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Home My WebLink About1960 KELLOGG AVE; ; CB044436; Permit~~ City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 I 01-24-2005 Commercial/Industrial Permit Permit No: CB044436 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 1960 KELLOGG AV CBAD Tl Sub Type: Lot#: Status: Valuation: 2120930100 $3,500.00 Construction Type: COMM 0 NEW Applied: Occupancy Group: Reference #: Entered By: Project Title: FLOOR EXPO RACKING SYSTEM Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee STD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee $53.49 $0.Q0 $34:77 $0.00 $0.00 $1.00 · $0.00 $0.00 $0.00 $6.oo • 1 $0.00 $0.00 . $0:00 $0.00 $0.oo;- $0.00 $0.00 Plan Approved: Issued: Inspect Area: Plan Check#: Owner: JORKEN LLC 1964 KELLOGG AVE CARLSBAD CA 92008 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF PFF·(CFD Fund) License Tax License Tax (CFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) PLUMBING TOTAL :ELECTRICAL TOTAL MECHANICAL,. TOTAL Ma$ter Drainage Fee Sewer Fee Redev Parking Fee . Ad~itional Fees TOTAL PERMIT FEES Total Fees: $89.26 Total Payments To Date: $34. 77 Balance Due: ISSUED 12/10/2004 SB 01/24/2005 01/24/2005 0207 01/24/0~ Inspector: Clearance: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $89.26 $54.49 s NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred.to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in.accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application.processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which ou have reviousl been iven a NOTICE similar to this or as to which the statute of limitations has reviousl otherwise ex ired. rp 54 •. 49 v~~C!;J ; Ll\'0 L0A u~ P,ERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Ca~lsbad CA 92008 !~. PROJEC·T INFORMATION Name Address City 14, PROPERTY OWNER State/Zip Name, Adaress City State/Zip FOR OFFICE USE O~ Y /_ PLAN CHECK NO. (.y~ovl t-{ <.,,( 3 f? EST.'VAL. 1 ~c:'c:, ·Plan Ck. Deposit 31-{ ,77 - Validated By<~ Date l'Z /.; __Q_vj I J Telephone# Telephone# f5. CONTRACTOR-COMPANYNAME -~-----.----, ·(Sec. 7031.5 B~slness and Professions Co.de: 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 fora permit subjects the app~~ntto a civil penalty~otmore.than five hundred dollars [$500D, /\_ 4 , . l~, .,,. Cl(o, ..,...,_4...,_ 1"2.-'Z-~/Llr\,tl.l-\.bM '1£.P• ?o ~ · ~"1,,0(p ~ 1 ro.1 w-, , Designer Name · State License # 1-.,;(., (, o g Address City State/Zip Telephone# j&. WORKER'S,COMPENSATION . . ---.J Workel'S' Compensation Declaration: I hereby afflnn under penalty of perjury one of the following declarations: ® I have and wlll maintain a certificate of consent to self.Jnsure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this pennlt Is Issued. CJ I have and will maintain worker's compensation, as required by Section 3700 of the labor Code, for the perfonnance of the work for whlch,this petit is.,d. My worker's compensatl~s~rance carrier an..dlflolic)I nurpber are: J 1 f <?-=:> Insurance Company$ I~ ~ 't:::>€ f'J ~!6---PollcyNoVt-9 :> 1"'!>'-f °110 · . Expiration Date __ ~_O ___ _,__ __ _ (THIS-SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLlARS [$100] OR LESS) CJ CERTIFICATE OF· EXEMPTION: I certify that iii 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 HCUre workers' compensation coverage is unlawflll, and shall subject ari employer to criminal penalties and civil fines up to one hundred thousand dollars($100,000t ln·a for in:Section 3706 of the Lal:!or Code, interest and attorney's f . SIGNATURE · (,t,, G,-S~ 9-. . DATE -~ l 7. I hereby affirm thafl am exempt from the Contractor's License Law for the following reason: CJ I, as owner orthe property or my, employees with wages as their sole compensatlo_n, will d the work and the structure is not intended or offered for sale (Sec. 7044, l;luslness 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 tnat 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 lmpr~ve for. th_e purpose of sale). Cl I, as owner of the property, am exclusively contracting with licensed contractors lo construct the project (Sec. 7044, Business and Professions Code: The Contractor's lJcense 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). CJ I am exempt under Section _____ -,-__ Business and Professions' Code for thi~ reason: 1. I personally plan to provide the major labor and materials for cons!Juctlon of the proppsed property improvement. Cl YES Cl NO 2. I (have/have not) signed an application. for a building,pennlt for the proposed work. 3. I ti.ave contracted wlfh the following per.;on (!inn) to provide the proposed construction (include name/ address / phone number/ contractors license number): 4. I plan to provide portions oMhe work, but I have hired the following person to coordinate, supervise and provide the major work (Include name/ ad1dress I phone number/ /ontractorslicense number): ___ _._ ____________ .._ ________________________ _ 5. I will provide some of the work, but I nave contracted (hired) the following persons to provide the work indicated (include name/ address I phone number/ type of work): PROPERTYOWNERSIGNATURE_._ _ _._ _________________________ DATE ___________ _ WH!TE: Rle YELLOW: Applicant PINK: Rnance , PER,.,IT APPLICATION eiTY OF CARLSBAD BUILDING DEPARTMENT .1635 Faraday Ave., Carlsbad CA 92008 Page 2 of 2 /COMPLETE'THIS SECTION FOR NON-RESIDENTIAL BUILDII\IG PERMITS ONLY Is the applicant or fUture building occupant required to submit a business plan, acutely hazardous materials registration for or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? CJ YES CJ NO is the applicant or Mure bulldlng occupant required to obtain a permit from the air pollution control district or air quality management district? CJ YES CJ NO Is the fc\cllityto be constructed within 1,000 feet of the outer boundary of a school site? CJ YES CJ NO IFANY 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. 1a. CONSTRUCTION LENDING AGENCY --:--:---"~ ________ _,_._ · ______ ] I hereby affirm that there Is a construction lending agency for the performance of the work for which this permit is Issued (Sec. 3097(1} Civil Code). LENDER'S NAME p//:l . LENDER'SADDRESS __ -'-._.,_t.,../_,b ______________ _ /9. APPLICANT CERTIFICATIQN . I certify that I have read the application and state that the above information ·1s 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, JUDGEMENTS, COSTS AND EXPENSES WHICH·MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUEI\ICE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit Is requlred·for excavations of 5'0' deep and demolition or construction of structures over 3 stories In height. EXPIRATION: Every permit lssued·bythe bullding Official under the·provislons of this Code shall expire by limitation and become null and void If the building or work authorized l?Y such permit Is not commenced within 180 days from.the date such permit or If the building or work authorized by such permit Is suspended or abandoned at any time after the work ls commenced fora period of 180 days (Section 106.4.4 !form Building Code). APPLICANT'S SIGNATURE _ _.._,...:::>,,i--J--.a......~p,,,c..,c...-1--...L..:------,--------DATE __ \_7f __ l_0...,,f_o_4-_____ _ -s, ~) \ {v~, WHITE: File YELLOW: Applicant PINK: Rnance y, City of. Carlsbad Bldg Inspection Request For: 01/27/2005 Permit# CB044436 Title: FLOOR EXPO RACKING SYSTEM Description: Type:TI Sub Type: COMM Job Address: 1960 KELLOGG AV Suite: Lot O Location: APPLICANT CROWN EQUIPMENT CORP. Owner: JORKEN LLC Remarks: Total Time: CD Description Act Comment Inspector Assignment: PC --- Phone: 7604730767 Inspector: L Requested By: JEFF SUEL Entered By: CHRISTINE 19 Final Struc;tural ,A()_-,---_ ----- . -· --~--------------------------------- Associated PCRs/CVs CV040164 UN FOUND Z-UNLA WFUL BIZ IN P-M ZONE; PCR04044 ISSUED FLOOR EXPO; REDUCE SIZE OF MEZZANINE PCR04175 ISSUED FLOREXPO-REVISECONFIGURATION; OFHANDRAILS Inspection History Date Description Act lnsp Comments : 01/25/2005 14 Frame/Steel/Bqlting/Welding CA PC j . EsGil Corporation Iri <Partnersliip witli government for (Bui{aing Safety DATE: 1/19/05 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 04-4436 PROJECT ADDRESS: 1960 Kellog Ave. PROJECT NAME: Storage Racks for FLOREXPO SET:II ~NT ~ CJ . PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's. building codes. IZ] 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. D 1he plans transmitted herewith have significant ·deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil · Corporation until corrected plans are submitted fonecheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. · D The applicant's copy of the check list has been sent to: 1:8:] Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corp?ration staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: .. Date contacted: (by: ) Mail Telephone Fax In Person REMARKS: 1. Fire Department a from the handicapped parking s comply with all the current disa ed By: David Yao Esgil Corporation D GA D MB D EJ D PC Fax#: ~ 2. City to field verify that the path of travel to the rack area and the bathrooms serving the rack area ccess requirements. . Enclosures: 1/11 trnsmtl.dot 9320 Chesapeake Drive, Suite ios + San Diego, Ca1ifornia 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation . -----,;..-. t ~--In (1.'artnersli'ip witli (]011ernmentfor<J3ui(aing Safety . DATE: 12/27/04 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 04-4436 PROJECT ADDRESS: 1960 Kellog Ave. PROJECT NAME: Storage Racks for FLOREXPO SEr:I 0 APPLICANT ~RIS.=:> CJ PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes: D 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. D The plans transl'!litted herewith have significant deficiencies identified on the enclosed check list and shot:1ld be corrected and resubmitted for a complete recheck. IZl The check list transmitted herewith is for your .information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicanfs copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. [;gj The applicant's copy of the check list has been sent to: Chris Simpson 1005A Prospect Ave. #B Santee, CA 92071 D Esgil Corporation staff did not advise tl'.Je applicant that the plan check has been completed. [;gj Esgil Corporation staff did advise the applica~t that the plan check has been completed. Person contacted: Chris Simpson "telephone#: (619)938-0880 Date contactedJ1-/z..f'/<?i(~liJ · · Fax #: (619)596-8914 Mail ·vtelephone V Fax Vin Person D REMARKS: By: David Yao Enclosures: Esgil Corporation D GA D MB D EJ D PC 12/14 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 I '1 ~--City of Carlsbad 04-4436 12/27/04 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PROJECT ADDRESS: 1960 Kellog Ave. DATE PLAN RECEIVED BY ESGIL CORPORATION: 12/14 _REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 04-4436 DATE REVIEW COMPLETED: 12/27/04 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. ihe following items listed need Glarification, 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, ·1_997 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 thr$e 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,. E_ngineering -and -Fire Departments. NOTE: Plans that are submitted dir~ctly 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 ..,/ ... City of Carlsbad 04-4436 l'i/27/04 1. · · Only the-storage racks are included in this plan review 2. · · Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1997 UBC. 3. . UBC Section 107.2 requires the Building Official to determine the total value of all construction work proposed under this permit. Ple·ase provide a signed copy of the designer's or contractor's construction cost estimate of all work proposed. -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. City to filed verify that the path, of travel from the handicapped parking space to the rack area and the bathrooms serving the rack area comply with all the current disabled access requirements. 6. Obtain Fire Department approval for groups F, M and S occupancy storage per UBC Sections 306.8, 309.8 and 3"11.8. 7. ·indicate the clearance from the new racks to the existing building walls and building columns. 8. Provide forklift protection per Section 2~22.5.(or check the exception) Recheck the "pallet" racks as follows: 9. Recheck all connections on stJeet SCE1 of 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). · c) Check the bracket maximum weak axis moment. 10. Provide calculations for the colutnn weqk axis bending plus axial for transverse seismic loading. 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 t_h~ ·first diagonal brace (not only to the first horizontal niember). . . 11. Check the slab stress for the maximum transverse overturning axial load. Show the slab · thickness on the plans ·per the calculati.ons. Check the maximum slab stress under the base plate per Section 1915.4.2.(Use 1000 psf allowable bearing pressure or provide soil report to show the soil bearing pressure at surface is 1500 psf.) 12. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, Calitorn·ia 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 04-4436 12/27/04 . · ·: ··· :VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao PLAN CHECK NO:: 04-4436 DATE: 12/27/04 BUILDING ADDRESS: 1960 Kellog Ave. BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING AREA Valuation Reg. VALUE PORTION ( Sq. Ft.) Multiplier Mod. - f ra_cks per city - .. - Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Blclg. Permit Fee by Ordinance ... J Plan Oleck Fee by Ordinance· • l Type of Review: El Complete Review D Structural Only . D Repetitive Fee · 3Repeats Comments: D Other D Hourly ..,.I _____ ___.I Ho~r * Esgll Plan Review Fee ($) 3,500 3,500 $53.49! $34.771 $29.951 Sheet 1 of 1 rnacvalue.doc \ PLANNING/ENGIN~ERING ·APPROVALS PERMIT NUMBER CB 66/:C{CJ?/4:J· . DAre/~/&-cJCf .... ADD~ . !1ft~ t.e(/071 fk.e_,. "RESIDENTIAL RESiDENTIAL ADDITION MINOR { < $10.000.00) .v ,j. ENT PLAZ~ CAMlf40 REAL CARLSBAD COMPANY STORES VILLACE' FAIRE COMP°LETE OFFICE BUILDING OTHER .s~ N ·~ PLANNER . ·~ · DATE /2-Jh-tJ7' DATE p/17/61( r1.- Carlsbad Fire _Department 044436 1635 Faraday Ave. ca,lsbad, 'S,A 92008 Fire Prevention (760) 602-4660 Plan Review Requirements Category: High Pile~ Combustible s5p Date of Report: ..... 12_12 __ 1_12_0_04 __________ _ Reviewed by: ~ Name: Crown Lift Trucks Address: 12255 Kirkham Road Suite 400 City, State: Poway CA 92064 Plan Checker: Job #: 044436 ------- Job Name: Florexpo Bldg #: CB044436 ----------------.,...,-----------"a......,- Job Address: _ 1960 KeUogg Ave. -----'-----------------------Ste. or Bldg. No. ~-Approved D Approved Subject to D Incomplete Review FD Job# The item you have submitted for review has been approved. The approval is based on plans, information and I 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. The item you have submitted for review has been approved subject to the 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 I or specifications required to indicate compliance with applicasle codes and standards. 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 I or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/ or specifications to this office for review and approval. 1st 044436 2nd FD File# 3rd Other Agency ID DARYL K. JAMES & ASSOCIATES, INC. " A Fire Code Ree,ource FIRE PROTECTION TECHNICAL OPINION & REPORT FLOREXPO 1960 Kellogg Avenue Carlsbad, California I I I I I I I I I I I I I I I I I I I DARYL K. JAMES & A550CIAiE5. INC. ~ A Fire Code Reeource November 3, 2004 Carlsbad Fire Department 1635 Faraday Avenue Carlsbad, CA 92008 Re: Fire Protection Technical Opinion & Report High-Piled Combustible Storage Project: FLOREXPO 1960 Kellogg A venue Carlsbad, CA 92008 I OVERVIEW Daryl K. James & Associates, Inc. has prepared the information presented herein at the request of FLOREXPO. This Fire Protection Technical Opinion & Report addresses conditions applicable to the installation of high-piled storage racks. This fire protection plan presented to you is complete and provides an adequate level of fire and life safety to the occupants of the building. II DESIGNTEAMCONTACTS Compliance with California Code requirements is based on data provided to Daryl K. James & Associates, Inc. by the following contacts: FLOROEXPO, LLC Jeffrey Sewell, Operations Manager Tel. 760-930-3567 . Crown Lift Trucks Monte Landy 619-696-6747 III SCOPE This report will address the minimum requirements specific to the high-piled storage of floral supplies in an existing building previously designed for the storage of high-piled, high hazard commodities. Conditions other than those addressed or described herein, are outside the scope of this report. Discrepancies between the information presented herein and actual conditions presented on the plans are the sole responsibility of the FLOREXPO. Verification of compliance with requirements and provisions addressed herein rests with the authority having jurisdiction and is outside the scope of this report. I , I I I I I I I I I I I I I I I I I I >FLOREXPO Page 2 of7 DARYL K. JAMES & ASSOCIATES. INC. ~ A Fire Code Reeource Daryl K. James & Associates, Inc. will demonstrate, through code references that proposed storage conditions, construction, egress and fire protection systems presented by the FLOREXPO design team will be in full compliance with the 2001 editions of the California Building Code, California Fire Code and nationally recognized standards as they relate to the described use and occupancy. This report is provided as a technical resource to the FLOREXPO design team and as a maintenance guide for personnel. The following sections presented within this report will support the closing opinion of this report preparer that the building and its occupants will be provided with adequate fire and life safety protection. IV PURPOSE OF REPORT >-Identify and develop methods of protection from hazards presented by rack storage. >-Present a design analysis relative to the acceptance of technologies, processes, products, facilities, materials and uses attending the design, operation or use of the building. V REPORT ELEMENTS >-Provide a commodity analysis, detail methods of storage, evaluate proposed conditions and determine fire protection requirements in accordance with fire code requirements, nationally recognized standards and manufacturer's specifications. >-Set limitations or mitigate conditions to achieve compliance with applicable code requirements and to maintain control of special hazards. >-Outline storage maintenance safety guidelines and general safety procedures for occupant safety and building protection >-Offer an opinion relative to fire and life safety conditions attending the design of the building and the uses Within. VI CODE ANALYSIS/l'ECHNICAL REFERENCES The purpose of the code analysis is to provide technical information and references applicable to both the design and maintenance of proposed conditions. Final details for submittal of the rack storage plan will be based on the information provided within this report. The following applicable codes and standards have been referenced for this evaluation >-2001 California Building Code (CBC) & Handbook >-2001 California Fire Code (CFC) & Code Applications Manual >-1999 National Fire Protection Association Standard 13 & Fire Sprinkler Handbook >-Product Specifications for Special Application Sprinkler Heads ESFR ~ 1 1. I 'FLOREXPO Page 3 of7 DARYL K. JAMES & ASSOCIATES, INC. ~ A Fire Code Ree;ource I VII BUILDING DATA OCCUPANCY CLASSIFICATION I I I I I I I I I I I I I I I I Type of Construction: V-N Area Occupied by FLOREXPO: 74,634 ft2 -Separated from adjoining tenant by ]-hour demising wall Office Area: Approximately 8,780 ft2 [Group B] Production Area: 37,389 ft2 -Group F, Division 1 -No special hazards as per CBC 306.8 Cooler Space: 24,465 ft2 (Previously Permitted) Warehouse Area: 4,000 ft2 [Group S, Division l] Focus of Report: 4,000 ft2 high-piled combustible storage [Group S, Division I] Fire Sprinkler Protection: Proposed storage area is protected with an existing ESFR-1 system. 0 ccupancv epara ion s t' R t equzremen s as per CBC Table 3-B B F-1 S-l B N N N F-1 N N N S-1 N N N In accordance with CBC Table 3-B, occupancy separations between Group B, Group S, Division 1 and Group F, Division 1 Occupancies are not required. (Technical Reference 1) VIII HIGH PILED STORAGE CONDITIONS GROUP S,. DMSION 1 High-Piled Storage, as defined by CFC Article 2, Section 209-H: High Hazard Commodity storage will be stored at a height exceeding 6 feet, therefore, high-piled combustible storage conditions detailing Cal-ifornia Fire Code, Article 81 are addressed in this report. Special Hazards High-piled storage conditions present a special hazard as indicated in CBC Section 31 1. 8. (Technical Reference 2) IX COMMODITY CLASSIFICATION AND STORAGE ARRAY RACK STORAGE Commodity (non-encapsulated) Classification Flattened Cardboard boxes: Class III Paper, ceramic & wood floral supplies in cardboard boxes: Class I-IV Rack Storage Array Storage Height: Commodity Class: Ceiling Height: Storage Area: Aisle Width: Up to 20 ft. I-IV 28-30 ft. 4,000 ft2 8 feet Height Up to 20 ft. Up to 20 ft. I I I I I I I I I I I I I I I I I I I DARYL K. JAMES & ASSOCIATES, INC. t& A Fire Cods Rseource 1 FLOREXPO Page 4 of7 ·MISCELLANEOUS STORAGE Palletized Storage Commodity PP5 Plastic wrapping supplies Commodity Classification Group A Storage Height Up to 5 feet X CFC ARTICLE 81 GENERAL FIRE AND LIFE SAFETY REQUJREMENTS Automatic Fire Extinguishing System -High-piled Storage Area Protection of the rack storage system without solid shelves, up to and including 20 ft. in height will be in accordance with the 1999 Edition ofNFPA 13 and manufacturer's specifications. Fire Sprinkler Protection The information presented herein represents proposed storage conditions as described to and understood by this report preparer. The evaluation of high-piled storage conditions, Class I-IV combustible materials in single and double row racks, and fire protection requirements specific to a 4,000-ft2 rack storage area will be addressed in this section. This report will demonstrate that the existing ESFR-1 fire sprinkler system will provide more than adequate fire protection for the commodity classifications defined and the storage array described in the following section of this report. NFPA 13, Table 7-9.5.1.2-Protection of Rack Storage Without Solid Shelves Commodity: , Class I-IV Maximum Storage Height: Up to 20 feet Maximum Ceiling Height: Up to 30 feet Nominal K Factor: 14 Minimum Operating Pressure: .50 psi Hose Stream Demand: 250 gpm Water Supply Duration: 1 hour Table 7-2.3;2.2 Design Densities for Plastic & Rubber Commodities -Palletized on Floor Commodity: Group A Plastics Maximum Storage Height: 5 feet Maximum Ceiling Height: Unlimited Density: OH-2 Existing ESFR-1 System -(Old Republic Tool Building) Fire Sprinkler protection for this building was originally designed and approved for an Early Suppression Fast Response sprinklers having a nominal K-factor of 14 to protect high-piled rack storage of plastic spreaders, a Group A Plastic. As suppression mode sprinklers their use is especially advantageous as a means of eliminating the use of in-rack sprinklers when protecting high-piled storage. Manufacturer's Specific Application Guidelines for the Model ESFR-1 Sprinkler Head Model ESFR-1 Sprinklers are UL and C.,UL listed as Specific Application Early Suppression Fast Response Sprinklers for use in accordance with NFP A 13 to protect most encapsulated or non-encapsulated common materials including cartoned unexpanded plastics to 35 feet high when installed in accordance with the following manufacturer's specifications: I I I I I I I I I I I I I I I I I I I DARYL K. JAMES & ASSOCIATES, INC. ~ A Fire Code Reeource ,FLOREXPO Page 5 of7 Approvals: Factory Mutual Approved, UL and C-UL Listed Maximum Working Pressure: l 75psi Temperature Ratings: 165°F or 214°F Applications: Discharge Coefficient: K=14.0 gpm/psi1/2 Design Area: 12 sprinklers/4 on each of3 branch lines. The Model ESFR-1 Sprinklers may be used as 14.0 K-Factor ESFR sprinklers, excluding storage of roll tissue, flammable liquids, aerosols, and exposed expanded plastics. Hydraulic Design: 80 GPM as per riser calculation plate 1491 @123 psi at BOR Where ESFR system is installed adjacent to sprinkler systems with standard response sprinklers. A draft curtain of noncombustible construction and at least 2 ft. in depth shall be required to separate the two areas. A clear area of at least 4 ft. centered below the draft curtain shall be maintained for separation. Table 7-9.5.1.2 ESFR Protection of Rack Storage without Solid Shelves Storage Commodity Max. Max·. Nominal Sprinkler In-Rack Hose Duration Type Storage Ceiling K-factor Psi Sprinkler Stream (hours) . Ht. Ht. rea. Demand Single/double Classes I, II, III and IV 35 ft. 40 14 75 NO 250 I row rack encaosulated or non-encaosulated Flue Spaces Nominal 6-inch transverse flue spaces between loads and at uprights shall be maintained, by means of a permanent barrier that will not obstruct sprinkler flow, in single-row, double-row and multi-row racks. Nominal 6-inch longitudinal flue spaces shall be provided in double row racks. Random variations in the width of the flue spaces or in their vertical alignment shall be pennitted in accordance with NFPA 13, Section 7-4.1.4.2. Column Protection: In accordance with NFPA 13 Section 7-9.8.1, ESFR ceiling sprinkler protection is permitted in lieu of column fireproofing. Fire Protection -Office Areas Office areas are included in the group of Light Hazard Occupancies. Sprinklers in light hazard occupancies shall be of the quick-response type. Small Hose and Stations -Not Required Access Doors -Not Required Smoke & Heat Removal -Not Required Aisles -Aisles between tacks will exceed the minimum requirements of 44 inches in width. Dead Ends -Dead end aisles shall comply with the Building Code. Fire Extinguishers -Minimum 2A:40BC rating will be provided within every 30 feet of foot travel. (Technical Reference 3) I, I I I 'FLOREXPO Page 6 of7 DARYL K. JAMES & A550CIATE5, INC. t& A Fire Code Reeource XI PRODUCTION AREAS Production consists of the assemblies of floral supplies. There are no special hazards conducted in this process. There is no open flame of the use of combustible or flammable liquids. I XII EGRESS SYSTEMS I I I I I I I I I I I I I I The FLOREXPO design team has indicated that they will comply with applicable code requirements for egress. The basic layout of the building is in conformance with exiting and egress requirements of Article 10 of the 2001 CBC. All exit doors are at least 3 feet wide, 6' 8" in height, and proper exit signs over each exit doorway are provided and visible from any point in the building. Exit Doors • Openable without the use of a key or special knowledge. • Maintained accessible and free from obstructions at all times. Minimum Number A minimum of 1 exit is required for the following: • B Occup; <30 (occup load calculated at 100 sq. ft/person) • S-1 Occup; <30 ( occup load calculated at 100 sq. ft/person) • F-1 Occup; <30 (occup load calculated at 200 sq. ft/person) ExiiPaths • Illuminated whenever building is occupied. >/=1 foot candle at floor level. • Identified by exit signs in accordance with CBC Section 1003.2.8 • Exit signs illuminated at all times with either self-luminous signs or power supply provided by building wiring with 1.5 hour battery backup. Power Supply • Standard building power: <100 Occupants • Normal building power with emergency system >/= 100 Occupants • Emergency system to consist of 1.5 hours battery backup; 2 hours duration generator Aisles • Provided from all occupied points if the building furnishings, equipment, etc. • Non-public accessible: >/=24 in. and public accessible; >/=36 in. Corridor Width • </=50 Occupants:>/=36 in. • >50 Occupants: >/=44 in. Travel Distance • B Occup: </=250 ft • S-1 Occup: </=300 ft. • F-1 Occup: </=400 ft. I .. I I I I I I I I I I I I I I I I I I ,, 't DARYL K. JAMES & ASSOCIAiES, INC. ~ A Fire Code Reeource 'FLOREXPO Page 7 of7 XIII GENERAL SAFETY PROCEDURES };> Storage commodity, height and.aisle widths will be maintained in accordance with the terms of this report. };> Any change to storage array shall be approved by the Carlsbad Fire Department prior to implementation. };> All employees will receive special training on the use of portable fire extinguishers of the type to be provided in this building. };> An evacuation plan will be in place. };> Exit doors will be maintained unobstructed and will be opened weekly to ensure operation. » 5-year sprinkler certification will be posted on fire sprinkler riser at time of final inspection. };> Pump maintenance log will be made available to fire department upon request. XIV OPINION Based on the code research conducted in support of the development of this fire protection plan, and the recommendations provided herein, it is our opinion that operations and associated racking systems will be in full compliance with the 2001 editions of the California Building Code and California Fire Code as it relates to the described use and occupancy. We feel this fire protection plan is complete and provides an adequate level of fire and life safety for the occupants of the building. If, after reviewing this report, you have any questions or comments, or you are in need of further information, please do not hesitate to contact me. We look forward to working with you to resolve any issues that may arise, and will be awaiting yow response. Thank you. Daryl K. James, A Certified FPO ill President/Fire Marshal RET. I ~ I I I I I I I I I I I I I I I I I I , . ' TcCHNICAL REFERENCE #1 "'" I I I I I I I I I I I I I I I I I I I I . 2001 CALIFORNIA BUILDING CODE ) TABLE 3-A ,, GROUPAND DIVISION A-1 A-2.1 A-3 A-4 -B E-l E-2 E-3 F-1 F-2 H-1 . H-2 H-3 H-4 H-5 H-6 H-7 1-1.1 1-1.2 1-2 1-3 M R-1 R-2,J R-2.2 R-'2.1.J R-2.2.1 R-2.3 R-2.3.1 R-3. .. S-1 S-2 S-3 S-4 S-5 U-1 U-2 S_ECTION 303.1.1 304.l 305.! 306.1 307.1 307.1 and 307.11 307.l 308.1 309.1 310.J 311.1 312.1 TABLE 3-A-DESCRIPTION OF OCCUPANCIES BY GROUP AND DIVISION1 l;)ESCRIPTION OF OCCUPANCY A building or portion of a building-having an assembly room with an occupant load of 1,000 or more and a legitimale stage. A building or portion of a building having an assembly room with an occupant load of less than 1,000 and a legitimate stage. A building or portion of a-building having an ·assembly room with an 'occupant load of 300 or more without a legitimate stage, including-such buildings used for e_ducational-purposes and not classed as a Group E or Group B Occupancy. Any building or portion.of a bu_ilding having aQ assembly room with an occupant load of less than 300 without a legitimate stage, including such buildings used for educational purposes and not classed as a Group E or Group B Occupancy. Stadiums, reviewing stands and amusement park s!iuctures not included within othtr Group A Occupancies. A building or structure, or a-portion thereof, for office, professional or service-type transactions, including storage of records and·accounts; eating and drinking establishments with an occupant load of less than 50. Any building used·for .educati9nal-purposes through th,e 12th grade by 50 or more persons for more than 12 hours per week or four hours in an_y one day .. Any building used for educational purposes through' the 12th grade by less than 50 persons for more than 12 hours per week or four hours in any one day. Any building or portion thereof used for day-care purposes for more than six persons, Moderate-hazard factory and indus·trial occupancies include factory and industrial uses not classified as Group F, Division 2 Occup~ncies. Low-hazard factory and industrial occupancies include facilities producing noncombustible or nonexplosive materials that during finishing, packing or processing do.not involve a significant fire hazard. Occupancies with:a quantity of material in the building in excess of those listed in Table 3-D that present a high explosion hazard as listed in Section 307.1.1. Occupancies with a quantity of material in the building in ex.cess of those listed in Table 3-D that present a moderate explosion hazard.or a hazard from accelerated burning as listed in Section 307.1.1. Occupancies with a quantity of material in the building in excess of those listed in Table 3-D that present a high fire o, physical hazard as listed in Section 307.1.J. Repair garages not classified as·Group_S, Divisio_n 3 Occupancies, Aircraft repair hangars not classified_ as Group S, Division 5 Occupancies and heliports. Semiconductor fabrication facilities and comparable research and development areas when the facilities in which hazardous production materials are used, and the aggregate quantity of material is in excess of those listed in Table 3-D or 3-E. Occupancies having quantities of materials in excess of those listed in Table 3-E that are health hazards as listed in Section 307.1.1. Nurseries for the full-time care of children under the age of six (each accommodating more than five children), hospitals, sanitariums, nursing homes with nonambulatory patients and similar buildings (each accommodating more than five patients.ff or SFMJ six patients-or children). Health-care centers for ambulatory patients· receiving outpatient medical care which may render the patient incapable of unassisted self-preservation (each tenant space accommodating more than five such patients). Nursing homes for ambuiatory patients, homes for children six years of age or over (each accommodating more than fi,e persons [for SFMJ six patients or children). Mental hospitals, mental sanitariums, jails, prisons, reformatories and buildings where personal liberties of inmates arc similarly restrained. . . A building or structure, or a portion thereof, for the display and sale of merchandise, and involving stocks of goods, wares or-merchandise, incidental to sue!) pu_rposes and accessible to the public. Hotels and apartmen_t.houses, congregate residences (each acc_ommodating more than 10 persons). ' Residential care facilities for the elderly (each accommodating more than six nonambula1ory clients), Residential care facilities for the elderly (each accommodating more than six ambula1ory clients). Residential care facilities/or the elderly (each accommodating six or less nonambu/atory clients). Residential care facilitiesfor the elderly (each accommodating six or less ambu/a1ory clients). Residential-based licensed facilities providing hospice care throughout, accommodating more than sv: bed, id den clients. Resi_deniial-based fa_cilities providing hospice care throughout, accommodating six or less bedridden clients. Dwellings, lodging houses, congrngate reside_nces (each accommodating 10 or fewer persons). Moderate hazard storage occupancies including buildings or portions of buildings used for storage of combustible materials not classified as Group S, Division 2 or Group H Occupancies. Low-hazard storage occupancies including buildings or portions of buildings used for storage of noncombusttble materials. · Repair garages where work is limited to exchange of parts and maintenance not requiring open flame or welding, and parking garages not classified as Group S, Division 4 Occupancies. Open parking garages. Aircraft hangars and helistops. Private garages, carports, sheds and agricu1tu·ra1 buildings. Fences over 6 feet (1829 mm) high, tanks and' towers. 1 For detailed descriptions, see tlie occupancy definitions in the noted sections. 1-40.3 ~t II C A C A C A C ~ II ., I TABLE 3-B TABLE3-C ) 2001 CALIFORNIA BUILDING CODE ~ I C A C I A C A C A C A I xi C A xi C A I n A C A I C A C A C A C I ~I A C A C A C A I C A C A C A C A I C A I TABLE 3-8-REQUIRED SEPARATION IN BUILDINGS OF MIXED OCCUPANCY1 (HOURS) A-1 A·2 A-2.1 A·3 A-4 B E F·1 F-2 H·2 H-3 H-4,5 H·S,72 H-8 I M R·1·. R-3 s-r-f A·1 N N N N 3 N 3· 3 4 4 4 4 3 3 3 1 l 3 A-2 N N N 1 N 1 1 4 4 4 4 2 3 1 1 l 1 A-2.1 N N 1 N 1 1 4 4 4 4 2 3 1 1 I 1 A-3 N N N N-N 4 4 4 3 1 2 N 1 l N A-4 1 N 1 1 4 4 4 4 1 3 1 1 1 1 B 1 N~ N 2 1 1 . 1 1 2 N 1. l N E 1 1 4 4 4 3 2 1 1 1 l I F-1 1 2 1 1 l 1 3 N5 1 l N F-2 2 1 1 1 1 2 1 1 l N H-1 NOT PERMITTED IN MIXED OCCUPANCIES. SEE SECTION 307.2.8 H-2 1 1 2 2 4 2 4 4 2 H·3 1 1 1 4 1 3 3 I H-4,5 1 1 4 1 3 3 l H-6,72 1 4 1 4 4 l I 2 2 1 I 2 M 1 1 I 14 R-1 4 N 3 R-3 4 I S-1 1 S-2 1 S-3 1 S-4 OPEN PARKING GARAGES ARE EXCLUDED EXCEPT AS PROVIDED IN SECTION 31 I.2 S-5 N-No.require·ments for fire resistance. 1 For detailed' requirements and exceptions, see Section 302.4. 2For special provisions on highly toxic materials, see the Fire Code .. 3For agricultur~I buildings, see also Appendix Chapter 3. 4See Section 309.2.2 for exception . 1 -: S-2 S-3· 3 4 1 3 1 3 N 3 1 3 N 1 l 3 N I N I 2 2 1 l l l 1 I 2 4 14 I 1 3 1 I I I I • 5For Group F,.Division I woodworking establishments with more than 2,500 square. feet (232.3 m2), the occupancy separation shall be one hour. I I I 1. 2. 3. I 4. 5. I 6. 7. I 8. 9. 10. I. 11. 12. TABLE 3-C-REQUIRED SEPARATION OF SPECIFIC-USE AREAS IN GROUP I, DIVISION 1.1 HOSPITAL AND NURSING HOMES DESCRIPTION OCCUPANCY SEPARATION Employee locker rooms None Gift/retail shops None Handicraft shops None Kitchens None Laboratories that employ hazardous materials in quantities less than that which would cause classification as a Group H Occ~pancy One hour Laundries greater than 100 square feet-(9.3 m2)1 One hour Paint shops employing hazardous substances and materials in quantities less than that which would cause classification as a Group H Occupancy One hour Physical plant maintenance shop One hour Soiled linen room1 One hour Storage rooms 100 square feet (9.3 m2) or less hi area storing combustible material None Storage rooms more than 100 square feet (9.3 m2) storing combustible material One hour Trash-collection rooms1 One hour I I 1 For rubbish and linen chute termination rooms, see Section 711.5. 1-40.4 I S-5 u-13 3 I 1 I l I l I 1 I 1 I l I l l 1 I 2 l 1 l l l l 3 3 I 1 I 1 I 1 I I I I N l I N 1. ~ I ), I I I I I TECHNICAL REFERENCE #2 I I I I I I I I I I I I I I I I I I I 306.6 ' 307.1.1" (610 mm) of the draft curtain. The draft curtain shall enclose the perimeter of the unenclosed opening and extend from the ceiling downward at least 12 inches (305 mm) on all sides. The spacing between sprinklers shall not exceed 6 feet (1829 mm). 306.7 Sprinkler and Standpipe Systems. When required by Section 904.2 or other prqvisions of this code, automatic sprinkler systems and standpipes shall be installed as specified in Chap- ter 9. 306.8 Special Hazards. For special hazatds of Group F Occu- pancies, see Section 304.8. Storage and use offlamm~ble and combustibleliquids shall be in accordance with the Fire ·Code. Buildings erected or converted to house high-piled combus- tible stock or aerosols shall comply with the Fire Code. Equipment, machinery or appliances that generate fi.nely divided combustible waste or that use finely divided combustible material shall be equjpped w'ith an approved method ofcollection. and removal. · I• I: X [For SFMJ In additio1i to the requirements for Group F Occu0 L c pancies, motion picture production studios,. sound stages and 11: ~ approved production facilities shall be in accordance with the I: ~ California Fire Code. I I I I I I I I I I I I SECTION 307 -REQUIREMENTS FQR GROVP H OCCUPANCIES . 307.1 Group H Occupancies Defined. 307.1.1 General. Group Ii Occupancies shall include buildings or stru.ctures, or portions .thereof, that. involve the ll)anufacturing, processing, generation or $torage of materials that constitute a high fire, explosion or heaith hazard. For definitions, identifica- tion and control of hazardous materials and pesticides, and the display of qonflammable solid and nonflammable and noncom- bustible liquid hazardous materials in Group B,,F, M or S Occu, pancies, see the Fire Code. For hazardous materials used as. refrigerants or lubricants within closed cycle refrigeration sys- tems and the areas served by them, see Chapter28 of this code, the Mechanical Code and the Fire Code. For the application and use of control areas, see Footnote 1 of Tables 3-D and 3-E. Group H Occupancies shall be: Division 1. Occupancies with a quantity of material in the building in excess of those listed in Table 3-D; which present a high explosion hazard, including, but not limited to: , 1. Explosives, blasting agents, Class 1.3G (Class B, Special) fireworks and black powder. EXCEPTIONS: 1. Storage and use of pyrotechnic special effect materials in motion·picture, television, theatric.al and group entertain- ment production when under permit as required in the Fire Code. The time period for storage shall not exceed 90 da,ys. 2. Indoor storage and display·ofsmokeless powder, black spqrting powder, and primers or percussion caps exceeding the exempt amounts for Group M retail sales need not be classified as a Group H, Division 1 Occupancy where stored and.qisplayed.il\ accordance with the Fire Code. · · · 2. Manufacturing of Class 1.4G (Class C, Com.mon) fire- works. 3. Unclassified detonatable organic peroxides. 4. Class 4 oxidizers. 5. Class 4 or Class 3 detonatable unstable (reactive) materials. Division 2. Occupancies where combustible dust is manufac- tured, used or generated in such a manner that concentrations and 1-20 2001 CALIFORNIA BUILDING CODE conditions-create afire or explosion potential; occupancies with a quantity of material in the building in excess of those listed. in Table 3-:0, which present a moderate explosion hazard or a hazard from accelerated burning, including, but not limited to: 1. Cla.ss i organic peroxides. 2. Class 3 qondetonatable upstable (reactive) materials. 3. Pyrophoric gases. 4. Flammable or oxidizing gases. 5. Class l,.II or III-A flamm<!ble or combustible liquids which are used or stored in normally open containers or systems, or in closed containers or system_s pressurized at more than 15-pounds-per-square-inch (psi) ,(103.4 kPa) gage. EXCEPTION: Aerosols. 6. Class 3 oxidizers. 7. Class 3 water-reactive materials. Division 3. Occupancies where flammable solids, other than combustible dust, are manufactured, used or generated [For Axcc Ll:1:II SFMJ in quantities in excess of the exempt amounts listed in Table 3-D. Division 3 Occupancies also include uses in which the quantity of material in the building in excess of those listed in Table 3-D presents a high physical hazard, including, but not limited to: 1. ~lass II, III or IV organic peroxides. 2. Class 1 or 2 .oxidizers. 3. Class I, II or III-A flammable or combustible liquids that are used or stored in normally closed containers or systems and containers ot systems pressurized at 15 psi (103.4 kPa) gage or less, and aerosols. 4. Class III-B combustible liquids. 5. Pyrophoric liquids or solids. 6. Class 1 or 2 water-reactive materials. 7. Flammable solids in storage. 8. Flammable or oxidizing cryogenic fluids (other than inert). 9. Class 1 unstable (reactive')gas or Class 2 unstable (reactive) materials. 10. Storage of Class 1.4G (Class C, Common) fireworks. [ For ff A~ ~L SFM] See Title 19, Chapter 6, Article 8, Section 989. U Division 4. Repair garages not classified as Group S, Division 3 Occupancies. Division 5. Aircraft repair hangars not classified as Group S, Division 5 Occupancies and heliports. 8>1 ' Division 6. Semiconductor fabrication facilities and compara- ble research and development areas in which hazardous produc- tion materials (HPM) are used and the aggregate quantity of materials are·in excess of those listed in Table 3-D or 3-E. Such facilities and areas shall be designed and constructed in accordance with Section 307.11. Division 7. Occupancies having quantities of materials in ex- cess of those listed in Table 3-E that are health hazards, including: 1. Corrosives. EXCEPTION: Stationary lead-acid battery systems. 2. Toxic and highly toxic materials. 3. Irritants, 4. Sensitizers. 5. Other health hazards. '• I I I I I I I ·1 I I I I I I I I I I 207 209 ) . dents or other pests. Fumigants are distinguished from insecti- cides and disinfectants. FUMIGATION is a process using a fumigant. SECTION 208 -G B GARAGE is a building or portion thereof in which a motor ve- hicle containing flammable or combustible liquids or gas in its tank is stored, repaired or kept. B B B B B B B B B B B B B B B B B B B B B B GARAGE, PRIVATE, is a building or a portion of a building, not more than 1,000 square feet (92.9 m2) in area, in which only motor vehicles used by the tenants of the building or buildings on the premises are stored or kept. GARAGE, PUBLIC, is any garage other than a private g!lfage. GAS CABINET is a fully enclosed, noncombustible enclosure used to provide an isolated environment for compressed gas cylin- ders in storage or use. Doors and access ports for exchanging cyl- inders and accessing pressure-regulating controls are allowed to be included. GAS ROOM is a separately ventilated, fully enclosed room in which only compressed gases and associated equipment and sup- plies are stored or used. GENERAL-PURPOSE WAREHOUSE is a detached build- ing or a separate portion of a building used for storage or ware- housing operations involving mixed commodities. GRANDSTANDS are tiered or stepped seating facilitie·s wherein an area of more than 3 square feet (0.28 m2) is assigned for each person when computing the occupant foad. GROUND PIECE is a pyrotechnic device that functions on the ground. Ground pieces include fountains, roman candles, wheels and set pieces. ' GUEST is any person hiring or occupying a room for living or sleeping purposes. GUNPOWDER is any of various powders used in firearms and small arms ammunition as propelling charges. SECTION-209 -H HANDLING is the deliberate movement of material by any means to a point of storage or use. HAZARDOUS CHEMICAL REACTION is a reaction which generates pressure or byproducts which could cause injury, illness or harm to humans, domestic animals, livestock or·wildlife. HAZARDOUS FIRE AREA is land which is covered with grass, grain brush or forest, whether privately or publicly owned, which is so situated or is of such inaccessible location that a fire originating upon such land would present an abnormally difficult job of suppression or would result in great and unusual damage through fire or resulting erosion. Such areas are designated by the chief on a map maintained in_ the office of the chief. HAZARDOUS MATERIALS are those chemicals or sub- stances which are physical hazards or health hazards as defined and classified in Article 80 whether the materials are in usable or waste condition. HAZARDOUS PRODUCTION MATERIAL {HPM) is a solid, liquid or gas associated with semiconductor miinuf~cturing that has a degree-of-hazard rating in ·health, flammability or reac- tivity of Class 3 or 4 as ranked by UFC Standard 79-3 and which is used directly in research, laboratory or production processes which have as their end product materials which are not hazard- ous. 1-18 2001 CALIFORNIA FIRE CODE HAZARDOUS WATERSHED FIRE AREA is a location within 500 feet (152.4 m) of a forest or brush-, grass-or grain-cov- ered land, exclusive of small individual lots or parcels of land lo- cated outside of a brush-, forest-or grass-covered area. HEALTH HAZARD is a classification of a chemical for which there is statistically significant evidence based on at least one study conducted in accordance with established scientific prin- ciples that acute or chronic health effects could occur in exposed persons. Health hazards include chemicals which are carcinogens, toxic or highly toxic materials, reproductive toxins, irritants, cor- rosives, sensitizers, hepatotoxins, nephrotoxins, neurotoxins, agents which act on the hematopoietic system, and agents which damage the lungs, skin, eyes or mucous membranes. HEATING AND COOKING APPLIANCE is an electric, gas or oil-fired appliance not intended for central heating. HELIPORT is an area of land or water or a structure surface which is used, or intended for use, for the landing and take-off of helicopters, and any appurtenant areas which are used, or intended for use, for heliport buildings and other heliport facilities. HELISTOP is the same as a heliport, except that no refueling, maintenance, repairs or storage of helicopters is pemlitted. IDGH EXPLOSIVE is explosive material, such as dynamite, which can be caused to detonate by means of a No. 8 test blasting cap when unconfined. HIGHLY TOXIC MATERIAL is a material which produces a lethal dose or lethal concentration which falls within any of the following categories: 1. A chemical that has a median lethal dose (LD50) of 50 milli- grams or less per kilogram of body weight when administered orally to albino rats weighing between 200 and 300 grams each. 2. A chemical that has a median lethal dose (LDso) of 200 mil- ligrams or less per kilogram of body weight when administered by continuous contact for 24 hours, or less if death occurs within 24 hours, with the bare skin of albino rabbits weighing between 2 and 3 kilograms each. 3. A chemical that has a median lethal concentration (LC50) in air of 200 parts per million by volume or less of gas or vapor, or 2 milligrams per liter or less of mist, fume or dust, when adminis- tered by continuous inhalation for one hour, or less if death occurs within one hour, to albino rats weighing between 200 and 300 grams each. Mixtures of these materials with ordinary materials, such as wa- ter, might not warrant classification as highly toxic. While this system is basically simple in application, any hazard evaluation which is required for the precise categorization of this type of ma- terial shall be performed by experienced, technically competent persons. HIGHLY VOLATILE LIQUID is a liquid with a boiling point of less than 68°F (20°C). HIGH-PILED COMBUSTIBLE STORAGE is storage of combustible materials in closely packed piles or combustible ma- terials on pallets, in racks or on shelves where the top of storage is greater than 12 feet (3658 mm) in height. When required by the chief, high-piled combustible storage also includes certain high- hazard commodities, such as rubber tires, Group A plastics, flam- mable liquids, idle pallets and similar commodities, where the top of storage is greater than 6 feet (1829 mm) in height. HIGHWAY is a public street or public road. HOGGED MATERIAL is a mixture of bark, chips, dust or other pieces of natural wood by-products. HORIZONTAL EXIT is a wall which completely divides a floor of a building into two or more separate exit-access areas to I,, I I I I I I I I I I I I I I I I I I l ,, j TECHNICAL REFERENCE #3 I I I I I I I I I I .. ~ I I I I I I I I 2001 CALIFORNIA FIRE CODE TABLE 81-A TABLE 81-B TABLE 81-A-GENERAL FIRE-PROTECTION AND LIFE-SAFETY REQUIREMENTS il 1 .1,J I ! SOLID.PILED STORAGE, SHELF STOR--. . _:,,i l.' ~ ' ' • AGE AND PALLETIZED STORAGE . .. · .-! ALL STORAGE AREAS (See Sections 8102, 8103 and 8104)2 (Sec Section 8103.3) SIZE OF HIGH-PILED Maximum STORAGE AREAi (square , . Aulomatlc Maximum Permissible MaAimum feet) (See Sections 8102.2 · ,Fire-cxtin-Fire-detec-Building Ac-Smoke and Cu~n Small Hose PilcDimcn~ Storage Pile Volume COM· and8102,4) ewshinll Sys-tionSystem ccss (Sec HcatRcmov-Boards(Scc Valves and sion3 (feel) Height4 (feet) (cubic feet) MODITY tcm (Sec Sec-(Sec Section Section al (Sec Sec-Section Stations (Sec x 0.0283 for m3 CLASS X 0,0929 for m2 tion 8102.4) 8102.S) 8102.6) tion 8102.7) 8102.8) Section 8102.9) x3048 for mm I-IV 0-500 NR1 NR NR5 NR NR6 NR NR NR NR 501-2,500 NR1 Yes NR5 NR NR6 NR 100 40 100,000 2,501-12,000 Yes NR NR5 NI{ NR6 NR 100 40 400,000 Public accessible 2,501-12,000 Yes NR NR5 NR NR6 NR 100 40 400,000 Nonpublic accessible (Option 1) 2,501-12,0QO NR1 Yes Yes Yes Yes Yes 100 307 200,000 NonptJblic acci::ssible (Option 2) 12.001-20,000 Yes NR Yes Yes NR6 Yes 100 40 400,000 20,001-500,000 Yes NR Yes Yes NR6 Yes 100 40 400,000 Greater than Yes NR Yes Yes 500,ooos NR6 Yes 100 40 400,000 High 0-500 NRl NR NR5 NR NR6 NR 50 NR NR hazard 501-2,500 Yes NR NR5 NR NR6 NR 50 30 75,000 Public accessible 501-2,500 Yes NR NR5 NR. NR6 NR 50 30 75,000 Nonpublic accessible (Option 1) 501-2,500 NR1 Yes Yes Yes Yes Yes 50 20 50,000 Nonpublic accessible (Option 2) 2,501-300,000 Yes, NR Yes Yes· NR6 Yes 50 30 75,000 300,001-509,0008,9 Yes NR Yes Yes NR6 Yes '50 30 75.000 NR = Not required. . 1 When fire sprinklers are required for reasons othi_:r than Article 81, the ·portion of the sprinkler system protecting the high-piled storage area shall be designed and installed in accordance with Sections 8103 and 8-104. 2For aisles, see Section 8 I 02.10. 3Eiles shall be separated by aisles complying with Section 8102.10. 4For storage in excess of the height indicated, special fire-protection shall be provided in accordance with Footnote 8 when required by the chief. See also Articles 79 and 88 for special limit~tions for flammable and combustible liquids and aerosols. 5Section 902.2 shall apply for fire apparatus access. 6Curtain boards shall be installed as required by the J3uilding Code. See UBC Section 906. 7For storage exceeding 30 feet (914 mm) in height, Option 1 shall be used. 8Special fire-protection provisions such as, but not·limit\:d to, fire _protection of exposed steel columns; increased sprinkler density; additional in-rack sprinklers, without associated reductions fo ceiling sprinkler density; or additional fire department hose connections shall be provided when required by the chief. 9High-piled storage areas shill! not exceed 500,000 square feet (46 451.5 m2). A two-hour area separation wall shall be used to divide high-piled storage exceeding 500,000 square feet .(46 451.5 m2) in area. COMMODITY CLASSIFI- CATION I-IV (Option !) I-IV ., (Option 2) High hazard (Option I) Higli hazard (Option 2) TABLE 81-B-REQUIREMENTS FOR CURTAIN BOARDS AND SMOKE VENT1NG1 (See Sections 8102.7.4 and 8102.8.3) MAXIMUM AREA MAXIMUM SPAC- DESIGNATED FORMED BY CURTAIN ING OF VENT STORAGE HEIGHT CURTAIN BOARD BOARDS2 VENT AREA TO CENTERS (feet) DEPTH (feet) (square feet) FLOOR AREA RA-(feet) MAXIMU:vI DISTANCE TO VENTS FROM WALL OR CURTAIN BOARDS3 (feet) x3048formm X 0,0929 for ml TIO x3048 for mm 20 or less 6 10,000 1:100 100 60 over 20-4.0 6 8,000 1:75 100 55 20 or less 4 3,000 1:75 100 55 over 20-40 4 3,000 1:50 100 50 20 or less 6 6,000 1:50 100 50 over 20-30 6 6,000 1:40 90 45 20 or less 4 4,000 1:50 100 50 over 20-30 4 2,000 1:30 75 40 1Fouack storage heights in excess of those indicated, see Section 8104.5. For solid-piled storage heights in excess of those indicated, an approved engineered design shall be used. . 2When areas of buildings are equipped with early suppression-fast response (ESFR) sprinklers, the curtain boards within these areas shall be located only at the separation between ESFR and conventional sprinkler systems. 3The distance specified is the maximum distance from any ventin a particular curtained area to walls or curtain boards which form the perimeter of the curtained area. 1-247 i I I t I I ' I I I I I I I I I I I I I I I ~-i \( ' ;.f• l .~i ,O t::':' .,, ~ ... . ' c':t'~~i \'.. DESIGN APPROACHES 13-131 Table 7-9.5.1.2 ESFR Protection of Rack Storage·without Solid Shelves Maximum Ceiling/ · Maximum Roof Sprinkler Height of Height of Design Hose Stream In-Rack Type of Storage* Storage Building Nominal Pressure Demand Sprinkler Duration Single-row· rack storage, double-row rack storage, multiple-row rack storage Commodity 1. Cartoned unexpanded plastic 2. Cartoned expanded plastic 3. Exposed unexpanded plastic 4. Classes I, II, III, and N commodities, encapsu- lated or unencapsulated 5. Idle wood and plastic pallets ft 25 m ft m 7.6 30: 9.1 K-factor psi bar Requirements gpm L/min (hours) 14 50. 3.4 No 250 946 1. Cartoned or exposed 35 10.7 40. 12.2 14 75 5.2 No 250 946 unexpanded plastic . 2. Classes I, II, III, and N commodities, encapsu- lated or unencapsulated 3. Idle wood and plastic pallets I. Cartoned or exposed unexpanded plastic 2. Classes I, II, III, and N commodities, encapsu- lated or unencapsulated 1. Cartoned unexpanded plastic 2. Classes I, II, III, and N commodities, encapsu- lated or unencapsulated ·No·-open-top containers 35, 40 20 25 30 35 40 10.7 45- 12.2 4p ·6.1 25· 7.6 30 9.1 35· 10.7 40 12.2 45 7-9.5.2.4 ESFR sprinklers shall be limited to wet pipe systems. 7-9.5.2.5 Early suppression fast-response (ESFR) sprinklers shall be used only in buildings equal to, or less than, the height of the building for which they have been listed. 7-9.6 Exposure Protection. 7-9.6.1 * Piping shall be hydraulically calculated in accordance with Section 8-4 to furnish a minimum of7 psi (0.5 bar) at any sprinkler with all sp1inklers facing the exposure operating. 7-9.6,2 Where the water supply feeds other fire protection sys- tems, it shall be capable of furnishing total demand for such systems as well as the exposure system demand, 7-9.7 Water Curtains. Sprinklers in a water curtain such as described in 5-13.4 shall be hydraulically designed to provide a discharge of 3 gpm per lineal foot (37 L/min per lineal meter) of water curtain, with no· sprinklers discharging less than 15 gpm (56.8 L/min). Fot water curtains employing automatic sprinklers, the number of sprinklers calculated in this -water curtain sha:11 be the number in the length corre- sponding to the length parallel to the branch lines in the area determined by 8-4.4.1 (a). If <l-single fire can be expected to operate sprinklers within the water curtain and within the 13.7 14 · 90 13.7 14 90 7.6 11.2 50 9.1 25.2 20 10.7 25.2 30 12.2 25.2 40 13.7 25.2 50 6.2 No 6.2 Yes 3.4 No 1.4 No 2.1 No 2.8 No 3.4 No 250 250 250 250 250 250 250 946 946 946 946 946 946 946 I 1 I design area of a hydraulically calculated system, the water sup- ply to the water curtain shall be added to the water demand of ,the hydraulic calculations and shall be balanced to the calcu- lated area demand. Hydraulic design calculations shall include a design area selected to include ceiling sprinklers adjacent to the water curtain. (See 5-13.4.) 7-9,8 Fire :Protection of Steel Columns. 7-9.8.It Columns within Storage Racks of Class I through Class IV and Plastic Commodities. Where sprinkler protec- tion of building columns within the rack structure or vertical rack members supporting the building are required in lieu of fireproofing, sprinkler protection in accordance with one of the following shall be provided: (1) Sidewall sprinklers at the 15-ft ( 4.6-m) elevation, pointed toward one side of the steel column (2) Provision of ceiling sprinkler density for a minimum of 2000 ft2 (186 m2) with 165°F (74°C) or 286°F (141 °C) rated sprinklers as shown in Table 7-9.8.1 for storage heights above 15 ft ( 4.6 m), up to and including 20 ft (6.1 m) <--l (3) Provision oflarge drop or ESFR ceiling sprinkler protec- tion in accordance with 7-9.4 and 7-9.5, respectively. 1999 Edition I I I I I I I I I I I I I I I I I I I 13-84 INSTALLATION OF SPRINKLER 5YSTEMS Table 7-2.3.2.2 Discharge Criteria for Miscellaneous Storage and Storage 12 ft (3.7 m) or Less in Height,1 Commodity Classes I through IV' Commodity Classification II up to 8 ft (2.4 m) .II over 8 ft (2.4 m) up to 12 ft (3.6 m) III IV up to 10 ft (3 m) IV over 10 ft (3 m) to 12 ft (3.6 m) Group A Plastics Stored on Racks Storage Maximum H;eight Building Height Up to 5 ft No limit Over 5 ft to 10 ft 15 ft Over 5 ft to 10 ft 20 ft Over 10 ft to 12 ft 17 ft Over 10 ft to 12 ft No limit Palletized and Bin Box OH-1 OH-1 GH-2 OH-2 OH-2 OH-2 Cartoned Solid OH-2 EH-1 EH-2 EH-22 OH-2 + 1 level in-rack5 Expanded OH-2 EH-1 EH-2 EH-22 OH-2 + 1 level in-rack5 Group A Plastics Solid Piled, Palletized, Bin-B,ox, or Shelf Storage, Storage Maximum Height Building Height Up to 5·£t No limit I Over 5 frto 10 ft 15 ft·, Over 5 ft to 10 ft 20 ft Over 5 ft to 8 ft No limit Over 10 ft to 12 ft 17 ft Over 10 ft to 12 ft 27ft Miscellan_eous 'fire Storagt:3 Pil.mg Methods On floor, on side On floor, on tread or on side Single, double, or multirow racks on tread or on side Single row rack, portable, on tread or on side Single row rack, fixed, on tread or on side 1999 Edition Solid OH-2 EH-1 EH-2 EH-2 EH-2 Cartoned Expanded OH-2 EH-1 EH-2 EH-2 EH-2 Height of Storage 5 ft to 12 ft To 5 ft To 5'ft 5 ft to 12 ft 5 ft to 12 ft Solid OH-2 EH-2 EH-2 EH-22 OH-2 Rack OH-1 OH-1 OH-2 OH-2 OH-2 EH-1 Exposed Expanded OH-2 EH-2 OH-2 + 1 level in-rack" EH-22 OH-2 + 1 level in-rack5 +1 level in-rack" Solid OH-2 EH-2 EH-2 EH-2 Exposed Expanded OH-2 EH-2 EH-2 , EH-2 Occupancy Group EH-1 OH-2 OH-2 EH-1 EH-1 or OH-2 plus one level of in-rack sprinklers ff -... / ' :)'. .. 1 -. " I·~ t r Ii 1: I' j r I I I I I f i t ,. I ' I i ' I I I I I I DESIGN APPROACHES 13-89 Table 7-3.3.2.2 Design Densities for Pl~tic and Rubber Commodities Den~ity Storage Roof/Cl'!iling Height Height A B C D E fl m ft m gpm/ft2 mm/min gpm/ft2 mm/min gpm/ft2 mm/min gpm/ft2 mm/min gpm/ft2 mm/min $5 1.52 up to 25 up to 7.62 OH-2 OH-2 0.2 8.2 OH-2 OH-2 OH-2 OH-2 OH-2 OH-2 :,; 12. . 3.66 up to 15 up to4.57 0.2 8.2 ~H-2 EH-2 0.3 12.2 EH-I EH-I EH-2 EH-2 >15 to 20 >4.57 to 6.1 0.3 12:2 0.6 24.5 0.5 20.4 EH-2 EH-2 EH-2 EH-2 >20 to 32 >6.1 to 9.75 0.4 16.3 0.8 32.6 o.~--24.5 0.45 18.3 0.7 28.5 l5 4.5 up to 20 up to 6.1 0.25 10.2 0.5 20.4 0.4 16.3 0.3 12.2 0.45 18.3 >20 to 25 >6.l to 7.62 0.4 16.3 0.8 32.6 0.6 24.5 0.45 18.3 0.7 28.5 ?25 to 35 >7.62 to 10.67 0.4p 18.3 0.9 36.7 0.7 28.5 0.55 22.4 0.85 34.6 20 6.l up-to ~5 up to 7.62 0.3 12:2 0.6 24.5 .0.45 18.3 0.35 14.3 0.55 22.4 >25 to 30 >7.62 to 9.14 0.4_5 18.3 0.9 36.7 0.7 28.5 0.55 22.4 0.85 34.6 >30 to 35 >9.14 to 0.6 24.5 1.2 48.9 0.85 34.6 0.7 28.5 1.1 44.8 10.67 ~5 7.62 up to 30 up to 9.14 0.4 16.3 0;75 30.6 0.55 22.4 0.45 18.3 0.7 28.5. >30 to 35 >9.14 to 0.6 24.5 1.2 48.9 0.85 34.6 0.7 28.5 1.1 44.8 10.67 Notes: I. Minimum clearance between sprinkler deflector and top of storage shall be maintained as required. 2. Column designations correspond to the configuration of plastics storage as follows: .-\: ( l) Nonexpandec!, unstable (2) Nonexp,mded, stable, solid unit load B: Expanded, exposed, stable C: (I) Expanded, exposed, unstable (2) Nonexpanded, stable, cartoned D: Expanded, cartoned, unstable E: ('l) Expanded, car.toned, stable (2) Nonexpandec!, stable, exposed 3. OH-2 = Density required for ordinary hazard Group 2 occupancies ElcH = Densit}' required foF extra hazard Group I occupancies EH-2 = Density-required for extra hazard Group 2 occupancies -1. Hose streams shall be provided in accordance with T~ble 7-2.3.1.1. 7-4.1.3.1 t Sprinkler protection criteria is based on the assump- tion that roof vents and draft curtains are not being used. '7-4.IA· Flue Space. 7-4.1.4.It Storage Up to and Including 25 ft (7.6 m). In.dou- ble-row and multiple-row racks without solid shelves, a longi-·. tudinal (back-to-back clearance between loads) flue space shall not be required. Nominal 6-in. (142.4-mm) transverse Due spaces between loads and at-rack uprights shall be main-· Lained in single-row, double-row, and multiple-row racks. Ran- dom variations in the width of flue spaces or in their vertical alignment shall be permitted. (See Figure 7-4. 1.4.1) 7-4.1.4.2 Storage Height Over 25 ft (7.6 m). Nominal 6-in. (142.4-mm) transverse flue spaces between loads and at-rack uprights shall be maintained in single-row, double-row, and multiple-row racks. Nominal 6-in. (152.4-mm) longitudinal llue spaces shall be provided in double-row racks. Random variations in the width of the flue spaces or in their vertical alignment shall be permitted. 7-4.1.5 Protection Systems. 7-4.J.5.1 * Sprinkler systems shall be wet pipe systems. 1.:,xception: In areas that are subject to freezing or where special condi- tions exist, dry.pipe systems and preaction systems shall be permitted. 7-4.1.5.2 Where dry-pipe systems are used, the ceiling sprinkler areas of operation shall be increased 30 percent over the areas specified by 7-4.2, 7-4.3, and 7-4.4. Densities and areas shall be selected so that the final area of operation after the 30 percent increase is not greater than 6000 ft2 (557.4 m2). 7-4.1.5.3 Where preaction systems are used, preaction systems shall be treated as dry-pipe systems. Exception: This requirement shall not apply where it can be demon- strated that the detection system that activates the preaction system 1999 Edition _..,,....~~-~·------------------- · 1· i .I• ,,, I , , :·,.II I I .. ' ~ I l~.P I I I I I I I I I I J• ' -tqca/Flow Control/ Tyco Fire · · Products Technical Services: Tel: (800) 381-9312 / Fax: (800) 791 .;5500 CENTRAL -Customer Service/Sales: Tel: (215) 362-0700 / (800) 523-6512 Fax: (215) 362-5385 Model ESFR-1 . Early Suppression Fast Response Pendent Sprinklers 14.0 K-factor Gene·ral Description The Model ESFR-1 Sprinklers (Ref. Figure 1) are "Early Suppression Fast Response Sprinklers" having a nomi- nal K-factor of 14.0. They are suppres- sion mode sprinklers, and their use is especially advantageous as a means of eliminating the use of in-rack sprin- klers, when protecting high-piled stor- age. The Model ESFR-1 is primarily de- signed for use with storage of most encapsulated or non-encapsulated common materials including cartoned. unexpanded plastics to 35 ft. (1 o, 7 m) high. In addition, the protection of some storage arrangements of roll pa- per and rubber tires can be consid- ered. Applications for the Model ESFR-1 Sprinklers are expanding beyond the current recognized installation stand- ards. For· information regarding re- search fire tests that may be accept- able to an Authority Having Jurisdiction (e.g., flammable liquids, aerosols, etc.), please contact the Technical Servioes Department. WARNINGS The Model ESFR-1 Sprinklers de- scribed herein must be installed and maintained in compliance with this document, as well as with the applica- ble standards of the National Fire Pro- tection Association, in addition to the standards of any other authorities hav- ing jurisdiction (e.g., FM Global). Fail- ure to do so may impair the integrity of these devices. The owner is responsible for maintain- ing their fire protec;tion system and(/?- vices in proper operating condit1on. The installing contractor or sprinkler manufacturer should be contacted relative to any questions. Page 1 of 4 Sprinkler ldentifica-tion Numbers SIN TY6226 -(Pendent K=14.0) TY6226 ia a redesignation for C6226, G8440, aand S8000. Technical Data Approvals UL and ULC Listed. FM and LPC Approved. (UL and ULC Listings, as well as FM Approvals, only apply to the service conditions· indicated in the Design Cri- teria section.) NYC under MEA 356-01-E. VdS Approved; however, the use of the ESFR-1 is required to be agreed upon by the VdS for each application. Maximum Wor.king Pressure 175 psi (12, 1 bar) Pipe Thread Connection 3/4 inch NPT or ISO 7-R3/4 Discharge Coefficient K = 14.0 GPM/psi1/2 (201,6 LPM/bar112) Temperature Ratings· 165°F/74°C or 214°F/101 °c Finish Natural Brass Physical Characteristics Frame . . . . . . . . . . . . . Brass Deflector . . . . . . . . . . . . . . Bronze Compression Screw . . . . . . . . . . . . . . . . . . . . . Stainless Steel Hook , . . . . . . . . . . . . . Mone! Strut . . . . . . . . . . . . . . Mone! Link Assembly . . . . Solder, Nickel Button . . . . . . . . . . . . . Bronze Sealing Assembly . . . . . . . . . . . . . . . . . Beryllium Nickel w/Teflon* Ejection Spring . . . . . . . . lnconel FEBRUARY, 2002 Patents U.S.A. Patent Numbers 4,580,729 and 4,893,679 may be applicable to the Model ESFR-1. Other patents are pending. TFP318 (3-2.2) I I I I I I I I I I I I I I 1. I I I 2001 CALIFORNIA FIRE CODE conditions, the chief is authorized to require.additional fire protection as required 'for special hazards in Section 1001.9. Specifications for fire apparatus access roads shall be in accor- dance with Section 902.2. 8102.6.2 Access· doors. 8102.6.2.1 General. When building access is requirt;:d by Table 81-A, fire department access doors shall be provided in accor- dance with· Section 8102.6.2. Access doors shall be accessible without the use of a ladder. 8102.6.2.2 Number of doors required. One or more access doors shall be provided in each 100 lineal feet (30 480 mm), or major fraction thereof, of the exterior walls which face required access roadways. . 8102.6.2.3 Door size and type. Access doors shall not be less than 3 feet (914 mm) in width and 6 feet 8 inches (2032 mm) in height. Roll-up doors shall not be used' unless approved. 8102.6.2.4 Locking devices. Only approved locking devices shall be used. 8102.7 Smoke and Heat Removal. 8102.7.1 General. When smoke and heat removal are required 'by Table 81 °A, smoke and heat vents shall be provided in accor- dance with Section 8102.7. · EXCEPTIONS: 1. When the installation of.smoke and heat vents is determined by the chief to be impractical, mechanical smoke-remov- al systems, are allowed to be provided in accordance with UFC Stan- dard 81-3. 2. Frozen food storage classified.as a Class I or Class II commodity is not required to be provided with smoke and heat vents or mechanical smoke removal when protected by an automatic sprinkler system. 8102.7.2 Types of vents. Smoke and heat vents shall be approved and shall be labeled to indicate compliance with nationally recog- nized.standards. See Article 90, Standards f.1.2, i.2.1 and u.1.12. Smoke and heat vents shall be operated automatically by activa- tion of any one of the following: 1. An approved fixed-temperature heat-responsive device rated between 100 and 200°F (56 and 111 °C) above estimated ambient temperatures, 2. An approved rate-of-rise device, or 3. Approved heat-sensitive glazing designed to shrink.and drop out of the vent opening. The heat-responsive device shall be listed and labeled. Smoke and heat vents shall have the capability of being opened by an ap- proved manual operation. 8102.7.3 Verit dimensions. The effective venting area shall not be less than 16 square feet (1.49 m2) with no dimension less than 4 feet (1219 mm), excluding ribs or gutters having a total width not exceeding 6 inches (152.4 mm). 8102.7.4 Vent locations. Smoke and heat vents shall be located in accordance with Table 81-B. Vents shall be located 20 feet (6096 mm) or more from lines of adjacent properties and 10 feet (3048 mm) or more from occupancy separation walls separat_ing other high-piled storage areas. Vents shall be uniformly located within the roof area above high-piled storage areas. S102.8 Curtain Boards. 8102.8.1 General. When curtain boards are required by Table 81-A, curtain ·boards shall be provided in accordance with Sec- tion 8102,8. 8102.6.1 8103.2 8102.8.2 Construction. Curtain boards shall be constructed of sheet metal, lath and plaster, gypsum wallboard, or other approved materials which provide equivalent performance that will resist the passage of smoke. Joints and connections shall be smoke tight. 8102.8.3 Location and depth. The location and depth of curtain boards shall be in accordance with Table 81-B. 8102.9 Hose Stations and Hose Connections. 8102.9.1 Small hose stations. When small hose valves and sta- tions are required by Table 81-A, approved 11/2-inch (38.1 mm) hose valves shall be provided at approved locations. When re- quired by the chief, hose,' nozzles, hose racks, and cabinets or cov- ers shall be provided. See UFC Standards 81-1 and 81-2. 8102.9.2 Fire department hose connections. When exit pas- sageways are required by the building code for egress, a Class I standpipe system shall be provided in accordance with the Build- ing Code. See UBC Standard NO TAG. 8102.10 Aisles, 8102.10.1 General. Aisles providing access to exits and fire de- partment access doors shall be provided in high-piled storage areas exceeding 500 square feet (46.45 m2) in accordance with Section 8102.10. For aisles separating storage piles or racks, see also UFC Standards 81-1 and 81-2 and Article 88. EXCEPTION: Where aisles are precluded by rack storage sys- tems, alternate methods of access and protection are allowed when ap- proved. 8102.10.2 Width. 8102.10.2.1 General. Aisle width shall be in accordance with Section 8102.10.2. EXCEPTIONS: I. Cross aisles used only for employee access be- tween aisles shall be 24 inches (609.6 mm) or more in width. 2. Aisles separating shelves classified as shelf storage shall be 30 inches (762 mm) or more in width. 8102.10.2_.2 Sprinklered buildings. Aisles in sprinklered buildings shall be 44 inches (1117.6 mm) or more in width. Aisles shall be 96 inches (2438.4 mm) or more in width in high-piled storage areas exceeding 2,500 square feet (232.26 m2) in area and designated to contain high-hazard commodities. Aisles shall be 96 inches (2438.4 mm) or more in width in pub- lic accessible areas where mechanical stocking methods are used. 8102.10.2.3 Nonsprinklered buildings. Aisles in nonsprin- klered buildings shall be 96 inches (2438.4 mm) or more in width. 8102.10.3 Clear height. The required aisle width shall extend from floor to ceiling. Rack structural supports and catwalks are al- lowea to cross aisles at a height 6 feet 8 inches (2032 mm) or more above the level of the finished floor, provided that such supports do not interfere with fire department hose stream trajectory. 8102.10.4 Dead ends. Dead end aisles shall be in accordance D with the Building Code. 11 810~.ll Portable Fire Extinguishers. P01table fire extinguish- ers shall be provided in accordance with UFC Standard 10-1. SECTION 8103 -SOLID-PILED AND SHELF STORAGE 8103.1 General. Shelf storage and storage in solid piles, solid piles on pallets and binbox storage in binboxes not exceeding 5 feet (1524'mm) in any dimension shall be in accordance with Sections 8102 and 8103. 8103.2 Fire Protection. 1-245 tructurcrl· oncepts I I ng1neer1ng 1729 $. Douglass l<d, Suite B Anaheim, CA 92806 Tel:· 714.456.005~ i==ax: 714.456.0066 e-mail: sceng@engineer.com Prqject Name: FLOR EXPO,: LLC. Prqject Number: D-0966 Date : 01/10/05 Street Addres:1 : 1960 KELLOGG AVE. City/State : CARLSBAD, CA. 92088. Scope of Work: STORAGE AACKS JAN 1 o 2005 9tructural J·Cancepts ~ E:;;;:::e~:~,fo~ Rd. Ste B Anahem,.CA 92806 Tel, 714.486.Q056 F= 7'14.4560066 __ By. BOB$. Pr0ect: FLOR.EXPO, LLC. Project #: D-0966 TABLE OF CONT~NTS lltle Page ·-.................................................................................................... ' ......... 1 Table of Contents .....................................................•.............................. , ......... ,.,.... 2 Design Pata and pefinition of Components ............................................................ 3 Critical Configuration .............................................................................................. 4 Seismic Loads ......... ,................................................................................................ 5 to 6 Column.-...................... -............................................................... -......... , ............ ·... 7 Beam and Connector ........................................................... : ................... , ..... ,......... 8 to·9 Bracing ...... _ ................... · .......... -.............................................................................. 10 And1or.; .......................................... _ ........................... · ................................... -........ 11 Base Plate ................................................... --_ ......................... -............................ _... 12 Slab on·Grade .. · ......................... -............................................................................ 13 TYPE I DR-FLOR.EXPO Paqe ~-.. of t.~ I 1/23/2004 1'129 S. Douolass Rd. Ste B Anaheim CA 92806 Tel: 7i4.456.0056 Fax: 714.456.0066 · By: BOBS. Project: FLOREXPO. LLC. Project :it: D-0966 Design Data 1) ihe 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.55, with minimum strength, Fy=55 ksi Longitudinal frame beam and conn~or steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 !<si 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 a_s required by the ICBO report indicated herein. 4) Al! welds.shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed ih shop, with no field-welding allowed other than those-supervised by a licensed deputy inspector. 5) The s/9b on grade is 5" thick with minimum 2500 psi compressive strength. Soil bearing capacity 1s 1500 psf. Definition of Components Frame Helght A f=::o=.:============111=1=====~===:::::fJ: -:-:--:-:-:-:-:-: Beam Product : !_;:i_::!_!:i_!:i_!:i_;.::·_:_::_! Sp~cing ::::::::::::::·:: ' f=~~~~l±=:::=::!::====:::fi: Beam Length Front View: Down Aisie (Longitudinal) Frame Column Beam to Column Connector Ba?e Plate and Anchors L Frame .J r Depth 7 Section A: Cross Aisle (Transverse ) Frame Horizontal Brace Diagonal Brace The components herein are designed within the guidelines of the 2001 CBC ,:ind with due reg::ird to estc1blished irJdustry stc1nd::it:ds set forth by the R;:ick M;:inu-fucturer's Institute. The fin;:il design of the system is Vc!!id only with proper ;:ipproV<ll from the juris- TYPE I DR--FLOREXPO Page ~ of \,, '!> I 1/23/2004 I Structural -. Concepts . ~ Engineering · . . ,,,_J~ . 1729 S. Douglass Rd. Ste B Anaheim • .CA 92806 Tel: 714.456.0056 Fox: 714.456.0066 By: BOBS. Project: Fl:..01<09?0, LLC. Project-tt: D-0966 Configuration ~ Summary: TYPE 1 SINGL.'E ROW. -T 64". 192" + · 64" t 64" -._ j -- Seismic Zone # Bm !,.vis 4 (Na=l.0) 3 Tlong=0.28-sec; / Tshort=0.16 sec -- Co_mponent Column Column Backer Be?m ~earn Connector B'race-Hoiizorital Brace-Diagonal Bas~ Plate Anchor Slab - Level I Load •· 1 2 3 PerL~~ 2,000 lb 2,-000 lb 2rOOO lb Not;es TYPE I DR~FLOREXPO 'Fy=55 ksi None Fy=55 ksi Fy=55 ksi fy=55 ksi Fy=55ksi .Fy=36ksi 2 per Base BeamSpcg 64.0 in 64.0in 64.iJ in T 74" + 192" 52" + 52" -L 96" --+=-36" ~ FrameDepthlFrame Height! # Diagonals Beam Length I Frame Type 3(;> in I 192.0 in I 3 96in I Single Row --Description INTLK .LiJ72/3x3x14ga P:::;3113 lb, M=6893 in-lb None None Intlk 485/4.04"d~px2.75"x0.07" Lu=96 in I capacity: 4850 lb/pr Lvl 1: 2 pin OK I Mconn=8521 in-lb I Mcap=f2968 in-lb 1ntlk 1-1/2xl-ij2xi4ga _ Intlk 1-1/2x1-1/2xl4ga Effective siz~: 8" x 7" x 0.375" thk (,l\ctual-S ?< 7x 0.375) I Fixity= 6893 in-lb 0.5'' x 3.5" Embed'HILTI'KWIK BOLT II ICBO 4627 No Inspection (T=2203 lb) 5" thk x 2500 psi slab. 1000 psf Soil Bearing Pressure Brace ·s2.o in 52.0 in 74:D in Total: t Story Force I Story Force Transv l.o;ngit. 1851b 371 lb 5561b 1,112 lb Page '-\ 7Slb .. 151 lb 226!b 4~21b. of \3> Column Axial 3,113 lb 2;075 lb .1;038 lb I Column I Conn. Moment Moment 6,893 "# 8,521 "# 6,027 "# 6,883 "# 3,616 "# 3,869 "# STRESS 0.35-0K N/A 0.41-0K 0.66-0K 0.12-0K 0.34-0K 0.48-0K 0.94-0K 0.52-0K Beam Connector 2 pin OK 2pin OK 2 pin OK 1/10/2005 ·1 )3y. BOBS. Project FLJ?REXPO. LLC. Seismic Forces Configuration: TYPE 1 SINGLE ROW !:.ateral analysis is performed with regard to sections 2228.5.2 arid 1630.2 ofthe 2001 CBC Base shear is highest of: 1) Cv*I*W/(R*T*l.4) (EQ 30-4) <= 2.5>15Ca*I*W/(R*1.4) (Eq 30-5) · 2) O.ll*Ca*l*W/1.4 (Eq 30-6) 3) 0.8*Z*Nv*I*W/(R*1.4) (Eq 30-7) 4) 1.5%*(DL+U.) (Sec 2228.3.2) Transverse (Cross Aisle) Seismic Load T = Ct*(H)°·75 = VEQ30-4= 0.649 VEQ3o-6= 0.035 · Bc!-se Shear Coeff= 0.1786 Level 1 2 3 LL 2;000 lb 2,000 lb 2,000 lb Longitudinal (Downaisle) Seismic Load T,;c(Ct)*hA0.75= 0.2(3 sec Vi:Q•30-4= 0.292 VEQ30-6= 0.035 Base Shear Coeff= 0.1403 Level [l 1 2,000 lb 2 2,000 lb 3 2,000 lb TYPE J DR-FLORfXPO 0.16sec Ct-transv= 0.020 <= VEQ·3o-s= 0.1786 Vms::,.2.= 0.015 VEQ3o-7= 0.033 n-transv= 1 . Vtransv.= Base Shear Coeff * (:EDL + 1:LL/ n-transv) = 0.1786 * (225 lb + ~000 lb/1) = lr1121b Llj(n-tran$V) DL . 2,000 lb 75 lb 2,000 lb . 75 lb 2,000 lb 75 lb 6,000 lb 225-lb hi 64in l28in 192in W=62251b Ct-long= 0.035 <= VEQ3o-s= 0.1403 V222s.3.2.= 0.015 wi*hi 132,800 265,900 398,400 796,800 Vlong= ~ase Shear Coeff * (EDL + :ELL/n-long) = 0.1403 * (225 lb + 6000 lb/2) = 4521b LL/(n-long) DL hi. wi*hi 1,000 lb 751& 64in 68,800 1,000. lb 751b 128ih 137,600 1,000 lb 751b 192in 206,400 3,000 lb 2251b W=3225lb 412,BOb Page ,f of · \ ~ Project #: D-0966 I= 1.0 Seismic Zone 4,.Z= 0.4 Ca= 0.44 Na= 1.0 Cv= 0.64 Nv= 1.0 (Transverse) R= 4.4 Fi Fi*hi 185.3 lb 11,859-# 370.7 lb 47,450-# 556.0 lb 106,752-# 1,112 lb I=166,061 (Longitudinal ) R= 5.6 n-long= 2 Fi 75.3 lb 150.7 lb 226.0 lb 4521b I 1/23/2004 Structural • Concepts '1,tlf Engineering · . ~ 1729 S_ Douglass Rd. Ste B Anaheim, CA 92806 Tel: 714.4-56D056 Fax: 714.456D066 By: $OBS_ Prqjeci:. FLO~PO, LLC_ Downaisie Seismic Loads Configuration: TYPE 1 SINGLE ROW . Determine the story moments by applyfng portal analysis. The base plate is assumed to.provide partial fixity. Seismic Story forces Vlong= 452 lb Vco/=Vlong/2= 226 lb Fl= 751b F2= 151 lb F3= 226 lb Typieql fuime im,cle Ttibutiry .,ea oftwo columns ofrqckfi,.qme~ .... -----.-.... · ~ @~:;1 r r~*4 J\#~q ': t~*½l ~ -I .... ________ ,,,.. Seismic Slory Moments Conceqtual System Mbase-max= 8~000 jn-lb Mbase-v= (Vcol*hleff)/2 <===:= Default capacity hl-eff= hl -beam clip height/2 = 61in = 6,893 in-lb <=== Moment going t9 base Mbase-eff= Minimum of Mbase-max and Mbase-v = 6,893 in-lb M 1-1= [Vcol * hleff]-Mbase-eff = (226 lb* 61 in)-6893 in-lb = 6,893 in-lb M 2-2= [Vcol-(Fl)/2] * h2 = [226 lb -75.4 lb]*64-in/2 = 6,027 ih-lb· Project :i:l: D-0966 Typidil Fr.me mocle , -~ o~~~ columns h2 h1 Meff II Mseis= (Mupper+Mlower)/2 Mseis(l-1)= (6893 in-lb:+-6027 in-lb)/2 = 6,460 in-lb Mseis(2-2):; (6027 in-lb + 3616 in-lb)/2 =: 4,822 in-lb Beam to Column tlevation LEVEL hi Axial load 1 64in 3,113 lb 2 64in 2,075 lb 3 64in 1,038 lb TYPE I DR-fLOR(:XPO Summary of Forces· Column Moment Mseismit 6,893 in-lb 6,460 in:..lb 6,027 in-lb 4,822 in-lb 3,.616 in-lb 1,808 in-lb Paqe (# of l ~ Mend-fixity 2,061 ·in-lb 2,061 in-lb 2.,061 in·!b Mconn 8,521 in-lb 6,883 in-lb 3,869 in-lb Beam Connector 2 pin OK 2 pin OK 2 pin OK I 1/23/2004 J By: !308S. _ · Prqject: FLOREXPO. LLC. Project #: D-0966 Column· Configuration: TYPE 1 SINGLE ROW Conforms fo-the requirements of Chapter CS of. the 1996 AISI Cold Formed Steel Design, Manual for combined bending and axial loads. Section Properties Loads Section: INTLK LU72/3x3xl 4ga Aeff = 0.643 inA2 Ix = 1.130 inA4 Sx = 0.753 inA3 r-x = 1.326 in .Qf= 1.67 E= 29,500 ksi Iy = D.749 in"4 Sy =·0.493 inA3 ry = 1.080 in Fy= 55 ksi Cmx= D.85 Axial=P= 3,113 lb Moment=Mx= 6,893 in-lb Axial Analysis Kxlx/rx = 1.2*64''./1.326" ·= 57.9 KyLy/ry = i*52"/l.D8" ·= 48.1 Fe= nA2E/(KL/r)maxA2 = 86.Sl<si Pn= Aeff*Fn = 29,762 lb P/Pa= 0.20 > 0.15 -Bending Analysis Check: P/Pa + (Crnx*Mx)/(Max*µx) $ 1.33 P/Pao + Mx/Max $ 1.33 Pno= M*Fy := 0.643 inA2 *55000 j)si = 35,365 lb Max= My/Qf = 41415 in-lb/1.67 = 24,799 in-lb µx= {1/[1-(Qc*P/Pcr)]}A-1 = {1/[1-(1.92*3113 lb/55780 lb)]}"-1 = 0.89 .Combined Stresses Fy/2= 27.5 ksi .Qc= 1.92 Kx= 1.2 Lx = 64.0 in Ky= 1.0 Ly_= 52.0 in Cb= 1.0 (Column stresses@ Level 1) Fe> Fyf2 Fn= Fy(l-Fy/4Fe) r-3.00: in ~i . i J-r y---i-·-y 3.000 in )0,075 in _J_ X -i~ ~0.75in = 55 ksi*[l-55 ksi/(4*86.8 ksi)] = 46.3 ksi Pa= Pn/.Qc = 29762 lb/1.92 = 15,501 lb Pao= Pno/.Qc Myield=My= Sx*Fy = 35365\b/1.92 = 18,419 lb Per= nA2EI/(KL)maxA2 = nA2*29500 ksi/(1.2'!'64 in)A2 = 55,780 lb = 0,753 inA3 * 55000 psi = 41,415 in-lb (3113 lb/155Ql lb) + (0.85*6893 in-lb)/(24799 in-lb*0.89) = (3l13 lb/18419·lb) + (6893 in-lb/24799 in-lb) = · 0.47 0.45 < 1.33, OK < 1.33, OK (EQ CS-1) (EQ CS-2) lYPE J DR:FLOREXPO Page ;., of· l ~ I 1/23/2004 ~t~tural . VoncEts ;ilfla,::=:=:;rtt:Ilt:::::::> -ngineering ,,,.,., ..... _::;~y-1729 S. DougJass Rd, Ste.B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOBS. Project: Fl.OREXPO, LLC. Project #: D-0966 Column-Exposed Post Check Conforms· tothe requirements of Chapter CS of the 1996 AISI Cold ·Formed· Steel Design Manual .for combined bending and axial loads. Check post protector requirement of 2001 CBC Sec 2222.5 Section Properties Loads. Section: 3x3x14 ga -Aeff= 0.643,in"2 Ix= 1.130 in"4 Sx = 0.753 in"3 rx_ =. 1.326 in Qf= 1.67 E= 29~500 ksi Axial=P= 3,11:3 lb Iy = 0 .. 749 in"4 Sy= 0.493Jn"3 ry :d 1.080 in 'Fy= 55 ksi Cmx= o:ss width= 3;000 ·in depth1= 3.000 in. thickl= 0.075 in Moment=Mx= 0 in-lb Axial Analysis KxLx/rx = 1.i*64"/l.326" = 57.9 KyLy/ry = 1 *52"/1.08" ·= 48.1 Fe= n"2E/{KL/r)max-'."'2 = 86.8ksi fy/2= 27.5 ksi Pn= Aeff*Fn = 29,762 lb ?/Pa= > 0.15 Bending Analysis Check: P/Pa + (Cmx*Mx)/(Max*µx) ~ 1.33 P/Pao + Mx/Max ~ 1.33 Pno= Ae*Fy ::;:· 0.643 in"2 *55000 psi = 35,365 lb Max= My/Qf = 41415 in-lb/1.67 = 24,799 in-lb µx= {1/[1-(Qc*P /Pcr)]}"-1 = {i/[1-(1.9,2*3113 lb/55780 lb)]}"-1 = 0.89 Combined ·Stresses .. Qc= 1.92 . Kx = 1.2 Lx= 64.0 in Ky= 1.0 Ly= 52.0in Cb= 1.0 ·Fe> Fy/2 Fn= Fy(l-Fy/4Fe) .,--3.DOO in-, r=:1-:I"oo in L ---·-_--J_j_ ~ ~ 0.75in = 55 ksi*[l-55 ksi/(4*86.8 ksi)] = 46.3ksj Pa= Pn/Qc = 29762 lb/1.92 = 15,501 lb Pao= Pno/Qc Myield=My= Sx*Fy = 353651.b/1.92 = 18,4191b Ptr= n"2EI/(KL)max"2 = n"2*29500 ksi/(1.2*64 in)"2 = 55,780 lb = 0.753 in"3 * 55000 psi = 41,415 in-lb (3113 lb/15501 lb) + (0.85*0 in-lb)/(i4799 in°lb*0.89) ;,. (3113 Jb/18419 lb) + (0 in-lb/24799 in~Jb) = 0.20 0.17 < 50%, OK per sec. 2222.5 No Post Protector Required . gge l .' 2.... o . \ '.!, ·~~ur8J . ~E:ineering -.___." ::';:_.·· 1725 S. Douglass Rd, Ste D Anaheim, CA.928~ Tel: 714-456.0056 .Fax: 714.456.0066 By: BOBS. · . Project:FLOREXPO Project#: D.(1966 Coumn Conforms to the requirements of Chapter Cs of the 1996 AISI Cold Formed Steel Design M,inual for combined bending and axial loads. Section Properties . Section: 3x3x14 ga Aeff == d.643 inA2 Ix= 1.130 inA4' Sx = 0.753 inA3 IX= 1.326 in .Qf= 1.67 E= 29,500 ksi Cb= 1.0 Kx=· 1.2 Ky= 1.0 Iy = 0.749 inA4 Sy = 0.493 inA3 ry = 1.080in Fy= 55 ksi J_ V - My Cmx= 0.85 width= 3.ooo in • depthl= 3.000 in thickl= 0.075 in Lx = 64.0 in Ly= 52:.0 in ~ ~ 0.075m Ttansvetse Elevation Loads Movt= 190,970 in-lb Frame,Depth= 36 in Seismic Axial=Pv= Movtf d = 5,305 lb Axial Analysis · Kxl.x/rx = 1.2*64"/1.326" = 57.9 Ff!= nA4f/(Kl/r)max".Z = 86.Sksi Pn= Aeff*Fn = 29;762lb P/Pa:::; 0.79 > 0.1,5 Bending Analysis Check: P/Pa + {Cmy*My)/(May*µy) ~ 1.33 P/Pao + My/May~ 1.33 Pno= Ae*Fy·· Static Axial=Ps= 7;013 lb Ptotal=~= 12,318 lb Kyly/ry = 1 *52"/1.08" = 48.1 Fy/2= 27.5 ksi 9.c= 1.92 J>i'lo= Pno/Qc . V= 1,112 lb h= 5 in Moment=My= V*h = 5,560 in-lb Fe >.Fy/2 Fn= Fy(1-Fy/4Fe) = 55 ksi*[l-55 ksi/(4*86.8 ksi)] = 46.3ksi Pa= Pn/Qc = 29762 lb/1.92 = 15,501 lb Myield=My= Sy*Fy h = 0.643 jnA2 *55000 psi = 35,3651b = 353651b/l.92 = 18,419 lb = 0.493 jnA3 * 55000 psi = 27,115 in-lb May= My/.Qf = 27115 in-lb/1.67 = 16,237 in-lb (JX= {1/[1-(Qc*P/Pcr)]}"-1 Combined Stresses = {1/[1·(1.92*12318 )b/55780 lb)]}A-1 =-0.58 Per= nA2EI/(KL)max"2 = ,nA2*29500 ksi/(1.2*64in)A2 = 55,780 lb (12318 lb/15501 lb) + (0.85*5560 in-lb)/(16237 in-lb*0.58) = · (12318 lb/18419 lb)+ (5560 in-lb/16237 in-lb)= 1.30 1.01 < 1.33, OK < 1.33, OK Page 1. ~ of \3 (EQ CS-1) (EQ C5-2) Structur-al 'Concepts Engineering .1729 S. Douglass l<d, Ste B Anaheim, CA 92806 Tel: 714.4.56.0056 Fax: 71.1..456.0066 By. BOBS. Project FLOl<EXPO. LLC. Project :!:!: D-0.966 Beam· Cqnfiguration: TYP(: 1 SiNGLE ROW The beam to column connection is assumed to proyide 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 Toe impact )oad-on the beam is addressed by including the Impact Factor "a" in the determination of the beam center bending stress. Section Properties Beam Member= Intlk 485/4.04"deepx2.75"x0.07." ti.750 inf t-2.750in~ Beam at Level= 1 Beam Type= Formed lx=' 1.842 inA4 .Sx= -0.857 in/\3 )..ength=L= 96.0 in Lu= 96.0 in Beam Weight= 4.0 lb/ft Thickness= 0.070 in Beam Shape= Step · T '."'" 4.040 in ==: .J_ Impact Factor (a)=[l-(25%/2)]=_ 0.875 1 0.0701n -~ Loads Bendin % End Fixity= 25 o/o 0 = 0.25 Mcenter=.· B*(wL A2/8) ' = 0,832*(wL A2/8) Mends= 0*Mmax(fixed ends) = (wL A2/12)*0.25 = 0.0208*wLA2 Fb=·0.6 * FY. = ;33,000 psi Fb-eff= 33,000 psi Live Load/Pair= 2,QOO lb Mcenter= 0.104 * wLA2 = 10,303 in-lb M= 10,~03 in-lb fb= (M/Sx)/a = 13,740 psi Bending Capcity= 4,850 lb/pair Deflection Defl-allow=L/ 180 = 0.534in Deflection Capacity= 5,959 lb/Pair Coeff B;= 0.104/0.125 = 0.832 Mcenter= Mcenter(simple ends) -0*Mcenter(fixed ends) = wL A2/8 -(0.25 * wL A2/12) =wL"2/8 -wLA2/48 = 0.104*wLA2. Fy= 55;000 psi _Dead Load/Pair= (4 lb/ft)* 2 * 96 in/12 = 641b Mends= 0.0208*wL A2 = 2,061 in-lb fb/Fb= 13740 psi/33DD0 psi = 0.42 <= 1.0, OK <=== Critical Def!= B * [5wL A4/(384*E*Ix)] Dist Load=w= 10.8 lb/in = [5*10.8 lb/in*(96 in)"4/(384*29.5x10"6 psi * 1.842 in/\4)]*0.832 = <= 0.534 in, OK Allowable load per beam pair= 4,850 lb TYPE I DR-FLOREXPO Fage f of \3 I 1/23/2004 ngineering 1729_ S. Douolass l<d, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOBS. Prqect: FLOREXPO. LLC. 2 Pin Beam to_ Column Conneq:ion. TYPE 1 SINGLE ROW Mconn max= 8,521 in-lb Load at level 1 Shear Capacity of Pin Pin Diam= 0.44 in Py= 55,000 psi Ashear= (0.438 in)"2 * Pi/4 = 0,1507JnA2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi * 0.1~07inA2 = 3,3~5 lb Bearing Capacity of Pin _ Per thei996 AISI Cold Formed Steel Manual, Se(, t3.3: teal= 0.075 in Omega= 2.22 Fu= 65,Q00 psi a= 2.22 Pbearing= alpha * Fu * ·diam * teal/Omega = 2.22 * 65000 psi * 0.438 in * 0.075 in/2.22 = 2,1'35 lb < 3315 lb - Moment-Capacity of Brac;ket Edge Distance=E= 1.00 in Pin Spacing= 4.0 in C= Pl +P2 tclip= 0.18 in = Pl+Pl*(0.5"/4.5") = 1.11 * Pl Mcap= Sclip * Fbendin-g C*cj= Mcap = 1.11 = 0.127 in"~ * 0.66 * Py = 4,610 in-lb Pclip= Mcap/(1.11 * d) = 4610.1 in-lb/(1.11 * 0.5 in) = 8,306 lb Mconn-allow= [Pl *4.5"+P1 *(0.5"/4.5")*0.5"]*1.33 = 2135 LB*[4:5"+(0.5"/4.5")*0.5"]*1.33 = 12,968 in-lb > Mconn max, OK TYPE I DR-FLOREXPO . Thus, Pl= 2,135 lb Pa~e 1 of {..) Fy= 55,000 psi Sclip= 0.127 in"3 d= E/2 = 0.50 in Project :i:i: D-0966 I 1/23/2004 Structural 'Cone:epts 1!;$7 Engineering · · . . ~ 1729 S. Douolass Rd. Ste B Anaheim, CA 9'2B06 Tel: 714.456.0056 Fax: 714.L!.56.0066 By. BOBS. Project: FLQREXPO, L..LC. Project :I=!: D-0966 Transverse ·Brace Configuration: TYPE 1 SINGL~ROW Section Properties • Diagonal Member= Intlk 1-1/'2:x.1-1/2:x14ga Area= 0.315 inA2 Horizontal Member= Intlk 1-1/'2:x.l-l/'2:x.14ga rmin= 0.488 in ~1.500 in-, Area;: 0.315 inA2 r min= 0.488 in Fy= 55,000 psi K= 1.0 J*1.500 in 4 Fy= 55',000 psi K= 1.0 .Qc= 1.92 · R .T 1.500 in .1 Rf,, Frame Dimensions. Bottom Panel Height=H= · 52.0 in F.rame·Depth=D= 36;0 in Column Width=B= 3,0 in Diagonal Member V::i=Vtransv= 1,112 lb Ldiag= [(D-B*2)A2 + (H-6"Y'2]A1/2 = 54.9ih Pmax= V*(Ldiag/D) = 1,696 lb Pn= AREA:i:Fn · = 0.315 inA2 * ~05 psi = 7,247 lb Pallow= Pn/.Q = 7247 lb /1.92 = 3,774 lb fa/F~= 0.45 Horizontal brace Pf)1ax=V= 1,112 lb (kl/r)= (k * Lhoriz)/r min = (1 x 36 in) /0,488 in = 73.8 in SINCE}=e>Fy/2, fn::;fy*(l-fy/4fe) ='40,853 psi fa/Fa= 0.17 TYPE I DR-FLOREXFO <:::,1.33 OK <= 1.33 OK Clear Depth=D-8*2= 30:0 in XBrace= NO SINCE Fe_<Fy/2, (kl/r)= (k * Ldiag)/r min = (1 x 54.9 in /0.488 in) =; 112.5 in Fe= pi"2*E/(kl/r)A2 = 23,005 psi · F.n= Fe -l I======! _I Fe= pi"-2*E/(kl/r)-"2 = 53;457 psi Pn= AREA*Fn ;: 0.315iril'2*40853 psi = 12,869 lb f'a,ae ( 0 of \, = 23,005 psi B ,ff Check End Weld Lweld= 2.5 in Fu= 65 ksi tmin= 0.075 in Typical Panel Configuration Weld·<:;apacity= 0.75 * tmin * L * Fu* 1.33/2.5 4,875 lb OK Fy/2= 27,SQ0 psi Pallow= Pn/Qc = 12869 lb /1.92 = 6,702Jb l l/23/2004 Stru_ctural. le . · -oncepts ,S/'.'.;.'.';,,,· Engineering · . ~ 1729 S. Douolass Rd, Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 71'1-.a.56.0066 By. BOBS. . PrQject: FLOR.EXPO, Ll,.C. Project #: D-O966 Andtors Configuration: TYPE 1 SING!£ ROW Check overturning per section 2228.7.1 of the 2001 CBC Loads Vtrans=V= 1,112 lb Frame Depth=D= 36.0 in Htop-lvl= 192.0 in # Levels= 3 n-transv= 1 DLJFrame= 225 lb LL/Frame= 6,000 lb .Wst=(0.9*DL:!-Ll/n)total= 6,203 lb .LL@ TOP= 2,000 lb DL/Lvl= 75 lb DL*0.90= 68 lb # Anchor;;/Base= 2 n= ! T Lateral Ovt Forces=S(Fi*hi)= 166,06i in-lb Fully Loaded rack Vtrans= 1,112 lb Movt= I(R*hi)*l.15 Mst= Wst * D/2 SIDE ELEVATION T= (Movt-Mst)/D = 1t;i6061in-lb * 1.15 == 190,970 in-lb = 5202.s lb * 36 in/2 = 111,645 in-lb = (190970 in-lb -.111645 in-lb)/36 in Top Level Loaded Only Critical Level= 3 .Anchor Vtop=· 2.5*Ca:*I(DL+LL@top/n-transv)/(R*1.4) = 0,1786 * (75 lb+ 2000 lb/1) = 3711b Mst= 0.9*(DL-total + Lltop/n) *D/2 = (2000 lb/1 + 67.5 lb*3) * 36 in/2 = 39,645 in-lb· = 2,203 lb Hgt@ Lvf 3= 192.0 in Movt= Vtop*Htop*l.15 = 370.595 lb* 192 in * 1.15 = 81,827 _in-lb T= (Movt-Mst)/D = (81827 in-lb -39645 in-lb)/36 in = 1,172 lb Check (2) 0,5" x 3,5" Embed HILTI KWIK BOLT II anchor(s) per base plate. Speci,ar°"inspection is not provided per ICBO 4627. · Fully Loaded: Top Level Loaded: P(.lllotit Ci:lpacity= Tcap= 875 lb Shear Capatity=Vcap= 1,840 lb Tcap*Phi*S= 1,164 lb Vcap*Phi*S= 2,447 lb L.A. City Jurisdiction? NO Phi= 1.33 Spacing Coeff=S=· :\..0 · (1102 lb/1164 lb)Al.66 + (278 lb/2447 lb)Al.66 = (586 lb/1164 lb)Al.66 + (93 lb/.2447·fb)Al,56:;:: .TYPE I DR-FLOREXPO Paqe ( \ qf 0.94 0.32 <= 1.0 OK <= 1.0 OK I 1/23/2004 Structural 'Concepts Engineering 1729 S. Douolass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By. BOBS. .Prqject:· FLOREXPO. LLC. Base,Plate Configu,ration: TYPE 1 SINGLE ROW_ · Section Width=W = 8.00 in Depth=D = 7.00 in Column Width=b = 3.DD in Column Depth=dc = 3:00 in L= 2.50 in Plate Toickness=t = 0.375 in Down Aisle Loads a= 3.00 in Anchor c.c. =2*a=d = 6.0b in N=# Anchor/Base= 2 Fy = 36;000 psi P = 3!113 lb Mbase=Mb = 6,893 in-lb Axial stress=fa = P/A = P/(D*\/1/) = 56 psi Moment Stress=fb = M/S = 6*Mb/[(D*BA2] = 92.3psi Moment Stress=fb1 = fb-fb2 = 34.6 psi M3 = (1/2)*fb2*L *(2/3)*L = (1/3)*fb2*L"-2. = 120 in-lb S-plate = (l)(t/'2)/6 = 0.023 inA3/in fb/Fb = Mtotal/((S-plate)(Fl:i)] = 0,48 OK Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2] = -252 lb No Tension TYPE / DR-FLOREXPO Ml= wLA2/2= fa*LA2/2 = 174ih-lb Moment Stress=fb2 = 2 * fb * .L/W = 57.7 psi M2= fbl-*L AZ)/2 = 108 inalb Mtotal = Ml+M2+M3 = 402 in-lb/in Fb = 0.75*Fy*1.33 = 35,910 psi Tallow= 1,164 lb Page ll.. of l 3 Project :l:i: D-0966 Downaisle Elevation OK I 1/23/2004 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456:0066 By. 808 S. Prqject: FLOl<EXPO, LLC. Project #: D-0966 Slab on Grade Configuragon: TYPE 1 SINGLE R,OW . · The sfab is designed per CBC 1922 to carry the puncture str~s:of the post as well as the upward soil reaction from the soil. t X --L -/ __ SLAB,ELEVATION Base Plate · · B= 8.00 in D= 7.00in Load case 1: Product+ Seismic width=a= 3.00 in depth=b= 3.00in Baseplate Plan View Concrete fc= 2,500 psi tslab=t= 5.0 in phi=0= 0.65 Soil fsoil= 1,000 psf Movt= 190,970 in-lb Frame depth= 36.0 in eff. baseplate width=c= 5.50 in eff. baseplate depth=e= 5.00 in Sec 1922.7.5 Product Dl= 113 lb Product LL= 3,000 lb P-seismic=E= (Movt/Frame depttl)*1.4 , = 7,427 lb Pse;::DL+LL+E/1-.4= 8,417 lb (Strength Design Loads) ?uncfu~e \Section 1922.S, Eqtn 22-9 Pu= .1,.1*(1.2PDL + 1.0PLL + 1.0*E) (Sec 1612.2.1, EQ 12-5) = 11,6'18 lb Apunct= [(c+t)+.(e+t)}*2*t :::: 205.0 jnA2 Slab Bending __ I Per USC 1922.72.2 Asoil= (Pse*144)/(fsQil) L= (Asoil)A0.5 = 1,212in"2 = 34.8t in x= (L-y)n M= w*x"2/2 = 9.8in = (fsoiJ*XA2)/(144*2) Fb= 5*(phi)*(fc)A0,5/1.4 = 332.4 in-lb = 116.0 psi (Sec 1922.5.1) Load Case 2: Static Loads PDL= 113 lb PLL= 3,000 lb Puncture !Section 1922.5, Eqtn 22-9 Pu= 1.4*PDL + 1.7*Pl.L (Sec 1909.2.1, EQ 9-1) = S,258\b Apunct= [(c+t)+(e+t)J*2*t = 205 in-"2 Slab Bending !Per UBC 1922.72.2 Asoil= (Ps*144)/(f$oil) L= (Asoil)A0.5 = 448 inA2 = 21.17 in ·. x.= (L-y)/2 'M= w*x.A2f2. = 3.0 in = (fsoil'!'xA2)/(144*2) Fb= S*(phi)*(fc)A0.5/1.7 = 30.5 in-lb = 96,0 psi (Sec 1922.5.1) TYl"E I DR.-fLC>Rl?(l"O raqe .{3 of \ ~ Fpunct= 2.66*phi*sqrt(fc) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.66 < 1.33 OK v= (c*e)"0.5 + t*2 = 15.2 in s-slab= l*t"2/6 ;;: 4.17 inA3 fb/Fb= M/(S-slab*Fb) = 0.688 Ps= DL+LL = 3,113 rb < 1.33, OK Fpunct= 2.66*phl*sqrt(fc) = 86.Spsi fv/Fv= Pu/(Apunct*Fpunct) = 0.30 < 1.00K y= (c*e)"0.5 + t*2 = 15.2 in 5-slab= 1 *tA 2/6 = 4.17 inA3 fb/Fb= M/(S-slab*Fb) ;::: 0.076 <1.0.,0K \J\0}2005 •· -~~ -4 , I ,,. ___.......tructural I I ngIneer1ng 1729 S. Douglass Rd, Suite B Anaheim, CA 92806 Tel: 714.45'6.0056 Fax: 714.456.0066 e-maik sceng@engineer.com Prqject Name : FLO!< EXPO. LLC Prqject Number : D-0966 Date: 11/22/04 Street Address : 1960 KELLOG AVE. City/State : CARLSBAD. CA. 92088 Scope of Work: STOl<AGI;: RACKS NOV 2 3 2004 Structural ·t Concepts ~~ Engineering · · -~ 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714-.456.0056 Fax: 714.456.0066 By. BOBS. Project: FLORE:XPO. LLC. Project #: D-0966 TABLE OF CONTENTS litle Page ............................ -......................... _. ..... -..................................... :........... 1 Table of Contents..................................................................................................... 2 Design Data and Definition of Components . ............................................. .............. 3 Critical Configuration ........... :.................................................................................. 4 Seismic Loads .. .... ........................ ................................ .............. ... . . ..... .. ....... ... . ....... 5 to 6 Column ................................................................................. _.................................. --7 Beam and Connector ................................................................................. .............. 8 to 9 Bracing.................................................................................................................... 10 Anchors................................................................................................................... 11 Base Plate ..... ...... ................ .... ................................................................................. 12 Slab on·Grade .......................................................................................................... 13 TYPE I DR_-FLOREXPO Paqe ~. of l .. ~ I 1/23/2004 Structural -'Concepts ~j?} Engineering .,,.,,;,j. 1729 S. Douglass Rd, Ste B Anaheim, CA .92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOBS. Project: FLOREXPO. LLC. Project tt: D-0966 Design pata 1) Toe analyses conforms to the requirements of the 2001 CBC, utilizing division X of-chaptt;r 22 and section 1630.2 2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, !=y=55 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 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 ICB.O reference on plcms 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 tq AWS procedures, utilizing E70xx electrodes br similar. All suc:h welds shall be performed in shop, with no field welding allowed·other than those supervised by a licensed deputy inspector. 5) Toe slab on grade is 5" thick with minimum 2500 psi compressive strength. Soil bearing capacity is 1500 psf. Definition of Components Frame Height -:-:-:-:-:-:-:-:. Product A Beam Spacing t=~~E··~···-~·· ~==±=+ ====:H:i Beam Length Front View: Down Aisle (Longitudinal) Frame Column . Beam to Column Connector Base Plate anc! L Frame .J I Depth 7 Section A: Cross Aisle (Transverse ) Frame Horizontal Brace Diagonal Brace The components herein c}re designed within the guidelines of the 2001 CBC clnd with due regclrd to estc}blishecl inclustry stclnclclrcls set forth by the R;Jck MclllL!'fucturer's Institute. The fin<1I clesign of the system is v<1lid only with proper <1pproVcll from the iut-fs TYPg I DR-FLOREXPO Page· ~ of \, ~ I 1/23/2004 I S+ructurcil Concepts ~JfJ~ Engineering --~ 1729 S. Douglass Rd, Sre B Anaheirri, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOBS. Project: FLOl<.EXPO, LLC. Project :/:I: D-0966 Configuration &-Summary: TYPE 1 SINGLE ROW -T 64" 192" + 64" t 64" -J - · Seismic Zone 4 (Na;::1.0). llong=D.28 sec/ Tshort=D.16 sec CQmpi:,nent Coh,imn Colur,nn. Backer Beam Beam-Connector Brace~Horizontal Brace-Diagonal. Base Plate Anchor Level 1 2 3 Notes_. Slab / Load · PerLevel 2,000' lb 2,000 lb 2,000 lb TYPE I DR-FL0REXP0 ---r #BmLvls 3 Fy=~5 ksi None Fy=55 ksi Fy=55 ksi Fy=55 ksi Fy=55 ksi Fy=36 ksi 2 per Base l;Je~mSpcg 64.0in 64.0 in 64.0 ii) T 74'' + 192" 52" + 52" -1- 96" --J--+--36" + Frame Depthj Fraine Height! # Diagonals Beam Length I Frame Type 36in l 192.0 in I 3 96in I Single Row Description STRESS INTI.KLU72/3x3x14ga P=3P3 lb, M=6893 in-lb 0.35-0K None None N/A Iritlk 485/4.04"deepx2.75")\0.07" Lu=96 in I Capacity: 4850 lb/pr 0.41-0K ~vi 1: 2 pin-OK I Mconn=8521 in-lb I Mcap=12968 in-lb 0.66-0K Intl!< 1-1/2xH/2xl 4ga 0.12-0K Intlk 1-1/2x1-1/2x14ga 0.34-0K Effective size: 8" X 7" X 0.375'' thk (Actual 8 X 7 X 0.375) I Rxity= 6893 in-lb 0.48-0K 0.5" :,c'3.5" Embed HILTI KWIK BOLT.II ICBO 4627 No Inspection (T=2203 lb) 0.94-0K 5" thk x 2500 psi slab: 1500· psf Soil Eiearing Pressure Brace 52;0 in 52:0 in 74.0in Total: I Story Force I Story force Transv Longit:. 1851b 371 lb 556lb . 1,112 lb Page i' 751b 1511b 226lb 452ib of l? Column Axial 3,113 lb 2,075 lb 1,038 lb -I Column Moment 6,893 "# 6,027 "# 3,616 "# j Conn. Moment 8,521 "# 6,883 "# 3,869 "# 0.4-0K Beam Connector 2 pin OK 2 pin OK 2pin OK I 1/23/2004 Structural Concepts ~ Engineering · - 4:'!!!fJ!lifj}jjl 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel:. 714.456.0056 Fax: 714.456.0066 By: BOBS. Project: FLOl<EXPO, LLC. Seismic Forces Configuration: TYPE; 1 SINGLE 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-"1.4) (EQ 30-4) <= 2.S*ca*I*W/(R*l.4) (Eq 30-5) 2) O.ll*Ca*l*W/1.4 (Eq 30-6) 3) O.S*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)°-75 = VEQ30-4= 0.649 VEQ30-6= 0.035 Base Shear Coeff= 0.1786 Level 1 2 3 LL 2,000 lb 2,000 lb 2,000 lb Longitudinal (Downaisle) Seismic Load T=(Ct)*hA0.75= 0.28-sec VEQ 30-4= 0.292 VEQ 30-5= 0.035 Base Shear Coeff= 0.1403 Level 1 2 3 TYPE I DR-FLOREXFO LL 2,000 lb 2;000 lb 2,000 lb 0.16 sec Ct-transv= 0.020 <= VEQ.3o-s= 0.1786 Vms.3.2.= 0.015 VEQ 3o-7= 0.033 n-transv= 1 Vtransv= Base Shear <;oeff * (I:DL + I:LL/n-transv) = 0.1786 * (225 lb + 60"00 lb/1) = 111121b U/(n-transv) DL 2,000 lb 75 lb 2,000 lb 75 lb 2,000 lb 75 lb 6,000 lb · 2251b hi 64in 128in 192in W=62251b G:t-long= 0.035 <= VEQ3o-s= 0.1403 Vms.3.2.= 0.015 wi*hi 132,800 265,600 398,400 796,800 Vlong= Base Shear Coeff * (EDL + ELL/n-long) = 0.1403 * (225 lb + 6000 lb/2) = 4521b LL/(n-lqng) . .DL 1,000 lb 1,000 lb 1,000 lb 3 000.lb 7511:? 751b 751b 2251b hi 64in 128in 192in W=3225 lb . P / of aqe ".) wi*hi 68,800 137,600 206,400 412 800 Project #: D-0966 I= 1.0 Seismic Zone 4, Z= 0.4 Ca= 0.44 Na= 1.0 Cv= 0.64 Nv= 1.0 (Transverse) R= 4.4 Fi Fi*hi 185.3 lb 370.7 lb 556.0 lb 11,859-# 47,450-# 106,752-# 1,112 lb (Longitudinal ) R= 5.6 n-long= 2 Fi 75.3 lb 150.7 lb 226.0 lb 4521b r=166,061 I 1/23/2004 • Structural r '-""oncepts . ~~ Engineering '·'~ -1729 S. Douglass Rd, Ste B Anaheim; CA 92806.Tel: 714.456.0056 Fax: 714.456.0066 By: BOBS. Project FLOl<EXPO, LLC. Downaisle Seismic Loads Configuraqon: TYPE 1 SINGLE ROW Determine the story moments by applying portal analysis. Toe base plate is as$umed to provide partial fixity. SeismicStory forces Vlong= 452 lb I I Vc:ol=Vlong/2= 226 lb F1= 75Ib J:'2= 151 lb F3= 226 lb SIS3-... ~ .. ----·e·-..... ~-----'EE··----,.,~ ....... 1-~:-:-: •• ,, \ ...... ''~'""'-~" """ .• ,,,,, t . , .... ,," , .. '.,..,.._ I .,,, "" ., .... ____ .,: ___ ., Seismic Story Moments ConcePtua_l System Mbase-max= 8,000 in-lb Mbase-v= (Vcol*h1eff)/2 <=== Default capacity h1-~ff= h1 -beam clip height/2 = 61 in = 6,893 in-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 6,893 in-lb M 1-1= [Vcol * h1eff]-Mbase-eff = (226 lb * 61 in)-6893 in-lb = 6,893 in-lb M 2-2= [Vcol-(F1)/2] * h2 = [226 lb -75.4 lb]:!;64 in/2 = 6,027 jn-lb Project #: D-0966 Typic.il Fr.ime ma<le '-~o~~~ columns h1 h1eff 11 Mseis= (Mupper+Mlower)/2 Mseis(H)= (6893 in-lb + 6027 in-lb)/2 ,.; 6,460 in-lb Mseis(2-2)= (6027 in-lb + 3616 in-lb)/2 = 4,822 in-lb Beam to Column Elevation I LE_VEL hi Axial Load i 64in 3,113 lb 2 64in 2,075 lb 3 64in 1,038 lb TYPE I DR-FlOREXPO Summary of forces __ Column Moment Mseismic 6,893 in-lb 6,460 in-lb 6,027 in-lb 4,822 in-lb 3,616 in-lb 1,808 in-lb f'a1;3e (p of \ _} Mend-fixity Mconn 2,061 in-lb 8,521 in-lb 2,061 in-lb 6,883 in-lb 2,061 in-lb 3,869 in-lb Beam Connector 2 pin OK 2 pin OK 2pin OK I 1/23/2004 ] S1"ructural Concepts ~%(Ii Engineering '·~ . 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456:0056 Fax: 714.456.0066 By: BOBS. Project: FLOl<EXPO. LLC .. Prqject :i:i: D--0966 Col11mn Configuration: TYPE 1 SINGLE ROW. Conforms to the r~qi.Jirements of Chapter CS of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads. Section Properties Loads Section: INTLK LU72/3x3x14ga Aeff = 0.643 inA2 Ix = 1,130 inA4 Sx = 0.753 inA3 rx = i.326 ln Qf= 1.67 E::;:: 29,500 ksi Iy = 0.749 inA4 Sy = 0.493 inA3 ry = 1.080 in Fy= 55 ksi Cmx= 0.85 Axial=P= 3,1;13 lb Axial Analysis Moment=Mx= 6,893 in-lb KxLx/rx = 1.2*64"/1.326" = 57.9 Kyly/ry = 1*52"/1.08" = 48:1 Fe= nA2E/(KL/r)maxA? = 86.Sksl Fy/2= 27.5 ksi Pn:;:: Aeff*Fn = 29,762 fb 'P/Pa= 0.20 > 0.15 Bending Analysis Check: P/Pa + (Cmx*Mx)/(Max*µx) $ 1.33 P/Pao + Mx/Max $ 1.33 Pno= Ae*Fy = 0.643 in"'2 *55000 psi = 35,365 lb Max= My/Qf = 41415 in-lb/1.67 = 24,799 in-lb µx= {1/(1-(Qc*P/Pcr)]}A-1 = {1/[1-(1.92*3113 lb/55780 lb)]}A-1 = 0.89 Combined Stresses . Qc= '1.9i Kx = 1.2 Lx = 64.0 in Ky= 1.0 Ly= 52.0 in Cb= 1.0 (Column stresses@ Level 1) Fe> Fy/2 Fn= Fy(1-Fy/4Fe) y-·-j-·-y \0.075 ln ~ X '*-0.75 in = 55 ksi*[l-55 ksi/(4*86.8 ksi)] = 46.3 ksi Pa= Pn/Qc = 29762 lb/1.92 = 15,501 lb Pao= 'Pno/Qc Myield=My= Sx*Fy . = 35365\b/1.92 = 18,419 lb Per= nA2EI/(KL)maxA2 = nA2*29500 ksi/(1.2*64 in)A2 == 55,780 lb. = 0.753 ln"-3 * 55000 psi = 41,415 in-lb (3113 lb/15501 lb) + (0.85*6893 in-lb)/(24799 in-lb*0.89) = (3113 lb/18419 lb) + (6893 in-lb/24799 in-lb) = 0.47 0.45 < 1.33, OK < 1.33, OK (EQ CS-1) (EQ C5-2) 3,000 in J_ TYPE I DR-FLOREXPO Page f of \ ~ I 1/23/2004 S1"ructural Concepts ~ Engineering , · ·>=~ 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOBS. Project: FLOl<I;XPO. LLO. Project #: D-0966 Beam Configuration: "TYPE 1 SINGLE 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 begm is addr~sed-by including the Impact factor "a" in tne determination of the beam center bending stress. Section Properties Beam Member= Intlk 485/4.04"deepx2.75"x0.07" tl.750 in 4 t-2.750 in~ Beam at Level= 1 Beam Type= Formed Ix= 1.842 in"4 Sx= 0.857in"3 Length=L= 96.0 in Lu= 96.0 in Beam Weight= 4.0 lb/ft Thickness= 0.070 in Beam Shape= Step T ,.,,s,, 4.040 in == -,l Impact Factor (a)=[b(25%/2)]= 0.875 1 0.070 In ~ Loads Bendin % End "Fixity= 25 % 0 = 0.25 Mcenter= B*.(wL "2/8) = 0.832*(wl"2/8) Mends= 0*Mmax(fixed ends) = (wL"2/12)*0.25 '= 0.0208*wl "2 Fb= 0.6 * Fy = 33,000 psi Fb-eff= 33,000 psi tive Load/ Pair= 2,000 lb Mcenter= 0.104 * wL"2 = 10,303 in-lb M= 10,303 in-lb fb= (M/Sx)/a = 13,740 psi Bending Capcity= 4,850 lb/pair Deflection Defl-allow=L/ 180 = 0.534 in Deflection Capacity= 5,959 lb/Pair coeff B= 0.104/0.125 = 0.832 Mcenter= Mcenter(simple ends) -0*Mcenter(fixed ends) = wL "2/8 -(0.25 * wL "2/12) = WV'-2/8 -wL"2/48 = 0.104*wl"2 Fy= 55,000 psi Dead Load/Pair= (4 lb/ft)* 2 * 96 in/12 = 64-lb Mends= 0.0208*wl "2 = 2,061 in-lb fb/Fb= 13740.psi/33000 psi -0.42 <= 1.0, OK < = = = Critical Deft= B * "[Swl "4/(384*E*Ix)] Dist Load=w= 10.8 lb/in = [5*-10.8 lb/in*(96 in)"4/(384*29.5x10"6 psi * 1.842 in"4)]*0.832 = 0.183 in <= 0.534 in, OK Allowable load per beam pa:ir= 4,850 lb TYPE I DR-FLOREXPO f'a~e Y of \3 I 1/23/2004 · ngineering 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BO~S. Project: FLOREXPO, LLC. 2 Pin Beain to Column.C~nnection iYPE 1 SINGLE ROW .Mconn max= ?,521 in-lb Load at level 1 Shear Capaci_ty of Pin Pin Diam= 0.44 in Fy= 55,000 psi Ashear= (0.438 in)A2 * Pi/4 = 0.1507 jnA2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi * 0.1507inA2 = 3,315 lb Bearing Capac~ty:of Pin _ Per thei996 AISI Cold Formed Steel Manual, Sec E3.3: teal= 0.075 in Omega= 2.22 Fu= 65,000 psi . a= 2.22 Pbea_ring= alpha * Fu * diam * teal/Omega = 2.22 * 65000 psi * 0.438 in * b.075 in/2.22 = 2,135 lb < 3315 lb Moment c:apacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 4.0 in C= Pl+P2 tclip= 0.18 in = Pl +Pl *(0.5"/4.5") = 1.11 * Pl Mcap= Sclip * Fbending C*d= Mcap = 1.11 = 0.127 inA3 * 0.66 * Fy = 4,610 in-lb Pclip= Mcap/(1.11 * d) = 4610.1 in-lb/(1.11 * 0.5 in) = 8,306 lb Mconn-allow= [Pl *4.5"+P1 *(0.5"/4.5")*0.5"]*1.33 . . = 2135 LB*[ 4.5"+(0.5"/4.5")*0.5"J*l.33 = 12,968 in-lb > Mconn max, OK lYPE I DR-FLOREXPO Thus, Pl= 2,135 lb Paqe 1. of (.) 4" Fy= 55,000 psi Sclip= 0.127 inA3 d= E/2 = 0.50 in Project tt: D-0966 I 1/23/2004 By. BOBS. Project: FLOl<EXPO, LLy. Prqject :!=I: D-0966 Transverse Brace Configuration: T'r'PE 1 SINGLE ROW Section Properties Diagonal Member= Intlk 1-1/2x1-l/2x14ga Area= 0.315 inA2 Horizontal Memper= Intlk 1-1/2x1-1/2x14ga r min= 0.488 in r1.500in 4 Area= 0.315 inA2 r min= 0.488 in Fy= 55,000 psi K= 1.0 f-1.500in 4 Fy= 55,000 psi . K=·1.o Qc= 1.92 R T 1.500 in j__ R IOin j__ Frame Dimensions Bottom Panel Height=H= 52.0 in Frame Depth=D= 36.0 in Column Width=B= 3.0 in · Diagonal Member V=Vtransv= 1,1·12 lb Ldiag= [(D-B*2)A2 + (H-6")A2)A1/2 = 54.9 in Pmax= V*(Ldiag/D) = 1,696 lb Pn= AREA*Fn = 0.315 inA2 * 23005 psi = 7,247 lb Pallow= Pn/Q = 7247 lb /1.92 = 3,7741b .fa/Fa= 0.45 Horizontal brace Pmax=V= 1,112 lb (kl/r)= (k * Lhoriz)/r niin = (1 x 36 in) /0.488 in = 73.8 in SINCE.Fe>Fy/2, Ftl=Fy*(Hy/4fe) = 40,853 psi fa/Fa= 0.17 TYPE l DR-FlOREXPO <= 1.33 OK <= 1.33 OK Clear Depth=iD-B*2= 30.0 in XBrace= NO SINCE Fe<Fy/2, (kl/r)= (k * Ldiag)/r min = (1 x 54.9 in /0.488 in ) = 1~2.5 in Fe= piA2*E/(kl/r)A2 = 23,005 psi Fn= Fe -1 t========1 1 Fe= piA2*E/(kl/r)A2 = 53,457 psi Pn= AREA*Fn = ·Q,3~5inA2*4Q853 psi = 12,869 lb Page ID of r, = 23,005 psi B # Check End Weld Lweld= 2.5 in Fu= 65 ksi tmin= 0.075 in Typical Panel Configuration ·weld capacity= 0.75 * tmin * L * Fu* 1.33/2.5 4,875 lb OK Fy/2= 27,500 psi Paflow= Pn/Qc = 12869 lb /1.92 = 6,702 lb I 1/23/2004 Structu~al Concepts ~'!f!j Engineering ~ 1729 S., Douglass l<d, Ste B Anaheim, CA 92806 Tel: 714,456D056 Fax: 714.456.0066 By: BOBS. Project FLOl<EXPO. LLC. Project ti: D-0966 Anchors Configuration: "TYPE 1 SINGLE R,OW Check overturning per-section 2228.7.1 of the 2001 CBC Loads Vtrans=V= 1,112 lb DL/Frame= 225 lb LL/Frame= 6,000 lb Wst=(0.9*DL+.LL/n)total= 6,203 lb LL @ TOP= 2,000 lb DL/Lvl= 75 lb Frame Depth=D= 36.0 in Htop-lvl= 192.0 in # Levels= 3 n-transv= 1 DL *0.90= 68 lb # Anchors/Base= 2 n= 1 T Lateral Ovt Forces=S(Fi*hi)= 166,061 in-lb Fully Loaded rack SIDE ELEVATION V.trans= 1,l.'12 lb Movt= ~(R*hi)*l.15 Mst= Wst * D/2 T= (Movt-Mst)/D = 166061in-lb * 1.15 = 190;970 in-lb = 6202.5 lb * 36 in/2 = 111J645 in-lb = (190970 in-lb -111645 in-lb)/36 in Top 1Level Loaded Only Critical Level= 3 Anchor Vtop= 2.5*Ca*I(DL +LL@top/n-transv)/(R*l .4) = 0.1786 * (75 lb+ 2000 lb/1) = 371 lb Mst= 0.9*(DL-total + Lltop/n) *D/2 = (~000 lb/1 + 67.5 lb*3) * 36 in/2 = 39,645 in-lb = 2,203 lb Hgt@ Lvl 3= 192.0 in Movt= Vtop*Htop*l.15 = 370.595 lb* 192 in * 1.15 = 81,827 in-lb T= (Movt-Mst)/D = (81827 in-lb -39645 in-lb)/36 in = 1,172 lb Check (2) Q.5" x 3.5" Embed HILTI KWIK BOLT II anchor(s) per base plate. Special inspection is not provided per ICBO 4627. , Fully Loaded: Top Level Loaded: Pullout Capacity= Tcap= 875 lb Shear Capacity=Vcap= 1,840 lb Tcap*Phi*S= 1,164 lb Vcap*Phi*S= 2,447 lb L.A. City Jurisdiction? NO Phi= 1.33 Spacing Coeff=S= 1.0 (1102 lb/1164lb)"1.66 + (278 lb/2447 lb)"l.66 = (586 lb/1164 lb)"l.66 + (93 lb/2447 lb)"1.6p = TYPE I DR-FLOREXFO Page ( I of 0.94 0.32 <= 1.0 OK <= 1.0 OK I 1/23/2004 < ' ~ Structural Concepts · ··--·:II{''=:::''.::=:=:=:·==''> Engineering -····.· ... ,,: ..... '?:""·· 1729 S. Douglass l<d, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOBS. Pro~ect: FLOR.EXPO. LLC. Base Plate Configuration: 1YPE 1 SING!:.E ROW Section Width=W = 8.00 in Depth=D = 7.00 in Column Width=b = 3.0D in Column Depth=dc = 3.00 in L = 2.50 in Plate Tuickness=t = 0.375 in Down.Aisle Loads a= 3.00 in Anchor c.c. =2*a=d = 6.00 in N=# Anchor/Base= 2 Fy == 36,000 psi P = 3,113 lb Mbase=Mb = 6,893 in-lb Axial stress=fa = P/A = P/(D*W) = 56 psi Moment Stress=fb = M/5 = 6*Mb/[(D*BA2] = 92.3 psi Moment Stress=fb1 = fb-fb2 = 34.6 psi M3 = (1/2)*fb2*l *(2/3)*l = (1/3)*fb2*l "2 = 120 in-Ip S-plate = (1)(tA2)/6 = 0.023 inA3/in fb/Fb = Mtotal/((S-plate)(Fb)1 = 0,48 OK Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2J = -252 lb No Tension 1YFE I DR-FLOREXFO M1= wL A2/2= fa*L A2/2 = 174 in-lb Moment Stress=fb2 = 2 * fb * L/W = 57.7 psr M2= fb1*LA2)/2 = 108 in-lb Mtotal = Ml+M2+M3 = 402 in-lb/in Fb = 0.75*Fy*1.33 = 35,910 psi Tallow= 1,164 lb f?a':'.Je l"l-of l 3 Prgect l=I: D-0966 p Downaisle Elevation OK I 1/23/2004 I! ,, I -By: BOB S. Project: FLOREXPO, LLC. Project #: D-0966 Slab on Grade Configuration: TYPE 1 SINGLE ~ow The slab is designed per use 1922 to carry the puncture stress of the post as well as the upwara soil reaction from the soil. y L SLAB ELEVATION Base Plate B= 8.00 in b= 7.00 in Load Case 1: Product + Seismic Product DL= :\,13 lb Product ll= 3,000 lb Puncture /Section 1922.5, Eqtn 22-9 width=a= ~.00 in depth=b= 3.00 in _Baseplate· Plan View Concrete fc= 2,500 psi ts\ab=t= 5.0 in· phi=0= 0.65 Soil fsoil= 1,500 psf Movt= 190,970 in-lb Frame depth= 36.0 in eff. baseplate width=c= 8.00 in eff. baseplate depth=e= 7.00 in P-seismk=E= (Movt/Frame depth)*l.4 = 7,427 lb Pse=DL+LL+E/1.4= 8,417 lb (Strength Design Loads) Pu= 1.1*(1.2PDL + 1.0PLL + 1.0*E) (Sec 1612.2.1, EQ 12-5) Fpunct= 2.66*phi*sqrt(fc) = 11,618 lb Apunct= [(c+t)+(e+t)1*2*t = 250.0 in"'2 Slab Ber:iding !Per LIBC 1922.72.2 Asoil= (Pse*144)/(fsoil) L= (Asoil)"'0.5 = 808 inA2 = 28.43 in x= (L-y)/2 M= w*xA2/2 = 5.5 in = (fsoil*xA2)/(144*2) Fb= 5*(pl)i)*(fc)A0.5/1.4 = 155.9 in-lb = 116.0 psi (Sec 1922.5.1) Load Case 2: Static Loads PDL= 113 lb PLL= 3,000 lb Puncture !Section 1922.5, Eqtn 22~9 Pu= 1A*PDL + 1.7*PLL (Sec 1909.2.1, EQ.9°1) = 5,2581b Apunct= [(c+t)+(e+t)]*2*t = 250 inA2 ... . . Slab Bending !Per UBC 1922.72.2. Asoil= (Ps*144)/(fsoil) L= (AsoiJ)A0.5 = 299 in"'2 = 17.29 in X= (L-y)/2 M= w*x"'2/2 = 0.0 in = (fsoil*xA2)/(144*2) Fb= 5*(phi)*(f.c)/'\0.5/1.7 = o.o in-lb = 96.0 psi (Sec 1922.5.1) TYPE I DR-FLOREXPO Page f~ of \} = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) · = 0.54 < 1.33 OK y= (c*e)"'0.5 + t*2 = 17.5 in S-slab= 1 *tA2/6 = 4.17inA3 fb/Fb= M/(S-slab*Fb) = 0.323 Ps= DL+LL = 3,113 lb < 1.33, OK Fpunct= 2.66*phi*sqrt(fc) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.24 < 1.0OK y= (c*e)A0.5 + t*2 = 17.5 in S-slab= 1 *tA 2/6 = 4.17 in"'3 fb/Fb= M/(S-slab*Fb) = 0.000 < 1.0,OK I 1/23/2004 mawr. lift trucks 12255 Kirkham Road, Suite 400 Poway, CA 92064 To Whom it May Concern: Chris Simpson ofSimpson Consulting is hereby authorized by Crown Equipment Corporation to sign any permit applications and pull any building permits on behalf of Crown Equipment Corporation. If you have any questions, please call meat {619)696-6747. Monte R. Landy Responsible Managing Employee SIMPSON~ULTING GROUP, Inc. 10054 Prospect Avenue, Suite B Santee, CA 92071 Phone: 619-938-0880 Fax: 619-596-8914 Development Planning Consultants ,: . ,, CJ\OW" lift trucks 12255 Kirkham Road, Suite 400 Poway, CA 92064 To Whom it May Concern: Chris Simpson of Simpson Consulting is hereby authorized by a-own Equipment Corporation to sign any permit applications-and pull any building permits on behaf of Crown Equipment Corporation. If you have any questions, please call me at (619)696-6747. Sincerely, ~ Monte R Landy Responsible Managing Employee Phone:619/696-6747 Fax: 619/696-6733 SIMPSON CONSULTING GROUP, Inc. 10054 Prospect Avenue, Suite B · Santee, CA 92071 Phone: 619-938-0880 Fax: 619-596-8914 Development-Planning Consultants I A -. Customer Questionnaire !-' " PROJECT PROPOSAL NECESSIJ;IES -~ . C~STOMER INFORMATION / P~OJECT INFORr,MI.ON_ FlorExpo, LLC -FlorExpo, LLC \ 1964 Kellogg Avenue .. , 1960 Kellogg Ave \ Csrisbad, Ca 92008 \ Catlscaa, 1,.;a 92008 " I . CQntact I Phone Fax Contact'-..,. I Phon.., I Fax: Tom Q'Oonnell/Jeff Sewell I (760) 930--3567 Tom O'Donnell/Jeff Se·~ • : , ___ -35671 - SCOPE OF WQRK .. rnsta lation or Premanllfactured storage Racks BUILa;nNe lNFO~TIC>N ' .. - . Celllna Haht. I Clear He.iliht Slab Thlcknessl~ltb,,Qe_uitv. I Relnfol'Clna I . _.$oil PSF Misc. Building I 5" I 2,5001bs. I n/a I 1S00psf :iioifgJ<JtrJ)JH;Jan.DellS.IW.~ Sprinkler' Head TemDI Sorinkler Other Vent Ratio ESFR I Lift Truck mJormatlon Truck #1 Type: n/a Clear Aisle Requirements: Truck #2 Type: . • . Clear Aisle Requirements: Truck #3 Type: Clear Aisle Requirements: Truck #4 Tvoa: Clear Aisle Reoulrements: -Produc,UP,-Het1111~rmat1on (provide iype or pal-., pallets~, ,produ~t overall saze. w~lght) Pallet#1: Type: Size: Weight: (Max & Avg.) Prod. Overall Size: Pallet#2: 1ype: Size: Weight: (Max & Avg.) Prod. Overall Size: Pallet#3: Type: Size: Weight: (Max & Avg.} Prod. Overall Size: Notes: ~roJect Design/Planning lnfonnatlo11 Either fill this Information out on this fonn or show it represented in your reference drawings: (Customer Must Supply needed Drawings unless other arrangements have been made In writing) Drawings Needed: 0 Title Page 0 Site Plan 0 Accessibility 0 Exiting 0 Floor Plan D Elevations D · Engineering D Slab Plan D Roof Plan 0 Office T.l.'s Drawing Checklist (please make sure drawings Include the following) D Interior Walls D Location Shown? Thickness: 0 Exit Doors/Signs 0 L,.ocation·Shown? Size: 0 Extinguisher/Hose-Reel$ 0 Location Shown? Type: D Dock Doors D Location Shown? Size: D Obstructions 0 K-Braclng 0 Sprinkler Riser 0 Electrical Panel 0 Building Column 0 Square 0 Ro11nd Size: 0 DockTypes 0 Dock·Hlgh 0 Ground Level n Dock Staalna Area Size: (Width & DeDth From Docks) Material SuDQlier lnfonnatlon Man.ufacturer #1 -· Manufacturer #2 Interlake Contact Phone Fax Contact Phone Fax: · Mat. Suaalled? License No. . · Authol'llY ,. Mat, SUDDlled?· Lfc:ense _No • Authority Rack La City · Manufacturer #a Manufacturer #4 .. Contact Phone Fax: Contact Phone Fax: Mat..Supplled? License No. AlithorilY. Mat. SUDQlied? License No. Authorltv 1/ 'I CB044436 1960 KELLOGG AV CBAD FLOOR ·EXPO RACKING SYSTEM Tl Loi#: COMM CROWN EQUIPMENT CORP. rz/16/oc__/ ~/le :-fyff;~ ~/ 5-f rv-e,/-e2c, ( c J, /...ecJ., i:='e /6r f- /t?-17-oz/ A~ ~@-ff- /J.-J-1.,.df ~cu, i/iit &b ~~~ -0 "'rn y(~t17 @' PotJer l[1,,S~ \.Pi - 08~ PLANNING ENGINEERING FIRE APPR/fORM HEALTH DEPT --:-. --,., ---HAZMAT / AIR QUAL -------OTHER SEWER DISTR TO t>II ----,---_SCHOOL FORM CFDFORM ----,-----p E & M WORKSHEET BLDG FEES.COMPLEl !·. --,---,r---PlJ\NCORR ENG CORR --,---,r-F1.:~if1ESGIL CORR ----FIRE CORR -~,