEASE SEE REVISED CALCULATIONS (PAGE 9), WHERE CONNECTIONS HAVE BEEN CHECKED AS REQUIRED. 10 PLEASE SEE REVISED CALCULATIONS (PAGE 7 3) WHERE COLUMN HAS BEEN CHECKED FOR WEAK AXIS BENDING PLUS AXIAL FOR TRANSVERSE SEISMIC LOADING 11 TYPE ONE IS DEFINITELY THE WORST CASE SCENARIO, TYPE 2 DOUBLE ROW HAS MORE LOADS AT THE BOTTOM WHICH REDUCE THE OVERTURNING MOMENTS, OTHERWISE THE HEIGHT, DEPTH AND WIDTH ARE EXACTLY THE SAME RESULTS ON THE SUMMARY SHEET FOR TYPE 2 SHOW ALL RELATED STRESSES PLEASE FEEL FREE TO CALL WITH ANY QUESTIONS YOU MAY HAVE REGARDING THE ABOVE MATTERS SINCEF SHARIFI tructura ngmeering 1720 S Douglass Rd, Suite B Anaheim, CA 3>26O6 Tel 714-4-50OO5© Fax ~K4 45<o OO<5(5 e-mail sceng@engineer com JUN 1 0 2005 Project Name • DC SHOES Project Number . E-O4-2O Date • O5/1O/O5 Street 2^4O LOKER AVE City/State CARLSBAD, CA. Scope of Work STORAOE RACKS s* nglneenng 172g S Douglass Rd. Ste B Anaheim. CA By BOB £Project- DC SHOES Project 8 E-O4-2O TABLE OF CONTENTS Title Page Table of Contents Design Data and Definition of Components Critical Configuration Seismic Loads Column Beam and Connector Bracing Anchors Base Plate Slab on Grade Other Configurations 1 2 3 4 5 to 6 7 8 to 9 10 11 12 13 14 Page 2- of \ U s* v^oncePT -ngineering 1723* S Douqlass Rd Ste B Anaheim, CA S»26O<S Te|OO5<S 714. 4-5S OO&& By BOBS Pnojeer DC SHOES Project S E-O4-2O Design Data 1) The analyses conforms to the requirements of the 2001 CBC, utilizing division X of chapter 22 and section 1630 2 2) Transverse braced frame steel conforms to ASTM A570, Gr 50, with minimum strength, P/=50 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr 50, with minimum yield, Fy=50 ksi All other steel conforms to ASTM A35, Gr 36 with minimum yield, Fy= 36 ksi 3) Anchor bolts shall be provided by installer per ICBO reference on plans and calculations herein Installer must provide any special inspection as called out on plans or calculations, or as required by the ICBO report indicated herein 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or simitar All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector 5) The slab on grade is 5" uiick witfi minimum 2000 psr compresssve strength Sod bearing capacity is 1000 p'sf Definition olComgonents Beam (--- f" jht "£ / '/ Product ^ Beam ^ Length I — Beam Spacing i I'") r •-A'r Column Beam to Column Connector Front View Down Aisle (longrtudtnan Frame Base Plate and Anchors Horizontal Brace Diagonal Brace TPane! Height L_ Frame I Depth Section A Cross Aisle (Transverse) Frame The components herein are designed within the guidelines of the 2001 CBC and with due regard to established industry standards set forth by the Rack Manufacturer's Institute Building official must approve final submitted design. Page of ( ngtneenng 1723 S Douq'ass Rd, Sre B Anaheim. CA S>2SO<S Te' 714-^-50 OO5<5 Fax 71^-^5© By BOBS Project- DC SHOES Project 8 E-O4-2O Configuration & Summary TYPE 1 DOUBLE ROW 72" 288"72" 72" 72 46" 4- 46" 46" 288" 46" 46" 46" 42" Seismic Zone 4 (isia=l 0) T1ong=0 38 sec / Tshort=0 22 sec Component Column Column Backer Beam Beam Connector Brace-Horizontal Brace-Diagonal Bsse Plate Anchor "Slab Level 1 2 3 4 Load Per Level # Bm Lvls 4 Frame Depth 42 in Frame Height 288 0 in # Diagonals 6 Beam Length 96 tn Frame Type Intrconnected Description Fy=50 ksi None Fy-50 ksi Fy=5Q ksi Fy=50 ksi Fy=50 ksi F/=36 ksi 2 per Base Monarch PTU34 3x3xl4ga None StepBeam 3"x2 5"xO 067 " Lvl 1 3 pin OK P=2950 Ib, M=7504 m-lb Lu=96 in Mconn=8737 m-lb None Capacity 2821 !b/pr Mcap=16922 in-lb M/2xlxl5ga l-l/ZxlxiSga 7 x 5 x 0 375 Rxity= 7504 m-lb 0 5" x 3 S" Embed HILT1 KNWIK BOLT II ICBO 4627 No Inspection (T=342 ib) 5" thk x 2000 psi slab 1000 psf Soil Beanng Pressure Beam Spcg Brace 1,400 Ib 720 in 46 0 in 1,400 ib 720 in 460 in 1,400 Ib 7ZJD in 46 0 in 1,400 Ib 720 in 460 in 460m 460 in Story Force Transv 55 Ib llllb 166 Ib 222 Ib Story Force Longit Column Axial 44 Ib 2,950 Ib 87 Ib 2,213 Ib 131 Ib 1,475 Ib 174 Ib 738 Ib Column Moment 7,504 "# 7,047 "# 5,481 "f 3,132 "# Conn Moment STRESS 0 41-QK N/A 05-OK 0 52-OK 0 18-OK 0 38-OK 0 55-OK 0 149-OK 0 37-OK Beam Connector 8,737 "* 3pm OK 7,726 "# 3 pin OK 5,769 "# 3 pin OK 3,028 "# 3 pin OK Notes Total 554 Ib 435 Ib Page of Structural ngineering 172S1 S Douglass Rd. Ste S A-iangim. CA g2SOi5 Te!OO5S Fax 71^- ^5(5 OOS(S By BOBS Project DC SHOES Project 8 £-04-20 Seismic Forces Configuration TYPE 1 DOUBLE ROW Lateral analysis is performed with regard to sections 2228 5 2 and 1630 2 of the 2001 CBC Base shear is highest of 1) Cv*I*W/(R*T*l 4) (EQ 30-4) <= 2 5*Ca*T*W/(R*l 4) (Eq 30-5} 2) 0 ll*Ca*l*W/l 4 (Eq 30-6) 3) 0 8*Z*Nv*I*W/(R*l 4) (Eq 30-7) 4) 1 5%*(DL+LL) (Sec 2228 3 2) TransversclCrpss Aisle) Seismic Load 0 22 sec Ct-trarisv= 0 020 <= VSQ 30 5= 0 1786 V2228 3 : = 0 015 VEQ 30 ?~ 0 033 n-transv= 2 Vtransv= Base Shear Coeff * (£DL + IXL/n-transv) = 0.1786 * (300 Ib + 5600 lb/2) = 554 Ib LL/(n-tr3n5v) DL hi wi*hi T= Cc*(H)L (M= 0472 6= 0035 Base Shear Caeff= 0.1786 Level LL 1= 10 Seismic Zone 4,1= 0 4 Ca= 044 Na= 10 Cv= 0 64 Nv= 1 0 (Transverse) R= 4 4 R R*hi 1 1,400 Ib 2 1,400 Ib 3 1,400 Ib 4 1,400 Ib 700 Ib 700 Ib 700 Ib 700 Ib 75 ib 75 Ib 75 Ib 75 Ib 72 in 144 in 216 in 288 in 55,800 111,600 167,400 223,200 554lb 110 8 Ib 166 2 Ib 221 6 Ib 3,989-# j 15,955-# 35,899-# 63,821-# Longitudinal (Downaisle) Seismic Load T=(Ct}*hAn 75= \/ —v EQ 3M~ Base Shear Coeff = Level 1 2 3 4 038 sec 0215 0035 0.1403 LL 1,400 Ib 1,400 Ib 1,400 Ib 1,400 Ib 2,800 Ib 300 Ib W=3100 Ib 558,000 Ct-long= 0 035 <= VEQ so s= 0 1403 V222B 3 2 = 0 015 VIong- Base Shear Coeff * (EDL + SLL/n~long) = 0.1403 * (300 fb + 5600 lb/2) - 435 Ib LL/(n-long) DL hi wi*hi 700 Ib 75 5b 72m 55,800 700 Ib 75 Ib 144 in 111,600 700 Ib 75 Ib 216 in 167,100 700 !b 75 Ib 288 in 223,200 554 Ib . VEQ 30-7= (Longitudinal ) R= n-long= Fi 435ib 870lb 130 5 ib 174 Olb 1=119,664 0026 56 2 2,800 Ib 300 Ib W=-3100 Ib 558,000 435 Ib TYPE I DR-DC SHOES Page $ ngineering 1720 S Doualass Ed Ste B A-iaheirrL CA 325OQ Tel 71^- 4-5£» OO5<5 Fax TV-^56 By BOBS Project- DC SHOES Project S E-O42O Downaisle Seismic Loads Configuration TYPE 1 DOUBLE ROW Determine the story moments by applying portal analysis The base plate is assumed to provide partial fixity Seismic Story Forces Vlong= 435 Ib Vcol=Vlong/2= 218 Ib Fl= 44 Ib F2= 87 Ib F3= 131 Ib Seismic Story Moments Conceptual System Mbase-max= 7,504 m-lb <=== Default capacity Mbase-v= (Vcol*hleff)/2 = 7,504 m-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 7,504 m-lb M 1-1= [Vcol * hleff]-Mfaase-eff M 2-2= [Vcol-(Fl)/2] * h2 = (218 Ib * 69 m)-7504 in-lb = [218 Ib - 43 5 !b]*72 in/2 = 7,504 m-lb hl-eff= hi - beam dip height/2 = 69m Vcol h2 Msets= (Mupper+Mlower)/2 Msas(l-l)= (7504 m-lb +7047 m-1b)/2 = 7,275 m-lb = 7,047 m-lb Mseis(2-2)= (7047 in-to + 5431 m-1b)/2 - 6,264 m-lb hi hleff Beam to Coiumn Elevation Summary of Forces LEVEL hi 1 72m 2 72 in 3 72 in 4 72 in Axial Load 2,950 Ib 2,213 Ib 1,475 Eb 738 Ib Column Moment 7,504 m-lb 7,047 m-lb 5,481 tn-lb 3,132 m-lb Mseismic 7,275 rn-lb 6,264 m-lb 4,307 in-lb 1,566 m-lb Mend-fixity 1,462 m-lb 1,462 m-lb 1,462 in-lb 1,462 m-lb Mconn 8,737 m-lb 7,726 m-lb 5,769 in-lb 3,028 m-lb Beam Connector 3 pm OK 3 pm OK 3 pm OK 3 pin OK Page of -ngineenng 172S S Douolass RcL Ste B Anaheim. C A Tei By BOB S Project DC SHOES Project # E-O42O Column Configuration TYPE 1 DOUBLE ROW Conforms to the requirements of Chapter C5 of the 1996 AISJ Co/d Formed Steel Desjgn Manual for combined bending and axial ioads Sectionfiroperties Section Aeff- Ix = Sx = rx = «f= E= Monarch PTU34 3x3xl4ga 0 643 mA2 1 130 mA4 0 753 mA3 1 326 m 167 29,500 ksi ly - 0 749 rnA4 Sy - 0 493 mA3 ry = 1 080 in Fy= 50 ksi Cmx= 0 85 Kx = Lx = Ky = Ly = Cb= h 3 000 in ^ *720m 10 460 m 1 0 1 'y 1- v I 0 075 in J~r~i .1 F—7-J f\ 3 000 in i V i i *0 75 in Loads Axial=P= 2,950 Ib Axial Analysis Moment=Mx= 7,504 in-lb (Column stresses @ Level 1) KxLx/rx = 1 2*72"/l 326" = 652 Fe= n^2E/(KL/r)maxA2 = 68 6ksi Pn= Aeff*Fn = 26,290 Ib P/Pa= 0 22 > 0 15 Bending Analysis KyLy/ry = 1*4571 08" = 426 Fy/2= 25 0 ksi Qc= 1 92 Fe > Fy/2 Fn= Fx(l-Fy/4Fe) = 50 ka*[l-50 ksi/(4*68 6 ksi)] = 409kSl Pa= Pn/nc = 26290 lb/1 92 = 13,693 Ib Check P/Pa + (Cmx*Mx)/(Max*[Jx) < 1 33 P/Pao + Mx/Max < 1 33 Pno= Ae*Fy = 0 643 mA2 ^50000 pa = 32,150 Ib Max^ My/Of = 37650 m-lb/1 67 - 22,545 m-ib = {l/[l-(Qc*P/Pcr)]}A-l = {1/[1-(1 92*2950 lb/44073 = 087 Pao= Pno/Qc = 16,745 Ib Myieid=My= Sx*Fy = 0 753 in^3 * 50000 psi = 37,650 in-lb r= nA2EI/(KL)maxA2 = nA2*29500 ksi/Cl 2*72 m)A2 = 44,073 Ib Combined Stresses (2950 lb/13693 Ib) + (0 85*7504 in-lb)/(22545 m-!b*0 87) = (2950 lb/16745 )b) + (7504 in-lb/22545 in-lb) = 054 051 < 1 33, OK < 1 33, OK (EQC5-1) (EQC5-2) Page tural ngmeenng 1729 S Douglass Rd, Ste B Anaheim, CA 92806 Tei 714 456 0056 Fax 7144560066 By BOBS Project DC SHOES Projects E-0420 Column-Exposed Post Check Conforms to the requirements of Chapter C5 of the 19% AISI Cold Formed Steel Design Manual for combined bending and axial loads Check post protector requirement of 2001 CBC Sec 2222 5 Section Properties Section 3x3x14 ga Aeff = 0 643 inA2 Ix = 1 130 inA4 Sx = 0 753 inA3 rx = 1 320 in Qf= 1 67 E= 29,500 ksi Loads ly = 0 749 mA4 Sy = 0 493 inA3 ry = 1 080 m Fy= 50 ksi Cmx= 0 85 width= 3 000 m depthl= 3 000 in thfckl= 0075m Kx= 17 Lx - 72 0 in Ky = 10 Ly = 46 0 in Cb= 10 — c= -3 — SOOOin — &* 1 1 tOO75m . SOOOin j^_ 075 in Axial=P= 2,950 Ib Axial Analysis Moment=Mx= 0 tn-lb KxLx/rx = 1 7*72"/l 32" = 927 Fe= nA2E/(KL/r)maxA2 = 33 9ksi KyLy/ry = 1*46"/1 08" = 426 Fy/2= 25 0 ksi Fe > Fy/2 Fn= Fy(l-Fy/4Fe) = 50 ksi*[l-50 ksi/(4*33 9 ksi)] = 31 5 ksi Pn= Aeff*Fn = 20,282 Ib = 1 92 P/Pa= Bending Analysis 0 28 > 0 15 Pa= Pn/Qc = 20282 ib/1 92 = 10,563 Ib Check P/Pa + (Cmx*Mx)/(Max*pc) £ 1 33 P/Pao + Mx/Max < 1 33 Pno= Ae*Fy = 0 643 inA2 =^50000 psi = 32,150 Ib Max= My/flf = 37650 m-lb/1 67 = 22,545 m-lb Pao= = 32150lb/l 92 = 16,745 Ib Myieid=My= Sx*Fy = 0 753 inA3 * 50000 psi = 37,650 tn-lb Pcr= nA2B/(Kl)maxA2 = nA2*2950Q ksi/(l 7*72 m)A2 = 21,960 Ib 92*2950 lb/21960 lb)]}A-l = 074 Combined Stresses (2950 lb/10563 Ib) + (0 85*0 m-lb)/(22545 m-lb*0 74) = 0 28 (2950 lb/16745 Ib) + (0 m-lb/22545 m-lb) = 0 18 < 50%, OK per sec 2222 5 No Post Protector Required 7 ot tru^tural r-— '-"~&f^3 P^X Engineering ^—-zz-f 1725 S Douglass Rd,Ste D Anaheim, CA 92806 Tel 714456 0056 Fax 7144560066 By BOBS Project DC SHOES Project #• E-0420 Column Conforms to the requirements of Chapter C5 of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads Section Properties Section 3x3x14 ga Aeff = 0 643 mA2 Ix = 1 130 mA4 Sx = 0 753 mA3 rx = l 320 in Qf= 1 67 E= 29,500 ksi Cb= 10 Kx* 17 Loads Movt= 137,614 m-lb Frame Depth= 42 in Seismic Axiai=Pv= Movt/d = 3,277 Ib Axial Analysis KxLx/rx = 1 7*72"/l 32" = 927 Fe= nA2E/(KL/r)maxA2 = 33 9ksi Pn= Aeff*Fn = 21,004 Ib P/Pa= 0 57 > 0 15 Bendinq Analysis Check P/Pa + (Cmy*My)/(May*My) < 1 33 P/Pao + My/May < I 33 Pno= Ae*Fy = 0 643 m^2 *55000 psi = 35,365 Ib V ly = 0 749 inA4 H ^\ Sy = 0 493 mA3 f ' <ff Pv ry = 1 080 in \ 4 / \ Fy= 55 ksi • ' l . Cmx= 0 85 , -3 ' p \ p width= 3 000 in . f , \ ^S depthl= 3 000 in ^33 cxi" — L T ^ My O 075 in W h Ly = 46 0 m ' Tt-snsvetse Ele^tio i Static Axial=Ps= 2,950 Ib V= 554 Ib h= 6m Ptotal=P= 6,227 Ib Moment=My= V*h = 3,324 m-lb KyLy/ry = 1*4671 08" Fe > Fy/2 = 42 6 Fn= Fy(l-Fy/4Fe) Fy/2= 27 5 ksi = 55 ksi*[l-55 ksi/(4:*33 9 ksi)] = 32 7 ksi Qc= 1 92 Pa= Pn/r^c = 21004 Jb/1 92 = 10,940 Ib Pao= Pno/Qc Myieid=My= Sy*fy = 35355!b/l 92 =0 493 mA3 * 55000 psi = 18,419 Ib = 27,115 m-lb May= 27115 m-lb/1 67 16,237 tn-lb Pcr= = ^2*29500 ksi/(l 7*72 m)A2 = 21,960 Ib 92*6227 ID/21960 ib)]}A-l = 046 Combined Stresses (6227 lb/10940 Ib) + (0 85*3324 m-lb)/(l6237 in-lb*0 46) = (6227 lb/18419 Ib) -v (3324 in-lb/16237 in-lb) - 0 95 < 1 33, OK (EQ C5-1) 0 54 < 1 33, OK (EQ C5-2) Page of •ngineenng S Poualoss Rd. Ste B Anaheim. CA By BOBS Project- DC SHOES Project # E-O4-2O Beam Configuration TYPE 1 DOUBLE ROW The beam to column connection is assumed to provide partial end fixity for the beam frame The end moment calculated herein is added to the lateral force force portal moment when analyzing the connection capacity Designed per section 2228 of the 2001 CBC The impact load on the beam is addressed by including the Impact Factor "a" in the determination of tne beam center bending stress Section Properties Beam Member^ StepBeam 3"x2 5"xO 067 " BeamatLevel= 1 BeamType= Formed Ix= 0 876 mA4 Sx= 0 560 mA3 Length=L= 96 0 m Lu= 96 0 in i _ 2 500 in L-l 750 in 4, Beam Weight^ Thickness- Beam Shape= 4 0 Ib/ft Q 067 en Step impact Factor (a)=[l-(25%/2)]= 0 875 Loads 3000 in • ••-S ' • £ "• — . 11 0.750 ir. ^L 0 067 in % End Fixity= 25 % 0= 025 Mcenter= G*(wl_A2/8) = 0 832*(wLA2/8) Mends= 0*Mmax(fixed ends) = (wl_A2/12)*0 25 = 0 0208*wLA 2 Fb= 0 6 * Fy = 30,000 psi Fb-eff= 30,000 psi CoeffB= 0104/0125 = 0832 Mcenter= Mcenter(simple ends) - 0*Mcenter(fixed ends) = wLA2/8 - (0 25 * wLA2/12) = 0 104 * wLA2 Fy= 50,000 psi Live Load/ Pair = 1,400 Ib Mcenter= 0 104 * wLA2 = 7,308 in-lb Bending Dead Loaa/Pair= (4 Ib/ft) * 2 * 96 in/12 = 64 Ib Mends= 0 0208*wLA2 = 1,462 in-lb Dist l_oad=w= 7 6 Ib/m M= 7,308 in-lb = 14,915 psi Bending Capcity= 2,864 Ib/pair Deflection 34915 psj/30000psj 050 <=10, OK Defl-allow=L/ 180 = 0 534 in Defl= B * [5wLA4/(384*EJKlx)] = [5*7 6 lb/m*(96 in)A4/(384*29 5xlOA6 psi * 0 876 tnA4)]*0 832 0271m <= 0534 in, OK Deflection Capacity = 2,821 Ib/Pair <= = = Cntacal Allowable load per beam patr= 2,821 (b Page 9- of ngineenng 1729 S Douglass Ed, Ste B Anaheim, CA 92<3O<5 Tel 714 4-5© OO5& Fax 714 45© OOStS By BOBS Project- DC SHOES 3 Pin Beam to Column Connection TYPE 1 DOUBLE ROW Mconn max= 8,737 m-lb Load at level 1 Connector Type= 3 Pin Shear Capacity of Pin Prn Diam= 0 44 in Ashear= (0 438 m)A2 * Pi/4 = 0 1507 inA2 PsheQr= 0 4 * Fy * Ashear = 04* 50000 psi * 0 1507mA2 = 3,014 Ib Fy= 50,000 psi Bearing Capacity of Pin Per tneiyyb AISSI LOJO Formed bteeT Manual, Sec E3 J tcol= 0 075 in Fu= 65,000 psi Omega= 2 22 a= 2 22 Pbeanng= alpha * Fu * diam * tcot/Omega = 2 22 * 65000 psi * 0 438 m * 0 075 in/2 22 = 2,135 Ib <30Hlb Moment Capacity of Bracket Edge Distance=:E= 1 00 in Pin Spacing= 2 0 in C= P1+P2+P3 tdip= 0 18 in = P1+P1*(2 5"/4 5")+Pl*(0 5"/4 5") = 1 667 * PI = Sclip * Fbendmg = 0 127 inA3 * 0 66 * Fy = 4,191 in-)b C*d= Mcap = 1 667 Fy= 50,000 psi Sclip= 0 127 mA3 d= E/2 = 0 50 in Pclip= Mcap/(l 667 * d) = 4191 in-lb/(l 667 * 0 5 in) = 5,028 Ib Thus, Pl= 2,135 Ib Mconn-ailow= [Pl*4 5"+Pl*(2 5"/4 5")*2 5"+Pl*(0 5"/4 5")*0 5"]*1 33 = 2135 LB*[4 5"+(2 5"/4 5")*2 5"+ (0 5"/4 5")*0 5'1]*! 33 = 16,922 in-lb > Mconn max, OK Page of s,,Ivuctura ngineermg yi'23 S Douglass Rd. Ste B Anaheim. CA 3>2£>O& Tel 71A A5@ OO56 Fax By BOBS Project- DC SHOES Project 6 E-O4-2O Transverse Brace Configuration TYPE 1 DOUBLE ROW Section Properties Diagonal Member= l-l/2xlxl5ga Area= 0 213 m^2 r min= 0 353 in Fy= 50,000 psi K= 30 Oc= 1 92 Horizontal Member^ l-l/2xlx!5ga Area= 0 213 in^2 r mm= 0 353 in Fy= 50,000 psi K= 30 1 Frame Dimensions Bottom Pane! Height=H= 46 0 in Frame Depth=D= 42 0 in Column Width=B= 3 0 in Clear Depth=D-B*2= 36 0 m X Brace= NO Diagonal Member V=Vtransv= 554 Ib Ldiag= [(D-B*2)A2 + (H-6")A2]Al/2 = 53 8 in Pmax= V*(Ldiag/D) - 710 Ib Pn= AREA*Fn = 0 213 inA2 * 12536 psi = 2,670 Ib SINCE Fe<Fy/2, (W/r)a (k * Ldiag)/r mm = (1x53 8 in/0353m) = 1524m Fe= pi^2*E/(kl/r)^2 = 12,536 psi Fn= Fe = 12,536 psi Pallow= = 2670 Ib /I 92 = 1^391 Ib fa/Fa= Horizontal brace 051 <- 1.33 OK Check End Weld Lweld= 2 5 in Fu= 65 ksi tmm= 0 067 m Weld Capacity= 0 75 * tmm * L * Fu * 1 33/2 5 4,355 Ib OK Pmax=V= 554 Ib (k!/r)= (k * Lhonz)/r mm = (1x42 in)/0353m = 119 0 in Since Fe<Fy/2, Fn=Fe - 20,560 psi fa/Fa=0.24 Fe= = 20,560 psi Pn= AREA*Fn = 0 213m^2*20560 psi = 4,379 Ib <= 1.33 OK Fy/2= 25,000 psi Pallow= Pn/I^c = 4379 Ib /I 92 = 2,281 Ib Page y Cs of V 'tj-uctural ngineenng S Ooudass Rd.re S Anaheim. CA 02506 Tel 71^4-55 OO5& Fax By Anchors Check overturning Loads La Fully Loaded rac BOBS ' Project- DC SHOES Project tt E-O4-2O Configuration TYPE 1 DOUBLE ROW per section 2228 7 1 of the 2001 CBC Vtrans=V= DL/Frame= LL/Frarne= Wst=(0 9*DULL/n)tatal= LL @ TOP- DL/Lvl = DL*0 90= k 554 Ib 300 Ib 5,600 Ib Frame Depth=D= 42 0 in 5,870 tb Htop-lvl= 288 0 in 1,400 Ib # Levels= 4 75 Ib n-transv= 2 68 Ib # Anchors/Base = 2 T j si / / \ / DE ELEVATION Vtrans= 554 Ib Movt= I(R*hi)*l 15 = 119664(n-lb*l 15 = 137,63 4 m-lb Mst= Wst * D/2 = 5870 Ib * 42 in/2 = 123,270 m-lb (Movt-Mst)/D (137614 m-lb -123270 in-lb)/42 in 342 Ib Top Level Loaded Only Critical Level = 4 Vtop= 2 5*Ca*I(DL+l_L@top/n-transv)/(R*l 4) = 0 1786 * (75 Ib + 1400 lb/2) - 138 Ib Mst= 0 9*(DL-total + Utop/n) *D/2 = (1400 lb/1 + 67 5 lb*4) * 42 in/2 = 35r070 m-lb Hgt @ Lv! 4= 288 0 in Movt= Vtop*Htop*l 15 = 133 415 Ib * 288 in * 1 15 = 45,843 m-lb T= (Movt-Mst)/D = (45843 m-lb - 35070 in-lb)/42 in = 257 Ib Anchor Check (2) 0.5" x 3 5" Embed HILTI KWIK BOLT II anchor(s) per base plate Special inspection is not provided per ICBO 4627 Pullout Capacity=Tcap= 875 Ib Shear Capacity=Vcap= 1,840 Ib Tcap*Phi*S= 1,164 Ib Vcap*Phi*S= 2,447 Ib L A City Jurisdiction? NO Phi= 1 33 Spacing Coeff=S= 1 0 Fully Loaded Top Level Loaded (171 lb/1164 lb)-M 66 + (139 lb/2447 lb)Al 66 = 0 05 (129 lb/1164 lb)Al 66 + (35 lb/2447 lb)^l 66 = 0 03 <= 10 OK <= 10 OK Page of vj '-tructural ngineenng 1729 S Douglass Rd. S^e B A-iaheim. CA gSfiQg Te| TiAASgQOSe Fax 71^^-55 OO^g. By BOB S Project- DC SHOES P-oject 8 E-O42O Base Plate Configuration TYPE I DOUBLE ROW Section Width =W = Depth=D = Column Width=b = Column Depth=dc - L = Down Aisle Loads P = Axial stress=fa = Moment Stress=fb = Moment Stress=fbl = M3 = S-plaie = 1 P 7 00 in a = 2 50 in "*~~ *7\ / 5 00 in Anchor c c =2*a=d = 5 00 in ^ ^ 3 00 in N=# Anchor/Base= 2 / ' ^ Mb 3 00 in hy = jib;UUU pst 1 | | 1 2 00 in ! | b j*- L |*| Downaisle Elevation 2,950 tb Mbase=Mb = 7,504 in-lb P/A = P/(D*W) Ml= wLA2/2= fa*L^2/2 84 psi = 169 m-lb M/S = 6*Mb/[(D*B^2] Moment Stress=fb2 = 2 * fb * L/W 183 8 psi = 105 0 psi fb-fb2 M2= fbl*L^2)/2 78 8 psi = 158 m-lb (l/2)*fb2*L*(2/3)*L = (l/3)~Tb2*L^2 Mratal = M1+M2+M3 140 in-lb = 466 in-lb/tn (l)(tA2)/6 Fb = 0 75*Fy*l 33 0 023 m^3/m = 35,910 psi fb/Fb = Mtotal/[(S-ptateXFb)] 0.55 OK Tanchor = (Mb-(P*0 9)(a))/[(d)*N/2J = 173 Ib Tallow= 1,164 Ib OK Page ( -^ of SI i O/2005 '•frructural ngmeering Douqlass Rci Ste B Anaheim, CA 3>2aO& Tel 714-45(5 OO5<5 Fax 71 A 45© By BOBS Project- DC SHOES Project « E-Q42O Slab on Grade Configuration TYPE 1 DOUBLE ROW The slab is designed per UBC 1922 to carry the puncture stress of the post as well as the upward soil reaction from the soil 4P/t/ ^L///vi slab lit a k- SLAB ELEVATION Base PJ ate B= 7 00 in D= 5 00 in Load Case 1 Product + Seismic Down Aisle ---. Baseplate Plan View Concrete fc= 2,000 psi tslab=t= 50m phi=0= 0 65 fSD)l= 1,000 psf Movt= 137,614 m-!b Frame depth= 42 0 in width=a= 3 00 in deptii=b= 3 00 in eff baseplate width=c= 7 00 in eff baseplate depth=e= 5 00 in Product DL= 150 (b Product LL= 2,800 Ib P-seismic=E= (Movt/Frame depth)*! 4 = 4,587 Ib Pse=DL+LL+E/l 4= 6,227 Ib (Strength Design Loads) Puncture 1922 5, Eqtn 22-9 Pu= 1 1*(1 2PDL + 1 OPLL + 1 0*E) = 8,324 Ib Api.nct= [(c+t)+(e-rt)]*2*t = 220 0 mA2 (Sec 1612 2 1, EQ 12-5)Fpunct= 2 66*phi*sqrt(fc) = 77 3 psi fv/Fv= Pj/(Apunct*Fpunct) 0.49 < 1 33 OK Slab Bending Per UBC 192272 Asoil= (Dse*144)/(fso'l) = 897 mA2 x= (L-y)/2 = 70 in Fb= 5*(phi)*(rc)^0 5/1 4 L= (Asoi!)A0 5 = 29 95 in M= w*xA2/2 = 171 0 in-lb = 104 0 psi (Sec 1922 5 1) y= (c*e)A0 5 + t*2 = 15 9 in S-slab= l*tA2/6 = 417mA3 fb/Fb= M/(S-slab*Fb) Q39S < 1 33, OK Load Case 2 Static Loads PDL= 150 Ib PI_L= 2,800 ib Ps= DL+LL = 2,950 Ib Puncture Section 1922 5, Eqtn 22-9 Pu= 1 4*PDL + 1 7*PLL = 4,970 Ib Apunct= [(c+t)+(e-rt)]*2*t = 220 mA2 Slab Bending Per UBC 1922 7 2 Asoil= (Ps*144)/(fsoi!) = 425 mA2 x= (L-vV2 = 2 3 in Fb= 5*(phi)*(rc)A0 5/1 7 = 85 0 psi (Sec 1909 21, EQ9-1) L= (Asoi!)A0 5 = 20 61 in M= w*xA2/2 = (fsoil*xA2)/( 144*2) = 19 1 m-lb (Sec 1922 5 1) Fpunct- 2 66*phi*sqrt(f'c) = 77 3 psi fv/Fv= Pu/(Apunct*Fpunct) 0 29 < 1.0 OK y= (c*e)A0 5 + t*2 = 159m S-slab^ l*tA2/6 = 417mA3 fb/Fb= M/(S-slab*Fb) 0.054 < 1.0, OK Page I ^ of \ ngineering S Poupigss Rd. Ste S Anaheim. CA SSSOiS Tel 71^-45^ OO5<& Fax 71A A-5& OO&& BY BOBS Project- DC SHOES Project 8 E-O4-2O Configuration &, Summary: TYPE 2 DOUBLE ROW 288" 96" 288' 46" J 46" 46" 46" 46" r 46" 42" -4"42" Seismic Zone 4 (Na=l 0) Ttong=0 34 sec / Tshort=0 19 sec Component Column Column Backer Beam Beam Connector Brace-Honzonta) Brace- Diagonal Base Plate Anchor Slab Level 1 2 3 Load Ptr Level # Bm Lvls 3 Frame Depth 42 m Frame Height 288 0 in # Diagonals 6 Beam Length 96m Frame Type Intrconnected Description Fy=50 ksi None Fy=50 ksi Fy=50 ksi Fy=5D ks; Fy=50 ksi Fy=36 ksi 2 per Base Monarch PTU34 3x3xl4ga None StepBeam 3"x2 5"xO 067 " Lvl 1 3 pin OK P=2763lb,M- 10740 m-lb None Lu=96 in Mconn= 10683 in-ib l-l/2xlx!5ga Capacity 2806 !b/pr Mcap= 16922 m-lb l-l/2xlxI5ga 7 x 5 x 0 375 Fixity = 8000 m-lb 0 5" x 3 5" Embed HILT7 KWIK BOLT u ICBO 4627 No Inspection (T=I39 ib) 5" thk x 2000 psi slab 1000 psf Soil Bearing Pressure BeamSpcg Brace 2,500 Ib 96 0 in 46 0 in 1,400 Ib 76 0 in 46 0 in 1,400 Ib 760 in 460 in 460 in 460 in 460 in Story Force Ttansv 144 Ib 151 Ib 218 Ib Story Force Uongst. Column Axial 113 Ib 2,763 Ib 119 Ib 1,475 Ib 171 Ib 738 Ib Column Moment 10,740 "# 5,506 "# 3,251 V Conn. Moment STRESS 0 57-OK N/A 0 89-OK 063-OK 0 17-OK 0 36-OK 0 56-OK 0 307-OK 0 31-OK Beam Connector 10,6S3 "# 3 pin OK 5,813 "# 3 pin OK 3,059 "* 3pm OK Total 513 Ib 403 Ib Notes CARTON FLOW LOADS TRANSFERRED TO 1ST MOMENT RESISTING BEAM LEVELS Page of tructura oncepts ngineering S Douglass Rd, Suite B Anaheim, CA 928O& Te 714-4-56 OO56 Fax 714450 OO<£>& e-masl sceng@engineer com Project Name - DC SHOES Project Number : E-O42O Date O5/1O/O5 Street. 2S4O LOKER AVE. City/State : CARLSBAD, CA. 9>2OO& Scope of Work : STORAGE RACKS 5-•tructural ngineering 1723> 5 Douglass Rd. Ste B Anahe'm. CA 52800 Tel 714- 4-56 OO5& Fax By BOB S Project- DC SHOES Project tt E-O4-2O TABLE OF CONTENTS Tide Page Table of Contents Design Data and Definition of Components Critical Configuration Seismic Loads Column Beam and Connector Bracing Anchors Base Plate Slab on Grade Other Configurations 1 2 3 4 5 to 6 7 8to9 10 11 12 13 14 Page 2_ of \ U Conceprs Englneering S Douqlass Rd. Ste B Anaheim. CA S26O<S Te! 714- 45© OO5& Fax 71^- ^56 BOBS DC SHOES Project # E-O42O Design Data 1) The analyses conforms to the requirements of the 2001 CBC, utilizing division X of chapter 22 and section 1630 2 2) Transverse braced frame steel conforms to ASTM A57Q, Gr 50, with minimum strength, Fy=50 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr 50, wttfi minimum yield, Fy=50 ksi All other steel conforms to ASTM A36, Gr 36 with minimum yield, Fy= 36 ksi 3) Anchor bolts shall be provided by installer per ICBO reference on plans and calculations herein Installer must provide any special inspection as called out on plans or calculations, or as required by the ICBO report indicated herein 4) Alt welds shall conform to AWS procedures, utilizing E70xx electrodes or simitar All such welds shall be performed in shop, witfi no field welding allowed other than those supervised by a licensed deputy inspector 5) The slab on grade is 5" thick with minimum 2000 psi compressive strength Soil bearing capacity is 1000 psf Definition . Beam f-- ne )ht w= / Roduct F, , . . ^ Beam Length I Beam Spacing I, T Front View Down Aisle f Longitudinal) Frame Column Beam to Column Connector Base Plate and Anchors Horizontal Brace Diagonal Brace T Panel Height L_ Frame J I Deptri I Section A Cross Aisle (Transverse) Frame The components herein are designed within the guidelines of the 2001 CBC and with due regard to established industry standards set forth by the Rack Manufacturer's Institute Building official must approve final submitted design. Page -5 of 5/1 0/£005 -ngineenng 1729 S Douglass Rd. Ste B Anaheim. CA 525-0(5 Tel 7K/156 OO5& Fax 714- A5<& OO&<5 By BOB S Projeer PC SHOES Project « E-O4-2O Configuration & Summary TYPE 1 DOUBLE ROW 72' 288"72" 72" 72" 46" 46" 46"288" J 46" 4- 48' 46" 42'42" Seismic Zone 4 (Na=l 0) Tlong=0 38 sec / Tshort=0 22 sec Component Column Column Backer Beam Beam Connector Brace- Horizontal Brace-Diagonal Base Plate Anchor Slab Level 1 2 . 3 4 Load Per Level * 6m Lvis 4 Frame Depth 42 in Frame Height 2880m # Diagonals 6 Beam Length 96 in Frame Type Intrconnected Description Fy=50 ksi None Fy=50 ksi Fy=50 ksi Fy=50 ksi Fy=50 ksi Fy=36 ksi 2 per Base Monarch PTU34 3x3xl4ga None StepBeam 3flx2 5"xO 067 " Lvl 1 3 pin OK P=2950 Ib, M=7504 m-lb None Lu=96 in Mconn=8737 tn-lb l-l/2xlxl5ga l-l/2xlxl5ga 7 x 5 x 0 375 Capacity 2821 Ib/pr Mcap= 16922 m-lb Fbaty= 7504 m-lb 0 5" x 3 5" Embed HILT1 KWIK BOLT II ICBO 4627 No Inspection (T=342 Ib) 5" tfik x 2000 pst slab 1000 psf Soil Bearing Pressure Beam Spcg Brace 1,400 Ib 72 0 in 46 0 in 1,400 Ib 720 in 460 in 1,400 Ib 72.0 in 46 0 in 1,400 Ib 72 0 in 46 0 in 460 in 460 in Story Force Transv 55 Ib 111 Ib 166 Ib 222 Ib Story Force Longit Column Axial 44 Ib 2,950 Ib 87 Ib 2,213 Ib 131 Ib 1,475 Ib 174 Ib 738 Ib Column Moment 7,504 "# 7,047 "# 5,481 "# 3,132 "# Conn Moment STRESS 0 41-OK N/A 05-OK 0 52-OK 0 18-OK 0 3S-OK 0 55-OK 0 149-OK 0 37-OK Beam Connector 8,737 "# 3 pin OK 7,726 "# 3 pin OK 5,769 "# 3 pin OK 3,028 "# 3 pin OK Total 554 Ib 435 Ib Notes Page v of I ngtneenng-* -' 17231 S Pouoloss Rd. Ste B Anaheim. CA Te!Fax OO&& By BOBS Project- DC SHOES Project fi E-O4-2O Seismic Forces Configuration TYPE 1 DOUBLE ROW Lateral analysis is performed with regard to sections 2228 5 2 and 1630 2 of the 2001 CBC Base shear is highest of 1) Cv*I*wy(R*T*l 4) (EQ 30-4) <= 2 5*Ca*I*W/(R*l 4) (Eq 30-5) 2) 0 ll*Ca*l*W/l 4 (Eq 30-6) 3) 0 8*Z*Nv*I*W/(R*l 4) (Eq 30-7) 4) 1 5%*(DL+LL) (Sec 2228 3 2) Transverse (Cross Aisle) Seismic Load T= Ct*(H)07S VEQ 30-4= 0472 VEQ BO 6= 0 035 Base Shear Coeff= 0.1786 " Level LL 0 22 sec Ct-transv- 0 020 <= VEQ 3o 5= 0 1786 V222B 3 2 = 0 015 VEQ 30 7= 0 033 n-transv= 2 Vtrai\sv= Base Shear Coeff * (SDL + UJ./n-transv) = 0.1786 * (300 Ib + 5600 lb/2) = 554 Ib LL/(n-transv) DL hi wi*hi 1= 10 Seismic Zone 4, Z= 0 4 Ca= 044 Na= 10 Cv= 0 64 Nv= 10 (Transverse) R= 4 4 R Fi*hi 1 1,400 Ib 2 1,400 Ib 3 1,400 Ib 4 1,400 Ib 700 Ib 700 Ib 700 Ib 700 Ib 75 Ib 75 Ib 75 fb 75 Ib 72 in 144 in 216 in 288 in 55,800 111,600 167,400 223,200 554lb 110 8 Ib 166 2 Ib 221 6 Ib 3,989-# | 15,955-# 35,899-# 63,821-# Longitudinal fDownaisle) Seismic Load T=(Ct)*hA0 75= 0 38 sec VEQ 30-4= 0215 VEQ 30*= 0035 Base Shear Coeff= 0.1403 Level ' LL 1 1,400 ib 2 1,400 Ib 3 1,400 Ib 4 1,400 Ib 2,800 Ib <= VEQ 30-5= Vlong= =. = LL/(n-long) 700 Ib 700 Ib 700 Ib 700 Ib 300 Ib 01403 W=3100 Ib 558,000 Ct-long= 0 035 V222S32= 0015 55415 Z=119,664 VEQW7=0026 Base Shear Coeff * (SDL + XLJL/n-long) 0 1403 * 435 Ib DL 75 Ib 75 Ib 75 Ib 75 tb (300 Ib + 5600 lb/2) hi wi*hi 72 m 55,800 144 in 111,600 216 in 167,400 288 in 223,200 (Longitudinal ) R= 5 6 n-!ong= 2 R 43 5 Sb | 870lb 130 5 Ib 174 0 Ib 2,800 Ib 300 Ib W=31DQ Ib 558,000 435 Ib TYPE Page of \ ngineermg 1720 S Douglass Ret. Ste B Anaheim. CA Tel 71^- A-5& OO56 Fax 71^-4-5^ By BOB S Project DC SHOES Project tt E-O42O Downaisie Seismic Loads Configuration TYPE 1 DOUBLE ROW Determine the story moments by applying portal analysis The base plate is assumed to provide partial fixity _Seismic Story Forces Vlong= 435 Ib Vcol=Vlong/2= 218 Ib Fl= 44 Ib F2= 87 Ib F3= 131 Ib Tvpical frame m Ti-u>ut,i-> gee, oftwo columns "N. Seismic Story Moments Co nee ptu a I System Mbase-max= 7,504 m-lb <=== Default capacity Mbase-v= (Vcol*hleff)/2 ~ 7,504 in-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 7,504 in-lb hi-eff= hi - beam clip height/2 = 69 in Vco! h2 M 1-1= [Vcol * hleffj-Mbase-eff = (218 Ib * 69 in)-7504 in-lb = 7,504 m-lb Mseis= (Mupper+Mlower)/2 Mseis(l-l)= (7504 in-ib + 7047 m-lb)/2 = 7,275 m-lb M 2-2= [Vcol-(Fl)/2] * h2 = [218lb-435lb]*72m/2 = 7,047 m-lb Mseis(2-2)= (7047 m-lb + 5481 m-ft>)/2 = 6,264 m-lb hi Meff if 1 Beam to Column Elavalton j Summary of Forces j LEVEL hi 1 72 in 2 72m 3 72m 4 72 in Axial Load 2,950 Ib 2,213 Ib 1,475 lb 738 Ib Column Moment 7,504 m-lb 7,047 in-lb 5,481 «v-tb 3,132 m-lb Mseismic 7,275 in-lb 6,264 m-lb 4,307 tn-lb 1,566 m-lb Mend-fixity 1,462 in-lb 1,462 m-lb 1,462 in-lb 1,462 m-lb Mconn 8,737 m-lb 7,726 m-lb 5,769 in-lb 3,028 m-lb Beam Connector 3 pin OK | 3 pm OK 3 ptn OK 3 pin OK TYPE I DR-DC SHOES Page of I ngineenng 172S £Kd. Ste B Anaheim. CA 32.30(5 Tel 714- 4-50 OO56 Fax By BOBS Project- DC SHOES Projects E-O4-2O Column Configuration TYf>E 1 DOUBLE ROW Conforms to the requirements of Chapter C5 of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads Section Properties Section Monarch P7U34 3x3xl4ga Aeff - 0 643 inA2 Ix = 1 130 mA4 Sx = 0 753 inA3 rx = 1 326 in Qf= 1 67 E= 29,500 ksi Loads ly = 0 749 mA4 Sy = 0 493 mA3 ry = 1 080 in Fy= 50 ksi Cmx= 0 85 Kx= 12 U = 72 0 in Ky = 10 Ly = 46 0 in Cb= 10 h 3.000m „_ x " y — — -[. — — y 3.000 in 1 0 075 in 1 \ J n -tJ L_0 75 in Axial=P= 2,950 Ib Axial Analysis Moment=Mx= 7,504 in-lb (Column stresses @ Level 1) KxLx/rx = 1 2*72"/l 326" = 652 Fe= n^2E/(KL/r)maxA2 = 68 6ksi KyLy/ry = 1*46"/1 08" = 426 Fy/2= 25 0 ksi Fe > Fy/2 Fn= Fy(l-Fy/4Fe) = 50 kss*[l-50 ksi/(4*68 6 ksQ] = 409ksi Pn= Aeff*Fn fic= 1 92 - 26,290 Ib P/Pa= 0 22 > 0 15 Bending Analysis Pa = Pn/£5c = 25290 lb/1 92 = 13,693 Ib Check P/Pa + (Cmx*Mx)/(Max*px) < 1 33 P/Pao + Mx/Max s l 33 Pno= Ae*Fy = 0 643 mA2 ^50000 psi = 32,150 Ib Max- My/Of = 37650 m-lb/1 67 = 22,545 m-lb Pao= Pno/£2c = 32150lb/\ 92 = 16,745 Ib Myield=My= Sx*Fy = 0 753 mA3 * 50000 psi = 37,650 in-lb Per- nA2e/(KL)maxA2 - nA2*29500 ksi/(l 2*72 m)A2 = 44,073 Ib 92*2950 lb/44073 lb)]>A-l = 087 Combined Stresses (2950 lb/13693 Ib) + (0 85*7504 in-!b)/(22545 m-lb*0 87) = 0 54 < 1 33, OK (EQ C5-1) (2950 m/16745 Ib) + (7504 m-lb/22545 in-lb) = 051 < 1 33, OK (EQ C5-2) Page of i3.tructural v—Concepts ngineering 1723 S Poualass Rd. Ste B Anaheim. CA g2<3O(5 Te!OO5S Fax 714- 4-5& OO<5<5 By BOB 5 Project- DC SHOES Project tt E-O42O Beam Configuration TYPE 1 DOUBLE ROW The beam to column connection is assumed to provide partial end fixity for the beam frame The end moment calculated herein is added to the lateral force force portal moment when analyzing the connection capacity Designed per section 2228 of the 2001 CBC The impact load on the beam is addressed by tnduding the Impact Factor "a" in the determination of the beam center bending stress Section Properties Beam Member- StepBeam 3"x2 5"xO 067 " j 2,500 in 750 in 4. Beam at Level Beam Type Ix Sx Lengtn=L Lu: = 1 Formed 0.876 mA4 0 560 mA3 960m 96.0 in Beam Weight^ 4 0 Ib/ft Truckness= 0.067 m Beam Shape= Step Impact Factor (a)=[l-(25%/2i]= 0 875 3 OOO in Loads a 750 ir. 0 067 in % End Rxity= 0 = Mcenter= Mends= Fb= Fb-eff= Live Load/Pair= Mcenter= 25% 025 B*(wLA2/8) 0.832*(wLA2/8) 0*Mmax(fixed ends) (wLA2/12)*0 25 0 02Q8*wLA2 06*Fy 30,000 psi 30,000 psi 1,400 Ib 0 104 * wLA2 7,308 m-lb Coeff 6= 0 104/0 125 = 0832 Mcenter= Mcenter(simple ends) - 0*Mcenter(fixed ends) = wLA2/8 - (0 25 * wLA2/12) = 0 104 * wLA2 Fy= 50,000 psi Dead Load/Pair= (4 Ib/ft) * 2 * 96 in/12 = 64 Ib Mends= 0 0208*wLA2 = 1,462 m-lb Dist Load=w= 7 6 Ib/m Bendmq M= Bending Capcity^ Deflection 7,308 m-lb 14,915 psi 2,864 Ib/pair fb/Fb= 14915 psi/30000 psi - = 0 50 <= 1 0, OK Defl-allow=L/ DeHection Capacity= 180 0 534 in Defl= B * [5wLA4/(384»-E*Ix);| = [5*7 6 lb/m*(96 m)A4/(384*29 5xlOA6 psi * 0 876 mA4)]*0 832 0271m <- 0534 in, OK 2,821 Ib/Pair <--- cntical Allowable load per beam pair= 2^21 Ib Page of V ngineenng S Douglass Rd, Ste B Anaheim CA Tel 714- 4-56 OO5& Fax 714- 456 OO&& By BOBS Prqjecr CC SHOES Projects E-O4-2O 3 Pin Beam to Column Connection TYPE I DOUBLE ROW Mconn max= 8,737 m-ib Load at level l Connector Type= 3 Pin Shear Capacity of Pm Pin Diam= 0 44 m Ashear= CO 438 - 0 1507 Fy= 50,000 psi Pi/4 Pshear= 0 4 * py * Ashear = 04* 50000 psi * 0 1507inA2 - 3,014 ib bearing Capacity of Pin Per theiyyfa AIM cold Formed steeJ Manual, bee t J J tcol= 0 075 in Fu= 65,000 psi Omega= 2 22 a= 2 22 Pbeanng= alpha * Fu * diam * tcoi/omega = 222* 65000 psi * 0 438 in * 0 075 in/2 22 - 2,135 Ib < 3014 Ib Moment Capacity of Bracket Edge Distance=E= 1 00 m Pin Spacmg= 20 in C= P1+P2+P3 tclip= 0 18 in = Pl+t>l*(2 5"/4 5")+Pl*(0 5"/4 5") = 1 667 * PI Mcap= sdip * Fbending = 0 127 mA3 * 0 66 * Fy = 4,191 m-lb C*d= Mcap = 1 667 Pdip= Mcafj/(i 667 * d) = 4191 m-lb/(l 667 * 0 5 in) = 5,028 Ib Thus, Pl= 2,135 Ib Mconn-allow= [Pl*4 5"+Pl*(2 5"/4 5")*2 5"+Pl*(0 S"/4 5")*0 5"]*1 33 = 213S LB*[4 5"+(2 5"/4 5")*2 5"+ (0 5"/4 5")*0 5"]*1 33 = 16,922 m-lb > Mconn max, OK Fy= 50,000 psi Sclip= 0 127 inA3 d= E/2 = 0 50 in Page of 511 O/2OO5 CL fructural • ngineenng Douglass Rd. Ste B Anaheim. CA Tel OO5& Fax 71AA56 OO<5<5 By BOBS Project- C5C SHOES Project tt E-O420 Transverse Brace Configuration TYPE 1 DOUBLE ROW Section Properties Diagonal Member= l-i/2xlxl5ga Area= 0 213 mA2 r min= 0 353 in Fy= 50,000 psi K= 10 Qc= 1 92 Horizontal Member= l-l/2xlxl5ga Area= 0 213 mA2 r mm= 0 353 in Fy= 50,000 psi K= 10 Frame Dimensions Bottom Panel Height=H= 46 0 in Frame Depth=D= 42 0 in Column Width=B= 3 0 in Clear Depth=D-B*2= 36 0 in X Brace= NO Diagonal Member V=Vtransv= 554 Ib Ldiag= [(D-B*2)A2 + (H-6")A2]Al/2 = 53 8 in Pmax= V*(Ldiag/D) = 710 Ib Pn= AREA*Fn = 0 213 mA2 * 12536 psi = 2,670 !b Pallow= = 2670Ib/I 92 = 1,391 Ib SINCE Fe<:Fy/2, fa/Fa= Horizontal brace 0.51 <=1.33 OK (kl/r)= (k * Ldiag)/r mm = (1x53 8 in/0353m) = 152 4 in Fe= piA2*E/(kl/r)A2 = 12,536 psi Fn= Fe = 12,536 psi Check End Weld Lweld= 2 5 in Fu= 65 ksi tmin= 0 067 in Weld Capacity= 0 75 * tmm * L * Fu * 1 33/2 5 4,355 Ib OK Pmax=V= 554 Ib (kl/r)= (k * Lhonz)/r mm = (1 x 42 in) /O 353 in = 1190m Since Fe<Fy/2, Fn=Fe = 20,560 psi fa/Fa=0.24 Fe= piA2*E/(kl/r)A2 = 20,560 psi Pn= AREA*Fn = 0 213mA2*20560 psi = 4,379 Ib <= 1.33 OK Fy/2= 25,000 psi Pallow= Pn/Qc = 4379 Ib /I 92 = 2,281 Ib Page y ft of V Itructural ngmeenng 5 Douglass Rd. Ste B Anaheim. CA 3>2&O<5 Tel 714-4-5© OO5& Fax 7\A-4-5&QQ&& By BOBS Anchors Check overturning per section Loads Project- DC SHOES Project 8 E-O4-2O Configuration TYPE 1 DOUBLE ROW 2228 71 of the 200 1CBC Vtrans=V= 554 Ib DL/Frame= 300 Ib LL/Frame= 5,600 Ib " Frame Depth=D= 42 0 in Wst=(0 9*DL+UL/n)tatal= 5,870 Ib Htop-M= 28S 0 in , Lateral Ovt Fo Fully Loaded rack DL/Lvl= 75 Ib n-transv= 2 DL*0 90= 68 Ib ' # Anchors/Base= 2 T , SI / / \ / -*- D -*- DEELgVATION Vtrans^ 554 Ib Movt= Z(R*hi)*l 15 = Il9664in-lb * 1 15 = 137,614 m-lb Mst= Wst * D/2 = 5870 ib * 42 in/2 = 123,270 m-lb T= (Movt-Mst)/D = (137614 m-tb - 123270 in-ib)/42 in = 342 Ib Top Level Loaded Only Critical Level= 4 Vtop= 2 5*Ca*I(DL+LL@top/n-transvy(R*l 4) = 0 1786 * (75 Ib -i-1400 lb/2) = 138 Ib Mst= 0 9*(DL-total + Lltop/n) *D/2 - (1400 lb/1 + 67 5 lb*4) * 42 in/2 = 35,070 m-lb Hgt @ Lvl 4= 288 0 in Movt= Vtop*Htop=Kl 15 = 138 415 Ib * 288 in * 1 15 = 45,843 in-lb T= (Movt-Mst)/D = (45843 m-lb - 35070 in-lb)/42 in = 257 Ib Anchor Check (2) 0.5" x 3.5" Embed HILTI KWIK BOLT II anchor(s) per base plate Special inspection is not provided per ICBO 4627 Pullout Capacity=Tcap= 875 Ib Shear Capaaty=Vcap= 1,840 Ib Tcap*Phi*S= 1,164 Ib Vcap*Phi*S= 2,447 Ib L A City Junsdiction? NO Phi= 1 33 Spacing Coeff=S= 1 0 Fully Loaded Top Level Loaded (171 lb/1164 lb)Al 66 + (139 !b/2447 lb)^l 66 = (129 lb/1164 lb)^l 66 + (35 lb/2447 lb)Al 66 = 0 05 0 03 <= 1 0 OK <= 1 0 OK Page of • ngineermg S Douglass Rd, Ste B Anaheim, CA S-23O<5 Tel 71^-4-5© OO5& Fax 71 OO&& By- BOB S Project- DC SHOES Project tt E-O4-2O Base Plate Configuration TYPE 1 DOUBLE ROW Section Wid£h=W = Depth =D ~ Column Width=b - i — - Down Aisle Loads P = Axial stre$s=fa = Moment Stre$s=fb = Moment Stress=fbl - S-plate = fb/Fb = Tanchor ~ P 7 00 in a = 2 50 in . *~~ *P\ / 5 00 in Anchor c c =2*a=d = 5 00 in ^ ^ 300 in N=# Anchor/Base= 2 /^ 1 \Mb 2 00 in 1 b ^— L -C Downaisle Eleyataon 2,950 Ib Mbase^Mb = 7,504 in-lb P/A = P/(D*W) Ml= wLA2/2= fa*LA2/2 S4 psi = 169 in-lb M/S = 6*Mb/[(D*BA2] Moment Stress=fb2 = 2 * fb * L/W 183 8 psi = 105 0 psi fb-fb2 M2= fbl*LA2)/2 78 8 psi = 158 in-lb (l/2)*fb2*L*(2/3)*L = (l/3)*fb2*LA2 MtOtal = M1+M2+M3 140 in-lb , = 466 m-lb/m (l)(tA2)/6 Fb = 0 75*Fy*l 33 0 023 mA3/in = 35,910 psi Mtotal/KS-p'ateXFbj] 0.55 OK (Mb-(P*0 9)(a))/[(d)*N/2] Tallow^ 1,154 Ib OK 173 Ib Page ( 7^ of i SI I 0/20O5 oncept ngineering Douglass Rd, Ste B Anaheim. CA Tel 714 4-5(5 OO5i5 Fax TV- A5S OOiStS By BOBS Project DC SHOES Project tt E-O42O Slab on Grade Configuration TYPE 1 DOUBLE ROW The slab is designed per UBC 1922 to carry the puncture stress of the post as well as the upward soil reaction from the soil \t , . . .Concrete f c= 2,000 psi tslab=t= 5 0 m phi=0= 0 65 Soil fsoil= 1,000 psf Movt= 137,614 in-lb Frame depth= 42 0 in / /VAJ -f ii im inn x — .-fIPH \i1ut /— * «m k- \ II i y W : y ! a ••Jv> IAII id lAINil1 f mill -1 f sia If - b fill - x N < i -» • t SLAB ELEVATION Base Plate B= 7 00 in D= 5 00 in Load Case 1: Product + Seismic Down Aisle --v. Bas_ep|ate Plan View width=a= 3 00 in deptfi=b= 3 00 in eff baseplate width=c= 7 00 in eff baseplate deptti=e= 5 00 in Product DL= 150 Ib Product LL= 2,800 Ib P-seismic=E= (Movt/Frame depth)*! 4 - = 4,587 Ib Pse=DL+LL+E/l 4= 6,227 Ib (Strength Design Loads) Puncture lSa±on 1922 5, Eqtn 22-9 Slab Pu= 1 1*(1 2PDL' + 1 OPLL + 1 0*E) (Sec 1612 2 1, EQ 12-5) = 8,324 Ib Apunct= [(c+t)+(e+t)]*2*t = 220 0 mA2 Bending j Per UBC 1922 7 2 Asoil= (Pse*144y(fso[!) L= (Asoi!)AQ 5 = 897 inA2 = 29 95 in x= (L-y)/2 M= w*xA2/2 Fb= 5*(phi)*(fc)A0 5/1 4 = 171 0 m-lb = 104 0 psi (Sec 1922 5 1) Fpunct= 2 66*phi*sqrt(fc) = 77 3 psi fv/Fv= Pu/(Apunct*Fpunct) 0.49 < 1.33 OK = 15 9 in S-slab= l*tA2/6 = 4 17 inA3 fb/Fb= M/(S-slab*Fb) 0 395 < 1 33, OK Load Case 2: Static Loads PDL- 150 Ib Puncture Section 1922 5, Eqtn 22-9 Pu= 1 4*PDL + 1 7*PLL = 4,970 Ib Apunct= [(c+t)+(e+t)]*2*t = 220 in^2 Slab Bending (Per UBC 1922 7 2 Asoil= (Ps*144)/(fsoil) = 425 inA2 x= (L-yVZ = 2 3 in Fb- 5*(phi)*(f C)A0 5/1 7 = 85 0 psj (Sec PLL= 2,800 Ib (Secl90921,EQ9-l) L= (Asoil)A0 5 = 20 61 m M= w*xA2/2 = (fsoil*xA2)/(144":2) = 19 1 in-lb 1922 5 1) Ps= DL+a = 2,950 Ib Fpunct= 2 66*ph:*sqrt(fc) = 77 3 psi fv/Fv= Pu/(Apunct*Fpunct) 0 29 < 1.0 OK y= (c*e)A0 5 + t*2 = 15 9 in S-slab= l*tA2/6 = 417mA3 fb/Fb= M/(S-slab*Fb) 0.054 < 1.0, OK Page t ^ of [ *~t Structural ngineenng S Douglass . Ste B Anoheim CA 32SOfS Te! 71^45(5 OO5S Fox 71 A A5S OOcS<£> By SOBS Project DC SHOES Project 8 E-O4-2O Configuration & Summary: TYPE 2 DOUBLE ROW 288" 76" 76" 96" 283" 46" 4- 46" 4- 46" 4- 46? +-46" 4- 46" 42" -4"42" Seismic Zone 4 (Na=l 0) Ttong=0 34 sec / Tstiort=0 19 sec Component Column Column Backer Beam Beam Connector Brace-Honzontai Brace-Diagonal Base Plate Anchor Slab Level 1 2 3 Load per Level # Bm Lvls 3 Frame Depth 42 in Frame Height 2880m # Diagonals 6 Beam Length 96 in Frame Type Intrconnected Description Fy=5Q ksi None Fy=50 ksi Fy=50 ksi Fy=5D ksi Fy=50 ksi FY=36 ksi 2 per Base Monarch P7U34 3x3xl4ga None StepBeam 3"x2 5"xO 067 " Lvl 1 3 pin OK P=2763 Ib, M=10740 Lu=96 rn Mconn=10683 in-Jb - l-l/2xlx!5ga m-lb None Capacity 2806 Ib/pr Mcap=16922 m-lb l-l/2xlxl5ga 7 x 5 x 0 375 Rxrty= 8000 in-lb 0 5" x 3 5" Embed HILTI KWIK BOLT II ICBO 4627 No Inspection (T=139 Ib) , 5" thk x 2000 psi slab 1000 psf Soil Bearing Pressure BeamSpcg Brace 2,500 Ib 96 0 in 46 0 in 1,400 Ib 76 0 in 46 0 in 1,400 Ib 76 0 in 46 0 in 460 in 460m 460 in Story Force Transv 144 Ib 151 Ib 218 Ib Story Force Longit. Column Axtal 113 Ib 2,763 Ib 119 Ib , 1,475 Ib 171 Ib 738 Ib Column Moment 10,740 "# 5,506 '# 3,251 "# Conn. Moment STRESS 0 57-OK N/A 0 89-OK 063-OK 0 17-OK 036-OK 056-OK 0 307-OK 0 31-OK Beam Connector 10,683 "# 3 pin OK 5,813 "# 3 pin OK 3,059 "# 3 pin OK Total.513 Ib 403 Ib Notes [CARTON FLOW LOADS TRANSFERRED TO IST MOMENT RESISTING BEAM LEVELS Page [ of 5/1 O/20O5 ^«^