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Home My WebLink About1911 PALOMAR OAKS WAY; ; CB012409; PermitCity of Carlsbad * - - 1635 Faraday Av Carlsbad, CA 92008 - 09-06-2001 :- Commercial/Industrial Permit Permit No: CB012409 Building Inspection Request Line (760) 602:2725 Address:'1911 PALOMAR OAKS WY CBAD '.Permit Type: TI Sub Type: INDUST Parcel No:' 2120910800 .- Lot #: 0 Status: ISSUED Valuation: $10,000.00 Construction Type: NEW Applied: 07/18/2001 Occupancy Group: . Reference #: Entered By: MNDP Project Title: SPECTRUM CONCEPTS Plan Approved: 08/27/2001 PALLET RACKS . Issued: 09/06/2001 Inspect Area: - Applicant: . __.._ —Owner:---. 9183 o9/LLO'So/1 01 02 ANDERSON HOWARD - • NUEMIN PORTER&COBA CAST A 101.79 2194 CARMEL VALLEY RD .9 20409 PRAIRIE ST#A DEL MAR CA 92014 V - CHATSWORTH CA91311 on858 755-5009 . 0 6R, Total Fees: $166'59 Total Payments.To Date: $6480, \_Balance Due: $101.79 I / ,. / • \ Building Permit / I $99.69 Meter Size '- I AddI Building Permit Fee .7 Z$0.00Z •Addl Reál Water. Con. Fee 7' \ $0.00 '"- Plan Check j -Z: / $64.80Mter.Fee -- \ $0.00 .- AddI Plan Check Fee(7 / $0.00 SDCWA Fee • jfl r $0.00 Plan Check Discount ) J $0.O0 .CED Payoff Fee jI I $0.00 Strong Motion Fe . $2!10 .APFF $0.00 Park Fee . \ c $0.PO REF (CFD Rind) • LFM Fee \ -$0.00 • Li6ense Tax / $0.00 Bridge Fee - \ \ $6 11 LicseTa (CD Fund) / $0.00 BTD #2 Fee \ "-$o.00ç ( Trffic Imact Fee' / • / : $0.00 BTD #3 Fee \ - \ $0.00 -- ..Tráffic]mpact (CFD Fund) 7 $0.00 .. Renewal Fee \ \\ $0.00 PLUMBING TOTAL' / $0.00 AddI Renewal Fee <$0.00 INCOR ELECTRICAL TOTAL / $0.00 Other Building Fee \ ( $0.00 - MECHANICALTOTAL j $0.00 Pot. Water Con. Fee $0.00 —.......MasterDrainage Fee\.\ / . $0.00 t"'JI - 1 'I Meter Size . j / I ,- •. Sewer Fees \ '-\ \ j / . $0.00 AddI Pot. Water Con. Fee Li ( $0.00' (D Redev Parking Fee) Red. Water Con. Fee ' '-$0.00 (A1ditidral Fee $0.00 .• " U TOTAL PERMIT FEES $166.59 / FINAL APPROVPL In bate:'Clearance: NOTICE: Please take NOTICE at 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 capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any. fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. .. 4 ,• - -..-.--.-- '__;__•' ----,',.— .. - -.--. ;-'--,.------' —.-.. '.---.-- V..- VVV VVVV V. FOR OFFICE USE ONLY PE5i1'APPLICATI&J PLAN CHECK NO O — LL{OGL CITY OF CARLSBAD BUILDING DEPARTMENT Z osit 1635 Faraday Aye;; Carlsbad, CA 92008 p - Validated By.': 4' Da25 07/18/ fl Qi _0 2 7. V .-VV . ........E" _754. 0 all 441.&140,rf7_ O4-t- -1 ..'" . -4-.,...- Address (include Bldg/Suite #) Business Name (at this address) , LO 7 i& 1LC,P%1D lTJ. 7t 4i'k '4 Legal Description Lot No. Subdivision Name/Number UnitNo. PhaseNo: "-Total # of units "li S-7 0, - V. Assessor's Pa'rel # Existing Use Proposed Use, ? tol)l 0_ 'T _I__,(/ 5 ,,J .... 3. _ : VV.ó59I . Description of Work SQ. FT. . ' #of Stories ' # of BedroOms r' '# ,of, Bathrooms— _PE _ k / - - s) 73 /2 .- a me Address , , ,: . City . State/Zip ' -'r"slephoheV# Fa'x# 3 APPLICANT Co_iNct Agent f Cotr O jjforDr 1!. 'Name . .: . Address - . City ., State/Zip T(e!eh)n ,- Name - .. ' Address ' City State/Zip Telephone # CONT T9RM.CAAME Tr , (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair-any structure, -prior to its issuance, also - requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of-the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom .and the basis for,'the alleged exemption. Any violation of Section7031.5Vb any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars 1$500]) ckp _tr ixc 17,,7157-5' 1-i rL.wi_ivc'_i- rio_pot et 'Name Address City . V V State/Zip Te!ephopy.# ... q. State iéense # _ I , License Class V/Vj i/pt -, City Business License # j '7 416 °i11cA., . /Gj) Designer Name' Address tity '' State/Zip Teleph6ne State License # C/,)j72'I _4,/pz% t6 WORKRSJMPENS'AP' Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: -' , I have and will maintain a certificate of consent to self-insure for workers' cômpen'sationas-irovided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. . V •V V -V.- V . 4 I, have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which thig permit is 4' issued.'My worker s compensation insurance carrier and Poi number are 'insurance Company PC tN __'ll-1'1C_ S2.JL)LLV&5 _(N(,,t of'Q4 /() Policy N0.'4 /2O Expir'sti'on Date '(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued I shall not employ any, person in any manner so as to become subject to the Workers' Compensation Laws of California. V WARNING Failure to secu orkaf mpensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand do ,O'O . 'n ad it) cost_ofVcVornpensation, damages as provided for in Section 3706 of the Labor code, interest and, attorney's fees., SIGNATUR DATE I-- I hereby affm e that I am xempt from the Contractor's License- Law for the following ieason: I, as owner of the property or my employees with wages as their sole compensation, will do'the work and the structure is not intended or offered for 'sale '(Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work-himself or through his own employees, provided that such improvements:are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion the owner builder will have the burden of proving that he did not build or improve for the purpose of sale) 0 I. as owner of the property, am exclusively contracting with licensed contractors to construct the project,(Sec. 7p44, Business, and Professions Code: , The Contractors License Law does not apply.,to an owner of property who builds or improves thereon, and contacts for such projects withV.contractôr(s) licensed' pursuant to the Contractor's License Law). - 0 lam exempt under Section 'V ' ' Businessand Professions Code for this reason:' _ 1* l'personally plan to provide the major labor and materials for construction of the proposed property improvement 0 D YES NO I (have I have not) signed an application for a buildin6 permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone' number /Scontractors license number): I plan to provide portions of the work, but,l have hired the following person to coordinate, supervise and provide the major work:linclude narn / addrsC /'phone number / contractors license number): 5.- I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include dame/ address I phone number / type Of work): PROPERTY OWNER SIGNATURE - DATE Cy - Is the applicant or future, building -occupant required to submit a business 'plan, acutely hazardous màtrials- registration 'form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES C:]' Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air4quality management district? 0 YES NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site 0 YES 'J NO V V V V IF ANY OF THE ANSWERS ARE YES. A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED, UNLESS THEPPLICANT HAS .MET OR IS MEETING THE V REQUIREMENTS OF THE OFFICE OF EMERGENCYV.SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. , - [ CON TU'CpN LENG AGENCY - I hereby affirm that there is a construction lending agency for the performance of th'Ve work for which this permit is issued (Sec 3097(i) Civil Code) LENDER'S NAME V,LEN DER'SVADDRESS V4.VVV.V VV V V "V-VV"" VVV.,,VVVVVV.'VV. 1.VV1,1 V"11 VV_VV,,V , I certify that I have read the application and state that the above information is correct and that the information on,the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the Cit, of Carlsbad to enter upon the above mentioned property for inspection purVposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF. CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS. COSTS AND EXPENSES WHICH ,MAY IN ANYWAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF.THE GRANTING OF THIS PERMIT.. ,OSHA: ,An OSHA permit is required for excavations over 5'9" deep and demolition or construction of structures over 3-stories iriheight. , V 'EXPIRATION: Every permit issued by the building Offiàial' under the provisions Of Vth5 Code shall, expire by limitation and- became null and void if the building or work authOrized by such permit is nOt commenced within 180 days'frO/n the date of such permit or if the building or work authorized by such permit is suspended or abandoned - at any time after the work is c . ornmefted for a er diya 064.4_Lln4ocm-Btiilding Code) APPLICNT'S SIGN URE V - . VV VV DATE -- , TE: File YELOW: Applicant PINK: Finance : V V,, V V City of Carlsbad Bldg Inspection Request For: 10/31/2001 Permit# CB012409 Inspector Assignment: GG Title: SPECTRUM CONCEPTS Description: PALLET RACKS Type: TI Sub Type: INDUST Phone: 6196665694 Job Address: 1911 PALOMAR OAKS WY Suite: Lot 0 Location: Inspector: APPLICANT ANDERSON HOWARD Owner: HUNT THOMAS A&BERG JOANNE M TRUST 06-28-91 Remarks: Total Time: Requested By: MONTY Entered By: CHRISTINE CD Description Act Comments 19 Final Structural Associated PCRs PCR0II98 ISSUED Inspection History Date Description Act Insp Comments 10/29/2001 14 Frame/Steel/Bolting/Welding CO GG NEED LOAD LABELS t EsGil Corporation In Partnership with overnment for rBui[iing Safety ) DATE: 8/22/01 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-2409 PROJECT ADDRESS: 1911 Palomar OaksWay SET: II AEELJCANT O PLAN REVIEWER L3 FILE PROJECT NAME: Storage Racks for Spectrum Concepts El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building dpartment staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: TelpPho3e #: Date contacted: (by: ) I /' / Fax #: Mail Telephone Fax In Person REMARKS: 1. City to field verify that space to the rack area and the bathn disabled access requirements. 2. R-2, R-3 and revised sheet O1-1.j351 By: David Yao Esgil Corporation LIGA E] MB 0 E F-1 PC è'xisting path of travel from the handicapped parkin ms serving the rack, area comply with all the current I Department approvaIis required. 3. Please slip sheet R-1, O1-1235B into the city set.(at building department) Enclosures: 8/14 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858)560-1468 • Fax (858) 560-1576 EsGil Corporation In Partnership with Government for uif4ing Safety DATE: 7/27/01 JURISDICTION: Carlsbad O APP ICANT JURIS. O PLAN REVIEWER 0 FILE PLAN CHECK NO.: 01-2409 0 SET:I PROJECT ADDRESS: 1911 Palomar Oaks Way PROJECT NAME:. Storage Racks for Spectrum Concepts The plans transmitted he have been corrected where necessary and substantially comply with the jurisdiction's building codes. El The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Howard Anderson 2194 Carmel Valley Road, Del Mar, CA 92024 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Howard Anderson (c!Jar/es) Telephone #: (858)755-5009 Date contacted: 7 -?'-2-0I (by: e4uA) Mail - Telephone.'— Fax ...- In Person REMARKS: By: David Yao Esgil Corporation UGA F1 MB EJ 1-1 PC Fax #: (858)755-1236 Enclosures: 7/19 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 01-2409 7/27/01 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 01-2409 PROJECT ADDRESS: 1911 Palomar Oaks Way DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 7/19 7/27/01 REVIEWED BY: David Yao FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced .by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not. permit.the violation of any state, county or city law. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438- 1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that-are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. To facilitate rechecking; please identify, next to .each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Carlsbad 01-2,409 7/27/01 1. Provide a rack layout plan showing' the location of all racks.(Sheet R-5 shows 7 different type of racks. The calculation shows type .1,2,3 only. Please clarify. Sheet R-4 of the plan did not clearly shows location of each different type of racks. Please clarify) 2. City to field verify the existing 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. 3. Obtain Fire Department approval for groups F, M and S occupancy storage per UBC Sections 306.8, 309.8 and 311.8. ' 4. Provide forklift protection or check the exception. Recheck the "pallet" racks as follows: 5. Recheck all connections on sheet 01-1235A,B as follows: The rivet bearing capacity is only dtF = 0.406(0.0747)65 = 2 kips'. Provide calculations for all beam to bracket weld capacities per Section 2330 (allowable weld stress is the member thickness times 26 ksi times 1.33, or the. weld stress, whichever is lower). Check the bracket maximum weak axis moment. 6. Indicate the safety. pin size and verify it is adequate for the 1000# load. Section 2236.1. 7. The thickness of the base plate for type 3 rack is hot clearly shown on sheet 01-1235B. 8. All the column and lateral calculation are for type 2 rack. Please provide additional calculation to show the column and lateral force is adequate for type I and 3 racks too. 9. Provide calculations for the column weak axis bending plus axial for transverse seismic loading. The axial load is the maximum compression load at the base from vertical plus seismic overturning. The column moment will probably be maximum for the lateral load from the base plate to the first diagonal brace (not only to the first horizontal member). 10. The jurisdiction has contracted with Esgil 'Corporation located at 9320 Chesapeake Drive, Suite 208, Sap Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. Carlsbad 01-2409 7/27/01 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? DYes UNo Carlsbad 01-2409 7/27/01 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 01-2409 PREPARED BY: David Yao DATE: 7/27/01 BUILDING ADDRESS: 1911 Palomar Oaks Way BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) storage racks per city 10,000 Air Conditioning Fire Sprinklers TOTAL VALUE 109000 Jurisdiction Code 1Cb I By Ordinance Bldg. Permit Fee by Ordinance V $99.691 Plan Check Fee by Ordinance Type of Review: El Complete Review Structural Only LI Other LI Repetitive Fee V I Repeats LI Hourly Hour * Esgil Plan Review Fee I $55.831 Comments: Sheet 1 of 1 macvalue.doc PLANNING/ENGINEERING APPROVALS - PERMIT NUMBER CB ci DATE ADDRESS iJ fi Palo ,nat- Oat's RESIDENTIAL.. RESIDENTIAL. ,.ADDITIONMINOR. (<$10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER 6.r .F'sh,x . . DATE ENGINEER . DATE DOIMIUOrTnsIPIanning Engineering ADPrOvals Carlsbad Fire Department . 012409 1635 Faraday Ave. . Fire Prevention. Carlsbad, CA 92008 (760) 602-4660 Plan Review Date of Report: Requirements Category: idingPIan 08/23/2001 Reviewed by: Name: Howard Anderson Address: 2194 Carmel Valley Rd City, State: Del Mar CA 92014 Plan Checker: Job #: 012409 Job Name Spectrum Concepts Bldg #: CB012409 Job Address 1911 Palomar Oaks Way Ste. or Bldg. No. Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance / with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. E Approved The item you have submitted for review has been approved subject to the Subject to . attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and I or specifications required to indicate compliance with applicable codes and standards. El Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review 1st _________ 2nd _________ 3rd _________ Other Agency ID FD Job # 012409 FD File # CaIsbad Fire Department 012409 1635 Faraday Ave. Fire Prevention Carlsbad, CA 92008 (760) 602-4660, Plan Review Requirements Category: Building-Plan Date of Report: 07/31/2001 Reviewed by: I".'\.• P Name: Howard Anderson Address: 2194 Carmel Valley Rd City, State: Del Mar CA 92014 Plan Checker: Job #: 012409 Job Name: Spectrum Concepts Bldg #: CB012409 Job Address 1911 Palomar Oaks Way Ste. or Bldg. No. Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. El Approved The item you have submitted for review has been approved subject to the Subject to attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and I or specifications to this office for review and approval. Review 1st _________ 2nd _________ 3rd _________ Other Agency ID FD Job # 012409 . FD File # Requirements Category: Building Plan Requirement Pending 05.14 To determine the acceptability of technologies, processes, products, facilities, materials and uses attending the design, operation or use of a building or premises subject to the inspection of the department, the Chief is authorized to require the owner or the person in possession or control of the building or premises to provide, without charge to the jurisdiction, a technical opinion and report. The opinion and report shall be prepared by a qualified engineer, specialist, laboratory or fire-safety specialty organization acceptable to the Chief and the owner and shall analyze the fire-safety properties of the design, operation or use of the building or premises and the facilities and appurtances situated thereon, to recommend necessary changes. Requirement: Pending 05.33 Plan Revisions Please submit 3 toforrected plans directly to the Building Department for routing to the appropriate departments. Page 1 07/31/01 Carlsbad Fire Department List of Consultants Ericksen-Rattan Associates, Inc. Fire/Building/Life Safety Code Consultants Mary Ericksen-Rattan 4719 Palm Avenue La Mesa, CA 91941 (619) 466-6285 Bruce M. Kerl & Associates, Inc. Fire/Building Codes Bruce M. Kerl, President P.O. Box 1861 Alpine, CA 91903-1861 (619) 659-8562 Hefner and Associates Consulting Fire/Building Code Consultants Jerry Hefner 9042 Garfield Ave., Ste. 206 Huntington Beach, CA 92646 (714) 593-9777 Consolidated Fire Protection Fire Sprinkler Systems/High Piled Storage Bob Caputo 6108 Avenida Encinas, Ste. A Carlsbad, CA 92009 (760) 431-9901 Daryl K. James & Associates Fire/Building Codes Consultants Daryl K. James 205 Colina Terrace Vista, CA 92084 (760) 724-7001 Schirmer Engineering Corp. Fire/Building Codes Consultants Garner Palenske, PE - 166496 Bernardo Center Dr., #212 San Diego, CA 92128-2519 (858)673-5845 Klausbruckner & Assoc. Fire Protection Consultants Elley Klausbruckner, PE 4719 Palm Avenue La Mesa, CA 91941 (619) 466-6860 Wildland Consultants Robeson Fire Consulting Wildland Consultant Bob Robeson 11508 Bridle Path Lane Lakeside, CA 92040 (619) 561-0474 Emergency Management Services Wildland Consultant Steve Gallegos 1586 Soma Place El Cajon, CA 92021 (619) 440-0895 Glotfelty Fire Consulting Wildland Consultant Gary Gotfelty 2524 Mulberry Street Riverside, CA 92501 (909) 782-4174 07/13/2001 MATERIAL HANDLING ENGINEERING EST. 1985 TEL: (909) 869-0989 FAX: (909) 869-0981 STRUCTURAL REVISIONS FOR SPECTRUM CONCEPTS CARLSBAD, CA 01-1235 DATE: 08/03/01 BELOW IS THE RESPONSE TO YOUR COMMENTS: UNDERSTOOD & WILL BE PROVIDED BY THE APPLICANT. UNDERSTOOD. UNDERSTOOD & WILL BE PROVIDED BY THE APPLICANT. PLEASE SEE PAGES # 1 1A, C, & E ON THE REVISED CALCULATION PACKAGE REGARDING POST PROTECTOR JUSTIFICATION PER SECTION 2228.5 OF THE 1997 UBC. PLEASE SEE PAGES # 13A & B ON THE REVISED CALCULATION PACKAGE REGARDING REVISED BEAM TO COLUMN ANALYSIS INCLUDING BEAM TO BRACKET WELD ANALYSIS. PLEASE NOTE THAT THE BRACKET IS CURRENTLY CHECKED ALONG ITS WEAK AXIS. PLEASE SEE DETAIL V-B ON THE REVISED DETAIL DWG 01-1235A REGARDING SAFETY PIN SIZE. PLEASE SEE PAGE 13A ON THE REVISED CALCULATION PACKAGE REGARDING SAFETY PIN JUSTIFICATION. NOTE THAT THE PIN IS APPROXIMATELY 5/16"ø. PLEASE SEE DETAIL #2 ON DETAIL DWG 01-1235B THE BASE IS SPECIFIED AS BEING 0.105 IN. OR 12 GA. THICK. PLEASE SEE PAGES # hA, B, C, D, E, & F ON THE REVISED CALCULATION PACKAGE REGARDING TYPE 1 & 3 RACK COLUMN ANALYSIS. PLEASE ALSO SEE PAGES # 9A, B, & C REGARDING LOAD & DISTRIBUTION ANALYSIS. PLEASE SEE PAGES # 11B, D, & F ON THE REVISED CALCULATION PACKAGE REGARDING TYPE 1, 2, & 3 RACK COLUMN ANALYSIS ALONG THE TRANSVERSE DIRECTION. UNDERSTOOD. PLEASE FEEL FREE TO CALL ME WITH ANY FURTHER QUESTIONS UAYRAVE. SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 STORAGE RACKS STEEL SHELVING CITY APPROVALS . ALASKA NEVADA DRIVE-IN RACKS MOVABLE SHELVING STATE APPROVALS AJ10'LA - NEW MEXiCO CANTILEVER RACKS STORAGE TANKS PERMITTING SERVICES CALIFORNIA OREGON MEZZANINES - MODULAR OFFICES - PRODUCT TESTING COLORADO PENNSYLVANIA CONVEYORS GONDOLAS V FIELD INSPECTION V IDAHO UTAH V CAROUSELS BOOKSTACKS - SPECIAL FABRICATION V V - V MISSOURI WASHINGTON V - V V - . •V V 'V VVV, - V, VV 4 V V .. •V - S___ : •- V - V -' V V• - •'•V V - • SEISMIC ANALYSIS V V 5 OF STORAGE RACKS FOR V H -SPECTRUM CONCEPTS V V ,VVV.•4: Vj ' V V P S.. CARLSBAD, CA , , V • -- 401-1235 V V - • V - •. - - V V Go ) V Jo 5 4i, V * V V• V V 5 VV T .. VVV VV . -. • • V - VV •V - -. 4 - - V V V 4 I - V • VVV ,V ,e 4 V VV V V -- V . V V :4 •-- V._V.V4. * V, - V V VS - V . - V V k. V V V V V j' -. • P V V iV• V•VVI -' *V V V V V V f P V V 4 ••V V V V V V' V VV .- V V P V -•- 4 .. - - - . •- V•. V V 'V V V P - V • V V 161 ATLANTIC STREET V . POMONA • V CA. 91768 • 'TEL: (909)869-0989 FAX: (909)869-0981 .: V V V' V • V V' V - V V - 4 V V ,• V oMIC Loft MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPECTRUM CONCEPTS FOR RO\M'J SHEET NO. 2 OF_17 CALCULATED BY M.T. DATE 08/04/01 TABLE OF CONTENTS DESCRIPTION COVER SHEET TABLE OF CONTENTS SCOPE PARAMETERS CONFIGURATIONS COMPONENTS & SPECS. LOADS ANDDISTRIBUTION LONGITUDINAL ANALYSIS COLUMN BEAM BEAM TO COLUMN BRACING OVERTURNING BASE PLATE SLAB & SOIL PAGE # 1 2 2 3 6— 8 9 10 11 12 13 14 15 16 17 SCOPE: THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES. THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY, WITHOUT ANY FIELD WELDING. MIC NC- MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPECTRUM CONCEPTS FOR CROWN SHEET NO.____________ OF 17 CALCULATED BY M.T. DATE _08/04/0 1 STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN ANY ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT, WHILE THE BRACING ACT TRANSVERSELY. UULUMN. BEAM. BEAM TO COLUMN. BASE PLATE. HORIZONTAL BRACING. DIAGONAL BRACING. BACK CONNECTOR. TRIBUTARY AREA H TRANSVERSE LONGITUDINAL TOP VIEW 3 SEIZMIC PROJECT SPECTRUM CONCEPTS EIZNC:3 FOR MOWN SHEET NO. 4 OF 17 MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 CALCULATED BY DATE DATE_08/04/01 161 ATLANTIC STREET • POMONA • CA 91768 CONFIGURA11ONS TYPE1 800 lb. 2 _ 120' - 800lb. 1 60' 96" .J- 42"- TYPE 2 - 1,600lb. 3 ff 1 1,600lb. / 2 180" F • 8" 1,600lb. / -r 96" .4 42"-4' SEIZMIC PROJECT SPECTRUM CONCEPTS FOR MOWN SHEET NO.___________________ OF 1 7 MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 CALCULATED BY . DATE08/04/01 161 ATLANTIC STREET • POMONA • CA 91768 CONFIGURATIONS TYPE 3 400 lb. 4001b. 120" 400 lb. 2 / 400 lb. #1' 96" .4c 30'- 00 MIC MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA '91768 PROJECT _SPECTRUM CONCEPTS FOR MOWN SHEET NO. 6 OF 7 CALCULATED BY M.T. DATE 08/04/01 TYPE1 SPECIFICATION - MAIN STEEL 45000 PSI - BASE PLATE STEEL 36000 PSI 60" - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 MIN. EM iED. - FLOOR SLAB 5" X 2000 PSI. REINFORCED 120" - - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 4. - TYPE = SINGLE ROW UNITS. 800 lb. 208# 104# 96" '1- 42 - lu = 96" SECTION* AXIAL FORCE MOMENT BEAM MOMENT 1 875 lb. 3,560 in.lb. 3,808 in.Ib. <-std.conn. 2 438 lb. 2,455 in.lb. 2,028 in.Ib. <-std.conn. TYPE 1 DESIGN LOAD = 800# BASEPLATE COLUMN BEAM J 3-115x2-314x13ga U81 7 X 5 X 375 COLUMN STRESS =0.26 ' 3-1 /5X2X16GA(L-J-81 5)* Mbase = 3560 in.Ib. MAX LOAD/LEVEL 3,840 lb. BEAM IS O.K. OVERTURNING BRACING SLAB&SOIL HORIZONTAL -J DIAGONAL ANCHOR STRESS = 0.05 1-9/16 X 1 X 16 GA MECA 1-9/16 X 1 X 16 GA MECA PUNCT. STRESS = 0.18 # OF ANCHORS = 2 STRESS = 0.09 STRESS = 0.1 3 BENDING STRESS =0.05 H ' EIc I MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPECTRUM CONCEPTS FOR CROWN SHEET NO.__________________ OF 1 7 CALCULATED BY_M.T. DATE 08/04/01 1,600 lb. 354# 451# 1,600 lb. 232# L...... ' 295# -, / 1,600 lb. 118# • 150# -, ____ 8" TYPE 2 SPECIFICATION - MAIN STEEL 45000 PSI 01, - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 MIN. EM ED. = - FLOOR SLAB 5' X 2000 PSI. REINFORCED 180 - SOIL BEARING PRESSURE 1000 PSF 56 - SEISMIC ZONE 4. = 1 - TYPE = SINGLE ROW UNITS. 96" '1g. 42"-4 Iu= 96" -. SECTiON AXIAL FORCE MOMENT BEAM MOMENT 1 2,512 lb. 12,100 in.lb. 11,758 in.lb. <-std.conn. 2 1,675 lb. 8,216 in.lb. 8,367 in.lb. <-std.conn. 3 838 lb. 5,318 in.lb. 4,259 in.lb. <-std.conn. TYPE 2 DESIGN LOAD = 1600# BASE PLATE COLUMN BEAM 'i 3-219x2-314x12ga U82 7 X 5 X 375 COLUMN STRESS =0.73 3-1 /5X2X1 6GA(L-J-81 5)* Mbase = 7641 in.lb. MAX LOAD/LEVEL= 3,840 lb. BEAM IS O.K. OVERTURNING BRACING SLAB & SOIL HORIZONTAL 'j I DIAGONAL 'j ANCHOR STRESS = 0.59 1-9/16 X 1 X 16 GA MECA I 1-9/16 X 1 X 16 GA MECA PUNCT. STRESS = 0.60 #OFANCHORS= 2 STRESS= 0.26 STRESS= 0.37 BENDING STRESS =0.58 PROJECT SPECTRUM CONCEPTS FOR ORO\M'J SHEET NO. _8 OF 1 7 CALCULATED BY_M.T. DATE 08/04/01 MIc Loft MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET. POMONA • CA 91768 TYPE 3 SPECIFICATION - MAIN STEEL 45000 PSI I - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 MIN. EM EE - FLOOR SLAB 5 X 2000 PSI. REINFORCED 120" .J.... = - SOIL BEARING PRESSURE 1000 PSF 2 0 - SEISMIC ZONE 4. 1 - TYPE = SINGLE ROW UNITS. 400 lb. 101# 75# -,t- 50# 25# 0 T I ___ 128# 32# u -0 400 lb. / z 400 lb. ________ 400 lb. • u 96" •1' 1' 304 lu = 96" SECTION AXIAL FORCE MOMENT BEAM MOMENT 1 900 lb. 3,536 in.lb. 3,020 in.lb. <-std.Conn. 2 675 lb. 1,705 in.lb. 1,915 in.lb. <-std.Conn. 3 450 lb. 1,326 in.lb. 1,442 in.lb. <-std.conn. 4 225 lb. 758 in.lb. 779 in.lb. <-std.Conn. TYPE 3 DESIGN LOAD = 400# BASE PLATE COLUMN BEAM 1-15/16 x 2-1/16 x 16ga. U7515 3.125 X 4.375 X .iOs COLUMN STRESS =0.81 2-3/4 x 1-3/16 x 14ga Z55 BASE PINNED MAX LOAD/LEVEL= 748 lb. BEAM IS O.K. OVERTURNING BRACING SLAB & SOIL HORIZONTAL J I DIAGONAL j ANCHOR STRESS = 0.34 1 x 3/4 x 1 6ga - MECA I 1 x 3/4 x 1 6ga - MECA PUNCT. STRESS = 0.28 # OF ANCHORS = 1 STRESS = 0.1 2 STRESS = 0.1 7 BENDING STRESS =0.13 NOTE: CONNECTORS ON WIDE SAPN SHELVING ARE 3 TABS 0 2" O.C. SEIZM 9ic lft% MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA .CA 91768 PROJECT SPECTRUM CONCEPTS FOR CROWN SHEET NO.___ OF 1 7 CALCULATED BY_M.T. DATE_08/04/01 LIVE LOAD PER SHELF = wu = 800 lb (BASED ON CLIENT SUPPLIED DATA) DEAD LOAD PER SHELF = WdI = 75 lb TOTAL LOAD PER FRAME = 1,750 lb ______ 800 lb. 163 2 SEISMIC SHEAR BASED ON SECTION 1630.2.1 OF THE 1997 UBC WHERE 60 V= ((2.5xCax1)/R)xWtotal Wtotal = (Wil + Wdl) x In 120" 800 lb. 81# n=#ofshelves -, Seismic Zone= 4 . I = 1 Ca = 0.44 Soil Coef. = Sd 9• R(long) = 5.6 Na = 1.0. lu = 96" R(trans) = 4.4 208# LONGITUDIAL DIRECTION Viong = (2.5 x 0.44 x 1)1(5.6) x W) I 1.4 18 = 246 lb w/ working stress reduction Fi = VWhi / lWh I 104# TRANSVERSE DIRECTION Vtrans = (2.5 x 0.44 x 1)/(4.4) x W/ 1.4 313 lb w/ working stress reduction 1- = Fi = VWhi / Eft 42-t' LONGITUDIAL DIRECTION 4— Vlong = (2.5 x 0.44 x 1)1(5.6) x W) /1.4 = 705 lb w/ working stress reduction Fi= VWhi/Wh TRANSVERSE DIRECTION Z8" Vtrans = (2.5 x 0.44 x 1)/(4.4) x W / 1.4 = 897 lb w/ working stress reduction 451# 295# -, 150# -, MIC MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPECTRUM CONCEPTS FOR CROWN SHEET NO._________________ OF 1 7 CALCULATED BY_M.T. DATE _08/04/0 1 LIVE LOAD PER SHELF = WII = 1,600 lb - (BASED ON CLIENT SUPPLIED DATA) DEAD LOAD PER SHELF = WdI = 75 lb TOTAL LOAD PER FRAME = 5,025 lb 1.600 lb. n 35 3 SEISMIC SHEAR BASED ON SECTION 1630.2.1 OF THE 1997 UBC WHERE V= ((2.5xCax1)/R)xWtOtal Wtotal = (WV + Wdl) x n n = # of shelves I180 1,600 lb. II 232# 1.600 lb. II 118# 1 Seismic Zone = 4 I= 1 Ca = 0.44 Soil Coef. = Sd - R(long) = 5.6 'T'Na = 1.0 R(trans) = 4.4 'I' 96" lu = 96" Fi = VWhi / EM '1g. 42"—A' rooSoEl ~[C MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 PROJECT SPECTRUM CONCEPTS FOR CROWN SHEET NO. 1 9C- OF _1 7 CALCULATED BY M.T. DATE _08/04/0 1 Ibi PU LAN IIL b INtbI • l-'OIVIUI'J#A • UA 3I1bb LIVE LOAD PER SHELF = WII = 400 lb (BASED ON CLIENT SUPPLIED DATA) DEAD LOAD PER SHELF = WdI = 50 lb TOTAL LOAD PER FRAME = 900 lb 400 1b. 101 1' SEISMIC SHEAR BASED ON SECTION 1630.2.1 OF THE 1997 UBC WHERE 400 1b. V= ((2.5xCax1)/R)xWtotal I Wtotal = (Wil + Wdl) x n 10 120" f 400lb. 50# In = # of shelves . _____________ 2 01 400 1b. 25# Seismic Zone = - 4 30 Ll Ca = 0.44 Soil Coef. = Sd -I' 96" R(long) = 5.6 Na = 1.0 Iu = 96' R(trans) = 4.4 128# LONGITUDIALDIRECTION Vlong = (2.5 x 0.44 x 1)/(5.6) x W) / 1.4 18 96# = 126 lb wl working stress reduction i / Fi = VWhi / 1Wh 0 / 64# TRANSVERSEDIRECTION . 10 0 \\ 32# I -, Vtrans = (2.5 x 0.44 x 1)/(4.4) x W / 1.4 . 8' = 161 lb w/ working stress reduction L Fi= VWhi/.Wh Mupper Mconn L Mconn R 00 MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPECTRUM CONCEPTS FOR CROWN SHEET NO. 10 OF_1 7 CALCULATED BY M.T. -DATE _08/04/0 1 LONGITUDINAL ANALYSIS:TYPE 2 THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE.(OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). Viong = 2 * Vcol = 705 lb. Vcol = 353 lb. F1= 59 lb. F2= 116 lb. F3= 177 lb. BASE PROVIDE PARTIAL FIXITY. SEE BASE PLATE SHT. Mbase= 7641 in.lb. Mupper + Miower = Mconn'R' + Mconn'L' Mconn'R' = Mconn'L' Mconn * 2 = Mupper + Miower Mconn = [Mupper + Mlower]/2 RESULTING FORCES ON COLUMN _TAl1_ SECTiON AXIAL LOAD MOMENT Mconn Mba.se 1 2512 12099 JB'SLA8 11757 2 1675 8215 8367 3 837 5318 L WIDTH SECTION PROPERTIES SEIZMIC MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT FOR SHEET NO. CALCULATED BY SPECTRUM CONCEPTS CROWN hA OF 17 M.T. DATE 8/4/01 ANALYZED PER AISI AND THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. 875 LB M= 3,560 IN-LB KxLx/rx= 1.2*59 IN/1.222 IN = 57.9 <=== (KI/r)max KyLy/ry = 0.8*28 IN/0.895 IN =25.0 E AXIAL Fe= uA2E/(KL/r)maxA2 = 86.7 KSI Fy/2= 22.5 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy( 1 -Fy/4Fe) = 45 KSI[1-45 KSI/(4*86.7 KSI)] = 39.2 KSI Pn= Aeff*Fn A= 3.19 IN = 27,453 LB B= 2.72 IN c)c= 1.92 C= 0.5 IN t = 0.09 IN Pa= Pn/Oc Aeff = 0.701 INA2 = 27453 LB/1.92 Ix = 1.048 INA4 = 14,299 LB Sx = 0.657 INA3 P/Pa= 0.06 < 0.15 <=== 0.06 x 2 = 0.12< 1.0 rx= 1.222 IN FLEXURE NO POST PROTECTION REQ'd ly = 0.563 INA4 CHECK: P/Pa + Mx/Max :5 1.33 Sy = 0.368 INA3 ry = 0.895 IN Pno= Ae*Fy Kx= 1.2 = 0.701 INA2 *45000 PSI Lx = 59.0 IN = 31,545 LB Ky = 0.80 Pao= Pno/Oc Ly = 28.0 IN = 31545 LB/1.92 Fy= 45 KSI = 16,430 LB E= 29,500 KSI Myield=My= Sx*Fy = 0.657 INA3 * 45000 PSI Of= 1.67 = 29,565 IN-LB Cmx= 0.85 Max My/Of Cb= 1.0 = 29565 IN-LB/1.67 = 17,704 IN-LB Pcr= irA2EI/(KL)maxA2 px= {1/[1_(Oc*P/Pcr)]}A1 = nA2*29 500 KSI/(1 .2*59 IN)A2 = {1/[1(1.92*875 LB/60872 LB)]}A-1 = 60,872 LB =0.97 THUS, (875 LB/1 4299 LB) + (3560 IN-LB/1 7704 IN-LB) = 0.25 <1.33, OK MIG MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 1 A ATI ANTIC AVENUE• POMONA• CA 91768 PROJECT SPECTRUM CONCEPTS FOR CROWN SHEET NO. lin OF 17 CALCULATED BY M.T. DATE 8/4/01 ANALYZED PER AISI AND THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. I P= 1,727 LB I <== Pstatic + (208#*1 20" + 1 04#*60fl)/42u I M= 3,120 IN-LB <=== (208#+ 104#) * 10" WIDTH DEPTH Pno= Ae*Fy = 0.701 INA2 *45000 PSI = 31,545 LB Pao= Pno/Qc = 31545 LB/1.92 = 16,430 LB Myield=My= Sy*Fy = 0.368 INA3 * 45000 PSI = 16,560 IN-LB Max= My/Cf = 16560 IN-LB/1.67 = 9,916 IN-LB Pcr= irA2EI/(KL)maxA2 = 1TA2*29500 KSI/(1 .2*59 IN)A2 = 60,872 LB THUS, (1727 LB/1 4299 LB) + (3120 IN-LB/991 6 IN-LB) = 0.42 <1.33, OK KxLx/rx = 1 .2*59 IN/i .222 IN = 57.9 <=== (KI/r)max KyLy/ry = 0.8*28 IN/0.895 IN = 25.0 AXIAL Fe= rrA2E/(KL/r)maxA2 = 86.7 KSI Fy/2= 22.5 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy(1-Fy/4Fe) = 45 KSI[1-45 KSI/(4*86.7 KSI)] 1 = 39.2 KSI Pn= Aeff*Fn = 27,453 LB Qc= 1.92 Pa= Pn/Oc = 27453 LB/1.92 = 14,299 LB P/Pa= 0.12 < 0.15 FLEXURE CHECK: P/Pa + Mx/Max :5 1.33 SECTION PROPERTIES A= 3.19 IN B= 2.72 IN C= 0.5 IN t = 0.09 IN Aeff = 0.701 INA2 Ix = 1.048 INA4 Sx = 0.657 INA3 rx= 1.222 IN ly = 0.563 INA4 Sy = 0.368 INA3 ry = 0.895 IN Kx=1.2 Lx = 59.0 IN Ky = 0.80 Ly=28.OIN Fy= 45 KSI E= 29,500 KSI Lf= 1.67 Cmx= 0.85 Cb= 1.0 px= {1/[1(c)c*P/Pcr)I}Ai = {1/[1-(1 .92*1727 LB/60872 LB)]}A1 =0.95 WIDTH DEPTH SECTION PROPERTIES <=== 0.14 x 2 = 0.28 < 1.0 NO POST PROTECTION REQd A= 3.19 IN B= 2.72 IN C= 0.50 IN t = 0.11 IN Aeff = 0.817 INA2 Ix = 1.243 INA4 Sx = 0.770 INA3 rx= 1.233 IN ly = 0.644 INA4 Sy = 0.418 INA3 r = 0.887 IN Kx= 1.2 Lx = 57.0 IN Ky = 0.80 Ly = 28.0 IN Fy= 45 KSI E= 29,500 KSI Of= 1.67 Cmx= 0.85 Cb= 1.0 PROJECT SPECTRUM CONCEPTS SEIZMIC FOR CROWN SHEET NO. 11C OF 17 MATERIAL HANDLING ENGINEERING CALCULATED BY M.T. DATE 8/4/01 TEL: (909) 869-0989 • FAX: (909) 869-0981 1F1 ATI ANTIC AVENUE• POMONA• CA 91768 ANALYZED PER AISI AND THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 2,512 LB M= 1 2,100 IN-LB KxLx/rx = 1 .2*57 IN/i .233 IN = 55.5 <=== (KI/r)max KyLy/ry = 0.8*28 IN/0.887 IN =25.3 AXIAL Fe= rrA2E/(KL/r)maxA2 = 94.6 KSI Fy/2= 22.5 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy( 1 -Fy/4Fe) = 45 KSI[i -45 KSI/(4*94.6 KSI)] = 39.6 KSI Pn= Aeff*Fn = 32,393 LB Qc= 5/3 + (3/8)*R - (1/8)*RA3 = 1.84 Pa= Pn/Oc = 32393 LB/1 .83504473692041 = 17,653 LB P/Pa= 0.14 < 0.15 FLEXURE CHECK: P/Pa + Mx/Max :5 1.33 Pno= Ae*Fy 0.817 INA2 *45000 PSI = 36,765 LB Pao= Pno/Oc = 36765 LB/1 .83504473692041 = 20,035 LB Myield=My= Sx*Fy = 0.77 INA3 * 45000 PSI = 34,650 IN-LB Max= My/Of = 34650 IN-LB/1.67 = 20,749 IN-LB Pcr= rrA2EI/(KL)maxA2 = 1TA2*29500 KSI/(1 .2*57 IN)A2 = 77,354 LB THUS, px= { 1/[i (Oc*P/Pcr)] }A_1 = {1/[i (1.84*251 2 LB/77354 LB)]}A-i = 0.94 (251 2 LB/i 7653 LB) + (1 2100 IN-LB/20749 IN-LB) = 0.71 <1.33, OK SEIZ !Ic .. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 11 All ANTIe AVENUE- POMONA• CA 91768 PROJECT FOR SHEET NO. CALCULATED BY SPECTRUM CONCEPTS CROWN lit) OF 17 M.T. DATE 8/4/01 LYSIS - ANALYZED PER AISI AND THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 5,388 LB I<=== Pstatic+ (451#*17411 + 295#*1 14 + 150#*581')/4211 I M= 8,960 IN-LB I<===(451#+295#+ 150#)* 10" WIDTH KxLx/rx = 1.2*57 IN/i .233 IN = 55.5 (KI/r)max KyLy/ry = 0.8*28 IN/0.887 IN <=== I _______ = 25.3 DEPTH AXIAL L-L= Fe= ,-rA2E/(KL/r)maxA2 = 94.6 KSI Fy/2= 22.5 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy( 1 -Fy/4Fe) = 45 KSI[1-45 KSI/(4-94.6 KSI)] = 39.6 KSI Pn= Aeff*Fn = 32,393 LB Oc= 5/3 + (3/8)*R -(1 /8)*RA3 = 1.84 Pa= Pn/flc = 32393 LB/1.83504473692041 = 17,653 LB P/Pa= 0.31 >.0.15 FLEXURE CHECK: P/Pa + (Cmx*Mx)/(Max*px) :5 1.33 P/Pao+ Mx/Max :5 1.33 Pno= Ae*Fy = 0.817 INA2 *45000 PSI = 36,765 LB Pao= Pno/Oc = 36765 LB/1 .83504473692041 = 20,035 LB Myield=My= Sy*Fy = 0.418 INA3 *45000 PSI = 18,810 IN-LB, Max= My/Of = 18810 IN-LB/1.67 = 11,263 IN-LB Pcr= A2EI/(KL)maxA2 = 11A2*29 500 KSI/(i .2*57 IN)A2 = 77,354 LB THUS, (5388 LB/i 7653 LB) + (0.85*8960 IN-LB)/(1 1 263 INLB*0.87) = 1.08. < 1.33, OK (5388 LB/20035 LB) + (8960 IN-LB/1 1 263 IN-LB) = 1.06 < 1.33, OK SECTION PROPERTIES A= 3.19 IN B= 2.72 IN C= 0.50 IN t = 0.11 IN Aeff= 0.8171NA2 Ix = 1.243 INA4 Sx = 0.770 INA3 rx= 1.233 IN ly = 0.644 INA4 Sy = 0.418 INA3 ry = 0.887 IN Kx= 1.2 Lx = 57.0 IN Ky = 0.80 Ly = 28.0 IN Fy= 45 KSI E= 29,500 KSI Of= 1.67 Cmx= 0.85 Cb= 1.0 px= { i/[i (Oc*P/Pcr)] }'-i = 11/[1(1.84*5388 LB/77354 LB)] }A i = 0.87 WIDTH DEPTH SECTION PROPERTIES <=== 0.11 x2=0.23<i.0 NO POST PROTECTION REQ'd A= 1.93 IN 2.0 IN C= 0.00 IN t = 0.06 IN Aeff = 0.375 INA2 Ix= 0.181 INA4 Sx= 0.1881NA3 rx = 0.695 IN Iy= 0.180IN"4 Sy= 0.1321NA3 ry = 0.694 IN Kx= 1.2 Lx = 29.0 IN Ky = 0.80. Ly = 28.0 IN Fy= 45 KSI E= 29,500 KS! Of= 1.67 Cmx= 0.85 Cb= 1.0 PROJECT SPECTRUM CONCEPTS SEIZMIC FOR CROWN SHEET NO. 11 . OF 17 MATERIAL HANDLING ENGINEERING CALCULATED BY M.T. DATE 8/4/01 TEL: (909) 869-0989 FAX: (909) 869-0981 1 A All ANTIC AVENUE• POMONA• CA 91768 ANALYZED PER AISI AND THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 900 LB M= 3,536 IN-LB KxLx/rx = 1 .2*29 IN/0.6954 IN = 50.0 <=== (KI/r)max KyLy/ry = 0.8*28 IN/0.6935 IN = 32.3 AXIAL Fe= iTA2E/(KL/r)maxA2 = 116.3 KS! Fy/2= 22.5 KS! SINCE, Fe > Fy/2 THEN, Fn= Fy(1-FyI4Fe) = 45 KSI[1-45 KSI/(4*1 1 6.3 KS!)] = 40.6 KS! Pn= Aeff*Fn = 15,226 LB flc= 1.92 Pa= Pn/Oc = 15226LB11.92 = 7,930 LB P/Pa= 0.11 < 0.15 FLEXURE CHECK: P/Pa + Mx/Max :5 1.33 Pno= Ae*Fy = 0.375 INA2 *45000 PSI 16,857 LB Pao= Pno/Qc =16857LB/1.92 = 8,780 LB Myield=My= Sx*Fy = 0.188 INA3 * 45000 PSI = 8,447 IN-LB Max= My/c)f = 8447 IN-LB/1.67 = 5,058 IN-LB Pcr= nA2EI/(KL)maxA2 = 11A2*29500 KSI/(1.2*29 IN)A2 = 43,539 LB THUS, IJx= fl/1_(Cc*P/Pcr)]}Ai = 11/[i(1.92*900LB/43539 LB)] }A 1 = 0.96 (900 LB/7930 LB) + (3536 IN-LB/5058 IN-LB) = 0.80 <1.33, OK SECTION PROPERTIES A= 1.93 IN B= 2.0 IN C= 0.00 IN t = 0.06 IN Aeff = 0.375 INA2 Ix = 0.181 INA4 Sx= 0.1881NA3 rx = 0.695 IN Iy = 0.180 INA4 Sy= 0.1321NA3 ry = 0.694 IN Kx= 1.2 Lx = 29.0 IN Ky = 0.80 Ly = 28.0 IN Fy= 45 KSI E= 29,500 KSI f= 1.67 Cmx= 0.85 Cb= 1.0 px= { 1/[i _(c c*P/Pcr)] }A-1 =.11/[i(1.92*1860 LB/43539 LB)]}A-1 =0.92 PROJECT SPECTRUM CONCEPTS SEIZMIC FOR CROWN SHEET NO. iii:: OF 17 MATERIAL HANDLING ENGINEERING CALCULATED BY M.T. DATE 8/4/01 TEL: (909) 869-0989 • FAX: (909) 869-0981 1F1 AT[ ANTIC AVENUE• POMONA• CA 91768 ANALYZED PER AISI AND THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 1,860 LB <=== Pstatic + (1 28#*i 20" + 96#*90 + 64#*60ft + 32#*301')/30" M= 3,200 IN-LB <=== (128# + 96# + 64# + 32#) * 10" WIDTH KxLx/rx = 1 .2*29 IN/0.6954 IN = 50.0 1 <== (KI/r)max KyLy/ry =0.8*28 IN/0.6935 IN DEPTH X 1 X AXIAL Fe= rrA2EI(KLIr)maxA2 = 116.3 KSI Fy/2= 22.5 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy(i-FyI4Fe) = 45 KSI[1 -45 KSII(4*1 16.3 KSI)] = 40.6 KSI Pn= Aeff*Fn = 15,226 LB ()c= 1.92 Pa= Pn/Qc = 15226LB/1.92 = 7,930 LB P/Pa= 0.23 > 0.15 FLEXURE CHECK: P/Pa + (Cmx*Mx)/(Max*px) :5 1.33 P/Pao + Mx/Max ~5 1.33 Pno= Ae*Fy = 0.375 INA2 *45000 PSI = 16,857 LB Pao= Pno/Qc = 16857LB/1.92 = 8,780 LB Myield=My= Sy*Fy = 0.132 INA3 * 45000 PSI = 51940 IN-LB Max= My/Of = 5940 IN-LB/1.67 = 3,557 IN-LB Pcr= rrA2EI/(KL)maxA2 = UA2*29 500 KSI/(i .2*29 IN)A2 43,539 LB THUS, (1860 LB/7930 LB) + (0.85*3 200 IN-LB)/(3557 INLB*0.92) = 1.07 < 1.33, OK (1860 LB/8780 LB) + (3200 IN-LB/3 557 IN-LB) = 1.11 <1.33, OK 'MIC MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT _SPECTRUM CONCEPTS FOR CROWN SHEET NO. 12 1 7 CALCULATED BY_M.T. DATE_08/04/01 BEAM ANALYSIS :TYPE 2 BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABILIZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE 100% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING THEY HAVE PINNED ENDS. FOR THE COMPUTATION OF BEAM TO COL. MOMENT CAPACITY, THE PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 25% OF THE FIXED END MOMENT OR 2,000 in.Ib. WHICH EVER IS SMALLER) WILL BE ADDED. lact = 96.0 in. 2" Imax = [1950 + 1200(M1/M2)]b/Fy SINCE M1/M2 = 1.0 Imax = 3150*b/Fy = 140 in. SINCE Imax > lact Fy = .60Fb= 27,000 psi. MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON BENDING CAPACITY M = Sx* Fb = wIA2I8 = 25920in.lb. CAPACITY = 2(8*MII) = 38401b. MAXIMUM ALLOWABLE DEFLECTION (L/180). = 5wIA4/384E1 3.2 t = .0590 in. Sx = 0:960 in.3 Ix = 1.466 in.4 CAPACITY = 2[(384E1)I(5*180*lA2)] = 40041b. MAXIMUM STATIC LOAD PER LEVEL IS 3,840 lb. ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL. Mstatic = wI2/8 = LIVE.LOAD*L/(2*8) Mallow(static) = Sx * Fb Mimpact = 1.125*Mstatic Mallow(seismic) = 1.33 * Sx * Fb Mseismic = Mconn (SEE LONG. ANALYSIS) LEVEL Mstatic Mimpact Mallow Mseismic Mallow RESULT 1.125 Mstatic (static) (seismic) 1 9600 10800 25920 11757 34559 aXD 2 9600 10800 25920 8367 34559 OXO 3 9600 10800 25920 4259 34559 aXJD Miower C= P1+P2+P3 = P1.f.P1*(2.5/4.5)+P1*(0.5/4.5) = 1.67*P1 SEIZMIC MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT FOR SHEET NO. CALCULATED BY SPECTRUM CONCEPTS CROWN 13A OF 17 M.T. DATE 8/4/01 Mupper Mconn max= Mconn. seismic + Mend CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS: MCO nn Mconn 1) SHEAR CAPACITY OF STUDS STUD DIAMETER= 7/16 IN Fy= 50,000 PSI Pmax-shear= 0.4 * Fy * Area = 0.4 * 50000 PSI * (0.4375 IN)A2 * TT/4 = 3,006.6 LB BEARING CAPACITY ON COLUMN Fu= 65,000 PSI Pmax-brg= Bearing Area * Fbearing = (0.5 * thickness) * (1 * Fu) = (0.4375 * 0.0747 IN) * (1 *65000 PSI) = 2,124.3 LB <3006.6 LB MOMENT CAPACITY OF BRACKET Mcap= Sbracket * Fbending = 0.11 INA3 * 0.66 * Fy = 3,630 IN-LB C= Mcap/0.75 = 1.67 *P1 THUS, P1 = 0.798 * Mcap = 2,897 IN-LB <3006.6 LB THUS, GOVERNING VALUE IS THE MIN VALUE OF P1, P1-eff= 2,124 LB Mconn-allow= P1 *4.5 IN + P2*2.5 IN + P3*0.5 = 5.94*P1eff* 1.33 = 16,824 IN-LB > Mconn max, OK 4) SAFETY PIN ADEQUACY PIN DIAMETER= 5/16 IN t=7 go 1-5/8" Sbracket= 0.110 INA31 Pmax-brg= 0.3125 IN * 0.0747 IN * Fu = 1,517 LB >1,000 LB, OK SEIZMIC MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA. CA 91768 PROJECT FOR SHEET NO. CALCULATED BY SPECTRUM CONCEPTS CROWN 1315 OF 17 M.T. DATE 8/4/01 CHECK THE CAPACITY OF THE BEAM END WELD FOR THE SEISMIC GENERATED MOMENTS. END WELD CAPACITY MAX CONN. MOMENT = 12,000 IN-LB Fb-eff= LESSER OF 0.3 * Fu OR 0.6 * Fy = 21,000 PSI Mcap= 0.3 * Fu * Sweld*1 .33 = 21000 PSI *0.727 INA3*1.33 = 20,305 IN-LB > CONNECTION MOMENT, OK WELD SECTION Sweld= 0.727 INA3 Fu= 70,000 PSI Fy= 45,000 PSI n S: INC. MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPECTRUM CONCEPTS FOR CROWN SHEET NO. 14 OF _1 7 CALCULATED BY M.T. -DATE _08/04/0 1 TRANSVERSE ANALYSIS:BRACING:TYPE 2 IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS IT WILL GOVERN. DIAGONAL BRACING: COMPRESSION MEMBER L diag. = [(L6)A2+(D2*BcoI)A2]A .5 = 42.1 Vdiag =Vtrans * Ldiag. / D = 901# kl/rmin = [1 * 42.1 ] / .361 = 116.8 Fa ={12t"2E1/[23(kI/r)^21 = 10933 psi. fa/Fa =Vdiag/(Area*Fa) =0.37 D= 42' 1 DIAGONAL AND HORIZONTAL BRACING ffw Area= .223 2 rmin= .361 t= .06 W= 1.574 H= 1 MIC MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT_. SPECTRUM CONCEPTS FOR CROWN SHEET NO. 15 OF _1 7 CALCULATED BY M.T. DATE 08./04/01 OVERTURNING TYPE 2 ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2228.7.1 OF THE 1997 Uniform Building Code. FULLY LOADED TOTAL SHEAR = 897 lb. Mat = Vtrans * ht * 1.15 =897*134*1.15 = 139088 in.Ib. Mst = (Wp+.85wDL) * d/2 = ( 4800+.85 * 225) * 42/2 = 104816 in.lb. Puplift = 1 (Mat - Mst)Id = 816 lb. <-CRITICAL TOP SHELF LOADED SHEAR = 299 lb. Mot =Vtop*h*1.15 = 299 * 174 *115 = 59851 in.Ib. Mst = (Wp+wDL) *d/2 = ( 1600+.85 * 225) * 42/2 = 37616 in.Ib. Puplift = 1 (Mot * Mst)/d = 529 lb. 451# 295# 150# L 42t' USE 2 ea. 1/2 x 3-1/2 MIN. EMBED. MIN. EMBED. ANCHOR. CAPACITY OF 1/2 x 3-1/2 MIN. EMBED. = 875 lb. PULLOUT & 1840 lb. SHEAR COMBINED STRESS1 = 816 / 1750 + 448 I 3680 = 0.59 COMBINED STRESS2 = 529 / 1750 + 149 / 3680 = 0.34 M IMbase —4- ___ I.- ___ d2 ,Hd1 dl _________ SEIZMIC MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPECTRUM CONCEPTS FOR CROWN SHEET NO. 16 OF 1 7 CALCULATED BY M.T. DATE 08/04/01 BASE PLATE :TYPE 2 BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE, 2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh/2 (FULL FIXITY). Mb IS THE SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. PCoI = 2512 lb. B =.7 in. D = 5 in. t = .375 in. Mb= .7641 in.Ib. b = 3.22 in. bi = 1.89 in. P/A = Pcol/(D*B) = 71.78 psi. M/S = Mb/((D*BA2)/6) = 187.1, psi. fb2 = 2b/B*fb = 101.0 psi. fbi = fb-fb2 = 86.08 psi. Mbase = wbl"2/2 = b1A2I2[ fa + fbi + .67fb2] Mbase = 402.3 in.Ib. Sbase = 1*r216 = 0.0234 in.A3 Fbase = .75Fy * 1.33= 36000 psi. fb/Fb = M base/ (S base* Fbase) = .47 ANCHOR TENSION Mo=0 T*d2=[Mbase Pcol*b/21 I = Mbase/d2 - Pcol*b/2d2 T = 875 lb. b1' b bi B ía 77T 1 1 1 1 1 fb2 Ib fbl jjjJJ . 000 - MIC - MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA• CA 91768 PROJECT SPECTRUM CONCEPTS FOR SHEET NO. 17 OF 1 7 CALCULATED BY M.T. --DATE 08/04/01 SLAB AND SOIL :TYPE 2 THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. PUNCTURE - Pmax = 1.4 DEAD LOAD + 1.7 LIVE LOAD Pmax = 1.4 * Pcol + 1.7 * (Mot/d) = 9,147 lb. Fpunct = 2*sqrt(fc) = 89.4 psi. ' Apunct = [(w+t/2)+(d+t/2fl*2*t = 1,70.0 in."2 ' 4i fv/Fv = Pmax/(Apunct*Fpunct) = 0.60 SLAB TENSION ' b B Asoil = Pmáx/(1.33 * fsoil) = 6.86 ft."2 = 988 in.A2 ' L L = sqrt(Asoil) = 31.4 in. - B= sqrt(w*d) + t = 10.9 in. b = (L-B)/2 = 10.3 in. BASE PLATE MconC = wb"212 = (1 .33*f soil*bA2)I(144*2) w=7in. - - = 487.1 in.Ib. - - d=5 in. i Sconc = 1*tA2/6 = 4.17 n."3 - - Fco.nc = 50 *sqrt(fic) = 201.25 psi. CONCRETE fb/Fb = Mconc/(Sconc*Fconc) = 0.58 - , t = 5 in. - f'c = 2000 psi. SOIL fs = 1000 psf.