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Home My WebLink About2045 CORTE DEL NOGAL; ; CB030591; Permit04-21-2003 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No Building Inspection Request Line (760) 602-2725 CB030591 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title Applicant STEVEWICKLUND 13210 FIORENCEAVE SANTA FE SPRINGS 90670 562-777-0983 2045 CORTE DEL NOGAL CBAD Tl Sub Type INDUST 2130610900 Lot# 0 Status ISSUED $6000000 Construction Type NEW Applied 02/28/2003 Reference # Entered By CB SESILVER- 2000 SF Tl - INSTALL Plan Approved 04/17/2003 TANK FOUNDATION & TEMP WALL DURING CONSTRUCTION Issued 04/21/2003 Inspect Area Plan Check* Owner TEYSSIER LEONARD&MONICA FAMILY TRUST 10-14-92 3205 04/P1/03 0002 01 CGP3200 HIGHLAND AVE #B4-2 NATIONAL CITY CA 91950 405-lt Building Permit Add I Building Permit Fee Plan Check Add I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot Water Con Fee Meter Size Add I Pot Water Con Fee Reel Water Con Fee $392 56 $000 $255 16 $000 $000 $1260 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 Meter Size Add'l Reel Water Con Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF PFF (CFD Fund) License Tax License Tax (CFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees TOTAL PERMIT FEES $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $660 32 Total Fees $660 32 Total Payments To Date IN AuXmbAiMUt WliH U BC, .SIGNATURE. PEHf': li/'^LH SECTION 106 4.4 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 theinmposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously 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 PROJECT INFORMATION FOR OFFICE USE ONLY PLAN CHECK VAL (pO rrnft s Plan Ck Deposit. Validated By <Hj Date x!_—r7 £O Address (include BJdg/Suite #)clude BJdg/Suite #) »x. IZ CWfe foal Business Nam< (at this address) £>. Ioe.tr- Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units -32-Assessor s Parcel #Existing Use Proposed Use 1/w -— , Bathrooms'•>-> =16Description of Work N3CXO T<° 2 CONTACT PERSON (if different from applicant) SO FT #of Stories // # of Bedrooms Name Address City :jp APPLICANT C] Contractor Q Agent for Contractor D Owner BjAgent for Owner State/Zip Telephone J^_.( .,^•1 ::- ^l\ Name Address City PROPERtY;OWNER State/Zip Telephone # Address City State/Zip TelephoneName 5 CONTRACTOR COMPANY NAME ' ... 9?" .„/'" *S: :: ,.. ': " " ' "^ '!Vi (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct alter improve demolish or repair any structure prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law (Chapter 9 commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001) Name State License # Address License Class A , City ,-^/ State/Zip > C3£>.£-7J /^ityTiusmess License tt Telephone # Designer Name Address/ f ' City ' ' State/Zip Telephone State License # 6 WORKERS COMPENSATION "„.... ^tf™" .. f" ,j:i:Pii: s *f &"""'.... s.Mf""'"" jJli™ ..:: " „ tii: Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations l~l I have and will maintain a certificate of consent to self insure for workers compensation as provided by Section 3700 of the Labor Code for the performance of the work for which this permit is issued |~| 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 7- OWNER BUILDER DECLARATION" - •••°aw?:;t J": ••• ^ :-::.. _ ^ I hereby affirm that I am exempt from the Contractor s License Law for the following reason n I 8s owner of the property or my employees with wages as their sole compensation will do thi 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 ownei 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) l~l 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) l~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 f~) YES l~lNO 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 FOR NON-RESIDENTIAL BUILDING PERMITS ONLY ...:j:j|i. flf jf j? Is the applicant or future building occupant required to submit a business plan acutely hazardous malenals registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? D YES Q 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~l NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? l~l YES Q 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 I hereby affirm that there is a construction lending agency for the performance of the work for which thi> permit is issued (Sec 3097(0 Civil Code) LENDER S NAME LENDER S ADDRESS 9 APPLICANT CERTIFICATION W JIT ,'"• .Jj^ ••• - 1P:: ;... "'.;;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 City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5 0" deep and demolitior/fflkconstruction of structures over 3 stories in height EXPIRATION Every permit issued by the building Official under the wovisionsyfi this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from tfySile of sych permit or if the building or work authorized by such permits suspended or abandoned at any time after the work \s commencecfftir a/5arjQcl.uf IQ8 LU)iT(dection 10ST4 4/Wwifoijih Building Code) APPLICANT S SIGNATURE „ .X32-_ if)A A .sd/ DATE WHITE File YELLOW Applicant PINK Finance City of Carlsbad September 2, 2003 I C E BUILDERS INC 421ECERRITOSAV ANAHEIM CA 92805-6320 Building Department Permit Number CB030591 Issue Date 4/21/03 RE BUILDING PERMIT EXPIRATION PERMIT TYPE TI ADDRESS 2045 CORTE DEL NOGAL PLEASE CALL FOR AN INSPECTION IF WORK IS COMPLETE r Our records indicate that your building permit will expire by limitation of time on 10/28/03 The provisions of UBC, Section 106 4 4 as amended by the Carlsbad Municipal Code state "EXPIRATION Every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit (unless issued prior to 7/1/99 which is one yeai from date of permit), or if the building or work authorized by such permit is stopped at any time after the work is commenced for a period of 180 days or if the building or work authorized by such permit exceeds" ' '~~ ~o'f»nHar_ years from the issuance date of permit Work shall be presumed to have commenced if the permi " " /Q| authorized by the permit by the Building Official within1 presumed to be stopped if the permittee has not obtamec Official within each 180 day period upon the initial comi Before such work can be recommenced, a new permit s one-half the amount required for a new permit for such will be made in the original plans and specifications fo,' abandonment has not exceeded one year In order to ret pay a new permit fee Any person holding an unexpired permit may apply commence under that permit when the permittee is un< this section for good and satisfactory reasons The permittee for a period not exceeding 180 days on wr beyond the control of the permittee have prevented a( than once Please check below indicating >our intentions and return this letter tcfus" Project abandoned A new permit will be obtained prior to commencing work No fee extension requested for 180 days (attach a letter of explanation) Renewal permit requested (I Q/yTLs >i) J f tit) ^^ J ^hall be 3uildmg 1 shall be made or ;nsion or ttee shall vork may quired by on by the umstances nded more If the project has been completed and only a final inspection is needed, please call the inspection request line at (760) 602-2725 If you have any questions, please contact the Building Inspection Department at (760) 602-2700 PAT KELLEY 1635 Faraday Avenue • Carlsbad, CA /C6 92008-7314 • (76O) 602-2700 • FAX (76O) 602-8560 City of Carlsbad Bldg Inspection Request For 05/01/2003 Permit* CB030591 Inspector Assignment Title SESILVER- 2000 SF Tl - INSTALL Description TANK FOUNDATION & TEMP WALL DURING CONSTRUCTION Type Tl Sub Type INDUST Phone 7144122492 Job Address 2045 CORTE DEL NOGAL Suite Lot 0 Location Inspectc APPLICANT STEVEWICKLUND Owner TEYSSIER LEONARD&MONICA FAMILY TRUST 10-14-92 Remarks PM PLEASE Total Time Requested By FRANK Entered By CHRISTINE CD Description Act Comment 11 Ftg/Foundation/Piers Associated PCRs/CVs CV030273 OPEN H CONSTRUCTION W/OUTPERMIT Inspection History Date Description Act Insp Comments EsGil Corporation In (Partnership untfi government for 'BuiCditig Safety DATE 4/15/03 OAPPjJCANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 03-591 SET II PROJECT ADDRESS 2045 Corte Del Nogal PROJECT NAME I.C E. Builders Inc & Sealsilver XI Hi 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 Richard Plump Telephone # In Person Date contacted 4/15/03 (by CM) Fax # Mail Telephone Fax In Person REMARKS By Chuck Mendenhall Enclosures Esgil Corporation D GA D MB D EJ D PC Walk In tmsmtidot EsGil Corporation In Partnership with government for 'BmCding Safety DATE 3/13/O3 a ABELJC/> ay> CANT JURISDICTION Carlsbad Q-PCAN REVIEWER G FILE PLAN CHECK NO 03-591 SET I PROJECT ADDRESS 2045 Corte Del Nogal PROJECT NAME I.C E Builders Inc & Sealsilver TI I I 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 Plump Engineering 13210 Florence Ave , Santa Fe Springs, CA 90607 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 Richard Plump Telephone # (562) 777-0983 Date contacted 3)/«-//o3 (by V- ) Fax # (562)777-9613 MaiLx^Telephone^ Fax ^ In Person REMARKS By Chuck Mendenhall Enclosures Esgil Corporation D GA D MB D EJ D PC 3/4/03 trnsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Carlsbad O3-591 3/13/03 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO O3-591 OCCUPANCY unknown TYPE OF CONSTRUCTION Unknown ALLOWABLE FLOOR AREA SPRINKLERS'? yes REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED 3/13/03 JURISDICTION Carlsbad USE chemical Storage ACTUAL AREA 5130 TI Only STORIES HEIGHT OCCUPANT LOAD 26 DATE PLANS RECEIVED BY ESGIL CORPORATION 3/4/03 PLAN REVIEWER Chuck Mendenhall 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 access for the disabled 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, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Code sections cited are based on the 1997 UBC The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i e. plan sheet number, specification section, etc Be sure to enclose the marked up list when you submit the revised plans TENANT IMPROVEMENTS WITHOUT SPECIFIC ENERGY DATA OR POLICY SUPPLEMENTS (1997UBC)tiforw dot Carlsbad O3-591 3/13/O3 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 1 Revise the code requirements on the Title Sheet of the plans stating that this project shall comply with the 2001 edition of the California Building Code (Title 24), which adopts the 1997 UBC, 2000 UMC, 2000 UPC and the 1999 NEC 2 Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Tables 3-D and 3-E 3 A complete description of the chemicals that are to be stored in the new tanks A listing of all hazardous materials should be included The materials listing should be stated in a form that would make classification in Tables 3-D and 3-E possible The building official may require a technical report to identify and develop methods of protection from hazardous materials Section 307 1 6 4 It is not clear what occupancy type this building will be if there are large quantities of hazardous materials to be stored If this is an 'H' occupancy a complete plan review will be required to determine whether the building construction, location on the property, ventilation, spill control and explosion venting is required 5 The aggregate quantity of any hazardous matenals "in use" and "in storage" shall not exceed the quantity listed in Tables 3-D and 3-E for "storage" Footnotes 2 and 3, Tables 3-D and 3-E 6 Clearly note on the plans that this plan approval does not include the tanks or the elevated platforms to support the tanks Note on the plans that these are a deferred item and must be submitted for review and approval by the city prior to installation Carlsbad O3-591 3/13/03 7 When special inspection is required as listed on sheet S1 1 of the plans a special inspection program must be completed by the engineer of record UBC 106 3 5 Complete the attached Special Inspection Program form 8 Note on the plans that this plan does not include plumbing or electrical for this project END OF PLAN REVIEW Carlsbad 03-591 3/13/03 City of Carlsbad & ~"~ ~~ ~lMaMMM^MW^^^HttMH^^^«^^HB^^^B^^^HBuilding Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No 03-891 Job Address or Legal Descnption 2045 Corte Del Hogal Ovraer /A: Address -- You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet The Registered Special Inspector shall be approved by the City of Carlsbad Building Department pnor to the issuance of the building permit Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet (over) TO 171 £002 9ZSI09S8S8I x*J d^OD 1I9S3 Carlsbad 03-591 3/13/03 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION 2.£?VS PLAN CHECK NUMBER ^ 'S^l 1 OWNER'S NAME \, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that !, or the architect/engineer of record, will be responsible for employing the special inspectors) as required by Uniform Building Code (UBC) Section 1701 1 for the construction project Iqcafeekaj the site listed above UBC Section 106 3 5 I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106 3 5 for the construction project located at the site listed above / SMI 1. List of work requiring special inspection. I Soils Compliance Prior to Foundation Inspection I Structural Concrete Over 2500 PSI ! Prestressed Concrete I Structural Masonry Designer Specified D Field Welding High Strength Bolting Expansion/Epoxy Anchors Sprayed-On Flreprooflng D Other 2 Name(s) of mdlvidual(s) or firm(s) responsible for the special inspections listed above A B C 3 Duties of the special inspectors for the work listed above- A B C. £0 d TO 171 £002 IT 9ZSI09S8S8I <MD 1I9S3 Carlsbad 03-591 3/13/03 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 03-591 PREPARED BY Chuck Mendenhall DATE 3/13/03 BUILDING ADDRESS 2045 Corte Del Nogal BUILDING OCCUPANCY Fl TYPE OF CONSTRUCTION Unknown BUILDING PORTION Tl Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 5130 cb iRlrfn Pprmrt- FPO hi/ nrrlinarv-p W Valuation Multiplier City Est By Ordinance Reg Mod VALUE ($) 60,000 60,000 $38356 Plan Check Fee by Ordinance | ^ Type of Review 0 Complete Review D Structural Only D Repetitive Fee Repeats D Other .-i Hourly Esgll Plan Review Fee Hour $249 31 $21479 Comments Sheet 1 of 1 macvalue doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB DATE ADDRESS RESIDENTIAL RESIDENTIAL ADDITION MINOR «$10,000.00) OTHER PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING PLANNER ENGINEER DATE ' / DATE DocsyMisforms/plsnning Engineering Approvals Carlsbad Fire Department 030591 1635 Faraday Ave Carlsbad, CA 92008 Plan Review Requirements Category Date of Report 06/02/2003 Fire Prevention (760) 602-4660 Building Plan Reviewed by Name Address City, State Plan Checker Job Name Sea Silver Job Address 2045 Corte Del Nogal Plump Engineering V 914 E Katella Ave Anaheim CA 90670 Job # 030591 Bldg# CB030591 Ste orBldg 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 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 FDJob# 1st Pnd 3rd 030591 FDFile# Othpr Agpnr.y in P^equir-sments Category Building Plan Requirement Pending 0514 Provide Technical Report 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 piemises and the facilities and appurtances situated thereon, to recommend necessary changes Pagel 03/11/03 PLUMP ENGINEERING INC Structural Engineering 13210 Florence Avenue Santa Fe Springs CA 90670 Phone (562) 777-0983 Fax (562) 777-9613 Client ICE BUILDERS INC (SEASILVER) File By TANK FOUNDATION (STRUCT OBSERVATION) 0209043 Date 3-14-03 Sheet MlSBW STRUCTURAL DBSERVATIDN 1 STRUCTURAL DBSERVATIDN BY THE ENGINEER/ARCHITECT SHALL BE PERFORMED A STATEMENT IN WRITING SHALL BE GIVEN TD THE BUILDING DFFICAL STATING THAT THE SITE VISITS HAVE BEEN MADE AND WHETHER DR DR NDT ANY DESERVED DEFICIENCIES HAVE BEEN CORRECTED TD CDNFDRM TD THE APPROVED PLANS AND SPECIFICATIONS OWNER'S RESPONSIBILITY 1 IT IS THE OWNER'S RESPONSIBILITY TD RETAIN QUALIFIED LICENCED DEPUTY INSPECTORS TO INSPECT THE WORK AS SPECIFIED IN THESE PLANS AND TO PROVIDE WRITTEN REPORTS TD THE OWNER, ARCHITECT AND ENGINEER DOCUMENTING APPROVAL DR REJECTION OF SUCH WORK WE WOULD RECOMMEND THAT THE OWNER RETAIN DNE OF THE FOLLOWING THREE TESTING LABORATORIES TO COMPLETE THIS WORK 11 LOS ANGELES TESTING LABS 7950 GARFIELD AVENUE BELL GARDENS, CA 90201 PHONE tt (310) 927-2616 CONTACT AL LISECKAS 12 SANDY PRINGLE & ASSOCIATES PD BOX 840 HERMOSA BEACH, CA 90254-0840 PHDNE tt (800) 598-1970 CONTACT SANDY PRINGLE 13 SMITH-EMERY 781 EAST WASHINGTON BOULEVARD LOS ANGELES, CA 90021 PHDNE tt (213) 749-3411 CONTACT MAXINE ESTRADA CONTRACTOR'S RESPONSIBILITY 1 IT IS THE CONTRACTOR'S RESPONSIBILITY TD COORDINATE ALL REQUIRED INSPECTIONS WITH THE DEPUTY INSPECTOR RETAINED BY THE OWNER, CITY INPSECTORS AND BY THE ENGINEER OF RECORD DR ANOTHER LICENSED ENGINEER TO CONTRACTOR SHALL NOTIFY THE INSPECTOR OR ENGINEER PRIOR TO ANY SCHEDULED INSPECTION DR OBSERVATION PROVIDING A REASONABLE AMOUNT OF TIME FOR THE INSPECTOR OR ENGINEER TO MAKE THE NECESSARY ARRANGEMENTS PLUMP ENGINEERING INC STRUCTURAL CALCULATIONS Client ICEB Project SEASILVER Location 2045 CORTE DEL NQGAL, CARLSBAD, CA Building Code 2001 CBC Plump File No 020904 3 By R P Date December 9, 2002 Revisions These ca\cu\afoas^nM£jqtf& unless signed and sealed in space above 13210 Florence Avenue Santa Fe Springs, CA 90670 (562) 777-0983 Fax (562) 777-9613 Carlsbad Fire Department 030591 1635 Faraday Ave Carlsbad, CA 92008 Plan Review Requirements Category Date of Report Q3/11/2003 Fire Prevention (760) 602-4660 Building Plan Reviewed by Q Name Address Plump Engineering 13210 Florence Ave City, State Santa Fe Springs CA 90670 Plan Checker Job Name Sea Silver Job # 030591 Job Address 2045 Corte Del Nogal BldQ# CB030591 Ste orBldg No D 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 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 leview carefully all comments attached Please resubmit the necessary plans and / or specifications to this office for review and approval Review FD Job # 1st 2nd 3rd 030591 FD File # Other Agfinny in ninenour miming me Coiisullni .Stuicturnl Engineering 1.1210 Florence Avenue S tnt-i Fe Springs CA 90fi70 Plume ( 162)777 0981 Fix (562)777% 1.1 (N) 3 -0 x6 -8 DOOR TO MATCH (E [CEHICOJ Partition Steel Framing IABLI' 8 ALLOWABLE HEIGHTS FOR INTERIOR AND WIND LOAD NON-BEARING CURTAIN WALLS ^JJS2U;' - 20-Giugc -- IMIINCIIU) "C" SI UDS 1)111 III ION si \i r.'t 1 t II IN II 1 N V 1 1 N \< ns ii .•"sons;!) 1SODS20 162OS20 400DS20 550US20 600DS20_, SOODS20 162PS20 250DS20 350DS20 .".62DS20 400DS20 SSODS20 60oi>s2o XOOHS20 1 1 1 1 1 M r: (1 (1 / ' 0 177 0 _>S6 0 -1 1 l> 0 528 1 1 SI 1 403 2 S S '. 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U 138 7<; 100 101 1 1 1 14 1 154 70 9 1 94 10 1 130 1311 62 7 II R2 8 10 1! 4 122 Sec page 46 for footnotes 45 SEASILVER 2045 Corte Del Nogal Carlsbad, CA ' Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 By R Plump Chk'd Sheet No Tank Foundation for SEASILVER 1997 UBC Seismic Zone 4 The seismic mertial force due to the weight of the foundation are relatively small and are therefore neglected The base is assumed to be located at the top of the pier The weight of,the vessel is uniformly distributed over its height or nearly so Ft „ __ n 1000 Ibf I = 1 00 Soil Profile Type SD Distance From Seismic Source > 5 0 km Z = 04 Na = 1 0 Nv = 1 0 Ca = 0 44 Na Ca = 0 44 Cv = 0 64 Nv Cv = 0 64 Operation Condition Ww = — H w= 1 20 kip T _ w D ft t kip 4060 sec T - 0 01 sec 1 L D H Assumed Baie T 4 Vertical Vessel H = 10ft D = 5 83 ft t = 25 in Page 1 Date 2/17/2003 i » SEASILVER 2045 Corte Del Nogal Carlsbad, CA * Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 ByR Plump Chk'd Sheet No Base Shear Nonbuildmg Structure - Other Nonbuildmg Structure, R = 29 CvCs = secRT Csmax =25 Ca I R Csmml = 56 Ca I 1 6 Z NvCsmm2 = R Cs = Csmax V = Cs W Lateral Load Distribution T = 0 01 sec < 0 70 sec, then Ft = 0 0 Seismic Forces (Based on 1997 UBC) Seismic Parameters VEQ =V -> MEQ = -H V o VEQ = 4 55 kips MEQ = 30 34 kip ft =V HCg = MEQ Hcg=67ft Cs = 1662 Csmax = 0 38 < --- Controls Csmml =025 Csmm2 = 0 22 V = 455kip < Base Shear — Moment at base of vessel From Vessel output Page 2 Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA ' Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 ByR Plump Chk'd Sheet No Allowable Stress Design Load Combination per UBC 97 WS = D + L + Eh/1 4 WS = 0 9 D + Eh/1 4 Eq (12-13) Eq (12-16-1) Factored Load Combination for Concrete per UBC 97 U = 1 65D + 1 OEh + 055 L Eq(12-5) PROPERTIES AND DIMENSIONS Soil Properties -> Ysoil = 100 pcf —> SBnet = 1000 psf —> depth = 1 5 ft SBgross = SBnet + Ysoil dePth Concrete Properties —> fc = 4000 psi —> fy = 60 ksi —> YC = 150 pcf —> (|)f = 0 9 —> <t>s = 085 Vertical Vessel Properties •~> wempty = 55 kips —> woper = 12 kips —> BC = 65 in -> Nab = 4 —> Diaab = 0 5 in r =r = 271ft Weight of Soil Allowable Soil Bearing Pressure Depth of Footing Below Grade = 1150 psf Gross Soil Bearing Concrete Compressive Stress Yield Stress of Remf Bar Concrete Density Ultimate Design Factor for Bending Ultimate Design Factor for Shear Empty Weight Operating Weight Bolt Circle Number of Anchor Bolts Anchor Bolt Diameter Number of Threads per Inch Anchor Bolt Yield Strength Tensile strength of AB Bolt Circle Radius Page 3 Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA ' Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 ByR Plump Chk'd Sheet No Geometry of the Foundation -> Lftg = 7 ft -> Wftg = 7 ft —> thkftg = 18 in —> cover = 0 1 in -> Dpier = 0 ft -> hpier = 0 ft Apier = 8 tan - Aftg = Lftg Wftg Equivsquare pier = Dpier Apier = 000ff Aftg = 49 00 ft EquivSquarepier Footing Length Footing Width Footing Thickness Soil Cover over Footing Octagon Pier Dimension, Flat Height of Pier Octagon Pedestal Area Rectangular Footing Area Equivalent Length of Pedastal (Square) ANCHOR BOLTS Find Tension and Shear On Anchor BoltS Refer to TroiUkys Tubular Steel Structures Theory and Design 2nd Edition 1982 0 9743 in OTMab = 1 0 MEQ Aab = 7 Diaab - 4 ^ nt —> tc = 8 5 in ---> Es = 29000 ksi EC = 57000f'cpsi n = OTMab = 30 ft kip = 0 07 in Ec = 360500ksi n = 804 Overturning Moment Effective Tensile Area of Bolt Width of Base Plate Ring Modulous of Elasticity of Steel Modulous of Elasticity of Cone Ratio of Moduli Page 4 Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA * Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 ByR Plump Chk'd Sheet No -> ka = 19 a = acos(l - 2 ka) A , 36°Angle = a = 0 90 (2Tt) 2 (sm(a) - a cos(a)) 1 - cos(a) 2 ' Angle = 51 68 Cp = 1 19 1 + cos(a)[(n-a) cos(a) + sm(a)] CT = 2 68 — Assumed Neutral Axis Factor • Radian of Bearing Angle of Bearing Constant as function of k Constant as function of k "1 = 2 3 1(TC - a) cos(a) + - sm(a) cos(a) + - (TC - a) (TC - a) cos(a) + sin (ex) 2 3 1a cos(a) (sin(a) cos(a)) + — a 2 2 sin(<x) - <x cos(cx) '1 + '2 BC cos(a) + AS = Aab Nab AS TC BC 1 3 2— a sm(a) cos(a) + a cos(a)2 2 sm(a) - a cos(a) As = 029 in ts = 0 00 in OTMab - 0 99 Woper z BC fs = 2 TC fs = 1 28ksiCT As j BC 0 99 Woper + (CT fs r ts) fc = fc = 0 04 ksi tr. Cn r + Cn n r tc k = n f c + f s k = 0 1870 r l-| = 3 38ft Constant as function of k 082ft Constant as function of k j = 0 775 Constant as function of k z = 0 461 Constant as function of k Effective Steel Area Effective Steel Width Maximum Calculated Steel Stress Calculated Concrete Stress Real Neutral Axis Factor Check to see if k = ka and adjust if necessary <--Check Page 5 Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA * Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 ByR Plump Chk'd Sheet No Ttot = fs r ts [ Sin(a) + (TT - a) cos(a) ]1 + cos(a) Ttot = 0 16 kip Compression = Cp fc r (tc -i- n ts) Compression = 12 04 kips Total Tension Load to be taken by Bolts X = 1 57 Nab fs cos ^- + cos(a) fs2 = Tab 1 + cos(oc) fs + fs2 max = fs2= 1 OSksi Tab max =009 kips Friction = Compression 0 55 Friction = 7 kip > Anchor Bolt Capacities (Per 1997 UBC - Section 1923) Pss = 0 9 Aab fut Ap = 1000 in2 —> (],c = 065 (|)PC = <|,c 4 ^fc psi Ap Pss = 3 95 kips Total Compression Force Angle between Bolts Mm Stress at Maximum Bolt Maximum Bolt Tension < ch ec k then bolts carry no shear Design strength of AB in tension Effective Projected Area of Concrete per Anchor Bolt Concrete Strength Reduction Factor (|>PC = 15 75 kips Minimum Concrete Capacity Tallow = if (Pss < *Pc. pss, 4>PC) TaNow = 395 kips ANCHOR BOLT DEMAND/CAPACITY RATIO Tab max Tallow = 002 Governing Tension Capacity OK < Check Page 6 Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA * Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 By R Plump Chk'd Sheet No PEDESTAL DESIGN EVALUATION Factored load combination for concrete per UBC 97 U = 1 OD + 1 OEh Eq (12-6) Pedestal Vertical Steel Vertical Reinforcement —> Nbars provided = 64 —> Barrjia = 625 in DowelCirclediam = EquivSquare pier -225m- BarD:a DowelCirclediam = -0 47ft U pedestal = 1 ° (MEQ + VEQ hpier) "u tension - 4 Mu pedestal 1 0 Woper req'd - Nbars provided DowelCircled|am Nbars provided tension . 2 Mu pedestal = 30 kips ft Fu tension =-4 kips f Asprv'd = - Asdowel req d = ~ Asprv'd = 0 31 in -Check FOUNDATION DESIGN Check Stability - allowable stress load combination WS = 0 9 D + Eh/1 4 —> Qfdn = 14 Strength to working stress factor OTM = [MEQ + VEQ (hpier Qfdn Ppier = Yc (Apier npier) Pftg = 7c thkftg Aftg PSOI! = Ysoil [cover (Aftg - Apier)] P = 0 9 (Woper + Ppier + Pftg + PSOil) OTM = 26 55 ft kip Ppier = 000 kips Pftg= 11 02 kips PSOil =004 kips P = 2076kips Overturning Moment Wt of Pier Wt of Footing Wt of Soil 90% of Total Dead Weight Page 7 Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA * Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 ByR Plump Chk'd Sheet No Mres = P[ if(Lftg>Wftg,Wf,g,Lftg) Stability Ratio SR =Mres OTM Mres = 72 66 kip ft Moment Resisting SR = 2 74 OK < Check Check Soil Bearing - allowable stress load combination WS = D + Eh/1 4 P = (woper + ppier + pftg + psoil) P = 23 07kips Total Dead Weight OTMe =e = 1 15ft Eccentricity SBmax -e > Lftg 2 P Lftg Wftg SBmax = 935 Psf Maximum Soil Bearing SBseis = 1 3 SBnet + ysol| (thkftg + cover) SBseis = 1451 Psf Allow Soil Bearing SOIL BEARING DEMAND / CAPACITY RATIO SB = 0 64 OK< Check 'seis Page 8 Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA * Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 ByR Plump Chk'd Sheet No Footing Reinforcing Factored load combination for concrete per UBC 97 U = 1 65D + 1 OEh Eq (12-5) Mu ftg = 1 0 [MEQ + VEQ (hp,er + thkftg)] Mu ftg = 37 17kips ft Pu = 38 06 kips EquivSquarepier=OOOft y= 058ft _ Lftg Eccentricity — - = 1 17ft 6 6 e Pu = 1 65 P Equivsquare pier = Wftg - D y = e =U ftg e = 098ft Equivalent Length of Pedastal (Square) Distance from face of pedastal to edge of footing Length for Partial Compression SBmax = lf e >Lftg 3 Wftg . 1 + Lftg Wftg ^ Lftg SBmax = 1427 psf Maximum Factored Soil Bearing -if Lftg 1 -I 6 ee> —,0, , 6 Lftg Wftg ^ Lftg, SBmm = 126psf Minimum Factored Soil Bearing SBface = Lftg SBmax y (SBmax - £e > ~T~ - —7~, \"' SBmin + •6 JLftg } Lftg (Lftg - : SBfaCe = 1318 27 psf Factored Soil Bearing at Face of Pier Page 9 Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA " Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 ByR Plump Chk'd Sheet No ace -y + (SBmax - SBface) —Vuface = 0 80 kips = SBface ^- + (SBmax - SBface) ^-£ b Steel Provided —> SpacmgBar, = 10 in —> Baroia = 75 in 12 in 7i 2- BarDiaSpacingBar 4 dftg = thkftg - Cftg - 1 5 BarD,a in4>VC = <|)s2>/fcpsi dftg 12 - a - ASprvcj 4,Mn = 85 f'c 12 in a] 1dftg - - I - = 053 in" = 1388m kips<|)VC= 1790- = 078m ft ft(|)Mn = 32 17 kip - Fl = 023 kip - Bar Spacing Bar Diameter Footing Bottom Cover Shear Capacity Bending Capacity Vufa( eFOOTING SHEAR DEMAND/CAPACITY RATIO = 0 04 OK <--Check MufaceFOOTING FLEXURAL DEMAND/CAPACITY RATIO =001 OK <- <l'Mn -—Check Page 10 Date 2/17/2003 Consulting Engineers m Slructunl Kn 1 BTU ^^Hour iHomiiimo me 13210 Florence Avenue S in ta Fe Springs CA 90670 I'lionc (562) 777 0983 I" 11 (V>2) 777 %11 /3 /- K o ' M -i- A" /L- T,I o * ///r ^ 3 .x - 7 - SEASILVER 2045 Corte Del Nogal Carlsbad, CA * Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 ByR Plump Chk'd Sheet No TANK FOUNDATION Tank Foundation ForSEASILVER 1997 UBC Seismic Zone 4 /*• faxr kip = 1000 Ibf The seismic mertial force due to the weight of the foundation are relatively small and are therefore neglected The base is assumed to be located at the top of the pier The weight of the vessel is uniformly distributed over its height or nearly so Operating Weight I = 1 00 Soil Profile Type SD Distance From Seismic Source > 5 0 km Z = 04 Na = 1 0 Nv = 1 0 Ca = 0 44 Na Ca = 0 44 Cv = 0 64 Nv Cv = 0 64 Operation Condition w = T = w H w = 8 65 kip w D ft t kip 4060 sec T = 0 07 sec Ft Fl > D H Assumed Base 1 J Vertical Vessel H = 20 ft D = 9 5 ft t = 25 in Page 1 Date 2/17/2003 I > SEASILVER 2045 Corte Del Nogal Carlsbad, CA ' Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 ByR Plump Chk'd Sheet No Base Shear Nonbwldmg Structure - Other Nonbuildmg Structure, R = 29 Cv ICs = secRT Csmax =25 Ca I R Csminl = 56 Ca I 1 6 Z Nv ICsmin2 = Cs = Csmax V = Cs W Lateral Load Distribution T = 0 07 sec < 0 70 sec, then Ft = 0 0 Seismic Forces (Based on 1997 UBC) Seismic Parameters VEQ =v -> MEQ = -H v O = 65 62 kips MEQ = 874 94 kip ft F1 =V HCg - MEQ Hcg = 133ft Cs = 3 22 Csmax = 0 38 < — Controls Csminl = 0 25 Csmm2 = 0 22 V = 65 62 kip < Base Shear — Moment at base of vessel From Vessel output Page 2 Date 2/17/2003 i > SEASILVER 2045 Corte Del Nogal Carlsbad, CA " Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 By R Plump Chk'd Sheet No Allowable Stress Design Load Combination per UBC 97 WS = D + L + Eh/1 4 WS = 0 9 D ± Eh/1 4 Eq(12-13) Eq (12-16-1) Factored Load Combination for Concrete per UBC 97 U = 1 65D + 1 OEh+055L Eq (12-5) PROPERTIES AND DIMENSIONS Soil Properties ™> Ysoil = 100 pcf —> SBnet = 1000 psf —> depth = 2 ft SBgross = SBnet + YSOI! depth Concrete Properties —> fc = 4000 psi —> fy = 60 ksi —> YC = 150 pcf —> <j>f = 0 9 —> <j)s = 0 85 Vertical Vessel Properties —> wempty = 24 kips "-> woper = 173 kips —> BC = 132 in -> Nab = 6 —> Diaab = 1 in SBgross = 1200 psf r = 550ft Weight of Soil Allowable Soil Bearing Pressure Depth of Footing Below Grade Gross Soil Bearing Concrete Compressive Stress Yield Stress of Remf Bar Concrete Density Ultimate Design Factor for Bending Ultimate Design Factor for Shear Empty Weight Operating Weight Bolt Circle Number of Anchor Bolts Anchor Bolt Diameter Number of Threads per Inch Anchor Bolt Yield Strength Tensile strength of AB Bolt Circle Radius Page 3 Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA * Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 By R Plump Chk'd Sheet No Geometry of the Foundation -> Lftg = 12ft -> Wftg = 36 ft —> thkftg = 24 in —> cover = 0 1 in -> Dpier = 0 ft -> hpier = 0,ft Apier = 8 tan| - Aftg = Lftg Wftg Aftg = 43200ft pier = 000ft Footing Length Footing Width Footing Thickness Soil Cover over Footing Octagon Pier Dimension, Flat Height of Pier Octagon Pedestal Area Rectangular Footing Area Equivalent Length of Pedastal (Square) ANCHOR BOLTS Find Tension and Shear On Anchor BoltS Refer to Troitsky s Tub^WrSteel Structures Theory and Design 2nd Edition 1982 OTMab = 1 0 MEQ Overturning Moment Effective Tensile Area of Bolt Ec = 3605 00 ksi n = 804 Width of Base Plate Ring Modulous of Elasticity of Steel Modulous of Elasticity of Cone Ratio of Moduli Page 4 Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA * Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 ByR Plump Chk'd Sheet No —> ka = 0285 < ex = acos(l - 2 ka) A , 36°Angle = a (271) 2 (sm(a) - a cos(a)) Cp = CT = 1 - cos(a) a = 1 13 Angle = 64 53 Cp = 1 47 1 H- cos(a)[(•n - a) cos(a) + sin(a)] Cj = 2 H = 23 1(TT -a) cos(a) + — sm(a) cos(a) + — (IT/a) (n - a) cos(a) + sm(a) 23 1,« cos(a) (sm(a) cos(a)) -i -/a2 - Assumed Neutral Axis Factor • /Radian of/Bearing of Bearing Constant as function of k Constant as function of k CT AS j BC 6 99 Woper + (CT fs r ts) tc Cp r + Cp n r ts nfr k = = 429ks. fc = 0 21 ksi k = 02851n fc + fs Check to see if k = ka and adjust if necessary <- r li=610ft Constant as function of k = 248ft Constant as function of k j = 0 780 Constant as function of k z = 0 441 Constant as function of k Effective Steel Area Effective Steel Width Maximum Calculated Steel Stress Calculated Concrete Stress Real Neutral Axis Factor -Check Page 5 Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA " Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 By R Plump Chk'd Sheet No Ttot = fs r [ sin(u) + (n - ex) cos(a) ] 1 + cos(oc) Ttot =5 16 kip Compression = Cp fc r (tc + n ts) Compression = 176 43 kips 2 TI al Compression Force Angle between Bolts Mm Stress at Maximum Bolt Maximum Bolt Tension > VEQ = 66kip < Check then bolts carry no shear Anchor Bolt Capacities (Per 1997 UBC/- Section 1923) fs | cos| — | + cos(a) Friction = Compression 0 55 Friction = Total Tension Load to be taken by Bolts pss = 2749kips Design strength of AB in tension Effective Projected Area of Concrete per Anchor Bolt Concrete Strength Reduction Factor ())PC = 37 92 kips Minimum Concrete Capacity Tallow = ^(PSS <^c, PSS - <l>Pc) Ta||OW = 27 49 kips Governing Tension Capacity ANCHOR IBOLT DEMAND/CAPACITY RATIO Tab max Tallow = 008 OK < Check Page 6 Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA * Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 By R Plump Chk'd Sheet No PEDESTAL DESIGN EVALUATION Factored load combination for concrete per UBC 97 U = 10D+10Eh Eq (12-6) Pedestal Vertical Steel Vertical Reinforcement •~> Nbars provided = 64 — > Bar = 625 in DowelCirclediam = EquivSqUare pier - 2 2 5 in - BarDia Mu pedestal = 1 0 (MEQ + VEQ hpier) "u tension 4 Mu pedestal 1 0 As<jowel req d - Nbars provided DowelCirclediam Nbars provided tension . _ _ 2 = -0 47ft Mu pedestal = 875 klPs ft tension = -119 kips f TI 2Asprvd = - BarDia Asdowel req'd = -2 2 I in 2Asprvd= 031 in ~~~ v^ n GC K FOUNDATION DESIGN Check Stability - allowable stress load combination WS = 090 + Eh/1 4 —> Qfdn = 1 4 Strength to working stress factor OTM =[MEQ + VEQ (hpier + thkftg)] Qfdn Ppier - Yc (Apier npierj Pftg = Yc thkftg Aftg PSOI! = Ysoil [cover (Aftg - Apier)] P = 0 9 (Woper + Ppier + Pftg + Psoi,) OTM = 718 70 ft kip Ppier = 000 kips Pftg = 129 60 kips PSO|| = 0 36 kips P = ?72 66 kips Overturning Moment Wt of Pier Wt of Footing Wt of Soil 90% of Total Dead Weight Page?Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA * Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 By R Plump Chk'd Sheet No M,es =P|- if(Lftg>Wf,g,Wng,Lng) Stability Ratio SR = Mres OTM Mres = 1635 98 kip ft Moment Resisting SR = 2 28 OK < Check Check Soil Bearing - allowable stress load combination WS = D + Eh/1 4 p = (woper + Ppier + Pftg + Psoil) P = 302 96 kips Total Dead Weight e =OTM = 237ft Eccentricity e >Lftg 2 P 6 f Lftg3 Wftg ' 9 Wftg 1 +6 e SBmax = 1547 psf Maximum Soil Bearing SBSeis = 1 3 SBnet + ysol| (thkftg + cover) SBse,s = 1501 psf Allow Soil Bearing ODmaySOIL BEARING DEMAND / CAPACITY RATIO — = 1 03 SAY OK<--Check SB'seis Page 8 Date 2/17/2003 I > SEASILVER 2045 Corte Del Nogal Carlsbad, CA * Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 By R Plump Chk'd Sheet No Footing Reinforcing Factored load combination for concrete per UBC 97 U = 1 65D+1 OEh Eq (12-5) Muftg = 1 0[MEQ +VEQ (hpier+thkftg)] Mu ftg = 1006 18 kips ft P., = 1 65 P Pu = 499 88 kips pier V = Lftg - D EquivSquarep,er=OOOft y= 1 25ft e = 9 e = 2 01 ft Eccentricity —- = 2 00ft PU 6 Equivalent Length of Pedastal (Square) Distance from face of pedastal to edge of footing Length for Partial Compression SBmax = if e >2PU 3 Wflg 1 +6 e Lftq SBmax = 2322psf Maximum Factored Soil Bearing e>Lftg PU-,0, - 6 Lftg Wftg 1 -6 e SBmin = Opsf Minimum Factored Soil Bearing SBface = if e > Lftg SBmax y - SBnimj Lftg SBface = 242 63 psf Factored Soil Bearing at Face of Pier Page 9 Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA " Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 By R Plump Chk'd Sheet No Vuface = Muface = y + (SBmax - SBface) — 2 2y / \ y— + (SBmax - SBface) — £. D Vuface = 1 60 kips Steel Provided —> Spacinggar" = 10 in —> BarDia = 875 in •~> cftg = 3 in 12 in rt 2 T BarDiaSpacingear dftg = thkftg - Cftg - 1 5 Bai^a <|>VC = <)>s 2 ./f'c •*« ^ a - ASprv j <[>Mn = 85 fr 12 in fy [dftg-|J - = 0 72 in = 1969m a = 1 06 in <|>Mn = 62 21 kip - = 0 73 kip - Bar Spacing Bar Diameter Footing Bottom Cover Shear Capacity Bending Capacity Vufa,"PFOOTING SHEAR DEMAND/CAPACITY RATIO —- = 0 06 OK <--Check FOOTING FLEXURAL DEMAND/CAPACITY RATIO <l'Mn = 001 OK <—-Check Page 10 Date 2/17/2003 >ls^~xJ>, Plump Engineering, Inc m. ^LJ" 13210 Florence Ave Wjl&tref^ Santa Fe Springs, Ca 90670 562-777-0983 FAX 562-777-9613 MUM* IHCIMIIINO INC UPV TU10H !Tl'yU3^0U2LNl.lr<tALc't:,lginoor'!na:>b"iiwarQ Beam Ott ElaStlC Description Three tank fdn(long dir) General Information Beam Span 36000ft Elastic Modulus Depth 24 00 in Subgrade Modulus Width 14400m I Gross Left End Fixity Free Beta Right End Fixity Free Load Combination DL+LL+ST Uniform Loads #1 Dead Load 3 600 k/ft Live Start X 0 000 ft End X Point Loads Dead Load Live Load #1 5800k k #2 58 QO k k #3 58 00 k k Moments Dead Load Live Load #1 k ft k ft #2 k ft k ft #3 k ft k ft Title Job # Dsgnr Date Description Scope t * I'JUIIUolUJII jj \enoicilcWW09CM J new Gatculolions |jj .,,,„ 1 3 605 0 ksi Load Factoring 28 00 pu Dead Loads 1 200 165 888 00 ni4 Live Loads 1 000 2 768 Short Term Loads 1 000 Overall Factor 1 000 Deflections Calcd using Unfactored Loads Rotations Caled using Unfactored Loads Soil Pressure Calcd using Unfactored Loads | k/ft Short Term k/ft ft I Short Term Load Location k 6000ft k 18000ft k 30000ft _ __J Short Term Load Location 337 00 k ft 6 000 ft 337 00 kft 18000ft 337 00 kft 30000ft #1 k ft #2 k ft #3 k ft Ti-sj i:fer,:^/.*iSi?A'^Hj^a/aiMi»^^x^ii»«3K*l:sSummary 1 ?;^1T?*^^T^:*~?^T?f^'r?rT^* Max Shear 74 97 k at Mm Shear 1127k at Max Moment 354 68 kft at Mm Moment -166,1 1k ft at Max Rotation 0 00068 rad at Mm Rotation 0 00000 rad at Rotations Calcd using Unfactored Loads Deflections Calcd using Unfactored Loads Soil Pressure Calcd using Unfactored Loads 17856ft 6 048 ft 29 952 ft 7 344 ft 31 680 ft 0 000 ft k ft kft kft Defla Deflb Max Defl Mm Defl MaxSP Mm SP 0 306 in 0 096 in 0 00 in at 0 27 in at 1 098 37 psf at 0 00 psf at 337 00 k ft 337 00 k ft 337 00 k ft 0 000 ft 0 000 ft 0 000 ft 0 000 ft 6 000 ft 18000ft 30000ft R a 0 00 k R b 0 00 k Ma 0 00 k ft Mb 0 00 k ft Theta a 0 00047 rad Theta b 0 00070 rad •OTICINCINIIIINB INC Plump Engineering, Inc 13210 Florence Ave Santa Fe Springs, Ca 90670 562-777-0983 FAX 562-777-9613 Title Dsgnr Description Scope Job* Date . Rev 560100 i User KWOS01611 Ver 5 6 1 25 Oct 2002 j (c)1983 2002 CNERCALC Engineering Softwarei1^ '^-j—v..:-., ••.••:...""<.•! •^..^z:...:^ • ^.^..i.'.^1;^^;-^^ Beam on Elastic Foundation Page 2 p \enercalc\02090'1 3 ecw Calculations Description Three tank fdn(long dir) Sketch & Diagram -J^Eg5A&i!.±.silsiA.; 337255 ?9 6k R AIM! i 36 ft Mmax = 354 7 h ft al 29 95 ft Mmtn - 166 1k ft at 7 34ft DITU-IX = 0 000 in at 0 OOfl from lett Dnim = 0 272 in at 0 00ft from left Vinax s 75 ok al 17 86ft Vmin- 11 3k at 6 05ft Location fft^l Location Tftl Location ffl") 337 00 k ft 696?>k 337 00 k ft 337 00 k ft .A 696^1 6960k501' 4 32 k/ft • ! : ! ! : H !• T T 11 T T \T T 11 T T T T '' •-;•-[•• — ' T T T ' I"; 1 i 1 I r T T T t t T 1 ! ! 1 T T T T 4 32 k/ft Rl = 0 000 k 3600ft Mmax = 354 68 k ft at 29 95 ft from left Mmin = 166 10 k ft at 7 34 ft from left Dmax = 0 0000 in at 0 00 ft from left Dniiii = 0 2724 in at 0 00 (I from left Vmax = 74 97k at 17 85 ft from left ( Vmm = 11 26 k at 6 04 ft from left Rr = 0 000 k hI /Y 7 o SEASILVER 2045 Corte Del Nogal Carlsbad, CA * Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 By R Plump Chk'd Sheet No TANK FOUNDATION Tank Foundation for SEASILVER 1997 UBC Seismic Zone 4 The seismic mertial force due to the weight of the foundation are relatively small and are therefore neglected The base is assumed to be located at the top of the pier The weight ofthe vessel is uniformly distributed over its height or nearly so = 1000 Ibf Operating Weight I = 1 00 Soil Profile Type SD Distance From Seismic Source > 5 0 km Z = 04 Na = 1 0 Nv = 1 0 Ca = 0 44 Na Ca = 0 44 Cv = 0 64 Nv Cv = 0 64 Operation Condition w =w H kip= 290 —ft T = w D ft t kip 4060 sec T = 0 04 sec -EU -M hickness =ii-brf i H Assuir4 '^ L J Vertical Vessel H = 20 ft D = 9 5 ft t = 25 in Page 1 Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA " Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 By R Plump Chk'd Sheet No Base Shear Nonbuildmg Structure - Other Nonbuilding Structure, R = 29 Cv ICs = secR T 25 Ca ICsmax = Csminl = 56 Ca I 1 6 Z Nv ICsmm2 =R Cs = Csmax V = Cs W Lateral Load Distribution T = 0 04 sec < 0 70 sec, then Ft = 0 0 Seismic Forces (Based on 1997 UBC) Seismic Parameters VEQ =v -> MEQ = -H V O F1 =V HCg = VEQ = 22 00 kips MEQ = 293 33 kip ft Hcg = 133ft Cs = 5 56 Csmax = 0 38 < — Controls Csminl =0 25 Csmm2 = 0 22 = 22kip Base Shear — Moment at base of vessel From Vessel output Page 2 Date 2/17/2003 SEAS1LVER 2045 Corte Del Nogal Carlsbad, CA * Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 By R Plump Chk'd Sheet No Allowable Stress Design Load Combination per UBC 97 WS = D + L + Eh/1 4 WS = 0 9 D + Eh/1 4 Eq(12-13) Eq (12-16-1) Factored Load Combination for Concrete per UBC 97 U = 1 65D + 1 OEh + 055L Eq (12-5) PROPERTIES AND DIMENSIONS Soil Properties ™> Ysoil = 100 pcf ---> SBnet = 1000 psf —> depth = 2 ft SBgross = SBnet + Ysoil depth Concrete Properties —> fc = 4000 psi —> fy = 60 ksi —> yc = 150 pcf —> <)>f = 0 9 —> (|is =0 85 Vertical Vessel Properties --* Wempty = 8 kips —> woper = 58 kips ---> BC = 96 in Nab = 6 Diaab = 1 0 in SBgross = 1200 psf r == 400ft Weight of Soil Allowable Soil Bearing Pressure Depth of Footing Below Grade Gross Soil Bearing Concrete Compressive Stress Yield Stress of Remf Bar Concrete Density Ultimate Design Factor for Bending Ultimate Design Factor for Shear Empty Weight Operating Weight Bolt Circle Number of Anchor Bolts Anchor Bolt Diameter Number of Threads per Inch Anchor Bolt Yield Strength Tensile strength of AB Bolt Circle Radius Page 3 Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA ' Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 By R Plump Chk'd Sheet No Geometry of the Foundation -> -> — > — > Lftg = 12 ft Wftg = 12 ft thkftg = 24 in cover = 0 1 in -> Dpier = 0 ft -> hpier = 0 i( p,er 8 tan --"pier Aftg = Lftg Wftg pier Apier = 000ft Aftg = 14400ft EquivSquarepier Footing Length Footing Width Footing Thickness Soil Cover over Footing Octagon Pier Dimension, Flat Height of Pier Octagon Pedestal Area Rectangular Footing Area Equivalent Length of Pedastal (Square) ANCHOR BOLTS Find Tension and Shear On Anchor BoltS Refer to Troitskys Tubular Steel Structures Theory and Design, 2nd Edition 1982 OTMab = 1 0 MEQ 7t ( 0 9743 in"Aab = 7 Diaab -- —> tc = 8 5 in —> Es = 29000 ksi Ec = 57000 yfc psi n = — OTMab = 293ftkip Aab = 0 51 Ec = 360500ksi n = 804 Overturning Moment Effective Tensile Area of Bolt Width of Base Plate Ring Modulous of Elasticity of Steel Modulous of Elasticity of Cone Ratio of Moduli Page 4 Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA ' Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 By R Plump Chk'd Sheet No > ka = 0 13 <- ix = acos(l - 2 ka) A , 36°Angle = a (271) 2 (sin(a) - a cos(a)) 1 - cos(a) a =074 Angle = 42 27 - Assumed Neutral Axis Factor • Radian of Bearing Angle of Bearing Cp = 0 97 Constant as function of k 1 + cos(a)l(n -a) cos(a) + sin(a)] Cy = 2 82 Constant as function of k I2 = 2 3 1ex) cos(a) + — sm(a) cos(a) + — (TC - a)2 2 (n - a) cos(a) + sm(a) 2 3 1a cos(a) (sm(a) cos(a)) + — a sin (a) - a cos(a) BC r I-] = 5 33ft Constant as function of k = 083ft Constant as function of k j = 0 769 Constant as function of k cos(cx) + AS = Aab Nab ASU =TT BC 1 3 2— a sm(a) cos(a) + a cos(a) sm(a) - a cos(a) As = 3 05 in ts = 001m \ OTMab - 0 99 Woper z BC fs = 27C — -f fs = 899ksiCT AS j BC 0 99 Woper + (CT fs r ts) t C r+ C n rt k = fc = 0 17ksi k = 0 1346 n fc + fs Check to see if k = ka and adjust if necessary <- z = 0 474 Constant as function of k Effective Steel Area Effective Steel Width Maximum Calculated Steel Stress Calculated Concrete Stress Real Neutral Axis Factor -Check Page 5 Date 2/17/2003 I > SEASILVER - Plump Engineering, 2045 Corte Del Nogal }* Cont No 021218 BV R P'umP Chk'd CALCULATIONS and SKETCHES Sheet No 2Ttot ~ fs r *s t sm(a) + (TT - a) cos(a)] Total Tension Load to be taken by1 + cos(a) Bo]ts Ttot= 12 31 kip Compression = Cp fc r (tc + n ts) Compression = 69 73 kips Total Compression Force 2 K nc Angle between BoltsA, = A. — 1 05 Nab (^ . ^Mm Stress at Maximum Boltfs [COS[-J + cos(fx)j fs2 = — — fs2 = 829ksi1 + cos(a) f s + fs2Tab max = Aab Tab max = 4 401<ips Maximum Bolt Tension Friction = Compression 0 55 Friction = 38 kip > V£Q = 22kip < Check then bolts carry no shear Anchor Bolt Capacities (Per 1997 UBC - Section 1923) Pss =09 Aab fut pss = 27 49 kips Design strength of AB in tension 2Ap = 1000 in Effective Projected Area of Concrete per Anchor Bolt —> ())c = 0 65 Concrete Strength Reduction Factor (|)PC = <j)c 4 ^fc psi Ap <t>Pc = 34 27kips Minimum Concrete Capacity Tallow = if(pss < <i'pc, PSS.<!>PC) Tallow = 27 49kips Governing Tension Capacity ANCHOR BOLT DEMAND/CAPACITY RATIO ab maX =016 OK < Check Callow Page 6 Date 2/17/2003 SEAS1LVER 2045 Corte Del Nogal Carlsbad, CA * Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 By R Plump Chk'd Sheet No PEDESTAL DESIGN EVALUATION Factored load combination for concrete per UBC 97 U = 1 OD + 1 OEh Eq (12-6) Pedestal Vertical Steel Vertical Reinforcement — > Nbars provided = 64 ---> Bar = 625 in DowelCirclediam = Equivsquare pier - 2 2 5 in - Mu pedestal = "u tension - + VEQ hp,er) 4 Mu pedestal 1 0 Woper Asdowel req d - Asprv'd = - Nbars provided DowelCircled(am Nbars provided tension . 2 MU pedestal = 293 klPs ft tension = -40 kips f Asprv'd = 0 31 in -Check FOUNDATION DESIGN Check Stability - allowable stress load combination WS = 0 9 D + Eh/1 4 — > Qfdn = 1 4 Strength to working stress factor OTM = [MEQ + VEQ (hpier Qfdn Ppier - Yc (Apier npier) Pftg = Yc PSOI! = Ysoil [cover (Aftg - . P = 0 9 (Woper + Ppier + Pftg + PSOI|) OTM =240 95 ft kip Ppier = 000 kips Pftg =43 20 kips Pso,l = 012 kips P = 91 19kips Overturning Moment Wt of Pier Wt of Footing Wt of Soil 90% of Total Dead Weight Page?Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA * Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 By R Plump Chk'd Sheet No Mres = P h; ^(Lftg >Wftg,Wftg, Lftg) Stability Ratio SR = Mres OTM Mres = 547 13 kip ft Moment Resisting SR = 2 27 OK < Check Check Soil Bearing - allowable stress load combination WS = D + Eh/1 4 p = (woper + ppier + pftg + psoil) P = 101 32 kips Total Dead Weight e =OTM e = 2 38ft Eccentricity SBmax -e >Lftg 2 P 1 + Lftg I Lftg Wftg ^ Lftg/^-e SBmax = 1554psf Maximum Soil Bearing SBseiS = 1 3 SBnet + YSOil (thkftg + cover) SBse,s = 1501 psf Allow Soil Bearing SOIL BEARING DEMAND / CAPACITY RATIO SB = 1 04 SAY OK<-—Check seis Page 8 Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA ' Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 By R Plump Chk'd Sheet No Footing Reinforcing Factored load combination for concrete per UBC 97 U = 1 65D + 1 OEh Eq (12-5) Mu ftg = 1 0 [MEQ + VEQ (hp,er + thkftg)] Mu ftg = 337 33 kips ft P., = 1 65 P Pu = 167 18 kips pier y = e = Wftg - EquivSquarepier=OOOft y= 1 25ft /lu ftq e = 202ft Eccentricity —^=2 00ft PU 6 Equivalent Length of Pedastal (Square) Distance from face of pedastal to edge of footing Length for Partial Compression SBmax = if e >Lftg 2 P, IAIWftg — - e Lft9Wft9 1 +6 e' SBmax = 2332 psf Maximum Factored Soil Bearing SBmm = if Lftg PU 6 ' 'Lftg Wftg ^ Lftg/ SBmin = Opsf Minimum Factored Soil Bearing = if e > Lftg SBmax y (SBmax Lftg (Lftg - SBface = 244 03 psf Factored Soil Bearing at Face of Pier Page 9 Date 2/17/2003 SEASILVER 2045 Corte Del Nogal Carlsbad, CA * Plump Engineering, Inc CALCULATIONS and SKETCHES Cont No 021218 ByR Plump Chk'd Sheet No Vuface =y + (SBmax - SBface) —Vuface =161 kips Mulm,0 - SBfaco £- i (SBmax2 Steel Provided — > SpacmgBar. = 10 in — > Bar^ia = 875 in ~"> cftg = 3 in 12 in 71 D 2T BarDiaSpacmgBar 4 = thkftg - Cftg - 1 5 BarD,a in <i'vc -•= <l's 2 Vfc PSI dftg 12 — a = ASprv (j 85 f'c 12 in (f)Mn = <{>f Asprv'd fy ft 1- Mufaco - 0 73 kip Asprvd = 072in , = 1969m kips(|A/C = 25 40 a = 1 06 in ft (j)Mn = 62 21 kip - Bar Spacing Bar Diameter Footing Bottom Cover Shear Capacity Bending Capacity VufaceFOOTING SHEAR DEMAND/CAPACITY RATIO = 0 06 OK <-Check FOOTING FLEXURAL DEMAND/CAPACITY RATIO =001 OK <--Check Page 10 Date 2/17/2003 Structural huHine-cring 13210 Florence Avenue Sinf,reSpr,ngsCA9()f,70 Plume (5fi2) 777 (W81 rix (5h2)777%n Client Title _ File _ By *? u /up£ ....Date Sheet ' 06-04-2003 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR03100 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 2045 CORTE DEL NOGAL CBAD PCR 2130610900 Lot# 0 $0 00 Construction Type NEW SEASILVER-DEF SUBMIT-REV A TANKS-SESMIC & CONNECTIONS Applicant STEVEN WICKLUND 714385-1835 Status Applied Entered By Plan Approved Issued Inspect Area ISSUED 05/19/2003 RMA 06/04/2003 06/04/2003 Owner TEYSSIER LEONARD&MONICA FAMILY TRUST 10-14-92 3200 HIGHLAND AVE #B4-2 NATIONAL CITY CA 91950 6652 05/04 '03 0002 Ol 02 .80. OC Plan Check Revision Fee Additional Fees $18000 $000 Total Fees $18000 Total Payments To Date $000 Balance Due $18000 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 othei required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATIONtt CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 1 PROJECT JNFbWWATIONr - Uti: FOR OFFICE USE ONLY PLAN CHECK NO EST VAL Plan Ck Deposit Validated By. Date Address (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor s Parcel ff Existing Use Proposed Use Description of Work 2'•;":.:.;..'cONJACt PERSON OfJTffefent from applicant) SQ FT #of Stories _,! # of Bedrooms tt of Bathrooms }— — ,ii A) f^. /"^ OfV ^~ Q i Name Address 3jT™iAPPi|lCiANt .«i[0 Contractor - ED 'Agent for Contractor;::''.Owner .. City .B'Agentfor Owner State/Zip Telephone # « Name City State/Zip •": PROPERTY OWNER Telephone ff Name Address City State/Zip Telephone tt (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct alter improve demolish or repair any structure prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law [Chapter 9 commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]) Name State License # Address License Class City State/Zip City Business License ff Telephone # Designer Name Address City State/Zip Telephone State License tt >6 ^WORKERS' coMPENSATibNl;2;!.i.;;2W-: T:, „ .J „.- ^ ••..,'^ ^ >-.- ••• •'•'.^, •• :'.. Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations n I nave and will maintain a certificate of consent to self insure for workers compensation as providi d by Section 3700 of the Labor Code for the performance of the work for which this permit is issued [3 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) F~) CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 000) In addition to the cost of compensation damages as provided for in Section 3706 of the Labor code interest and attorney s fees SIGNATURE DATE 7 OWNER BUILDER DECLARATION ""_ ' '" ;. ;" '/' :'*'' ' "*" " 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) G 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) l~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 l~l YES f~lNO 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 NO COMPLETE THIS SECTION FOR NON RESIDENT/At BUILDING PERMITS ONLY / _ :"1 '^ ..... ' *>' ;,,• . 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~] YES O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? d YES [J Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? O YES d 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 ...... ""CONSTRU'CTJON LENDING AGENCY" •i'::i;"::™:"" „ -^" "rr~" ^-" I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 30970) Civil Code) LENDER S NAME _^ _ LENDER S ADDRESS _ s :9:-. APPLICANT CERTIFiCAtiON .... _.~ '"""; ,mS'':" ^Jf V j.;u .,. I..'"" ,.- "°' '.;" ^ , IT .i.„ '"..": 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 strui tures over 3 stories in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 daysljrpm the date ofs»ch permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is mmmfiniUrlyflir a pariafa-nf 180 dSys (Sectioned? 4 4 Uniform Building Code) APPLICANT S SIGNATURE f o^lfei (/SI/ L-^—~-s'/ DATE WHITE File YELLOW Applicant PINK Finance EsGil Corporation In Partnership with government for IBuifdinff Safety DATE 6/3/03 a APPLICANT a JURIS JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 03-591 (PCR03-100) SET II PROJECT ADDRESS 2045 Corte Del Nogal PROJECT NAME I.C E Builders Inc & Sealsilver TI 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 EH 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 L~H 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 Richard Plump Telephone # In person Date contacted 6/3/03 (by CM) Fax # Mail Telephone Fax In Person REMARKS By Chuck Mendenhall Enclosures Esgil Corporation D GA D MB D EJ D PC Walk in tmsmtl dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In Partnership vntfi government for 'BuiUing Safety DATE 5/29/03 vJURI!; JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 03-591 (PCR03-100) SET I PROJECT ADDRESS 2045 Corte Del Nogal PROJECT NAME ICE Builders Inc & Sealsilver TI I | 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 I I 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 Plump Engineering 13210 rioroncc Avo , Santa Fo Springe, CA 00607 ^IM L- HATlrLLA A-JAHtr/H, CA C)2S?OS 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 Richard Plump Telephone* (562) 777-0983 (li«-)j3?5 I Date contacted sL;C/ '*$ (by t%- ) Fax # (562H77-9643 (TS ) 3?s ; Mail ^Telephone— Fax-/ In Person REMARKS By Chuck Mendenhall Enclosures Esgil Corporation D GA D MB D EJ D PC 5/20/03 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 *• (858)560-1468 + Fax (858) 560-1576 Carlsbad O3-591 (PCR03-100) 5/29/O3 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 The plans submitted as a revision to the original approved plans are for the tanks and tank supports These were not a part of the original plan approval The following applies to the tanks 1 Each sheet of the tank plans by Walker must be signed and sealed by the engineer assuming design responsibility 2 The original plans for the tank foundations and anchor bolt support were designed for %" HILTI bolts The design of the tanks requires the anchor bolts to be 7/8" bolts Revise the foundation del ails to be consistent with the tank design It appears that the base plates are intended to have 7/8" bolts The details show the base plate bolt holes to be 1" 3 Specify on the plans the required embedment of the HILTI bolts See details 1 & 2 on sheet S1 of the revised plans END OF PLAN REVIEW 06/04/2003 09 49 7143B51834 PEI PAGE 03 06/OV03 TUF 17 42 FAX 562 92B 4450 APV DAIRY SECTOR JUN-Q3-20D3 TUE 02J17 PM CITY OF CflRSLBAD FAX NO 7606028558 P, 03 Igjocu SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: £*fa£_tB* OWNER'S NAME:, I, as the owner, or agent of the owner (contractors may Bffl employ the special inspector), certify (hat I. or the architect/engineer of record* will bo responsible for employing the special inspector(B) as required by the Uniform Building Code (UBC) Section 1701.1 for the construction project^qc^ed at the site listed above UBC Section 106 3 5. Signed ^ as the program as above ityct/engmeer of record, certify that I have prepared the following special inspection uired by UBC Section 106 3.5 for the construction project located at the site listed Signature required D D Q D D requiring tpecial inspection: ScklB Compliance Prior to Poundatioh Inapeetieti Structural Concrete over 2500 PSI Pree&essed Concrete StruetonU Masonry Designer Specified D D Field Welding High Strength Bolting Expaasian/Bpoxy Anchors Spntyed-Qn Fueproofbg Other Name(s) of individlual(a) or firm(s) responsible for the special inspection lute<rabovb: A. B. C Dutjes of ihe Bpeclal inspectors for the work listed above; Sfvcisl laspetsfon otuiH cheek m wltfc *• City anej praent Ihn* credenilali for apprpvvl EJflUS tagfenng work nn the job nee Carlsbad 03-591 (PCR03-1OO) 5/29/O3 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad 1OO) PLAN CHECK NO 03-591 (PCR03- DATE 5/29/03PREPARED BY Chuck Mendenhall BUILDING ADDRESS 2045 Corte Del Nogal BUILDING OCCUPANCY Fl TYPE OF CONSTRUCTION Unknown BUILDING PORTION Tl Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 5130 cb Rlrln Pprmif FPP hv Orrlin^nrp 1 ^ Valuation Multiplier Hrly By Ordinance Reg Mod VALUE ($) Plan Check Fee by Ordinance $18000 Type of Review D Complete Review I] Repetitive Fee! ^ Repeats D \~j}- Other Hourly 1 5 D Structural Only Hours * Esgil Plan Review Fee $14400 * Based on hourly rate Comments Sheet 1 of 1 macvalue doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB >» ADDRESS DATE RESIDENTIAL RESIDENTIAL ADDITION MINOR «$10,000.00) TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER <~ PLANNER DATE ENGINEER DATE DocsVMisforms/planning Engineering Approvals 05/04/2003 09 49 7143851834 PET „.„-rAGE 04 Structural Engineering Cl'ant SEASILVER 13210 Florence Avenue Title TANK INSTALLATION Santa Fe Springs CA 90670 F]lc 020904.10 Date 6-4-03 __ BlUBC^ Phone (562) 777-0983 " ' " " ~" ffSTiiiBiiiHiiHoWr Fax (562)777-9613 By SBW sheet STRUCTURAL DBSERVATIDN 1. STRUCTURAL OBSERVATION BY THE ENGINEER/ARCHITECT SHALL BE PERFORMED A STATEMENT IN WRITING SHALL BE GIVEN TO THE BUILDING DFFICAL STATING THAT THE SITE VISITS HAVE BEEN MADE AND WHETHER OR OR NOT ANY DESERVED DEFICIENCIES HAVE BEEN CORRECTED TD CONFORM TO THE APPROVED PLANS AND SPECIFICATIONS OWNER'S RESPONSIBILITY 1 IT IS THE OWNER'S RESPONSIBILITY TO RETAIN QUALIFIED LICENCED DEPUTY INSPECTORS TO INSPECT THE WORK AS SPECIFIED IN THESE PLANS AND TO PROVIDE WRITTEN REPORTS TO THE OWNER, ARCHITECT AND ENGINEER DOCUMENTING APPROVAL OR REJECTION DF SUCH WORK, WE WOULD RECOMMEND THAT THE OWNER RETAIN ONE OF THE FOLLOWING THREE TESTING LABORATORIES TD COMPLETE THIS WORK) 1,1 LOS ANGELES TESTING LABS 7950 GARFIELD AVENUE BELL GARDENS, CA 90201 PHONE # (310) 927-2616 CONTACT1 AL LISECKAS 12 SANDY PRINGLE 8, ASSOCIATES P,0, BOX 840 HERMDSA BEACH, CA 90254-0840 PHONE ft (800) 598-1970 CDNTACTi SANDY PRINGLE 13 SMITH-EMERY 781 EAST WASHINGTON BOULEVARD LOS ANGELES, CA 90021 PHONE ft (213) 749-3411 CONTACT MAXINE ESTRADA CONTRACTOR'S RESPONSIBILITY 1 IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE ALL REQUIRED INSPECTIONS WITH THE DEPUTY INSPECTOR RETAINED BY THE OWNER, CITY INPSECTORS AND BY THE ENGINEER DF RECORD OR ANOTHER LICENSED ENGINEER TD CONTRACTOR SHALL NOTIFY THE INSPECTOR OR ENGINEER PRIOR TO ANY SCHEDULED INSPECTION OR OBSERVATION PROVIDING A REASONABLE AMOUNT DF TIME FDR THE INSPECTOR OR ENGINEER TD MAKE THE NECESSARY ARRANGEMENTS •noPIUMP E*eiNUtmg INC Client: STRUCTURAL CALCULATIONS APV Project:SEASILVER Location:2045 CORTE DEL NOGAL, CARLSBAD, CA Building Code: 2001 CBC Plump File No: 020904.10 By: R.P. Date: May 16, 2003 Revisions: These calculations not valid unless signed and sealed in space above 13210 Florence Avenue Santa Fe Springs, CA 90670 (562) 777-0983 Fax (562) 777-9613 iik lingmceis in Sit iic-jin i| 112 10 I loiincc. AVUIII S ml i I'L Springs CA y !''i°nc (s<<2) "77 09S1 INC Fix (5«)77796H Client Tille _ S_ File _^ By Date . {j Sheet ^ 2045 Corte Del Nogal, Carlsbad, CA 92009-1411 02002 Navigation TecKnglop«s02003 Yahoo * he F1UMP !K3iHI!ll>; INC CniiMillni}, LII^IIILLIS in Si met LIT ilHngmccrink M2IO Florence AVCIHK. S inn Fc Springs CA 90670 Hhonc (562) 777 0983 F--IX (562) 777 9613 Client Title File By _... Date Sheet A* Active Fault Near-Source Zones This map is intended to be used in conjunction with the 1997 Uniform Building Code, Tables 16-S and 16-T inopiuiir mulling me 112101 lori-iRL AVLIUH, Santa I'e Springs CA 90670 Phone (562) 777 0983 Fax (562) 777 9613 Client Title File By _ AiV /O Date Sheet >(E) FOOTING REF PERMIT^ CB030591 ] (N) TANK 1 100 & 1200 REF DWG NO SPG-37287 (N) TANK 1300 - 1500 REF DWG NO SPG-37289 SEE DETAIL 1 (E) FOOTING / REF PERMIT —/ j CB030591 X (N) - TK 2200 11 500# - (N) TK 2100 1 1 500# (N) TANK 2100 <k 2200 REF DWG NO SPG-37284 SEE DETAIL , 2 (E) FOOTING REF PERMIT# CB030591 O (N) TK 3100 & 3600 REF DWO NO SPG-37285 & SPG-37285-4-D SEE DETAIL O •MflY-16-2003 16 19 UJPILKER STflTIONfiRY PRODUCT 16085523178 P 02/02 Codeware, Inc. 8482 South Tamiami Trail Sarasota, FL 34238 11221 Richmond Avenue Suite C-103 Houston, TX 77082 Phone 281-497-5705 t <r tlft (itm r»i\i Vessel rJo- SPG-37287, Customer APV / Seasilver Designer* Todd Peterson Date. April 24,2003 & SPG-37289 You can edit this page by selecting Cover J*age settings * m the rspaii menu TOTflL P 02 MflY-15-2003 03 31 UlflLKER STflTIONflRY PRODUCT 16085623178 P 02/29 Seismic Code (1-1) Seismic Code Method of seismic analysis UBC 1997 ground sopported Seismic Zone 4 Seismic Zone Factor (1 able 161) / - 0 4000 R Factor (Table 16-P) R=22000 Soil profile (Table 16-Q) SD Importance Factor I = 1 0000 Near Source Factor (Table 16-S) Na = 1 0000 Near Source Factor (Table 16-T) Nv = 1 0000 Vertical Accelerations Considered Yes Force Multiplier = 0 3333 Minimum Weight Multiplier = 0 2000 Vessel Characteristics Vessel height 13 0638 ft Vessel Weight Operating, Corroded -45739 132$ Ib ' Empty, Corroded 4073 2766 Ib Fundamental Period , T Operating, Corroded 0 0488 sec (f - 20 4776 Hz) Empty, Corroikd 0 0140 s«c (f = 71 2872 Hz) Period of Vibration Calculation The fundamental period of vibration T (above) is calculated using the Rayleigh method of approximation T = 2 * PI * Sqr( {Sum(W, * y,2)} / {g * Sum(W, * y,)}) where W, is the weight ol the i* lumped mass and y, is its deflection when the system is treated as a cantilever beam Seismic Shear Reports Operating, Corroded Empty jCorroded BaseJ5hwu_Cala»lauons Seismic Shear Report Operating, Corroded Component r&D Head #1 Cylinder* I (lop) UBS**] Cylinder*/! (bottom) Welded Cover # I Elevation of bottom above base (In) 14000 1200 000 1200 1131 Elastic modulus E <10« psi) 273 273 290 273 273 Inertia I (ft<) * 32327 00021 32327 64897 Seismic shear at Bottom (11)0 1*543 9,972 68 1006261 S750 7438 Bending Momeut at Bottom (Ibf-ft) 13541 67 368 84 77421 34 889 215 SEASILVER 5/15/2003 IW-15-2003 08 31 UflLKER STfiTIONflRY PRODUCT 16085623178 P 03/29 Seismic Code (1-2) I *Moment of Inertu I varies over the length of the component Seismic Shear Report. Empty, Corroded Component F&DHeadfll Cylindei #1 (top) Lcgsttl Cylinder #1 (bottom) Welded Cover #1 Elevation of bottom above base (in) 14000 1200 000 1200 1131 Elastic modulus. E (10* pit) 283 283 290 283 283 Inertia I (fH) * 32327 00021 3.2327 64897 Seismic sheirat Bottom (IbQ 254 89 78,9 84 896 12 10293 10224 Bending Moment at Bottom (Ibf-ft) 186 13 6 507 90 7,390 85 11 SO 295 'Moment of Inertu I varies over the length of the component Base Shear Calculations Empty, Conoded Base Shear Calculations. Operating, Corroded Rigid structure per 1 634 3 p2-2 1 , since period of vibration = 0 0488 < 0 06 V = 070*Ca*I*W/l40-070*0 4400 * 1 0000 * 45739 1328 / 1 4 = 10062 6094 Ib Base Shear Calculations' Empty, Corroded Rigid structure per 1 634 3 p2-21 smtc period ot vibration = 0 0140 < 0 06 V = 0 70 * Ca * 1 * W / 1 40 - t> 70 * 0 4100 • 1 0000 * 4073 2766 / 1 4 - 8% 1208 Ib SEASILVER 5/15/2003 MflY-15-2003 08 31 WftLKER STflTIONflRY PRODUCT 16085623178 P 04/29 Legs #1(2-1) Legsfll Leg material Leg dcscnption Number of legs Overall length Base to girth seam length Pad length Pad width Pad thickness Bolt circle Anchor bolt size Anchor bolt material Anchor bolts/leg Anchor bolt allowable stress Anchor bolt corrosion allowance Anchor bolt hole clearance Base plate width Base plate length Base plate thickness Base plate allowable stress Foundation allowable bearing stress User defined leg eccentricity Effective length coefficient Coefficient Leg yield stress Leg da-'tie modulus Leg to pad fillet weld Pad to shell fillet weld 4 inch sch 40 pipe N= 6 190000m 120000m 160000m 240000m 01350m 1002700m 0 875 inch scnes 8 threaded 1 $b= 20,000 psi 00000 in 10000m 6 0000 m 60000m 0 5000 in (0 2003 in required) 24,000 psi 750 psi 00000 in K.= 12 ^- 085 Ty= 36 000 psi E-29,000,000 psi 0 5000 in (01650 in required) 0 1350 in (00.29.8 in required) SEASILVER 5/15/2003 MflY-15-2003 08 32 URLKER STfiTIONflRY PRODUCT 160S5623178 P 05/29 Legs #1 (2-2) Loading Weight opcratlnp, corroded Moment = OOlb-ft Force attack angle ° 0 Leg position ° 0 60 120 180 240 300 Axial end load lbf 76232 76232 /62J2 76232 7,623 2 76232 Shear resisted lbf 00 00 00 00 00 00 Axialfapsi 2405 2405 2405 240S 2,405 2,405 Bending »bx psi 0 0 0 0 0 0 Bending fby psi 0 0 0 0 0 0 Ratio HM 01136 01136 0 1136 01136 01136 01136 Ratio HM 01113 01113 01113 01113 01U3 01113 SEASILVER MflY-15-2003 08 32 UflLKER STflTIONflRY PRODUCT 16085623178 P 06/29 Legs #1 (2-3) Loading Weight empty curroded Moment = OOlb-ft Force attack angle ° 0 UEposition ° 0 60 120 180 240 300 Axial end load \t>f 6789 6789 6789 6789 6789 6789 Shear resisted ll)f 00 00 00 00 00 00 Axial fa psi 214 214 214 214 214 214 Bending fbx psi 0 0 0 0 0 0 Bending fby psi 0 0 0 0 0 0 Ratio HM 00101 00101 00101 00101 00101 00101 Ratio HI-Z 00099 00099 00099 00099 00099 00099 SEASILVER 5/15/2003 MflY-15-2003 08 32 UflLKER STflTIONfiRY PRODUCT 16085623178 P 07/29 Legs #1 (2-4) Loading Governing Condition Seismic operating corroded Moment = <7,WOIbft Force attack angle ° 0 Leg position " 0 60 120 180 240 300 Axial end load (1) lbf 4 1565 41565 140861 140861 IfLQSjLl 4,1565 Shear resisted lbf 1,677 1 1,6771 1,677 1 16771 1.677 1 1,677 1 Axial 'a ps. 1 311 1,311 4444 4,444 4.444 1,311 Bending fbx psi 6333 3 167 3 167 6333 1162 3,167 Bending fby psi 0 5485 5485 0 i481 5,485 Ratio HW 02220 02859 04000 03361 0.4000 0.2859 Ratio Hi-2 02517 03268 04383 03633 0-4181 03268 (1) Axial end load includes consideration of seismic vertical acceleration SEASILVER 5/15/2003 MflY-15-2003 08 32 WflLKER STflTIQNflRY PRODUCT 16085623178 P 08/29 Legs #1(2-5) Loading ielsmic empty corroded Moment = M% 4 Ib-ft Force attack anglt ° 0 Leg position ° 0 60 120 180 240 300 Axial ttud load (1) lbf 3093 3093 U669 1,2669 1,266 9 3093 Shear resisted lbf 1494 1494 1494 1494 1494 1494 Axial f« psi 98 98 400 400 400 98 Bending tbK psi 564 282 2»2 S64 282 282 Bending ibrP*I 0 488 488 0 488 488 Ratio HM 00191 00247 00357 00300 00357 00247 Ratio Hl-2 00217 00284 00392 00325 00392 00284 (1) Axial end load includes consideration of seismic vertical acceleration Note Formulae are taken from the AISC manual ninth edition P| = W,/N + 48*M,/(N*D) + VV/N = 45,606 291 6 + 48*67 359 95/( 6*108 54) + 9,121 259/ 6 = 14,086.0600 Ib Allowable axial corapressive stress, F4 (AISC chapter E) - Sqjt2*Ji2*29,000,000/36 000 00) =* 126 0993 K*l/r= 1 2*12 135/1 510218 = 964232 Fa - 1 3 » (1 - (Kl/r)2/(2*Cc2))*Fy / (5/3 + 3*(KJ/r)/(8*CcHKl/r)3/(8*C(;3)) = 1 3 * (1 - (9 64232)2/(2*]26 09932))*36,000 00 / (5/3 + 3*(9 64232y(g*l26 0993)-(9 64232)3/(8*126 0993^)) = 27 525 26 psi Allowable axial compression and bending (AISC chapter H) F'ex=l3*12*n2*E/(23*(KJ/r)2) - 1 3*I2*7t2*29 000,000/(23*(9 64232)2) = 2,088,005 psi 2*7i2*29 000 000/(23*(9 64232)2) - 2 088.005 psi Fb=13*066»Fy = 3088800pbi Compressive axial fa=Pl/A = 14,08606/3 17 = 1443552 psi Bending stresses fbx - *• 1,677 101*Cos(60)*12 135/(7 23/225) I 1 4,086 06*0/(7 23/2 25) = 3,lJ56747psi fby- F*Sm(a)*y(ly/Cy) SEASILVER MRY-15-2003 08 32 URLKER STflTIONftRY PRODUCT 16085623178 P 09/29 = 1,677 101*Sm(60)*12 135/(7 23/2 25) = 5 454562 psi A1SC equation HI.! H| i -fa/Fa+WVtfl - fa/F'^FtJ + Cmy'tby/Kl - fa/Fey)*rby) = 4,443 552/27,525 26 + 0 85*3 166 747/((l -4,443 552/2,088 005)*30,888 00) + 0 85*5,484 967/((l -4,443 552/2,088,005) +30 888 00) -0400Q27J ATSC equation HI 3 HI 2 = W 6*1 3*Fy) + fbx/hbx + fby/Fby = 4 443 552/(0 6*1 3*36,000 00) + 3,166 747/30 888 00 H 5,484 967/30,888 00 = 041S3_45J 6, 4 inch sch 40 pipe legs are adequate Anchor bolts - Seismic empty corroded condition governs Tensile loading per leg ( 1 bolt per leg) R = 48*M/(N*BC)-W/N = 48*7 390 846/(6* 100 27) - 4 073 277/6 = -89 20389 lbf There is no net overturning moment (R is negative) 0 875 inth suits 8 threaded bolts arc satisfactory Check the leg to vessel fillet weld, Bednar 10 3, Seismic operating corroded governs NoU. continuous welding is assumed for all support leg fillu welds Zw = (2*b*d + d2)/3 = (2*4 5*6 865 + 6 8652)/3 = 36 30441 Jw = 0i H 2*d)3/12 - d2*(b + d)2/(b + 2*d) = (45 + 2*6 865)3/12 (, 8652*(4 5 + 6 865)2/(4 5 + 2*6 865) = 1709561 - 6 8652/(4 5 + 2*6 865) 2 585202 Governing weld load fx = Cos(120)*l 677 101 = -838 5508 lbf Governing weld load fy =• Sm( 120)* 1,677 101 = 1,452 412 lbf fl = Pj/Lweld = 14,08606/1823 = 772 6857 lbj/ui (V,. direa shear) ty ty*Liag*0 3*b/Jw - 1,452 412»12 135*05*45/1709561 = 23 1 9678 Ibj/m ( VL torsion shear) tj = f/Lwe|d = 1,452412/1823 = 79671551bP'in(Vcd.rertslie.ir) SEASILVER 5/15/2003 MftY-15-2003 08 32 UIRLKER STATIQNflRY PRODUCT 16085623178 P 10/29 Legs #1 (2-7) 1 452412*12 135*2585202/1709561 266 526 Ibf'in (V0 torsion shear) s = fx*L|eg/Zw -8385508*12135/3630441 -280 2914 Ibj/m (ML benduig) -8385508/1823 -45 9984 Ibf/m (Direct outward radial show) f = Sqr((f, + f2)2 + (fj + f4)2 + (f5 + = Sqr((772 6857 + 231 9678)2 + (79 67155 -t 266 526)2 + (-280 2914 + -45 9984)-') = 1 , 1 1 1 596 lb(/m (ResulUint bhear load) Required leg to vessel fillet weld leg size (welded both sides + top) tw=f/(0 707*0 49*Sa) = 1,1 11 596 / (0707*0 49*19,450 00) = 0 1650 m The 0 5000 in teg to vessel attachment fillet wdd size is adequate Check the pad to vessel fillet weld, Bednur 103, Seismic operating corroded governs 24*16+162/3 469 =*(24+l6)3/6 -10,66667 fj = 14,08606/80 = 176 0758 ibf/m (Vt direct shear) 12= ty*L)(;g*0 5*b/Jw = 1,452412*12 135*05*24/1066667 = 19 82815 Ibf/m (VLtorsioD shear) fj ty/Lwcld = 1452412/80 = 18 15516 lb(/m (Vc direct bhrar) t4 = ty*L,e!,*05*d/Jw = 1,452412*12 135*0 5*16/10 666 67 = 13 2 1 877 Ibf/m (Vc torsion shear) -838 5508*12135/469 3333 -21 6R142 lb(/m (ML bending) = -838 5508/80 = 10 48 1 88 \bftm (Direct outward radial sheai) t - Sqr((r, + f2)2 + (f3 + f4)2 i- (15 + f6)2) SEAS1LVER 5/15/2003 MflY-15-2003 08 32 UlflLKER STfiTIONflRY PRODUCT 1S085623178 P 11/29 Legs #1 (2-8) -Sqr(( 176 0758 + I982815)2 + (18 15516+ 13 21877)2* (-21 68142+ -10 48188)2) - 200 9904 Itym (Resultant shear load) Required pad to vessel fillet weld leg size (welded all around the pad edge) lw = f/(0 707*0 49*8,,) = 200 9904 / (0 707*0 49* 19 450 00) = QAQ2SS in 0 1350 in pad to vessel attachment fillet weld size is adequate Base plate thickness check, AISC 3-106 tp-P/(B*N) = 15,324 85/(6*6) = 425 6904 psi tb=(N-(d-tL)/2*Sqr(3*fp/Sb) =(6 - (4 5 - tL)/2*Sqr(3*425 6904/24,000 00) = 112001 m The base plate thickness is adequate Check the leg to vessel attachment stresses, WRC-107 (Seismic operating corroded governs)1 SEASILVER MftY-15-2003 08 33 WflLKER STflTlONflRY PRODUCT 16085623178 P 12/29 Legs #1 (2-9) Applied Loads Radialload. P,* -1,677 10Ibf Circumferential moment Mc= OOOm-lbf Circumferential shear Vc = o 00 Ibf Longitudinal moment ML - 20,351 63 In-lb/ Longitudinal shear VL = 415646% Torsion moment M, = () 00 in-lbf Internal pressure P- 4636psi Mean shell radius Rm - 54 0675 in Loul shell thickness t = 01350m Shell yield stress Sy = 23,600 00 psi Maximum stresses due to the applied loads at the pad edge (includes pressure! Rm/t=4005 WRC-W7 Ra/t > 300 (ratio not covered by WRC-107; RJt = 300 used) (at pad edge) C1 = 120000,C2=126992in i Local circumferential pressure stress = P*R,/t = 1,855 00 psi Local longitudinal pressure stress = P*R,/2t = 928 psi Maximum combined stress (P(+Pj,) - 13,354 00 psi Allowable tonibmcd stress (l^+fj = +-3*S +-i>8 350 00 psi Note The allowable combined stress (l\+Pb) is> based on the strain hardening character)sues of this material The maximum combined stress (PL+Ph) is within allowable limits Maximum local primary membrane stress (PL) = 8,727 00 psi Allowable local primary membrane (PL) = +-1 5*S= I--29.175 00 psi The maximum local primary membrane stress (PL) is within allowable limits SEASILVER s/W9nm MflY-15-2003 08 33 UflLKER STATIONARY PRODUCT 16085623178 P 13/29 Legs #1(2-10) Stresses at the pad edge per WRC Bulletin 107 Figure 3C* 4C* 1C 2C-1 3A* 1A 3B* IB 1 value 47636 194229 00550 00058 5E052 00440 114390 00055 f* 02364 02117 02263 02263 0.2262 02239 02J05 02103 Pressure strew* Total circumferential stress Primary membrane circumferential stress* 3C* 4C* 1C I 2C 4A* 2A 4B« 28-1 49748 189SI7 00164 00327 22 9529 00163 48158 00097 02317 02364 02325 02325 02262 02334 0 2305 02206 Pressure stress* Total lonyludmsl stress Primary membrane longitudinal stress* Shear from MI Clrc shear from V( Long shear from V| Total bliear stnss Combined stress (Pt+P.) A* 0 4463 0 3,202 0 0 2409 3241 1855 3870 3909 1,143 0 9055 0 0 0 -1 160 5449 928 4,517 911 0 0 0 0 4,517 A) 0 4463 0 3,202 0 0 2,409 3.241 1,855 3948 3,909 1,143 0 -9055 0 0 0 1 160 5449 928 2695 911 0 0 0 0 6643 »u 0 4,463 0 3,202 0 0 2409 3241 1,855 15.170 8,727 1,143 0 9055 0 0 0 1,160 5.449 928 17.735 3231 0 0 0 0 17735 Bl 0 4,463 0 3,202 0 0 2409 3241 I 855 2.284 8727 1.143 0 -9055 0 0 0 1,160 5449 928 11,273 3231 0 0 0 0 13,557 C» 1095 0 30J67 0 0 0 0 0 1855 33317 2950 0 4,361 0 18055 0 0 0 0 928 23344 5,289 0 0 606 -606 33,354 Cl 1095 0 30,367 0 0 0 0 0 1,855 27.417 2950 0 4361 0 -18055 0 0 0 0 928 12.766 5,289 f) 0 606 -606 27,442 »«, 1095 0 3Q,3(i7 0 0 0 0 0 1 855 33317 2950 0 4361 3 IS 055 0 I) 0 0 928 23344 5,289 0 0 606 606 33,354 Dl 1095 0 -30 367 0 0 0 0 0 1,855 27,417 2950 0 4361 0 18055 0 0 0 0 928 12,766 5,289 0 0 606 606 27,442 Note * denote* prvmary stress Maximum stresses due to the applied loads at the leg edge (includes pressure) IVt=20025 C| = 2 2500 C2 - 5 4488 ,n Local circumferential pressure stiess - P*R,/t = 1,855 00 psi SEASILVER MflY-15-2003 08 33 UlflLKER STflTIONflRY PRODUCT 16085623178 P 14/29 Legs#l (2-11) Local longitudinal pressure stress = P*R,/2t = 928 psi Maximum combined stress (P,+Pb) = 39,418 00 psi Allowable combined stress (PL+Pb) - +-3*S = (--58,350 00 psi Note The allowable combined stress (PL+Pb) is btoed on the strain hardening characteristics of this material The maximum combined stress (PL+Pb) >s within allowable limits Maximum local pnmiuy membrane stress (PL) - 10,855 00 psi Allowable local primary membrane (PJ = + 1 5*S = +-29,175 00 psi The maximum local primary membrane stress (PL) is within allowable limits SEASILVER MftY-15-2003 08 33 UflLKER STflTIONflRY PRODUCT 16085623178 P 15/29 Legs #1(2-12) Stresses at the leg edge per WRC Bulletin 107 Figure 3C* 4C* 1C 2C I 3A* 1A IB* IB 1 value 1X5179 302103 01027 00/07 68352 00886 21 8405 00372 P 00891 00749 00587 00587 00359 00584 00750 00613 Pressure stress1 Total circumferential stress Primary membrane circumferential stress* 3C* 4C* 1C 1 2C 4A* 2A 4B* 2B1 21 4547 28 4093 00901 00503 y<W4 00453 76697 00444 00749 00891 00774 00774 o oiiY 00692 00750 00741 Pressure stress* Total longitudinal stress Primary membrane longitudinal stress* Shear from M, Ore shear from Vc Long shear from VL Total Sheur stre^ Combined stress (Pt+PJ Au 0 3471 0 9759 0 0 i529 -18804 1.855 -9,248 203 2,465 0 12437 0 0 0 3423 18,558 928 6151 30 0 0 0 0 9,248 A| 0 3471 0 9,759 0 0 5,529 18,804 1852 8,842 203 2,465 0 -12437 0 0 0 -3423 18558 928 6091 -30 0 0 0 0 8842 B« 0 3471 0 9759 0 0 5529 18804 1855 39,418 10855 2465 0 12437 0 0 0 3423 18558 928 37811 6816 0 0 0 0 39,418 B! 0 3471 0 9759 0 0 5529 -IS 804 1855 17708 10855 2465 0 12437 0 0 0 3,423 18,558 928 24,179 6816 0 0 0 0 24 179 cu 2127 0 14176 0 0 0 0 0 1855 18 158 3,9«2 0 3,264 0 6943 0 0 0 0 928 11,135 4192 0 (1 706 706 18,228 Q 2127 L_ ° 14,176 0 0 0 0 0 1,855 10,194 3982 0 3264 0 6943 0 0 0 0 928 -2,751 4.192 0 0 70S 706 10,260 »u 2127 0 14.176 0 0 0 0 0 1,855 18158 3,982 0 3264 0 0943 0 0 0 0 928 11.135 4192 0 0 706 706 18.2V8 DI 2 127 0 i 14 176 0 0 0 0 0 1855 -10,194 3,982 0 3264 0 6943 0 0 0 0 928 2,751 4,192 0 0 706 706 -10,260 Note * denotes primary stress SEASILVER 5/15/2003 MflY-16-2003 16 05 WflLKER STfiTIDNfiRY PRODUCT 16085623178 P 02/16 Codeware, Inc. 8482 South Tamiaim Trail Sarasota, FL 34238 11221 Richmond Avenue Suite C-103 Houston, TX 77082 Phone 281-497-5705 ILL17000 171 OOfT»n Tan) 11ZB[BOS) COMPRESS Pressure Vessel Design Calculations Vessel No SPG-37285 & SPG-372S6 Customer APV / Seasilver Designer Fodd Peterson Date Apnl 24,2003 You can edit this page by selec .,, in the report menu Comp 1 4/24/2003 MflY-15-2003 08 33 WfiLKER STfiTIONfiRY PRODUCT 16085623178 P 16/29 Seismic Code (1-1) Seismic Code Method of seismic analysis UBC 1997 ground supported Swsmic Zone 4 Susmic Zone Factor (Table 16-1) Z = 0 4000 R Factor (Table Ifc-P) R = 22000 Soil profile (fable 16-Q) SD Importance Factor 1 = 1 0000 Near Source Factor (Table 16 S) Na = 1 0000 Near Source Factor (1 able 16-T) Nv = I 0000 Vertical Accelerations Considered Yes Force Multiplier = 0 3333 M mimum Weight Multiplier = 0 2000 Vessel Characteristics Vewel height 15 3302 ft Vessel Weight Operating, Corroded 49662 0938 Ib ' Empty, Corroded 4238 3140 Ib Fundamental Period , T Operating, Corroded 0 0543 sec (t = 18 4227 Hz) Empty Corroded 0 0149 sec (t = 67 0686 Hz) Period of Vibration Calculation The fundamental pencil of vibution T (above) Is. calculated using tho Rayleigh meLhod of approximation T = 2 * PI * Sqr( {Sum(W, * y,2 )} / {g * Sura(W, * y,)}), where W, is the weight of the 1th lumped mass, and y, is it? deflection when the system is treated as a Cantilever beam Seismic Shear Reports Operating _Conatkd Empty Corroded Bflse_ShcarXakulations Seismic Shear Report Operating, Corroded Component H&UHuidffl Cylinder #1 (top) Ugs* I Cylinder tfl (bottom) Welded Covei #\ Elevation of bottom above base (in) 16800 1200 000 1200 l\ 25 Elastic modulus £ (10«psi) in 273 290 273 273 Inertia I (ft4) * 27239 00021 27239 54(595 Sclsmli. shear at Bottom (IbJ) 16 158 10 85J 82 10 92'! 66 7080 6095 Bending Moment al Bottum (Ibf ft) 114K6 90 067 84 100 9i5 06 741 192 SEASILVER 5/15/2003 MflY-15-2003 08 34 UflLKER STflTIONfiRY PRODUCT 16085623178 P 17/29 Seismic Code (1-2) I *Moinem of Inertia 1 vanes over the length of the component Seismic Shear Report, Empty, Corroded Component F&DlIeadtfl Cylinder til (lop) Ugsffl Cylmdci #1 (bottom) Welded Cover ttl Elevation of bottom above base (in) 16800 1200 000 1200 11 23 Elastic modulus E (10* p«i) 283 283 290 283 283 Inertia I (ft<) * 27239 00021 27239 54695 Seismic slieor at Bottom (Ibf) 22847 344 96 <«2 43 8465 8409 Bending Mpment lit Bottom (Ibf-ft) 15848 8,239 « 916127 968 265 *Moment of Inertia I vanes over the length of the component Base Shear Calculations Operating, Corroded Base Shear Calculations, Operating, Corroded Rigid structure per 1634 3 p2-21 since period of vibration = 0 0543 < 0 06 V = 0 70 * Ca * I * W / 140 - 0 70 * 0 4400 * I 0000 * 49662 0938 / 1 4 = 1 0925 6602 Ib Base Shear Calculations Empty, Corroded Rigid structure per 1634 3, p2-21, since period of vibration = 0 0149 < 0 06 V =- 0 70 * Ci * 1 * W / 1 40 = 0 70 * 0 4400 * 1 0000 * 4238 3 140 / 1 4 = 932 429 1 Ib SEASILVER 5/15/2003 IW-15-2003 08 34 UflLKER STflTIONflRY PRODUCT 16085623178 P 18/29 Legs #1(2-1) Leg material Leg description Number ot legs Overall length Base to girth seam length Pad lengtli Pad Width Pad thickness Bolt circle Anchor bolt sue Anchor bolt matenal Anchor bolfc/leg Anchor bolt allowable stress Anchor bolt corrosion allowance Anchor bolt hole Clearance Base plate width Base plate length Base plate thickness Ba*.e plate allowable, stress Foundation allowable bearing stress User defined leg eccentricity Effective length coefficient Coefficient Leg yield stress Let clastic modulus Leg to pad fillet weld Pad to shell fillet weld Legs#l 4 inch sch 40 pipe N" 6 19 0000 In 120000m 160000m 240000m 01350m 1002700m 0 875 inch scncs 8 threaded 1 Sb= 20,000 psi 00000 in 1 0000 in 6 0000 in 60000m 0 5000 in (0.2171 m required) 24,000 psi 750 psi 00000m K= 12 Cm = 0 85 Fy= 36,000 psi E = 29,000,000 psi 0 5000m (0 1913 in required) 0 1350 m (0 0354 in required) SEASILVER 5/1 MflY-15-2003 08 34 WflLKER STflTIONRRY PRODUCT 16085623178 P 19/29 Legs #1 (2-2) Loading Weight operating corroded Moment - OOlb-ft Force attack angle ° 0 Leg position ° 0 60 120 180 240 300 Axial end load Ibf 82770 82770 8,2770 8,2770 82770 82770 Shear resisted lb, 00 00 00 00 00 00 Axial '•psl 2611 2611 2611 2,611 2611 2611 Beading fbx psf 0 0 0 0 0 0 Bending fbypsi 0 0 0 0 0 0 Ratio HI-I 01233 01233 01233 01233 01233 01233 Ratio Hl.2 01209 0 1209 01209 01209 0 1209 01209 SEASILVER 5/15/2003 MflY-15-2003 08 34 UflLKER STRTIONflRY PRODUCT 16085623178 P 20/29 Legs #1 (2-3) Loading Weight empty corroded Moment = 0 0 Ib-fl Force attack angle ° 0 Leg position ° 0 60 120 180 240 300 A.xlal end load lbf 7064 7064 7064 7064 7064 7064 Shear resisted lbf 00 00 00 00 00 00 Axial fa psi 223 223 223 223 223 223 Bending fbx psi 0 0 0 0 0 0 Bending *bypsi 0 0 0 D 0 0 Ratio HM 00 105 oo tos 00105 00105 00105 00105 Ratio HI.J 00103 00103 00103 00103 00103 00103 SEASILVER 5/15/2003 MflY-15-2003 08 34 UflLKER STflTIONflRY PRODUCT 16085623178 P 21/29 Lcgs#l (2-4) Loading Cioviuiiut; Condition Seismic operating corroded Moment = 90,060 4 Ib-ft Force attack angle ° 0 Leg position ° u 60 120 ISO 240 300 Axial end load (1) lbf 28/95 28795 169322 169322 16 932 2 2,879 S Shear resisted Ibf 1 8209 1 8209 1,8209 18209 U209 1,8209 Axial fa psl vo» 908 5,341 5341 5Jil 908 Bending <b* psi 6 877 3438 3,438 6,877 .1428 3,438 Bending 'by psi 0 5955 5955 0 1255 5955 Ratio HM 02223 02916 04532 03838 QA522 02916 Ratio H,2 0 2550 03365 04943 04129 04943 03365 (1) Axial end load includes consideration of seismic vertical acceleration SEASILVER 5/1S/2003 MftY-15-2003 08 35 UlflLKER STATIONflRY PRODUCT 16085623178 P 22/29 Legs #1 (2-5) Loading Scurnic empty corroded Moment - 8,210 3 Ib-ft Force attack angle ° 0 Leg position ° 0 60 UO ISO 240 300 Axial end load (1) lbf 1790 1790 14632 1,4632 1,4632 1790 Shear resisted lbf 1554 1554 1SS4 1554 I5S4 1554 Axial 'a psi 56 56 462 462 462 56 Bending ft» psi 5S7 293 293 587 293 293 Bending fby psi 0 508 508 0 508 SOS Ratio HI.J 00182 00241 00386 00329 00388 00241 Ratio Hl-2 00210 00280 00424 00354 00424 00280 ( I ) Axidl end load includes consideration of seismic vertical au#ler ation Note Formulae are taken from the AISC manual ninth edition P, = Wj/N •< 48*Mt/(N*D) + VV/N = 49,529 251 6 + 48*90,060 43/( 6* 102 54) + 9,905 85 1/ 6 = 16.932.2200 Ib Allowable axial comprcsslvc stress, F, (AISC chapter E) = Sqr(2*n2*29,000,000/36,000 00) •1260993 K*l/i- I 2*12 135/1 510218-964232 ftt - M * (I - (Kl/T)2/(2*Cc2))*Fy / (S/3 + 3*(KJ/r)/(8*Cc)-(KI/r)3/(8»Cc3)) = 1 3 * (1 - (9 64232)2/(2*126 09932))*36,000 00 / (5/3 + 3*(9 64232)/(8*126 0993)-(9 64232)3/(8*l26 0993^)) = 27,525 26 psi Allowable axial compression and bending (AISC chapter H) F'e^ 1 3*I2*s2*E/(23*(Kl/r)2) = 1 3*I2*>:2*29,000,000/(23*(964232)Z) = 2 088 005 psi F'^ 1 3*I2V*E/(23*(Kl/r)2) = 1 3* 12*^2*29 000 000/(23*(9 64232)2) = 2 088 005 psi Fb= 13*066*Fy = 30.88S 00 psi Compressive axial stress = 16,932 22/3 17 = 534139.3 psi Bending stresses 1,820 943*Cos(60)*12 135/(7 23/2 25) + 16,932 22*0/(7 23/2 25) y= F*Sin(a)*L/(ly/Cy) SEAS1LVER 5/15/2003 MflY-15-2003 08 35 UflLKER SWIONflRY PRODUCT 16085623178 P 23/29Legs #1 (2-6) 1,820 943*Sin(60)*12 135/(7 23/2 25) AISC equation Hj.i HI i = f./Fa + Clnx*fbx/((l fu/r',.x)*Pbx) + Cray*fby/((l - fa/Fey)*Fby) = 5,341 393/27,525 26 + 0 85*3,438 353/((1 - 5,341 393/2,088,005}*30,888 00) + 0 85*5,955 403/((1 - 5,341 393/2 088 005) *30,888 00) = 04532213 AISC equation H}.2 HI 2 = V(0 «*1 3*Fy) r fbx/Fbx + fby/Fby = 5,341 393/(0 6*1 3*36,000 00) + 3,438 353/30,888 00 + 5,955 403/30,888 00 = 0.4943438 6, 4 inch sch 40 pipe tegs are adequate Anchor bolts - Seismic empty corroded condition governs Tensile loading per leg (1 bolt per leg) = 48*9,161 27 1/(6* 100 27)- 4,238,3 14/6 = 24 54258 lbf Required area per bolt Ab=R/(Sb*n) = 2454258/(20,00000*l) = 00012m2 Area of a 0 875 inch sencs 8 threaded bolt (Corroded) = 0419 in2 0 875 inch series 8 threaded bolts arc satisfactory Check the leg to vessel fillet weld, Bednar 10.3, Seismic operating corroded governs Note Continuous welding ts assumed for all support leg fillet welds = (2*4 5*6 865 + 6 8652)/3 = 3630441 Jw = (b + 2*d)3/l 2 - d2*(b + cl)2/(b + 2*d) = (45 + 2*6 865)3/12 - 6 8652*(4 5 + 6 865)2/(4 5 + 2*6 865) = 1709561 = 6 8652/(4 5 + 2*6 865) = 2 585202 Governing weld load fx = Cos(6(>)* 1,820 943 = 910 471 7 lbf Governing weld load fy = Sm(60)*l 820 943 = 1,576 983 lbf -16,93222/1823 « 92H 81061bf/in(V, diicct shear) f2= ty*LieB*0 5*b/Jw = 1,576983*12 135*05*45/1709561 SEASILVER MftY-15-2003 08 35 WftLKER STflTIONRRY PRODUCT 16085623178 P 24/29 Legs #1 (2-7) 251 8633 lb//m (VL loruon shear) f3 = = 1,576983/1823 •* 86 50485 Ibj/m (Ve direct shtir) f4 = fy*L,eg*E/Jw = 1,576983*12 135*2585202/1709561 = 289 3855 Ibj/in (Vc toriion i,hcar) = 9104717*12135/3630441 = 304 33 1 5 lbt/in (ML banding) = 910 471 7/1 8 23 = 49 94359 lbf/in (Direct outward radial shear) f = Sqr((f, + f2)2 + (fj + t4)2 + (f5 + f6)2) -= Sqr((928 8106 + 25 1 8633)2 + (86 S0485 + 289 3855)2 + (304 3315 + 49 94359)2) = 1 ,288 7 1 9 lbtVin (Resutam shear load) Required leg to vessel fillet weld leg size (welded both sides + top) tw=f/(0 707*0 49*3,!) - 1, 288 71 9 / (0707*0 49* 1 9 450 00) = 01111 m The 0 5000 in leg to vessel attachment fillet weld size is adequate Check the pad to vessel fillet weld, Bednar 10 3, Seismic operating corroded governs = 24*16+162/3 = 469 3333 (24+16)3/6 1066667 16,932 22/80 211 6527 lb(/m (VL diicct slieai) = 1.576983*12 135*05*24/10,66667 ~ 21 52878 lbf/m (Vt torsion shear) f3 = fy/Lweid = 1 576 983/80 = 19 71229 lbf/m (Vc dirsct shear) f4 = fy*Lies*0 5*d/Jw = 1,576983*12 135*05*16/1066667 = 14 35252 lb{/m(Vc torsion Nhiair) = 9104717*12135/4693333 = 23 54099 Ibtrtn (ML bending) SEASILVER 5/1 MflY-15-2003 08 35 UflLKER STflTIONflRY PRODUCT 16085623178 P 25/29 Legs #1 (2-8) = 9104717/80 = It 3809 lbf/ln (Direct outwaid ridial shew) f - Sqi«ti + f2)2 + (fj + f4)2 + (fs * ffi)2) = Sqr((2 1 1 6527 + 2 1 52878)2 + ( 1 9 7 1 229 + 1 4 35252)2 + (23 54099 + 1 1 3809)2) = 238 2301 Ibj^in (Resultant shear load) Required pad to vessel fillet weld leg size (welded sll around the pad edge) *0 49*SU) - 238 2301 / (0 707*0 49*19,450 00) in 0 1350 m pad to vessel attachment fillet weld size is adequate Base plate thickness check, AISC 3-106 fp = P/(B*N) = 1 7,989 47/(6*6) = 499 7075 psi tb=(N-(d.tLV2*Sqr<3»fp/Sb) ="(6 - (4 5 - tLV2*Sqr(3*499 7075/24,000 00) = 112111 m The base plate thickness is adequate Check the leg to vessel attachment stresses, WRC-107 (Seismic operating coriodcd governs) SEASILVER MflY-15-2003 08 35 UlfiLKER STflTIONflRY PRODUCT 16085623178 P 26/29 Legs #1 (2-9) Applied Loads Radial load PT= -1 82094lbf Circumferential moment Mc = 0 00 in-lbf Circumferential shear Vc = 0 00 Ibt Longitudinal moment ML - 22,097 IS in-lbf Longitudinal shear Vj, - 2,879 49 Ibf Torsion moment MI -* 0 00 ui-lbf Internal pressure P= 6 186 psi Mean shell radius Rm ~ 51 0675 in Local shell thickness t = 0 1350 in Shell yield stress Sy - 23,600 00 psi Maximum stresses due to the applied loads at the pad edge (Includes pressure) Rm/t =378 2777 WRC-107 R^tt > 300 (ratio not coveted by WRC-107, Ra/t - 300 used) (atpail edge) C]-120000,C2=126992in i Local circumferential pressure stress = P*R^t= 2,337 00 psi Local longitudinal pressure aress = P*R,/2t = 1,168 00 psi Maximum combined stress (PL hpb) = 36,420 00 psi Allowable combined stress (PLtPb) = +-3*S = +-58,350 00 psi Note The allowable combined stress (PL+Pb) is based on the strain hardening characteristics of this material The maximum combined stress (PL+Pb) is wilhm allowable limits Maximum local primary membrane stress (PL) •- 9 623 00 psi Allowable local primary membrane (PL) = +-1 5*S = +-29,175 00 psi The maximum local primary membrane stress (PL) is within allowable limits SEASILVER 5/15/2003 MflY-15-2003 08 35 UlflLKER STflTIONftRY PRODUCT 16085623178 P 27/29 Legs #1(2-10) Stresses at the pad edge per WRC Bulletin 107 Figure 3C* 4C* 1C 2C 1 3A« IA 3B* 1B1 value 41442 18 1436 00550 00051 53003 00435 103016 00051 P 02503 024S3 02396 02396 02395 02371 02440 02227 Pressure stress* Total circumferential stress Primary membrane circumferential stress* 3C* 4C* 1C 1 2C 4A* 2A 4B* 2B-1 43621 17 6800 00145 00322 224214 00161 44232 00093 02453 02S03 02462 02462 02395 02472 02440 02336 Pressure arms* Total longitudinal stress Primary membrane longitudinal stress* Shear from M, Circ shear from Vc Long Shear from V, Total Shear stress Combined stress (Pt+Pi) A,, 0 4792 0 3,057 0 0 -2494 3263 2,337 4429 4635 I 152 0 8693 0 0 0 1,224 -5672 1 16X 4117 1096 0 0 0 0 4429 A| 0 4792 0 -3,057 0 0 -2,494 3263 2,337 4841 4635 I 152 0 -8693 0 0 0 1224 S672 1 16$ 1925 1096 U 0 0 0 6766 Bu 0 4792 0 3057 0 0 2494 3263 2,337 15,943 9623 1 152 0 8693 0 0 0 1,224 5672 1.16S 17909 3,544 0 0 0 0 17909 B| 0 4792 0 -3057 0 0 2494 -3263 2,337 3303 9623 1 152 0 8693 0 0 0 1224 5672 1,168 10g21 3,544 0 0 0 0 -14 124 Cu 1,095 0 32,972 0 0 0 0 0 2,337 36404 3432 0 4670 0 19303 0 0 0 0 1 168 25 141 5,838 0 0 -420 -420 36,420 C| 1,095 0 32972 0 0 0 0 0 2,337 -29,540 3432 0 4,670 0 19,303 0 0 0 0 1,168 13465 5,838 0 0 420 420 29,551 DU 1095 0 32,972 0 0 0 0 0 23J7 36 404 3412 0 46/0 0 19,303 0 0 0 0 1 168 25141 5.833 0 0 420 420 36 42fi D| 1,095 0 32972 0 0 0 0 0 2,337 -29,540 3432 0 4,670 0 19,303 0 0 0 0 1 168 13,465 5838 0 0 420 420 -29,551 Note * denotes primary stress Maximum stresses due to the applied loads at the leg edge (includes pressure) Cj = 2 2500 C2 ~ 5 4488 in Local circumferential pressure stress = P*R,/t = 2,337 00 psi SEASILVER 5/1 5/2001 MflY-15-2003 08 36 UflLKER STflTIDNflRY PRODUCT 16085623178 P 28/29 Legs#I (2-11) Local longitudinal pressure stress = P*R,/2t - 1,168 00 psi Maximum combined stress (P|.+Pb)= 41,861 00 psi Allowable combined stress (P,+Pb)- h-3*S = f-58,350 00 psi Note The allowable combined stress (P, -i-Pb) is bitted on the strain hardening chaiactertstics of this material The maximum combined stress (P[.+Pb)1S within allowable limits Maximum local primary membrane stress (PJ - 11,967 00 psi Allowable local primary membrane (PL) = +-1 S*S = +-29,175 00 psi The maximum local primary membrane stress (PL) is within allowable limits SEASILVER MflY-15-2003 08 36 WRLKER STflTIQNflRY PRODUCT 16085623178 P 29/29 „ * » Stresses at the leg edge per WRC Bulletin 107 Figure 3C" 4C* 1C 2C 1 3A* JA 3B* IB 1 \aluc 168997 28 1900 01017 00690 65499 00880 20 2707 00359 P 00943 00793 00621 00621 00592 00620 0 0795 00654 Pressure stress* Total circumferential stress Primary membrane circumferential stress* 3C* 1C* 101 2C 4A* 2A 4B» 2B-1 19*421 264117 00879 00493 97991 00446 72444 00433 00793 00943 00820 00820 00592 00738 00795 00793 Pressure smss* Total longitudinal stress Primary membrane longitudinal stress* Shear from M, Circ shear from V{ Long ilicor from VL Total Shear stress Combined stress (PL-t-PJ Au 0 3,723 0 10341 0 0 5907 -!<•) 55j 2337 -9059 153 2,620 0 13 174 0 0 0 3,661 19448 1,168 6147 127 0 0 0 0 -9059 AI 0 3,723 0 10,341 0 0 5907 19553 2,337 9365 153 2620 0 -13 174 0 0 0 3,661 19448 1168 6401 127 0 0 0 0 9365 BB 0 3723 0 10341 0 0 5,907 19553 2,337 41861 11.967 2,620 0 13,174 0 0 0 3,661 19.448 1168 40,071 7,449 0 0 0 0 41 861 B| 0 3,723 0 10341 0 0 5907 -19 553 2337 17,927 11967 2,620 0 13 174 0 0 0 3661 19448 1 164 25173 7.449 0 0 0 0 25173 Cu 2232 0 15242 0 0 0 0 0 2,337 19811 4.569 0 3488 0 7,464 0 0 0 0 1 168 12120 4656 0 0 •489 489 19842 C| 2232 0 15242 0 0 0 0 0 2,337 -10,673 4,569 0 3488 0 -7,464 0 0 0 0 I 168 -2808 4,656 0 0 489 ^t$9 -10,703 DH 2232 0 15 2.42 0 0 0 0 0 2)37 19811 4'>69 0 3488 0 7,464 0 0 0 0 1 I68J 12120 4656 0 0 4119 4EI9 19,812 »l 2,232 0 -15242 0 0 0 0 0 2,337 -10 673 4,569 0 3488 0 7,464 0 0 0 0 1 168 2808 4656 0 0 489 489 -10703 Note * denotes primary stress TOTflL P 29 MflY-16-2003 16 05 UflLKER STflTIONflRY PRODUCT 16085623178 P 03/16 Codeware, Inc. 8482 South Tamiami Trail Sarasota, FL 34238 11221 Richmond Avenue Suite C-103 Houston TX 77082 Phone 281-497-5705 =65 2J COMPRESS Pressure Vessel Design Calculations Item SEASILVER MIX TANKS Vessel No SPG-37284 Customer APV/SEASILVER Designer I ODD PETERSON Date Apnl24,2003 You can edit this page by selecting CoverJEagejseffings in the lyport menu 37284 5/16/2003 MflY-16-2003 16 05 UflLKER STflTIONflRY PRODUCT 16085623178 P 04/16 Seismic Code Method of seismic analysis UBC 1997 ground supported Seismic Zone 4 Seismic Zone Factor (1 able 16-1) Z = 0 4000 R Factor (Table 16-P) R = 2 2000 Soil profile (Table 16-Q) SD Importance Factor 1 = 1 0000 Near Source Factor (Table 16-S) Na = 1 0000 Near Source Factor (Table 16-T) Nv = 1 0000 Vertical Accelerations Considered Yes Force Multiplier - 0 3333 Minimum Weight Multiplier = 0 2000 Vessel Characteristics Vessel height 9 4108 ft Vessel Weight Operating, Corroded 11594 1055 Ib Empty, Corroded 1218 1335 Ib Fundamental Period T Operating Corroded 0 1770 sec (f= 5 6505 Hz) Empty, Corroded 0 0553 sec (f = 18 0827 H/) Period of Vibration Calculation The fundamental period of vibration T (above) is calculated using the Rayleigh method of approximation T = 1 * PI * Sqr( {Sum(W, * y,2)[ / \g * Sum(W, * y,)}), where W, ib the weight of the i* lumped mass, and y, is IK deflection when the system is treated as a cantilever beam Seismic Shear Reports Operating,. Corroded Empire-Corroded Basc.fihe.ar_C4lculatJon5 Seismic Shear Report Operating, Corroded Component F&DHcad#l Cylinder 41 (top) Lcgs#l Cylinder**] (bottom) F&DHcid« Elevation of bottom above base (in) 10240 3040 1)0(1 30 40 1939 Elastic modulus E (10"psi) 273 273 290 273 273 Inertia I (ft*) * 07065 0 UUOo 07065 * Seismic shear at Bottom (Ibf) •(2971 3,912 14 412097 20011 17909 Bending Moment at Bottom (Ibf-ft) 34266 15 764 88 2611333 £029 6449 37284 5/16/2003 MflY-16-2003 16 06 UPLKER STflTIONRRY PRODUCT 16085S23178 P 05/16 *Moment of Inertia I vanes over the length ot the component Seismic Shear Report Empty, Corroded Component F&DHead#l Cylinder 31 (top) Legifcl Cylinder #1 (bottom) F&DHcad#2 Elevation of bottom above base (in) 102 40 3040 000 ^040 1939 Elastic modulus E (10« psl) 283 283 290 283 283 Inertia I (fit) * 07065 00006 07065 * Seismic shear at Bottom (M)f) 12855 24432 26799 1861 17 84 Bending Moment at Bottom (Ibf-ft) 9458 1.259 15 1 921 25 1040 £89 *Momcnt ot Inertia 1 vanes over the length of the component Base Shear Calculations Base Shear Calculations Operating, Corroded P«riod Determination Ta = Q * h,,^ = 0 02 * (9 4508)^4 = 0 1 078 Cu - 1 3000 The fundamental period T is the Icbber ot 0 1770 and the value computed below (0 1401) cu * Ta = 1 3000 * 0 1078 = 0 1401 Calculation of Seismic Response Coefficient V(30-4) = Cv * I * W / (R * T) - 0 6400 * 1 0000 * 1 1594 1055 / (2 2000 * 0 1401 J = 24066 7949 V(30 5) = 250*Ca*l*W/R^250*0 4400 * 1 0000 * 11 594 1055 / 2 2000 = 5797 0527 V(34-2) = 056*Ca*l*W = 056*0 4400 * 1 0000 * 11 594 1055 = 2856 7876 Taki. the lesser of V(30-4) and V(30-5), and then the greater of this result and V(34 2) V04-1) = I 60 * 2 * Nv * 1 * W / R = 1 60 * 0 4000 * 1 0000 * 1 0000 * 11594 10 >5 / 2 2000 = 3372 S308 Take the greater of thi, result found above and V(34-3) Divide thu; result by 1 4 giving V = 4 140 7520 Ib Base Shear Calculations Lmptj, Corroded Rigid structure per 1 634 3, p2-2 1 since pcnod of vibration = 0 0553 < 0 06 V = 0 70 * Ca * I * W / 1 40 - 0 70 * 0 4400 * 1 0000 * 121 8 1 335 / 1 4 = 267 9894 Ib 37284 5/16/2003 MflY-16-2003 16 06 WftLKER STflTIONflRY PRODUCT 16085623178 P 07/16 Legs #1 Leg material Leg description Number of legs Overall length Base to girth seam length Pad length Pad width Pad thickness Bolt circle Anchor bolt size Anchor bolt material Anchor bolts/leg Anchor bolt allowable stress Anchor bolt corrosion allowance Anchor bolt hole clearance Base plate -width Base plate length Base plate thickness Ba*e plate allowable stress Foundation allowable bearing Stress User defined leg eccentricity Effective length coefficient Coefficient Leg yield stress Leg clastic modulus Leg to pad fillet weld Pad to shell filet weld 3 inch sch 40 pipe 4 400000m 304000m 100000m 80000m 01350m 632700m 0 375 inch scncs 8 threaded 4 20000psi 00000 in 00000m 40000m 40000m 0 3750 in (QJ321S in required) 24000psi 750 psi 00000 in 12 085 K = Cm = E = 29000000psi 0187Sm(01053micquircd) 01350m (0052am required) 37284 5/16/2003 MflY-16-2003 16 06 UfiLKER STflTIONflRY PRODUCT 16085623178 P 08/16v rri \-t--t-) Loading Weight operating corroded Moment - 0 0 Ib-ft Force attack angle ° 0 Leg position * 0 90 180 270 Axial end load lbf 28847 2,884 7 2.8S4 7 2,8847 Shear resisted lbf 00 00 00 00 Axial «. psi 1294 1,294 1,294 1294 Bending fbx psi 0 0 0 0 Bending fby psi 0 0 0 0 Ratio HM 00652 0 0655 0 0652 00652 Ratio Hi-2 00599 00599 00599 00599 Loading Weight empty corroded Moment " OOlMt Force attack angle * 0 Leg position a 0 su ISO 270 Axial end load lbf 3045 3045 304 S 3045 Shear resisted lbf 00 00 00 00 Axial fa psi 137 137 137 137 Bending fbx psi 0 0 0 0 Bending fby psi 0 0 0 0 Ratio HM 00069 00069 00069 00069 Ratio Hl-2 00063 00063 00063 00063 5/16/2003 MflY-16-2003 16 06 UfiLKER STflTIDNfiRY PRODUCT 16085623178 P 09/16 Legs ff 1 (2-1) Loading Governing Condition Seismic operating corroded Moment = 15,684 6 Ib-ft Force attack angle ° U Leg position ° 0 90 180 270 Axial end load (I) Ibf 557 S 3,429 3 4.10.! 0 34293 Shear resisted lbf 10302 10302 10302 1 0302 Axial fa psi 250 1538 2.S2& 1,538 Bending fbx psi 18229 0 18.229 0 Bending fb> psi 0 18.229 Q 18229 Ratio HH 05120 05653 06186 05653 Ratio Hi-2 05991 06449 069.08 06449 (I) Axial end load includes consideration of scismn vertical acceleration Loading Susmic «mpty corroded Moment = 1,248 7 Ib-ft Force attack angle ° 0 Leg position ° 0 90 180 270 Axial end load (1) lbf 1045 3331 5617 333! Shear resisted lbf 670 670 670 670 Axial fa psi 47 149 252 149 Bending fbx psi 1 185 0 1185 0 Bcndmg *by psi 0 I 185 0 1185 Ratio HM 00344 00384 00424 00384 Ratio Hi-2 00400 00437 00474 00437 (I) Axial end load includes consideration of seismic vetltcal acceleration Note f-ormulae are taken from the AISC manual ninth edition Pi = Wt/N - 48*Mt/(N*D) + VV/N - 1 1,430 94/41-48*15 684 59/( 4*65 53999) + 2 286 188/4 -630L0410lb Allowable axial compressive stress, Fa (AISC chapter £) Cc - Sqr(2*it2*E/Fy) = Sqr(2*it2*29 000,000/36,000 00) = 126 0993 K*l/i= 1 2*30535/1 163727= 31 48677 Fa = I 3 * (1 - (Kl/r)2/(2*Cc2))*Fy / (5/3 + 3*(Kl/r)/(8*CcHKI/r)3/(8*Cc3)) =•13*0 -(31 486-J7)2/{2*12609932))*3600000/(5/3 M*(3I 48677)/(8* 1 26 0993)-(3 1 48677}3/(8*l 26 09933))= 25,78601 psi Allowable axial compression and bending (AISC chapter H) Fex= 1 3*12*jt2*E/(23*(Kl/r)2) = 1 3*12*7t2*29,000,000/(23*(31 4S677)2) F'ey=13*l2*n2*E/(23*(Kl/r)2) = 1 3*l2*n2*29.000,000/(23*(11 48677)2) = 195 81 1 5 psi Fb = I 3*0 66*Fy - 30,888 00 psi Compressive pxial stress 37284 5/16/2003 MflY-16-2003 16 07 UflLKER STflTIDNRRY PRODUCT 16085623178 P 10/16L-egs wi (£-*+) fa PI/A = 6,301041/223 = 2*825^29 p^i Bending stresses fbx - F*Cos(<x)*L/(Ix/Cx) + PI*FCC/ = 1,030 242*Cos(0)*30 535/(3 02/1 75) + 6 301 041*0/(3 02/1 75) " 01229,22. psi fby=F*Sm(a)*L/(yCy) = 1,030 242*Sm(0)*30 53S/(3 02/1 75) = 2psi AISC equation H^j HI , = VFa + CWMO - ^ ex)*Fbx) + C1T,y*tby/((1 * fa/F = 2 825 579/25,786 01 + 0 85*18,229 22/((1 • 2 825 579/195,81 1 5)*30,888 00) + 0 85*0/((1 - 2 825 579/195,811 5)*30,888 00) AISC equation Hj.2 Hi-2 = V(0 6*1 3*Fy) + fbx/Fbx = 2 825 579/(0 6* 1 3*36 000 00) + 1 8 229 22/30 888 00 + 0/30,888 00 = 0 6307977 4 3 inch sch 40 pipe legs arc adequate Anchor bolts - Seismic operating corroded condition governs Tensile loading per leg (4 bolts per kg) R=48*M/(N*BC)-W/N = 48*26,1 13 33/(4*63 27) - 1 1,538 71/4 = 2 068 065 lbf Required area per bolt Ab=R/(Sb*n) - 2 068 065/(20 000 00*4) = 0 0259 m2 Area of a 0 375 inch series 8 threaded bolt (corroded) = 0 0678 in2 0 375 inch scncs 8 threaded bolts aie satisfactory Check the leg to vessel fillet weld, Bednar 10 3, Seismic operating corroded governs Note continuous welding is a-^umed tor all support leg fillu welds = 5194707 d2*(b-d)2/(b I 2*d) -(35-1- 2*9 465)^/1 ~> - 9 4652*(3 5 + 9 4<S5)2/(3 5 + 2*9 465) - 269 0245 E - d2/(b I- 2*d) -94652/(35 + = 3 994036 MRY-16-2003 16 07 UlflLKER STflTIONPRY PRODUCT 16085623178 P 11/16Legs #1 (2-5) Governing weld load fx = Cos{0)* 1,030 242 = 1,030 242 Ibf Governing weld load fy = Sm(0)*I 030 242 = 0 Ibf = 6301041/2243 = 280 9202 Ib/yin (VL direct shear) f2=fy*Llee*05*b/Jw = 0*30535*05*35/2690245 = 0 Ibf 'in (VL torsion shear) = 0/22 43 = 0 Ibj/in (Vc direct shear) = 0*30 535«3 994036/269 0245 (Vc torsion ihear) f5 = fx*Lleg/zw = 1030242*30535/5194707 = 605 5862 lbf/m (ML bendmg) = 1030242/2243 = 45 93 1 42 IbjAn (Diiect outward radial shear) = Sqr((280 9202 + O)2 + (0 + 0)2 + (605 5862 -!- 45 93142)2) = 709 5008 lbf/m (Resulumt ihear load) Required leg to vessel fillet weld leg size (welded both sides + top) tw = f/(0 707*0 49*Sa) = 709 5008 / (0 707*0 49*1 9,450 00) - 0 J The 0 1 875 in leg to vessel attachment fillet weld size is adequate Check the pad to vessel fillet weld, Bednar 10 3, Seismic operating corroded governs = 8*10 M02/3 = 1131333 Jw =• (b + d)1/6 = (8+10)3/6 -972 fl=Pl/Lwe]d - 6 301 041/36 = 175 0289 ibf'in (VL direct shear) - 0*30 535*0 5*8/972 = 0 lbf/m (VL tor,mn shear) 37284 5/16/2003 MflY-16-2003 IS 07 UIPILKER STflTIONflRY PRODUCT 16085623178 P 12/16 0/36 0 Ibf'm (V, direct shear) 4 = fy*Lleg*05»d/Jw 0*30535*05*10/972 0 Ibj/m (Vc torsion shear) = 1030242*30533/1133333 = 277 5744 Ibf/m (M, bending) ffi = = 1,030242/36 = 28 61782 Ibf/in (Direct outward radml shear) f = Sqr{(fl + f2)2 + ffs + ?4)2 + (f> = Sqr((175 0289 H O)2 J (0 H O)2 - (277 5744 T 28 61782)2) = 352 6879 Ibf/lll (ResulUnt shear load) Required pad to vessel fillet weld leg size (welded all around the pad edge) ^,,-f/ (0707*0 49*3,) = 352 6879 / (0 707*0 49*19,450 00) = 0.0523 m 0 1350 m pad to vessel attachment fillet weld si^c is adequate Base plate thickness check, AISC 3-106 fp-P/(B*N) = 8414354/(4*4) = 5258971psi tb=(N-(d-tO/2*Sqi-(3*fp/Sb) =(4 - (3 5 - tL)/2*Sqr(3*525 8971/24,000 00) = 00918 in The base plate thickness is adequate Check the leg to vessel attachment stresses, \VRC-107 (Seismic operating corroded governs) 37284 5/16/2003 MflY-16-2003 16 07 WflLKER STflTIONflRY PRODUCT 16085623178 P 13/16i {i-1) Applied Loads Radial load Pr--1,030 24 lbt Circumferential moment Mc - 0 00 in Ibf Circumferential shear Vc= 000 Ibf Longitudinal moment ML = 31,458 43 m-lbt Longitudinal -.hear VL = 557 52 Ibf Torsion moment Mt = 0 00 m-lbf Internal pressure P = 3 173 psi Mean shell radius Rm = 325675m Local shell thickness tE 0 1350 in Shtll yield stores* Sy = 23,60000psi Maximum stresses due to the applied loads at the pad edge (includes pressure) Rjn/t =2412407 C1=40000,C2 = 79370m Local circumferential pressure stress = P*R1/t = 764 psi Local longitudinal pressure stress * P*R,/2t = 382 psi Maximum combined stress (P, HPb) = 41 520 00 psi Allowable combined stress (Pi+Pb) = +-3*S = +-58,350 00 psi Note The allowable combined stress (PL+P|,) is based on the warn hardening characteristics of this material The maximum combined stress (PL+Pj,) is within allowable limits Maximum local primary membrane stress (P() = 16 904 00 psi Allowable local primary membrane (PL) = +-1 5*S = +-29,175 00 psi The maximum local primary membrane stress (PL) is within allowable limits 37284 5/16/2003 MRY-16-2003 16 07 UflLKER STflTIONflRY PRODUCT 16085623178 P 14/16Legs ff i I./-B; Stresses at the pad edge per WRC Bulletin 107 Figure 3C* 4C^ 1C 2C-1 3A* 1A 1B» IB-1 value 49053 20 0643 OOS79 00143 79235 00539 12 5926 00099 P 02279 0 1959 01593 01593 01543 01555 0 1<J39 01593 Pressure slrcs»* Total circumferential stress Primary membrane circumferential stress* 1C* 4C* IC-I 2C 4A* 2A 4B* 2B-1 63744 174064 00266 0 0339 20 6184 0 0210 53067 00123 01959 02279 02016 02016 0 1543 01*06 0 1939 01857 Pressure stress* Total longitudinal stress Primary membrane longitudinal stress* Shear from Mt Ore shear from Vc Long shear from VL Total Shear stress Combined stress (PL+Ph) Au 0 4702 0 4850 0 0 -11,438 19,766 764 -20 888 5972 1494 0 9022 0 0 0 8,380 21 063 38? -18 545 6504 0 0 0 0 20388 A, 0 4702 0 •4850 0 0 -11,438 19,766 764 8944 -5,972 1494 0 -9022 0 0 0 -8,380 21,063 382 5537 6,504 0 0 0 0 8,944 Bu 0 4702 0 4850 0 0 11,438 19,766 764 41,520 16904 1,494 0 9022 0 0 0 8,380 21063 382 40341 10,256 0 0 0 0 41 520 Bi 0 4702 0 -4850 0 0 H43S 19,766 764 -7,712 16,904 1494 0 -9,022 0 0 0 8380 21,063 382 -19,829 10,256 0 0 0 0 19829 cu 1,t49 0 19,638 0 0 0 0 0 764 21,551 1,913 0 4079 0 11498 0 0 0 0 382 15959 4,461 0 0 -130 -130 21,554 Cl 1,149 0 -19 638 0 0 0 0 0 764 17,725 1.913 0 4,079 0 11498 0 0 0 0 382 -7037 4,461 0 0 130 130 -17.727 DU 1 149 0 19 038 0 0 0 0 0 !64 21,'>5! 1,£H3 0 4,079 0 11,498 0 0 0 0 382 15959 4,461 0 0 1)0 no 21 5>4 Di 1149 0 19,638 0 0 0 0 0 764 -17,725 1913 0 4079 0 11498 0 0 0 0 382 -7,037 4461 0 0 130 130 -17 727 Note * denotes primary stress Maximum stresses due to the applied loads at the leg edge (includes pressure) Rm/t=l20fi204 Cj = I 7500, C2 = 7 0000 in Note Actual lug C2/ri > 4 C2/C1 = 4 used as this is the maximum ratio covered by WRC 107 37284 5/16/2003 MflY-16-2003 16 08 WflLKER STflTIONRRY PRODUCT 16085623178 P 15/16Legs ffi (/-yj Local circumferential pressure stress = P*R,/t = 764 psi Local longitudinal pressure stress = P*R,/2t = 382 psi Maximum Combined stress (PL+Pb) - 33,005 00 psi Allowable combined btress (Pi+Pb) = +-3*S = +-58,350 00 psi Note The allowable combined stress (PL-*-Pb) ls based on the strain hardening characteristics of this material The nmximum combined stress (PL+Pb) is within allowable limifo Maximum local primary membrane stress (PL) = 7,298 00 psi Allowable local primary membrane (PL) = +-1 5*S = +-29,175 00 psi The maximum local primary membrane stress (PL) is within allowable limits 37284 MflY-16-2003 16 08 UflLKER STflTIDNflRY PRODUCT 16085623178 P 16/16 Stresses at the leg edge per WRC Bulletin 107 Figure 3C* 4C* 1C 2C-I 3A* IA 3B* IB 1 value 75483 16 0792 00871 00536 44328 00817 112851 00286 P 01591 01290 00946 00946 OOS53 00977 01354 01074 Pressure stress* Total circumferential stress Primary membrane circumferential stress* 3C* 4C* IC-1 2C 4A* 2A 4B* 2B-1 100750 143909 00633 00402 73850 00369 45285 00248 01290 01591 OlWj 01343 00853 01215 0 1354 01477 Pressure stress4 Total longitudinal stress Primary membrane longitudinal stress* Shuir from Mt Circ shear from Vc Lonj> shear from VL Total Shear stress Combined stress (f,-"-!*,) AU 0 1884 0 4545 0 0 4650 21 162 764 18,619 -2,002 1 180 0 5367 0 0 0 3,898 13345 382 -10,314 2,336 0 0 0 0 -18619 A| 0 1884 0 4.545 0 0 4650 21 162 764 14615 -2,002 1 ISO 0 -5367 0 0 0 -3898 1334S 382 5,642 2336 0 0 0 0 14615 Bu 0 1884 0 4545 0 0 4,650 21162 764 33,005 7,298 U80 0 5,367 0 0 0 3898 13,345 382 24172 •5,460 0 0 0 0 33005 Bl 0 1884 0 -4,545 0 0 4,650 21 162 764 -18409 7298 1 ISO 0 5367 0 0 0 3,898 -13 345 382 -13,252 5,460 0 0 0 0 18409 cu 884 0 7,386 0 0 0 0 0 764 9034 1,648 0 1686 0 3409 0 0 0 0 382 5477 2,068 0 0 74 74 9036 C| 884 0 7386 0 0 0 0 0 764 -5738 1648 0 1,686 0 3409 0 0 0 0 382 1341 2068 0 0 -74 74 -5739 »» 884 0 7386 0 0 0 0 0 764 9034 1648 0 1,686 0 3,409 0 0 0 0 382 5477 2,068 0 0 74 74 9036 Dl 884 0 7386 0 0 0 0 0 764 5,738 1,648 0 1686 0 3409 0 0 0 0 382 -1341 206* 0 0 74 74 5739 Note * denotes primary stress TOTflL P 16 Consulting Engineers in Structural Engineering 13210 Florence Avenue S-mt;i Pe Springs CA 90670 M Mi ^ Phone {if.2) 777 098.1 mil' tiuiiiEiiiiQ INC Fix Cift2) 777 9ftn Client Title File By _ Date f~ Sheet & * Pre-Blend Processor Tank Capacity = 1000 gal Empty Weight = 3800+1433 = 5233 # DL = 5233 # 1000624 LL, — ~748 W = DL + LL W= 1357525 * Seismic Load Fp = 308 W h =6 ft LL = 8342 25 F = 4181 18 M = Fph M = 25087 05 -# 'Plump Engineering, Inc Title Seasilver Dsgnr jon Date Description Carlsbad, California Job #02090410 Rov 510301 User KW 0601611 Ver 5 1 3 22 Jun 1999 Win32 1 (O 1983 99 ENERCALC Scope O * rile urOUp Analysis c.\enercalc\020904.10ecw Calculations 1 Description Pre-Blend Processor Tank Load Cells | General Information || Total Applied Load 1357k X Distance to Load Y Distance to Load 3220ft 3220ft | Input & Results jj X Location 1 2 3 3830 4 3830 Y Location Load / # Piles ft 339 3 830 3 39 339 3 830 3 39 Forces from Rotation k YYAxis X-X Axis -2 31 -2 31 -2 31 2 31 2 31 -2 31 2 31 2 31 Pile Reaction -123 339 339 802 Total 1357k ISummary fl Xcg from Datum Ycg from Datum X Load Dist from CG Y Load Dist from CG 1 92ft 192ft 1 305ft 1 305ft Y-Y Axis Inertia X-X Axis Inertia X-Y Axis Inertia XYA2 Inertia 1467ft4 1467H4 000 ft4 000 ft8 Moments X-X Axis 1771 k-ft Y-Y Axis 1771 k-ft * /. /. 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