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Home My WebLink About2052 CORTE DEL NOGAL; A; CB033042; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No CB033042 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Occupancy Group Project Ti*le 2052 CORTE DEL NOGAL CBAD St A Tl Sub Type 2130610600 Lot# $20,000 00 Construction Type RED DOT NET-INSTALL RACKS IN WAREHOUSE INDUST 0 NEW Applicant DEI LLC C/O LAW OFFICES OF JON LADD 11440 WEST BERNARDO CT #214 SAN DIEGO CA 92127 Status Applied Entered By Plan Approved Issued Inspect Area Plan Check# Owner DEI LLC C/O LAW OFFICES OF JON LADD 11440 WEST BERNARDO CT #214 SAN DIEGO CA 92127 ISSUED 11/05/2003 RMA 12/16/2003 12/19/2003 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee $17669 Meter Size $0 00 Add'l Reel Water Con Fee $11485 Meter Fee $50 00 SDCWA Fee $0 00 CFD Payoff Fee $4 20 PFF $0 00 PFF (CFD Fund) $0 00 License Tax $0 00 License Tax (CFD Fund) $0 00 Traffic Impact Fee $0 00 Traffic Impact (CFD Fund) $000 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $0 00 Master Drainage Fee Sewer Fee $0 00 Redev Parking Fee $0 00 Additional Fees TOTAL PERMIT FEES $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $345 74 Total Fees $345 74 Total Payments To Date $5000 Balance Due $295 74 1483 1.2/19/03 0002 0.1 CGP 02 74 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 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 vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 f PROJECT INFORMATION FOR OFFICE USE ONLY PLAN CHECK EST VAL Plan Ck Deposit Validated Date Pin Oor /f/cr at this address!) A 11//V;//V7 rtnmAddress (include Bldg/Suite tt)Business Name (at this addgjjSj) A JJ./Q'S/OS 0002 OJ OP Unit No Phase NJpGiHtotal # ofLegal Description Lot No Subdivision Name/Number Assessor's Parcel #Existing Use Proposed Use Name Address CONTRACTOR - COMPANY NAME (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 Anyjujolation of_SectionJJ031 5 by any applicant for.a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]) ^OQfXL&tb. J»o<^. &Z^2-/ VW^0K> !>£.•**fe Carkka^ OA Name State License # Address License Class City State/Zip City Business License # Teephone # Designer Name Address City State/Zip Telephone State License # 6'": WORKERSiCOMPENSAfibN'- '"^"" v-:: ',. ""ms" '••' ^*- *"'*svss* ""!:'"!"" ' vrfv* ./a,', .1 . "I, Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations C] I have and will maintain a certificate of consent to self insure for workers' compensation as provided by Section 3700 of the Labor Code for the performance of the work for which this permit is issued d I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worker's compensation insurance carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) l~l CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 000), in addition to the cost of compensation damages as provided for in Section 3706 of the Labor code interest and attorney s fees SIGNATURE DATE OWNER-BUILDER DECLARATION ?=PN I hereby affirm that I am exempt from the Contractor s License Law for the following reason n I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) Q I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor s License Law) f~l I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement Q YES I~|NO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION f OH NON-RESIDENTIAL BUILDING1PERMITS ONLY; sdisuM£?'T .„:** if : Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? l~l YES l~l NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? l~l YES l~| NO Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? l~l YES l~l NO IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 8. CONSTRUCTION LENDING AGENCY .:;*.••' '**;• •• •. ':'|t: ''SP^ <& ' '' *' •,»=•" :;",.:•••;•. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(0 Civil Code) LENDER'S NAME _ LENDER S ADDRESS _ _ "9 APPLICANT:CERTIFICATl6N ..... 'r:'"'" ..... ":"':' '" " ...' -.'••: ,, ...... i, .. Mf«~, ": ' i:!* 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 CitV of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5 0" deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is notfb/nmenced witim 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is corriinced/Jpr a perjod^onf^djay^ (Section 10644 Uniform Building Code) } LMAPPLICANT'S SIGNATURE DATE WHITE File YELLOW Applicant PINK Finance City of Carlsbad Bldg Inspection Request For 02/03/2004 Permit* CB033042 Title RED DOT NET-INSTALL RACKS IN Description WAREHOUSE Inspector Assignment TP Type Tl Job Address Suite Location APPLICANT DEI LLC Owner DEI LLC Remarks Sub Type INDUST 2052 CORTE DEL NOGAL A Lot 0 Phone 6197334007 Inspector ^ T Total Time CD Description 19 Final Structural Act Comment Associated PCRs/CVs Requested By ROB Entered By ROBIN Inspection History Date Description Act Insp Comments 01/26/2004 19 Final Structural NR TP DOOR LOCKED, NO RECP 12/23/2003 14 Frame/Steel/Boltmg/Weldmg CO TP BASE PLATE BOLTS 12/23/2003 19 Final Structural CO TP EsGil Corporation In (Partnership with government for (RuiUing Safety DATE 12/15/03 a APPLICANT JURISDICTION City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 03-3042 SET II PROJECT ADDRESS 2052 Corte Del Nogal Ave. PROJECT NAME Storage Racks for RedDotNet The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) , / Fax # Mail Telephone Fax In Person A] REMARKS City to field verify that the paro'of travel from the handicapped parking space to the rack area and the bathroom serving thairack area comply with all the current disabled access requirements ' By David Yao Enclosures Esgil Corporation D GA D MB D EJ D PC 12/8 tmsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In Partnership with government for <BuiC<£ing Safety DATE 11/18/03 a APPLICANT JURISDICTION City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 03-3042 SET I PROJECT ADDRESS 2052 Corte Del Nogal Ave. PROJECT NAME Storage Racks for RedDotNet The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to Lori Simpson 5993 Avenida Encmitas Carlsbad CA 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Lori Simpson Telephone # (760)931-8026 ( Date contacted f<ltflo'i>(by (^ ) Fax # Mail "Telephone Fax^ In Person REMARKS By David Yao Enclosures Esgil Corporation D GA D MB D EJ D PC 11/12 trnsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 City of Carlsbad 03-3042 11/18/O3 , ... GENERAL PLAN CORRECTION LIST JURISDICTION City of Carlsbad PLAN CHECK NO O3-3O42 PROJECT ADDRESS 2052 Corte Del Nogal Ave. DATE PLAN RECEIVED BY DATE REVIEW COMPLETED ESGIL CORPORATION 11/12 11/18/03 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 « Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? Q Yes Q No City of Carlsbad O3-3042 11/18/03 1 Provide a rack layout plan showing the location of all racks ... 2 Only the storage racks are included in this plan review 3 Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 4 UBC Section 107 2 requires the Building Official to determine the total value of all construction work proposed under this permit Please provide a signed copy of the designer's or contractor's construction cost estimate of all work proposed 5 City to field verify that the path of travel from the handicapped parking space to the rack area and the bathrooms serving the rack area comply with the current disabled access requirements Title 24, Part 2 6 Obtain Fire Department approval for groups F, M and S occupancy storage per UBC Sections 306 8, 309 8 and 311 8 7 Indicate the clearance from the new racks to the existing building walls and building columns 8 Note on the plans that the rack design loads will be posted per Section 2222 5 9 Provide forklift protection per Section 2222 5 (or check the exception) Recheck the "pallet" racks as follows 10 Recheck all connections on sheet 03-1476A 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 11 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) 12 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation Thank you City of Carlsbad 03-3042 11/18/O3 VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad PREPARED BY David Yao PLAN CHECK NO O3-3042 DATE 11/18/03 BUILDING ADDRESS 2052 Corte Del Nogal Ave. BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION storagae racks Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Valuation Multiplier By Ordinance Reg Mod estimate VALUE ($) « 20,000 20,000 Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review 0 Complete Review Q Repetitive Fee^ j Repeats D Other r—| Hourly Structural Only Hour Esgil Plan Review Fee $17669 $11485 $9895 Comments Sheet 1 of 1 macvalue doc Carlsbad Fire Department 033042 1635 Faraday Ave Carlsbad, CA 92008 Plan Review Requirements Category: Date of Report 11/19/2003 Fire Prevention (760) 602-4660 Building Plan Reviewed by Name Address City, State MANSOUR ARCH 5897 OBERLIN DR SAN DIEGO CA 92121 Plan Checker Job Name Job Address Job # 033042 Red Dot Net 2052 Corte el Nogal Bldg # CB033042 Ste or Bldg No A_ 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 D Approved Subject to 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 / or specifications required to indicate compliance with applicable codes and standards D 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 FD Job # 1st 2n<1 3rd 033042 FD File # Other Agency ID SEIZMIC MATERIAL HANDLING ENGINEERING EST 1985 STORAGE RACKS DRIVE IN RACKS CANTILEVER RACKS MEZZ/WES CONVEYORS CAROUSELS STEEL SHELVING MOVABLE SHELVING STORAGE TANKS MODULAR OFRCES GONDOLAS BOOKSTACKS CITY APPROVALS STATE APPROVALS PERMITTING SERVICES PRODUCT TESTING FIELD INSPECTION SPECIAL FABRICATION ALASKA ARIZONA CAUFORNIA COLORADO IDAHO MISSOURI NEVADA NEW MEXICO CREGCN PENNSYLVANIA UTAH WASHINGTON SEISMIC ANALYSIS OF STORAGE RACKS FOR RED DOT 2052 CORTE DEL NOGAL CARLSBAD CA #03-1476 161 ATLANTIC STREET POMONA CA 91768 TEL (909)869-0989 FAX (909)869-0981 SEIZMIC PROJECT. FOR RED DOT CSGOODALE SHEET NO.OF 1 4 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.RF DATE.10-28-2003 TABLE OF CONTENTS DESCRIPTION PAGE # COVER SHEET 1 TABLE OF CONTENTS 2 SCOPE 2 PARAMETERS 3 CONFIGURATIONS 4 COMPONENTS & SPECS 5 LOADS AND DISTRIBUTION 6 LONGITUDINAL ANALYSIS 7 COLUMN 8 BEAM 9 BEAM TO COLUMN 10 BRACING 11 OVERTURNING 12 BASEPLATE 13 SLAB & SOIL 14 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 PROJECT. FOR RED DOT CSGOODALE SHEET NO,OF_1 4 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY_RF DATE.10-28-2003 PARAMETERS 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 1 COLUMN 2 BEAM 3 BEAM TO COLUMN 4 BASEPLATE 5 HORIZONTAL BRACING 6 DIAGONAL BRACING 7 BACK CONNECTOR TRIBUTARY AREA I TRANSVERSE I I LONGITUDINAL TOP VIEW SEIZMIC PROJECT. FOR RED DOT CSGOODALE SHEET NO,OF_1 4 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.RF DATE.10-28-2003 CONFIGURATIONS 39" 144"52" 53" TYPE1 1,200 Ib 1,200 !b 1,200 Ib 96" 44" 42"'42"-7 SEIZMIC PROJECT. FOR RED DOT CSGOODALE SHEET NO.OF_1 4 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.RF DATE.10-28-2003 TYPE1 SPECIFICATION - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 2-1/4 MIN EMfeED -FLOOR SLAB 4" X 2000 PSI REINFORCED 144" 52" - SOIL BEARING PRESSURE 1000 PSF -SEISMIC ZONE 4 - TYPE = INTERCONNECTED UNITS 1,200 Ib 134# SECTION AXIAL FORCE MOMENT lu = 96" BEAM MOMENT 171# hMI 1 1 3 JED 44" E -) £ 9" C 2" V 3" 3 1,200 Ib 2 1.200 Ib 1 ^ /-\ /-i ii '» / 98# / ^ 49# / ] e 4" ' 4" / ' , 12 62 1 1,905 Ib 3,596 in Ib . cnn ., . , 2 1270 Ib 3:023 mlb ^,509 in b <-s d conn 3 635 Ib 1.311 mlb ?,367 ,n b <-s d conn 1 ;856 in Ib <-std conn TYPE 1 DESIGN LOAD = 1200# BASE PLATE V 8 X 5 X 375 Mbase = 3595 in Ib OVERTURNING V ANCHOR STRESS = 0 01 # OF ANCHORS = 2 V COLUMN COLUMN 3X3X12GA(LM30) STRESS =0 20 4 MAX BRACING HORIZONTAL - 1 1/2X1 1/4 X 14 G STRESS = 0 07 v! DIAGONAL A 11/2X11/4X1 STRESS = 0 1 ' BEAM V -1/2X2-3/4X1 4GA(LBF454) LOAD/LEVEL = 5,071 Ib BEAM IS O.K. SLAB & SOIL V V 4 GA PUNCT STRESS = 0 38 1 BENDING STRESS =0 31 SEIZMIC PROJECT. FOR RED DOT CSGOODALE SHEET NO OF 1 4 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 - FAX (909)869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 I CALCULATED BY.RF DATE.10-28-2003 LOADS & DISTRIBUTION: TYPE 1 LIVE LOAD PER SHELF (BASED ON CLIENT SUPPLIED DATA) = wLL DEAD LOAD PER SHELF > = wDL SEISMIC BASE SHEAR DETERMINED IN ACCORDANCE WITH SECTION 1630 2 1 OF THE 2001 CBC = V WHERE V = (( 2 5 x Ca x I) / R) x Wtotal Wtotal = (wLU2 + wDL) SEISMIC ZONE = 4 : Ca = 0 44Na WHERE Ca = 6 44Na AND Na = 1 l= 100 SOIL COEF = Sd R (LONGITUDINAL) = 56 R (TRANSVERSE) = 44 wDL = 70 LB n = 2 DEPTH= 42 in LONGITUDINAL DIRECTION Vlong = [2 5*0 44*1'(3600/2+210)/5 6]/1 4 = 282 Ib Fi = V Whi/IWh TRANSVERSE DIRECTION: Vtrans = [2 5*0 44*1*(3600/2+210)/4 4]/1 4 = 359 Ib Fi = V Whi/ZWh (SECTION 2228 5 2 ) (SECTION 2228 5 2 ) INTERCONNECTED UNITS SEISMIC DISTRIBUTION LEVEL h IN WEIGHT LB HEIGHT IN WXH LB-IN Fi (long) LB Fi (trans) LB Mot IN-LB 1 2 3 530 520 390 1,200 1,200 1,200 530 1050 1440 63,600 126,000 172,800 495 981 1345 630 1248 171 1 3,338 5 13,1033 24,644 8 144 IN 362,400 282 LB 359 LB 41,087 IN-LB TOTAL FRAME LOAD = 3810 LB PROJECT. FOR RED DOT CSGOODALE SHEET NO.OF_1 4 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.RF DATE.10-28-2003 LONGITUDINAL ANALYSIS TYPE 1 ; 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) Vlong = 2 * Vcol Vcol F 1 = 25 Ib F2= 49 Ib F3= 67 Ib 282 Ib 141 Ib 53 in Beam 10 Col Conn Col to slab BASE PROVIDE PARTIAL FIXITY SEE BASE PLATE SHT Mbase = 3595 in Ib j i Mupper + Mlower = Mconn'R' + iMconn'L' Mconn'R' = Mconn'L' ! Mconn * 2 = Mupper + Mldwer Mconn = [Mupper + Mlower]/2 RESULTING FORCES ON COLUMN SECTION AXIAL LOAD MOMENT ' Mconn 35951 2 3 1905 1270 635 3022 1311 4509 3366 Mupper MATERIAL HANDLING ENGINEERING TEL (909)869-0989 « FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT. FOR RED DOT CSGOODALE SHEET NO.8 CALCULATED BY.RF OF 1 4 DATE 10-28-2003 COLUMN ANALYSIS TYPE 1 COLUMN IS ANALYZED PER AISI COLD-FORMED STEEL DESIGN MANUAL Pmax = 1,905 Ib Mmax = 3,596 in Ib Kxlx/rx = 12*51/13= 471 <-GOVERNS Kyly/ry = 8 * 44 / 1 079 = 32 6 Cc = (2jiA2E/Fy)A 5 = 1070 SINCE Kl/r <= Cc, Fa = 522Fy - [(kl/r*Fy)/1494]A2 = 23,618 psi fa = Pmax/Area = 2,087 psi fb = Mmax/Sx = 3,491 psi fa/Fa =009 <= 15 fa/Fa+fb/Fb <= 1 33 Fb = 6*Fy = 30,000 psi fb/Fb = 0 12 COMBINED STRESS = 0 20 B C SECTION PROPERTIES A = 3" C = 75" E = 0" t1 = 1046" B = 3" D = 0" Wt = 0# t2 = 0" Area = 913"A2 |X = 1 544"A4 ly = 1 064"A4 Sx = 1 03"A3 Sy = 68"A3 rx = 13" ry = 1 079" 52" 51" 44" 44" Front View Side View SEIZMIC PROJECT. FOR RED DOT CSGOODALE SHEET NO.OF_1 4 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY_RF DATE.10-28-2003 BEAM ANALYSIS :TYPE 1 BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE 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 Imax = [1950 + 1200(M1/M2)]b/Fy SINCE M1/M2 = 1 0 Imax = 3150*b/Fy = 173 in SINCE Imax > lact Fb = 60Fy = 30,000 psi MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON 1) BENDING CAPACITY M = Sx* Fb = wlA2/8 = 34230m Ib CAPACITY = 2(8*M/I) - 5071 Ib 2) MAXIMUM ALLOWABLE DEFLECTION (L/180) A = 5wlA4/384EI CAPACITY = 2[(384EI)/(5*180*IA2)] = 7518lb MAXIMUM STATIC LOAD PER LEVEL IS 5,071 Ib. ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL Mstatic = wlA2/8 = LIVE LOAD*L/(2*8) Mallow(static) = Sx Mimpact = 1 125*Mstatic Mallow(seismic) = 1 33 ' Mseismic = Mconn (SEE LONG ANALYSIS) LEVEL Mstatic Mimpact Mallow Mseismic Mallow 1 125 Mstatic (Static) (seiSITIIC) 1 7200 8100 34229 4509 45639 2 7200 8100 34229 3366 45639 3 7200 8100 34229 1855 45639 Sx = 1 141 in A3 Ix = 2 753 in A4 ' Fb Sx • 1 5" Fb RESULT GOOD GCCD GOOD SEIZMIC PROJECT. FOR RED DOT CSGOODALE SHEET NO.10 OF_1 4 MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC AVENUE- POMONA- CA91768 CALCULATED BY.RF DATE.10-28-2003 BEAM TO COLUMN ANALYSIS: Mupper CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS 1) SHEAR CAPACITY OF STUDS Mconn STUD DIAMETER= 7/1 6 IN Fy= 55,000 PSI Pmax-shear= 0 4 * Fy * Area = 04* 55000 PS! * (0 4375 IN)A2 * TT/4 = 3,307 3 LB 2) BEARING CAPACITY ON COLUMN Fu= 65,000 PSI Pmax-brg= Bearing Area * Fbeanng = (tmm * thickness) * (1 0 * Fu) = (0 4375 IN * 0 12 IN) * (1 0 *65000 PSI) = 3,41 2 5 LB >33073LB 3) MOMENT CAPACITY OF BRACKET Mconn Mlower Mcap= Sbracket * Fbendmg = 011 IN*3 * 0 66 * Fy = 3,993 IN-LB C= Mcap/0 75 = 1 67 * PI THUS, P1=0798*Mcap = 3,186 IN-LB < 33073 LB THUS, GOVERNING VALUE IS THE MIN VALUE OF PI, P1-eff= 3.186LB Mconn-allow= P1*4 5 IN + P2*2 5 IN + P3*0 5 IN = 594*P1-eff* 1 33 = 25,236 IN-LB > Mconn max, OK 3-1/4" \ C= PI + P2 + P3 = P1+P1*(2 5/4 5)+P1*(0 5/4 5) = 1 67*P1 t-7 go Sbracket= 0110 1-5/8" PROJECT. FOR RED DOT CSGOODALE SHEET NO.11 OF 1 4 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.RF DATE.10-28-2003 TRANSVERSE ANALYSIS BRACING TYPE 1 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 Ldiag = [(L-6)A2+(D-2*Bcol)A2]A 5 = 523 Vdiag =Vtrans * Ldiag / D = 447# kl/rmm = [ 1 * 52 3 ] / 404 = 1295 Fa =[12jrA2E]/[23(kl/r)A2] = 8895 psi fa/Fa =Vdiag/(Area*Fa) = 017 Dl= 523" D= 42" L= 44" DIAGONAL AND HORIZONTAL BRACING W -T- Area= 288 "A2 t rmin= 404 " H t= 0747 " W= 1 5 " T H= 1 25 " PROJECT. FOR RED DOT CSGOODALE MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 NO,14 CALCULATED BY_ DC ""DATE 10-28-2003 OVERTURNING ANALYSIS: TYPE 1 ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2228 7 1 OF THE 2001 CBC DEPTH = 42 in TOP LEVEL HEIGHT = 144 in FULLY LOADED Total Shear= 359 Ib Mot= Z(Fi*hi)*1 15 = 47,250 m-lb Mst = !(Wp+wDL)*D/2 = (3600lb + 210lb)*42m/2 = 80,010 m-lb Puplift= 1(Mot-Mst)/Depth = (47250-80010)/42 = 0 Ib <= NO UPLIFT TOP SHELF LOADED SHEAR = 120lb Mot = Vtop * ht = 120 Ib* 144in = 17,229 m-lb Mst = (Wp+wDL)*D/2 = (1200lb + 210lb)*42/2 = 29,610 m-lb ELn ELS EL 4 ELS Puplift = 1 (Mot - Mst)/Depth = Olb ANCHORS QUANTITY= 2 PULLOUT = 773 LB SHEAR= 1586LB <= NO UPLIFT <=== 33 1/3% INCREASE FOR SHORT TERM LOADING DUE TO SEISMIC FORCES <=== 33 1/3% INCREASE FOR SHORT TERM LOADING DUE TO SEISMIC FORCES Eq = (Ps/Pt)A5/3 + (Vs/Vt)A5/3 <; 1 0 INTERACTION EQUATION FULLY LOADED = (0 LB/1546 LB)A5/3 + (179 LB/3172 LB)A5/3 = 0 01 < 1 0 OK TOP SHELF LOADED = (0 LB/1546 LB)A5/3 + (60 LB/3172 LB)A5/3 = 0 00 < 1 0 OK USE (2) 1/2"0x2-1/4"MIN EMBED RAMSET/REDHEAD (I C B O #1372) OR APPROVED EQUAL PULL OUT CAPACITY IS THAT OF WITHOUT SPECIAL INSPECTION SEIZMIC PROJECT. FOR RED DOT CSGOODALE SHEET NO,13 OF 1 4 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 « FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY RF DATE.10-28-2003 BASE PLATE :TYPE 1 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 Pcol = 1905 Ib Mb = 3595 in Ib B = 8 in D = 5 in b = 3 in t = 375 in b1 = 25 in P/A = Pcol/(D*B) = 47 62 psi M/S = Mb/((D*BA2)/6) = 6741 psi fb2 = 2b/B*fb = 42 13 psi fb1 = fb-fb2 = 25 28 psi Mbase = wb1A2/2 = b1A2/2[ fa + fb1 + 67fb2] Mbase = 315 6 in Ib Sbase = 1T2/6 = 0 0234 in A3 Fbase = 75Fy * 1 33 = 36000 psi fb/Fb = Mbase/(Sbase*Fbase) = 37 ANCHOR TENSION IMo = 0 T*d2=[Mbase- Pcol*b/2] T - Mbase/d2 - Pcol*b/2d2 T = 164 Ib Pcol fbl Mh d 1 ^ T asef *A, ,.Co,7 Pcolr * Mbase ' b V x jOL'5 d2 dl | Mbasi t~~3T PROJECT. FOR RED DOT CSGOODALE SHEET NO.14 OF 1 4 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.RF DATE.10-28-2003 SLAB AND SOIL TYPE 1 THE SLAB IS CHECKED FOR PUNCTURE STRESS IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND HENCE, WILL ACT AS A FOOTING (a) PUNCTURE Pmax = 1 4 DEAD LOAD + 1 7 LIVE LOAD Pmax = 14* Pool + 17* (Mot/d) = 4,579 Ib 894 psi 1360 in A2 0 38 Fpunct = 2*sqrt(f'c) Apunct = [(w+t/2)+(d+t/2)]*2*t fv/Fv = Pmax/(Apunct*Fpunct) (b) SLAB TENSION Asoil = Pmax/(1 33 * fsoil) = 3 43 ft A2 = 495 in A2 L = sqrt(Asoil) = 22 2 in B = sqrt(w*d) + t = 103 m b = (L-B)/2 = 6 0 m Mconc = wbA2/2 = (1 33*fsoil*bA2)/(144*2) = 1643 m Ib Scone = 1*tA2/6 - 2 67 m A3 Fconc-= 50 *sqrt(fc) = 201 25 psi fb/Fb = Mconc/(Sconc*Fconc) = 0 31 L BASE PLATE w = 8 in d = 5 in CONCRETE t = 4 in f'c = 2000 psi SOIL fs = 1000 psf ' h ,' B t ^ / INC. MATERIAL HANDLING ENGINEERING EST 1985 TEL (909)869-0989 FAX (909)869-0981 STRUCTURAL CORRECTION FOR RED DOT 2052 CORTE DEL NOG AL CARLSBAD, CA PLAN CHECK #03-3042 SEIZMIC, INC PROJECT* 03-1476 DATE • 12/04/03 BELOW ARE THE RESPONSES TO THE PLAN CORRECTION SHEET (QUESTIONS 1-9 TO BE ADDRESSED BY OTHERS) 10 QUESTION Recheck all connections on sheet 03-1476A as follows a) The rivet bearing capacity is only dtFu = 406(0 747)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 RESPONSE a) calculations for the rivet bearing capacity can be found on page 10 of the revised structural calculations the column is 12 ga in thickness therefore the bearing capacity is dtFu = (4375 in) ( 105 in) (65 ksi) = 2 99 k b) calculations for the beam bracket weld capacity is found on page 10A of revised structural calculations c) The maximum weak axis moment which the bracket is subjected to is 49 Ib x 53 IN = 2597 IN-LB Which is less than moment capacity shown on page 10 for the bracket Please see page 10 of revised calculations 11 QUESTION 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) RESPONSE Calculations for weak axis bending on the column can be found on page 8A of revised structural calculations If there are any questions regarding this project please call me Thank you for your time and consideration Sincerely , Roy J Farrow, Seizmic Inc SEIZMIC MATERIAL HANDLING ENGINEERING EST 1985 STORAGE RACKS DRIVE IN RACKS CANTILEVER RACKS MEZZANINES CONVEYORS CAROUSELS STEEL SHELVING MOVABLE SHELVING STORAGE TANKS MODULAR OFRCES GONDOLAS BOOKSTACKS CITY APPROVALS STATE APPROVALS PERMITTING SERVICES PRODUCT TESTING FIELD INSPECTION SPECIAL FABRICATION ALASKA ARIZONA CALIFORNIA COLORADO IDAHO MISSOURI NEVADA NEW MEXICO CR33ON PENNSYLVANIA UTAH WASHINGTON SEISMIC ANALYSIS OF STORAGE RACKS FOR RED DOT 2052 CORTE DEL NOGAL CARLSBAD CA #03-1476 APPROVED BY SAL E. FATEEN 1 2-04-2003 161 ATLANTIC STREET POMONA CA 91768 TEL (909)869-0989 FAX (909)869-0981 SEIZMIC PROJECT. FOR RED DOT CSGOODALE SHEET NO,OF 1 4 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY_RF DATE.10-28-2003 TABLE OF CONTENTS DESCRIPTION PAGE # COVER SHEET 1 TABLE OF CONTENTS 2 SCOPE 2 PARAMETERS 3 CONFIGURATIONS 4 COMPONENTS & SPECS 5 LOADS AND DISTRIBUTION 6 LONGITUDINAL ANALYSIS 7 COLUMN 8 BEAM 9 BEAM TO COLUMN 10 BRACING 11 OVERTURNING 12 BASEPLATE 13 SLAB & SOIL 14 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 SE1ZMIC PROJECT. FOR RED DOT CSGOODALE SHEET NO,OF_1 4 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY_RF DATE.10-28-2003 MAHAMbIbHS 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 1 COLUMN 2 BEAM 3 BEAM TO COLUMN 4 BASE PLATE 5 HORIZONTAL BRACING 6 DIAGONAL BRACING 7 BACK CONNECTOR TRIBUTARY AREA I TRANSVERSE I I LONGITUDINAL TOP VIEW PROJECT. FOR RED DOT CSGOODALE SHEET NO. MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.RF OF_1 4 DATE.10-28-2003 CONFIGURATIONS T39" TYPE1 1,200 Ib 1,200 Ib 144"52" 1,200 Ib 44" 53"4" 96"t 42"-t. 42"- SEIZMIC PROJECT. FOR RED DOT CSGOODALE SHEET NO.OF_1 4 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.RF DATE.10-28-2003 TYPE1 SPECIFICATION - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 2-1/4 IV - FLOOR SLAB 4" X 2000 PSI REINFORCED 1 44" 52" - SOIL BEARING PRESSURE 1000 PSF -SEISMIC ZONE 4 - TYPE = INTERCONNECTED UNITS 1,200 Ib 134#171# EMI 1 I2 t !ED 44" £ •3 J 9" 2" £ 3" 3 1.200 Ib 2 1.200 Ib 1 p > 98# > / 49# 4 C 4" « 4" 4" i / \ ' A on 12——I 62 , SECTION AXIAL FORCE MOMENT lu = 96" BEAM MOMENT 1 1,905 Ib 3,596 in Ib 2 1.270 Ib 3,023 in Ib 3 635 Ib 1,311 in Ib 4,509 in 3,367 in 1,856 in Ib <-std conn Ib <-std conn Ib <-std conn TYPE 1 DESIGN LOAD = 1200# BASE PLATE V 8 X 5 X 375 Mbase = 3595 in Ib OVERTURNING V ANCHOR STRESS = 0 01 # OF ANCHORS = 2 V COLUMN COLUMN 3X3X12GA(LM30) STRESS =0 20 BEAM V 4-1/2X2-3/4X14GA(LBF454) MAX LOAD/LEVEL = 5,071 Ib BEAM IS O.K. BRACING HORIZONTAL V 11/2X1 1/4 X 14 GA STRESS = 0 07 DIAGONAL V 11/2X1 1/4 X 14 GA STRESS =017 SLAB & SOIL V PUNCT STRESS = 0 38 BENDING STRESS =0 31 PROJECT. FOR RED DOT CSGOODALE SHEET NO.OF 1 4 MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC AVENUE- POMONA- CA91768 CALCULATED BY RF DATE 10-28-2003 LOADS & DISTRIBUTION: TYPE 1 LIVE LOAD PER SHELF (BASED ON CLIENT SUPPLIED DATA) =wLL DEAD LOAD PER SHELF = wDL SEISMIC BASE SHEAR DETERMINED IN ACCORDANCE WITH SECTION 1630 2 1 OF THE 2001 CBC = V WHERE V = ((2 5 x Ca x I) / R) x Wtotal Wtotal = (wLL/2 + wDL) SEISMIC ZONE = 4 Ca = 0 44Na WHERE Ca = 0 44Na AND Na = 1 l= 1 00 SOILCOEF =Sd R (LONGITUDINAL) = 56 R (TRANSVERSE) = 44 wDL = 70 LB n=2 DEPTH= 42 in LONGITUDINAL DIRECTION: Vlong = [2 5*0 44*1*(3600/2+210)/5 6]/1 4 = 282 Ib Fi = V Whi/IWh TRANSVERSE DIRECTION Vtrans = [2 5*0 44*1'(3600/2+210)/4 4J/1 4 = 359 Ib Fi = V Whi/IWh (SECTION 2228 5 2 ) (SECTION 2228 5 2 ) INTERCONNECTED UNITS SEISMIC DISTRIBUTION LEVEL h IN WEIGHT LB HEIGHT IN WXH LB-IN Fi (long) LB Fi (trans) LB Mot IN-LB 1 2 3 530 520 390 1,200 1,200 1,200 530 1050 1440 63,600 126,000 172,800 495 981 1345 630 1248 171 1 3,338 5 13,1033 24,6448 144 IN 2= 362,400 282 LB 359 LB 41,087 IN-LB TOTAL FRAME LOAD = 3810 LB SEIZMIC PROJECT. FOR RED DOT CSGOODALE SHEET NO,7 OF_1 4 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.RF DATE 10-28-2003 LONGITUDINAL ANALYSIS TYPE 1 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) Vlong = 2 * Vcol Vcol F 1 = 25 Ib F2= 49 Ib F3= 67 Ib 282 Ib 141 Ib Bc-am lo Col Conn Col in .sl BASE PROVIDE PARTIAL FIXITY SEE BASE PLATE SHT Mbase = 3595 in Ib Mupper + Mlower = Mconn'R' + Mconn'L' Mconn'R' = Mconn'L' Mconn * 2 = Mupper + Mlower Mconn = [Mupper + Mlower]/2 RESULTING FORCES ON COLUMN SECTION AXIAL LOAD MOMENT Mconn 1 1905 3595 45092 1270 3022 33663 635 1311 Muppt,r >-B—JlT SLAB SEIZMIC MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT. FOR RED DOT CSGOODALE SHEET NO.8 CALCULATED BY_RF OF 1 4 DATE.10-28-2003 COLUMN ANALYSIS TYPE 1 COLUMN IS ANALYZED PER AISI COLD-FORMED STEEL DESIGN MANUAL Pmax = 1,905 Ib Mmax = 3,596 in Ib Kxlx/rx =12*51/13= 471 <-GOVERNS Kyiy/ry = 8 * 44 / 1 079 = 326 Cc = (2;iA2E/Fy)A 5 = 1070 SINCE Kl/r <= Cc, Fa = 522Fy - [(kl/r*Fy)/1494]A2 = 23,618 psi fa = Pmax/Area = 2,087 psi fb = Mmax/Sx = 3,491 psi fa/Fa =009 <= 15 fa/Fa+fb/Fb <= 1 33 Fb = 6*Fy = 30,000 psi fb/Fb = 0 12 COMBINED STRESS = 0 20 B -I k-C SECTION PROPERTIES A = 3" C = 75" E = 0" t1 = 1046" B = 3" D = 0" Wt = 0# t2 = 0" Area = 913"A2 |X = 1 544"M ly = 1 064"A4 Sx = 1 03"A3 Sy = 68"A3 rx = 13" ry = 1 079" 52" 51" 44" 44" 4- Front View PROJECT FOR SHEET NO RED DOT CS GOODALE 8A OF 14 MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 CALCULATED BY RF DATE 12-4-03 COLUMN ANALYSIS (3X3X1 2 GA) CROSS AISLE LOADS ANALYZED PER DIV X, CHAP 22 OF THE 2001 CBC SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION Pstatic- 1.905LB Pseismic= 3596IN-LB/42 IN = 86 LB Ptotal= 1,991 LB My= V*h = 63 LB * 10 5 IN = 662 IN-LB KxLx/rx= 1 2*51 IN/1 3 IN = 47 1 <=== (Kl/r)max KyLy/ry = 0 8*44 IN/1 079 IN = 32 6 AXIAL Fe= TiA2E/(KL/r)maxA2 = 131 4KSI Fy/2= 25 0 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy(1-Fy/4Fe) = 50 KSI*[1-50 KSI/(4*131 4 KSI)] = 45 2 KSI Pn= Aeff*Fn = 34,475 LB Oc= 5/3 + (3/8)*R - (1/8)*RA3 = 1 82 Pa= Pn/Oc = 34475 LB/1 81987678784367 = 1 8,943 LB P/Pa= 011 < 0 15 FLEXURE CHECK P/Pa + Mx/Max < 1 33 Pno= Ae*Fy = 0 762 INA2 *50000 PSI = 38,100 LB Pao= Pno/Oc = 38100 LB/1 81987678784367 = 20,935 LB Myield=My= Sy*Fy = 0 68 INA3 * 50000 PSI = 51,500 IN-LB Max= My/Df = 51500 IN-LB/1 67 = 30,838 IN-LB Pcr= nA2EI/(KL)maxA2 = nA2*29500 KSI/(1 2*51 IN)A2 = 120,023 LB A—Pcol SIDE ELEVATION V= 63 LB Mseismic= 3,596 Ih h= 10 5 IN DEPTH= 42 IN I-LB (EQ C4-3) SECTION PROPERTIES A= 3 0 IN B= 3 0 IN (EQ C4-2) C= 0 75 IN t= 0 105 IN Aeff = 0 762 INA2 Ix = 1 544 INA4 (EQC4-1) Sx= 1 030INA3 rx = 1 300 IN ly = 1 064 INA4 Sy = 0 680 INA3 ry = 1 079 IN (EQ C5-3) Kx = 1 2 Lx= 51 OIN Ky = 0 80 Ly = 44 0 IN Fy= 50 KSI E= 29,500 KSI fif= 1 67 Cmx= 0 85 Cb= 1 0 /vx= {1/[1-(Oc*P/Pcr)]}A-i = {1/[1-(1 81987678784367*1991 LB/1 20023 L = 097 THUS, (1991 LB/18943 LB) + (662 IN-LB/30838 IN-LB)012 < 1 33, OK (EQC5-3) PROJECT. FOR RED DOT CSGOODALE SHEET NO OF 1 4 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.RF DATE 10-28-2003 BEAM ANALYSIS TYPE 1 BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE 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 Imax = [1950 + 1200(M1/M2)]b/Fy SINCE M1/M2 = 1 0 Imax = 3150*b/Fy = 173 in SINCE Imax > lact Fb = 60Fy = 30,000 psi MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON 4 5" 1) BENDING CAPACITY M = Sx* Fb = wlA2/8 = 34230m Ib CAPACITY = 2(8*M/I) = 5071lb 2) MAXIMUM ALLOWABLE DEFLECTION (L/180) A = 5wlA4/384EI CAPACITY = 2[(384EI)/(5*180*IA2)] = 7518lb MAXIMUM STATIC LOAD PER LEVEL IS 5,071 Ib. ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL Mstatic = wlA2/8 = LIVE LOAD*L/(2*8) Mallow(static) = Sx Mimpact = 1 125*Mstatic Mallow(seismic) = 1 33 ' Mseismic = Mconn (SEE LONG ANALYSIS) LEVEL Mstatic Mimpact Mallow Mseismic Mallow 1 125 Mstatic (Static) (seiSITlIC) 1 7200 8100 34229 4509 45639 2 7200 8100 34229 3366 45639 3 7200 8100 34229 1855 45639 Sx = 1 141 in "3 Ix = 2753 in A4 ' Fb Sx * Fb 1 5" RESULT GOOD GOOD GOOD PROJECT.RED DOT CSGOODALE 10 OF 1 4 MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC AVENUE- POMONA- CA91768 CALCULATED BY.DATF BEAM TO COLUMN ANALYSIS: CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS 1) SHEAR CAPACITY OF STUDS STUD DIAMETER= 7/16 IN Fy= 55,000 PSI Pmax-shear= 0 4 * Fy * Area = 04* 55000 PSI * (0 4375 IN)*2 * rr/4 = 3,307 3 LB 2) BEARING CAPACITY ON COLUMN Fu= 65,000 PSI Pmax-brg= Bearing Area * Fbeanng = (tmm * thickness) * (1 0 * Fu) = (0 4375 IN * 0 105 IN) * (1 0 *65000 PSI) = 2,985 9 LB < 3307 3 LB 3) MOMENT CAPACITY OF BRACKET Mcap= Sbracket * Fbendmg = 011 INA3 * 0 66 * Fy = 3,993 IN-LB C= Mcap/0 75 = 1 67 * P1 THUS, P1=0798*Mcap = 3,186 IN-LB < 3307.3 LB THUS, GOVERNING VALUE IS THE MIN VALUE OF PI , PI -eft- 2,986 LB Mconn-allow= PI *4 5 IN + P2*2 5 IN + P3*0 5 IN = 594*P1-eff * 1 33 = 23,649 IN-LB > Mconn max, OK 3-1 /4" Mconn S3 C 7 Mupper rn Is Mlower P2 Mconn i"--V 2" -1/2" "l/2 " C= PI + P2 + P3 = P1+P1*(2 5/4.5)+P1*(0 5/4 5) = 1 67*P1 t=7 Sbracket= 0 110 IN A 3 JOvVN 1-5/8" PROJECT FOR SHEET NO RED DOT CS GOODALE 10A 0F 14 MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91 768 CALCULATED BY DATE 12-4-03 STEP BEAM WELD SECTION PROPERTIES & CAPACITIES SCOPE: DETERMINE THE EFFECTIVE SECTION PROPERTIES OF THE MEMBER WELD SHOWN BELOW. THE EFFECT OF THE ROUNDED CORNERS ARE TAKEN INTO ACCOUNT TYPE "A" WELD TYPE "B" WELD TYPE "C" WELD TYPE "D" WELD BEAM & WELD INFO A= 4 375 IN B= 2 75 IN C= 1 875 IN D= 1 5 IN t-weld* = 0 1 25 IN Fu-weld= 70,000 PSI Fy-base metal= 55,000 PSI WELD TYPE TYPE "A" WELD WELD SECTION PROPERTIES 0.125 INCH THICK, TYPE "A" WELD AREA= Sx= 0 906 INA2 0 50 INA3 MOMENT CAPACITY=13,958 IN-LB EFFECTIVE SECTION PROPERTY FOR WELD* * TAKES INTO ACCOUNT 0 7071 REDUCTION FACTOR — C — 1: ^ • B — E — y s s / . :G Ln^ D F 1 1 Y-BJ | ELEMENT WIDTH HEIGHT Y-BAR ELEM AREA Y-BAR 1 1 2 3 4 5 6 0.0000 IN 01 250 IN 0.0000 IN 0 0000 IN 0.0000 IN 01 250 IN 0.0000 IN 4 3750 IN 0 0000 IN 0 0000 IN 0 0000 IN 2 8750 IN 0 0000 IN 2 1875 IN 0 0000 IN 0 0000 IN 0 0000 IN 1 4375 IN ZAREA= 0 0000 INA2 0 5469 INA2 0 0000 INA2 0 0000 INA2 0 0000 INA2 0.3594 INA2 t 0.9063 INA2 " y bar= 0 0000 INA4 0 9207 INA4 0 0000 INA4 0 0000 INA4 0 0000 INA4 0 321 2 INA4 WELD MOMENT CAPACITY UNDER SEISMIC LOADING Fbase-metal= 0 6*Fy-base metal = 33,000 PSI Fweld= 0 3*Fu = 21,000 PSI Feffective= 21,000 PSI CAPACITY= Feff * Sx-weld * 1.33 = 21000PSI*05INA3*1 33 =113.958 IN-LB I 1 890 IN lx=1 .241 8 INA4 PROJECT. FOR RED DOT CSGOODALE SHEET NO 11 OF_1 4 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY RF DATE.10-28-2003 TRANSVERSE ANALYSIS BRACING TYPE 1 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 Ldiag = [(L-6)A2+(D-2*Bcol)A2]A 5 = 523 Vdiag =Vtrans * Ldiag / D = 447# kl/rmm = [ 1 * 52 3 ] / 404 = 1295 Fa =[12;rA2E]/[23(kl/r)A2] = 8895 psi fa/Fa =Vdiag/(Area*Fa) = 017 Dl= 52 3" D= 42" * 44" DIAGONAL AND HORIZONTAL BRACING H Area= 288 ""2 rmin= 404 " t= 0747 " W= 1 5 " H= 1 25 " f StIZMIC ^ MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC AVENUE- POMONA- CA91768 DqmFr.T RED DOT mB CSGOODALE 12SHFFT NO '*• pc rAICIILATED BY ru 14 DATE 10-28-2003 OVERTURNING ANALYSIS: TYPE 1 ELn ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION DEPTH = 42 in TOP LEVEL HEIGHT = 144 in FULLY LOADED Total Shear= 359 Ib Mot= I(Fi*hi)*1 15 = 47,250 m-lb Mst = I(Wp+wDL)*D/2 = (3600lb + 210lb)*42in/2 = 80,01 Om-lb Puplift = 1 (Mot - Mst)/Depth = (47250-80010)742 = 0 Ib <= NO UPLIFT TOP SHELF LOADED SHEAR = 120 Ib EL 2 Mot = Vtop * ht = 120 Ib* 144 in = 17,229 m-lb Mst = (Wp+wDL)*D/2 = (1200lb + 210lb)*42/2 = 29,610 in-lb 2228 7 1 OF THE 2001 CBC EL 5 l_ EL 4 ELS Puplrft= 1(Mot-Mst)/Depth = 0lb ANCHORS QUANTITY= 2 PULLOUT = 773 LB SHEAR= 1586LB <= NO UPLIFT <=== 33 1/3% INCREASE FOR SHORT TERM LOADING DUE TO SEISMIC FORCES <=== 33 1/3% INCREASE FOR SHORT TERM LOADING DUE TO SEISMIC FORCES Eq = (Ps/Pt)A5/3 + (Vs/Vt)A5/3 s 1 0 INTERACTION EQUATION FULLY LOADED = (0 LB/1546 LB)A5/3 + (179 LB/3172 LB)A5/3 = 0 01 < 1 0 OK TOP SHELF LOADED = (0 LB/1546 LB)A5/3 + (60 LB/3172 LB)A5/3 = 0 00 < 1 0 OK USE (2) 1/2"0x2-1/4"MIN EMBED RAMSET/REDHEAD (I C B O #1372) OR APPROVED EQUAL PULL OUT CAPACITY IS THAT OF WITHOUT SPECIAL INSPECTION PROJECT. FOR RED DOT CSGOODALE SHEET NO.13 OF_1 4 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY_RF DATE.10-28-2003 BASE PLATE TYPE 1 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 Pool = 1905 Ib Mb= 3595 mlb B = 8 in D = 5 in b = 3 in t = 375 in b1 = 25 in P/A = Pcol/(D*B) = 47 62 psi M/S = Mb/((D*BA2)/6) = 6741 psi fb2 = 2b/B*fb = 42 13 psi fb1 = fb-fb2 - 25 28 psi Mbase = wb1A2/2 = b1A2/2[ fa + fb1 + 67fb2] Mbase = 315 6 in Ib Sbase = 1*tA2/6 = 00234 in A3 Fbase = 75Fy * 1 33 = 36000 psi fb/Fb = Mbase/(Sbase*Fbase) = 37 ANCHOR TENSION T*d2=[Mbase- Pcol*b/2] T = Mbase/d2 - Pcol*b/2d2 T = 164 Ib Pcol b B i i i t ' t •rm fb I fbl Pcol -* d2 dl dl PROJECT. FOR RED DOT CSGOODALE SHEET NO.14 OF_1 4 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY_RF DATE.10-28-2003 SLAB AND SOIL TYPE 1 THE SLAB IS CHECKED FOR PUNCTURE STRESS IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND HENCE, WILL ACT AS A FOOTING (a) PUNCTURE Pmax Pmax Fpunct = 2*sqrt(f'c) Apunct = [(w+t/2)+(d+t/2)]*2*t fv/Fv = Pmax/(Apunct*Fpunct) 1 4 DEAD LOAD + 1 7 LIVE LOAD 1 4 * Pool + 17* (Mot/d) 4,579 Ib 89 4 psi 1360 in A2 — 0 38 (b) SLAB TENSION Asoil = Pmax/(1 33 * fsoil) = 3 43 ft A2 = 495 in A2 L = sqrt(Asoil) = 22 2 m B = sqrt(w*d) + t = 10 3 in b = (L-B)/2 = 6 0 in Mconc = wbA2/2 = (1 33*fsoil*bA2)/(144*2) = 1643 in Ib Scone = 1*tA2/6 = 2 67 in A3 Fconc = 50 *sqrt(f'c) = 201 25 psi fb/Fb = Mconc/(Sconc*Fconc) =031 BASE PLATE w = 8 in d = 5 in CONCRETE t = 4 in fc = 2000 psi SOIL fs = 1000 psf 12/19/2803 08 59 7609315466 GOODALE PAGE 01/02 *ACORDr CE RTIFICATE OF LIABILITY INSURANCE PRODUCER Beacon Insurance Services, Inc. 442O Hot«l Ciz-ol* Ct., #3.70 Po Box 881188 San Diego CA 92168-1188 INSURED C.S, Ooodale Company Inc. 6221 Yarrow Driva #B Carlsbad CA 92009- COVERAGES DATE 03/10/2003 THIS CERTIFICATE 1$ ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER THIS CERTIFICATE DOES NOT AMEND, EXTEND OR . ALTE* THE COVERAGE AFFORDED BY THE POLICIES BELOW INSURERS AFFORDING COVERAGE INSURER A Unigard Insurance Company INSURERS Harbor Specialty Insurance Company INSURER C INSURER D, _ INSURER E THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED NOTWrTHSTANOINGAN f ' REQUIREMENT TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS INSR UB. A A B TYPE OF INSURANCE Q5N6RAL LIABILITY "" COVM5RCIAL OeNeRALLIABILITY __J CLAIMS MADE H OCCUR GEM. AOGREGATE LIMIT APPLIES PER Tl POLICY! IJECT 1 lux AUTOMOBILE LIABILITY X ANY AUTO ALL OWNED AUTOS SCHEDULED AUTOS X HIRED AUTOS X NON-0WNEP AUTOS GARAGE LIABILITY ANY AUTO excesa LIABILITY ~l OCCUR [ ^ CLAIMS MADE ____ DEDUCTIBLE RETENTION * WORKERS COMPENSATION ANDEMPLOYERS' LIABILITY OTHER POLICY NUMBER CMOOS269 CM005269 HN30S734-01 POLICY EFFECTIVE DATE(MWDOWY) 01/01/2003 01/01/2003 ' / , / 03/01/2003 POLICY EXPIRATION 01/01/2004 01/01/2004 / / 1 ' 1 1 1 I 01/01/2004 / / LIMITS EACH OCCURRENCE FIRE DAMAGE (Any wi« «re} MED EXPfAny one person) PERSONAL « AOV INJURY GENERAL AGGREGATE PRODUCTS - COMP/OP AOG COMBINED SINGLE LIMIT BOOILY INJURY BODILY INJURY (Psr ecciaenl) PROPERTY DAMAGE AUTO ONLY EA ACCIDENT OTHER THAN EA ACC AUTO ONLY . „„ EACH OCCURRENCE A6GREOATE X iTQ^YLJMrfsl I^R* EL EACH ACCIDENT 61- OtSEASE - EA EMPLOYEE E.L DISEASE. POLICY LIMIT I 1,000,000 I 30,000 5,000 1,000,000 2,000,000 2,000,000 S 1,000,000 s a s j $ s s ( i i $ j 1,000,000 S 1,000,000 $ 1,000,000 DESCRIPTION OF OPERATIONS/LOCATIONS/V6HICLE6/EXCLUSION3 ADDED BY ENDORSEMENT/SPECIAL PROVISIONS CERTIFICATE HOLDER > - ACORD 25-S (7/97) t ADDITIONAL INSURED, INSURER LETTER _.. CANCELLATION ^ ~_ - SHOULD ANY Qf THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL BNDSAVOR TO MAIL 3 0 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LSFT, BUT FAILURE TO DO SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY WHO UPON THE INSURER. ITS AOENT3 OR REPRESENTATIVES AUTHORIZE Q REPRM«S3-ATIVe J\ {' J/uf[/(/^f~ l]\ \j/)\Jis^- ® ACORD CORPORATION 1968 ELECTRONIC LASER FORMS INC (800)3270545 5 VOe So - _• r-, °-:g._ D it- >*• f i U- ^ - 'fa w o Q. 03 t 1 _L 3 4. Srt J ^^V i T) -4 ^ t o -J A Lbi b *M~> ^C*5.1 _^~ A D •o