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2561 EL CAMINO REAL; ; CB011557; Permit
05-16-2002 Job Address: Permit Type: . Parcel No: Valuation: Occupancy Group: Project Title: -Applicant: WESTERN PUMP City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB011557 Building Inspection Request Line (760) 602-2725 2561 EL CAMINO REAL CBAD TI Sub Type: COMM 1563010900 Lot #: 0 $8,500.00 Construction Type: NEW Reference #: SEARS-2 ABOVE GROUND TANKS 1 INT=500 GALLONS, 1 EXT=300 GALLONS Status: ISSUED Applied: 04/26/2001 Entered By: RMA Plan Approved: 07/02/2001 Issued: 07/19/2001 Inspect Area: PD Owner: PLAZA CAMINO FEAL C/O SEARS ROEBUCK & CO 7293 05/16/02 0002 01 02 '3235 F STREET 3333 BEVERLY RD Cap 46A 01 SAN DIEGO CA 92102 HOFFMAN ESTATES IL 60179 619 236-7406 Total Fees: $219.57 Total Payments To Date: $173.56 Balance Due: $46.01 Building Permit $91.99 Meter Size Add'I Building Permit Fee $0.00 Add'I Red. Water Con. Fee $0.00 Plan Check $59.79 Meter Fee $0.00 Add'I Plan Check Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $1.79 . PFF ' $0.00 Park Fee $0.00 PFF (CFD Fund) $0.00 LFM Fee $0.00 License Tax $0.00 Bridge Fee $0.00 License Tax (CFD Fund) $0.00 BTD #2 Fee $0,00. Traffic Impact Fee $0.00 BTD #3 Fee $0.00 Traffic Impact (CFD Fund) $0.00 Renewal Fee $46.00 PLUMBING TOTAL $20.00 ` Add'I Renewal Fee $0:00 - ELECTRICAL TOTAL $0.00 Other Building Fee $0.00-- MECHANICAL TOTAL $0.00 Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00 Meter Size Sewer Fee $0.00 Add'I Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00 Recl. Water Con. Fee $0.00 Additional Fees $0.00 TOTAL PERMIT FEES $219.57 I �� FINAL/APPROVAL 0, -5 OVAL I Incnantn Date: (� 6 2 Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as'fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code -Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, :.. review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any FOR OFFICE USE Y PERMIT APPLICATION • -- CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 -•r°• ,1. 0%13JECTINj?OjtMA7IQ[ilry,"�: me Name PLAN CHECK NO EST. VAL. 39 Plan Ck. Deposit Validated By �� Date � / 9 /E site i� ..— �^ �/ Business Name (at this-adc Lot No No. division Name/Nu gr — Name/Nun gr — l ������.�j��� Existing Use i FT #of Stories V'filltferen , togs; plicant? r..:� Address City Contractor [�Agentigc Contractor _ - - WOvtirrier.��:- _ �,Agent;,fpnCbvvnei-;;;,`- Proposed Use 5 of,llnits V� of Bedroo # of Bathrooms 1 721 -.. q12 State/Zip Telephone # Fax # K► Address City State/Zip Te ephone NW -A_ ' ' Address r' City State/Zip Telephone # / (Sec. 703.1.5 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 n_„..:_i_.:..., s c,...+;. Wn121 a k, —, H. +*n . norms+ m,hioc+o.tho annli—+to a civil nonalty of not mnra than fives buncirmd rinllam ft9i0011. Name State License # State License # ,-. -:. ,. - ....•.:.. .:::.:... ...,: --.,. - ., :...::<,.,�.,,., ��..:� a.::..,e .:�,:.:, w:-w:',;:,"::. � ._ _. , . - ,.....� _... - , -. ,..__ ,., . Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 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. kI 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 d. My worker's compensa Ion 1 surance, carrier and Jilolicy number are: Gr (�Of Insurance Company —I ' •'' — Policy No. � J 4 l / Expiration Date (THIS SECTION NEED NOT BE COMPLETED -IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) ❑ CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. 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, Vatn t f com mages as provided for in Section 3706 of the Libor code interest and attorneys fees. SIGNATURE DATE /j 21 ..>:01NNER-BUILDER'_DE CLAR=A ON „__,.......,.... __......., ..._...... _ .. ,... ,. .. „ _ ... z .... . I hereby affirm that I am exempt from the Contractor's License Law for the following reason: ❑ 1, .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). ' ❑ 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). ❑ 1 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. ❑ YES []NO 2. 1 (have ,"/ have not) signed an application for a building permit for the proposed work. 3. 1 have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. 1 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. 1 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 NCO PI:E'iE;itllS,"SEC IQN FQ, NONRES%UEKTI,gL BUILDING+PSRMI'fSd.OTILI(`•�-,�, ... • '.�� , p." ' ��"�'��=� '�. ��'�`:: _' Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration or or risk management and prevention program under Sections 25505, 25533 or 255344 of the Presley -Tanner Hazardous Substance Account Act? ❑ YESNO Is the applicant or future building occupant required to obtain a permit from the air pollution control 'strict or air quality mana"````gement district? ❑ YESXNO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? ❑ YES 0 IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY -MAY NOT BE ISSUE NL SS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR -POLLUTION CONTROL DISTRICT. I hereby affirm that there is a copstOction lending agency for the performance of the work for which ptis p{ermi/t is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS r" �f� ^^YTcS wa a ....�, I certify that I'have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH -MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the -building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any after the work is commend for e - pof 18 ays Se .4.4 Wes' Building Code). APPLICANT'S SIGNATURE /ir r 0 DATE WHITE: File YELLOW: Applicant PINK: Finance • - City of Carlsbad Bldg Inspection Request - ar For: 05/31 /2002 Permit# CB011557 Title: SEARS-2 ABOVE GROUND TANKS Description: 1 INT=500 GALLONS,1 EXT=300 GALLONS Type: TI Sub Type: COMM Job Address: 2561 EL CAMINO REAL Suite: Lot 0 Location: APPLICANT WESTERN PUMP Owner: PLAZA CAMINO REAL Remarks: Total Time: CD Description Act Comments 11 Ftg/Foundation/Piers Associated PCRs PCR02136 ISSUED Inspection History Date Description 12/12/2001 11 Ftg/Foundation/Piers 12/11/2001 11 Ftg/Foundation/Piers Inspector Assignment: PD Phone: 6192399988 EXT 218 Inspecto . Requested By: LORI-WESTERN PUMP Entered By: KAREN Act Insp Comments CO PD NOT PER PLAN CO PD NO PLANS Es i Corporation in Partnership with Government for -Building Safety DATE: June 29, 2001 JURISDICTION: Carlsbad PLAN CHECK'NO.: 01-1557 SET: II PROJECT ADDRESS: 2561 El Camino Real CQ�P2CANT JURIS ❑ PLAN REVIEWER ❑ FILE PROJECT NAME: Waste Oil Storage Tanks -- Sears Automotive Center ® The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ❑ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. ❑ The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ❑ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. ❑. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ❑ The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. ❑ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person ❑- REMARKS: By: Kurt Culver for C. Mendenhall Enclosures: Esgil Corporation ❑ GA ❑ MB ❑ EJ ❑ PC 6/26/01 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 EsGil Corporation In Partnership with Government for Building Safety DATE: 5/7/01 JURISDICTION': Carlsbad PLAN CHECK NO.: 01-1557 SET: I ❑ APP (CANT JU O—PtAITREVIEWER ❑ FILE PROJECT ADDRESS: 2561 El Camino Real PROJECT NAME: Waste Oil Storage Tanks --Sears Automotive Center 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 remarks below are transmitted herewith for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. Submit for recheck 3 sets of revised plans and responses either to the City of Carlsbad or directly to EsGil Corp. for recheck. Submitting directly to EsGil may delay other city approvals ❑ The applicant's copy of the checklist is enclosed for the jurisdiction to forward to the applicant contact person. Z The applicant's copy of the check list has been sent to: CET western Pump 3235 `F' St, San Diego, CA 92102 ❑ Esgil Corporation staff did not advise the applicant that the plan check has been completed. Z Esgil Corporation staff did advise the applicant that the plan check has been completed. -Person contacted: Ryan Rethmeier Telephone #: (619) 239-9988X213 Date contacted: 513 /° 1 (by: je,- ) Fax #: (619) 236-7406 Mail -✓Telephone v Fax-" In Person ❑ REMARKS: A. How high are the tanks above the floor? How do you intend to provide seismic bracing for the tanks? Include with the plans the seismic design and construction details for the tanks. B. Are there electrical controls associated with these tanks? If there are electrical controls, submit electrical plans for the systems associated with the tanks. By: Chuck Mendenhall Enclosures: Esgil Corporation 4/30/01 VALUATION AND'PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Chuck Mendenhall BUILDING ADDRESS: 2561 E1 Camino Real PLAN CHECK NO.: 01-1557 DATE: 5/7/01 BUILDING OCCUPANCY: S3 TYPE OF CONSTRUCTION: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Oil storacie Tanks NA City Est 8,500 Air Conditionin Fire Sprinklers TOTAL VALUE 8,500 Jurisdiction Code ICb By Ordinance Bldg. Permit Fee by Ordinance I $104.83 Plan Check Fee by Ordinance - $68.14 Type of Review: 21 Complete Reitlew ❑ Structural Only ❑ Repetitive Fee ❑ Other j Repeats ❑ Hourly Hour ---J Esgil Plan Review Fee $54.51 Comments: Sheet 1 of 1 macvalue.doc PLANNING/ENGINEERING APPROVALS - PERMIT NUMBER CB ADDRESS RESIDENTIAL RESIDENTIAL ADDITION MINOR (< $10,000.00) OTHER PLANNER ENGINEER IMPROVEMENT PLAZA CAMINO CARLSBAD COMPANY STORES VILLAGE FAIRS COMPLETE OFFICE BUILDING DATE � ✓ d DATE DOWMIstOrMVPlanning Engineering Approvals Carlsbad. Fire Department 011557 1635 Faraday Ave. Fire Prevention Carlsbad, CA 92008 (760) 602-4660 Plan Review Requirements Category. Building Plan Date of Report: 05/03/2001 Reviewed by: ,A 'Name: Western Pump Address: 3235'F' Street City, State: San Diego CA 92102 Plan Checker: Job #: 011557 Job Name: Sears Automotive Bldg #: 0B011557_�, Job Address: 2561 El Camino Real Ste. or Bldg. No. ® Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. ❑ Approved The item you have submitted for review has been approved subject to the Subject to attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all'comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary- plans and / or specifications required to indicate compliance with applicable codes and standards. ❑ Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review, to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review 1 st 2nd 3rd Other Agency ID FD Job # 011557 FD File # Carlsbad Fire Department 011557 1635 Faraday Ave. Fire Prevention Carlsbad, CA 92008 (760) 602-4660 Plan Review Requirements Category: Building Plan Date of Report: 07/02/2001 Reviewed by: Name: Western Pump Address: 3235'F' Street City, State: San Diego CA 92102 Plan Checker: Job M 011557 Job Name:, Sears Automotive Bldg M CB011557 Job. Address: 2561 El Camino Real Ste. or Bldg. No. Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. U Approved The item you have submitted for review has been approved subject to the Subject to attached conditions. The approval is based.on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. U Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review 1st 2nd 3rd Other Agency ID FD Job # 011557 FD File # POOR QUALITY ORIGINAL (S) Foundation Slab: Abovground Storage Tank Size: 500 gal mbeded AB's 6 - 5" Hilti AB's 7' - 5" PLAN Notes: Coxcrete: f c = 3000 psi at 28 days Reinforcement: Fy = 60 ksi per ASTM 61 S latest ed Cast in place concrete: AC1301 & ASTM C-94 Hot Weather: do not place concrete above' 90 ° F Wtkout.special precautions Cold Weather: Do not mix or place below 40 ° F. Deposited concrete•shall have temp not less than 60° F. Forms and rein] shall befree fromfrost, Comply with ACI 306 99cs094 0.5M details 1 /10/00 Clark Engineersxl 10655 Six Pines; to I The Wopdiands, TX 77380 Amount Req'd 4 -112"A 307 Sid 6" T p ea way @,�®FESSIO _ 4- 3/3 x 3" SS Hilti i 12" ; ` _ �tt �• C w/2 3/16" Embedment iRi ,; �-t� •, y - ---- -•--- -.- ®. 3940 y t. L Civil. . ACF C/e�1F N N Exact loaction of anchor bolts is per CSI tank drawings 1.4ir3r3IlKff L3x3x3/16" "A -307 1/4' washer Standard Embeded AB Containment Solutions A Denali Company HiltiAB S. page 1 of 2 Foundation Slab: 1R100 Abovground Storage Tank ESize.:50:0g:al - Use 2# 5's in beams continuous T & B IF -Use # 3 Stirrups at 24" Ctrs Use # 5 L bars at corners T & B - x 24" Long 'rn Clark Engineers1,, 10656 Six Pines, Ste 16Q ;.,t,3 The WoOlands, TX 77380 # 4 Dowles x 48" Long # 3's at 16" ea wy in slab ctred /-Useat 24" Ctrs 2 314" Bar chairs supporting bottom layer 6" Slab 6" Taper If %LP t f i *%% t t bass 000 3"Clr b001 \ (TYP) 12►' \,. �4 ,\;.:� 4`• Remove top — 6" and scarify base. Recompact to 10OV of dry density Use 4 to 6" select fill under slab Beams shall bear on 12" of select fill compacted to 95% Standard Proctor Density, or extend a minimum of 12 inches into dense undisturbed soil,with an allowable bearing capacity of 1000 psf Section A A 99cs094_0.5M details 12" or as required for Frost depth if greater than 12 ". Use 4 Hilti Anchor Bolts: %wik Bolt H - 318" x 3" -w/2 3116" Embedment, Torque to 30 ft-lbf Minimum 12" edge distance Or Use 4- M"A 307AB's x 6" long w11.5" ID Washer. Note: For Hild AB's the minimum is showm Increase number as req'd to ensure balanced spacing along length of tank Containment, Solutions A Denali Company page 1 of 2 Foundation Slab: Abovground Storage Tank Llize.- 82 0 al tdEmbeded AB's 6 - 2' HiMAB's 7' - 2" PLAN Notes: Concrete. : fe = 3000 psi at 28 days Reinjoreemen. Fy = 60 Lsi perASTM 615 latest ed Cast in place concrete: AMOM ASTM C-94 Hot Weather. do not place concrete above 90 ' F 5 withoutspecial precautions Cold Weather: Do not nrx or place below 40 ' F. Deposited concrete steal/ have lent/ not less than 60' F. Forins and reinf. shaU be free from frost Comply with ACI 306 99cs094 0.28 details 1 /10/00 Clark Engineers,166 10655 Six Pines, Ste 150. The Woodlands, TX 77380 r Amount Req'd 4 -112"A 307 Sid ! 6" ITypeaway 4- 318 W12 'w o � W N N Exact loaction of anchor bolts is ner CSI tank drawings L3x3x3176" L3x3x3/16h "A 307 1/4 washer Standard Embeded AB Containment Solutions A Denali Company Hilti.AB . M page 1 of 2 Foundation Slab: 1/10100 Abovground Storage Tank Size: 280 gal Use 2# 5's in beams continuous=T & B Use # 3 Stirrups at 24" Ctrs Use # 5 L bars at corners T & B - x 24" Long # 4 Dowles x 48" Long # 3's at 16" ea wy in slab ctred at 24" Ctrs Use 2 314" Bar chairs supporting bottom layer [6" 6" Taper Slab or as required for tl. 12" Frost depth if ►� 3 Clr greater than 12". (TYP) 12'► Clark Engineers; I 10655 Six Pines, Ste 150' The WoPdiands, TX 77380 Remove top - 6" and scarify base. Use 4 Hilti Anchor Bolts: %wik Bolt H- 318" Recompact to 100% of dry density x 3" w/2 3116" Embedment, Torque to 30 Use 4 to 6" select fill under slab ft-lbf Minimum 12" edge distance Beams shall bear on 12" of select fll compacted to 95% Standard Proctor Density, Or Use 4- L2" A 307AB s x 6" long w/1.5" or extend a minimum of 12 inches into dense 1D Washer undisturbed soil with an allowable bearing Note: For Hild AB's the minimum is capacity of1000 psf shown. -Increase number as req'd'to ensure Section A A ,balanced spacing along length of tank Containment Solutions 99cs094 0.28 details A Denali Company I page 1 of 2 M i . WESTERN PUMP petroleum & lubrication equipment specialists Mr. Chuck Mendenhall ESGIL CORPORATION 9320 Chesapeake Drive Suite 208 San Diego, CA 92123 MEMBER d1B June 25, 2001 Tel: (858) 560-1468 Fax: (858) 560-1576 RE: PLAN CHECK # 01-1557 -.SEARS AUTO CENTER on 2561 El Camino Real, Carlsbad, CA 92008 Dear Mr. Mendenhall: Enclosed is our revised equipment submittal package per your request. Also, following are the responses to your remarks that came up during the plan check process. A. How high are the tanks above the floor? How do you intend to provide seismic bracing for the tanks? Include with the plans the seismic design and construction details for the tanks. The new oil tank is approximately 5'01" tall and will be mounted aboveground on the floor of the Auto Shop. The used oil'tank is approximately 4'01" tall and will be mounted aboveground on the floor of the trash enclosure area. The two (2) tanks will have seismic restraint tabs (see drawings) And will be anchored per the specifications and requirements of the tank manufacturer. B. Are there electrical controls associated with these tanks? If there are electrical controls, submit electrical plans for the systems associated with the tanks. No, there are no electrical controls associated with these tanks. The pumps are air -operated for both the new oil and used oil tanks. If you have any questions, or require additional information -please contact � P9) 239-9988, ext. 213. Sincerely, P yan Rethmeier Oki l�G Sales Representative 3235 "F" Street • San Diego, CA 92102-3315 • (619) 239-9988 ) 39-992 www.cet-westernpump.com VISED EQUIPME SUBMITTAL PACKAGE FORS CHEC Site Location:. Sears Automotive Center # 6498 2561 El Camino Real Carlsbad, CA 92008 Prepared by: Ryan Rethmeier CET/Western Pump 3235 "F" Street San Diego, CA 92102 (619) 239-9988 ext. 213 + ' Page 1 of 1 MapQuest : Printer -Friendly Street Map WWV1t.MAPQU1EST C 0 M Back Print Options 2561 EL CAMINO REAL, CARLSBAD, cA, VZUUt$-'lZuL, ua s �.r � � � CnVp N1_,j Ilk { a ( �v i ti coun�try clut, i Np LIU ) cd , s? i f i U I} ! 105 —^ .. . c�N-;' 4w _ �n o � Plaza Camino 4 Real AvGnda Magn'rflca , _Via Cl,m6nte Lob Pin6_ C rdst Way_ - " . VjS j ti4 . fif it�lG y�6,' 6uana Vista Wa'y �% 0.�io Fr 4iy �r , tt+ V JRicardo , a Vfe So t e' '• ranarla Yi+/ '_.0, ay 3 m' ;C : F= All Rights Reserved. Use Subject to License/Copyright UNLIMITED LONG ]STANCE 0 ic /min.��_•__�u. UNLIMITED LONG DISTANCE, O...L /min This map is informational only. No- representation is made or warranty given as to its content. User assumes all risk of use. MapQuest and its suppliers assume no responsibility for any loss or delay resulting -from such use. ...:z50z75d4y&SNVData=3mad3-h.fy%o28abnOr8_%29u2alOzw%2495-dut%3bvj%7cs0w,bb6`.6/25/2001 9 I w I Q m y 000R Y:2 ZG G w'.2 0 Nv D.� 3A I,,, Dw � � OL-1�42� AV Sc l oo'r �vrn� W goo �-�C 4 z o w Site Location: Sears Automotive Center # 6498 2561 El Camino Real Carlsbad, CA 92008 Prepared By: Ryan Rethmeier Western Pump, Inc. 3235 "F" Street San .Diego,. CA 92102 (619) 239-9988 ext. 213 i. -1 CONTAINMENT SOLUTIONS t� A DENALI COMPANY LUSE CUSE® SPECIFICATIONS FOR SINGLE WALL AND/OR SECONDARY CONTAINMENT ABOVEGROUND TANKS FOR FLAMMABLE AND COMBUSTIBLE LIQUIDS, NON FIRE RATED 1.0 GENERAL TANK DESCRIPTION: 1.1 LubeCube Aboveground Storage Tanks, for Flammable and Combustible Liquids are designed, constructed, and listed in accordance with Underwriters Laboratories, Inc. Standard UL 142. UL 142 is the standard for Steel Aboveground Tanks for Flammable and Combustible Liquids. The listing shall meet all requirements for atmospheric tanks of The National Fire Protection Association Sections 30, 30A, 31 and The Uniform Fire Code Article 1.2 LubeCube tanks are designed and UL listed as atmospheric tanks with a maximum working pressure of 1 PSI. 1.3 The primary tank and the secondary containment tank shall have passed a proof of design hydrostatic pressure test of 25 PSI. 1.4 Each single wall LubeCube tank shall be equipped with five (5) NPT openings, in addition to one for an emergency vent. All secondary containment Lube Cubes shall incorporate the single wall openings plus an additional two (2) NPT openings, for monitoring the interstitial space and an emergency vent. The emergency vents shall- be sized per NFPA & UL 142 requirements. 1.5 The tank shall be equipped with a minimum two (2) lifting lugs. 1.6 The tank Manufacturer shall provide proof (upon request) of a minimum 5 years of manufacturing UL 142 listed rectangular tanks. 1.7 LubeCube tanks include a 1 year warranty. 1.8 Tank shall be provided with threaded PVC plugs in fittings (watertight). 2.0 PRIMARY STORAGE TANK (SINGLE WALL TANKS) 2.1 The primary storage tank shall be rectangular in design. 2.2 The welds shall be continuous. 2.3 The primary storage tank shall be constructed of ASTM A-569 or A=36 carbon steel, as required for compatibility of product being stored. 2.4 The primary tank shall be pressure tested in the factory to UL 142 specifications (3 PSI). 2.5 All foreign materials shall be.removed from the surface of the tank. 2.6 The primary tank exterior shall be painted with 1 coat of shop primer. 2.7 The tank shall have a minimum of two (2) support feet. 3.0 SECONDARY CONTAINMENT TANK (DOUBLE WALL TANKS) 3.1 The secondary containment tank shall be rectangular in design. 3.2 The welds shall be continuous: 3.3 The secondary containment tank shall be listed by Underwriters Laboratories as secondary containment under UL 142 standard. 3.4 The secondary containment tank shall provide a minimum of 110% secondary containment. 3.5 The secondary containment tank shall be equipped with a 2 inch monitoring port and a 4", 6", 8", or 10" emergency vent port as required by Underwriters Laboratories, Inc. 3.5 The secondary containment tank exterior and that portion of the exposed primary tank shall be -painted with 1 coat of shop primer. 3.6 The secondary containment tank shall be pressure tested in the factory to UL 142 specification (3 PSI). Litho in U.S.A., Sept. 1998 Copyright 1998 Containment Solutions, Inc. - All Rights Reserved Pub. No. LC3501 2 e 7 6 5 „ 6" 6 o a a 1 „ 7" 6 ®G ® O-T .- A E E H F C FF C B L DOD 9BL O 1'-102" ® 7. 2" G 2 O TOP VIEW 5' I 'I I I I I I I---- 2'-1" 2'-1" � 250 GAL 250 GAL. I I I I I I I ■u� 1" (TYP:) 4'-10" 4'-7" ITEM e SIZE SUGGESTED FUNCTION A 2" SPARE B 2" FILL C 2" PRIMARY WORKING VENT D 2" MECHANICAL. GAUGE E 4" PRIMARY TANK EMERGENCY VENT F 2" SPARE G 4-7' 8 METING LUG TYPICAL 2 PLACES H 6" SECONDARY CONTAINMENT EMERGENCY VENT J 2" MONITORING PORT K 2" SECONDARY WORKING, VENT L 7 GAL SPILLBOX M N A ANCHOR CLIP, DWG. AC8005 TANK SPECIFICATIONS VENTING CAPACITY: PRIMARY TANK - 94,800.CUBIC FEET PER HOUR SECONDARY TANK - 126,000 CUBIC FEET PER' HOUR MATERIAL: PRIMARY TANK - 10 GA. 31_9" SECONDARYTANK - 10 GA. 3'-7" .I" �01 Sul L —a --� ELEVATION END VIEW PRODUCT CODE GALLONS DESCRIPTION OVERALL SIZE SHIP WT. ^ E MY LCAA250ODS501 500 2COMP (250/250) U/L-142 DOUBLE WALL LURE CUBE 5'-1" L X 3'-10"* W X 5'-1" H 1420 r 01 LU71 ) W a SOLUTIONS " THIS DRAWING AND THE DESIGN SHOWN HEREIN IS THE PROPERTY OF THE DENALI COMPANY. USE OR COPIES THEREOF CANNOT BE MADE WITHOUT WRITTEN CONSENT. A DENALI COMPANY a DRAWN BY: D. ROYANG DATE DRAWN: 06-05-01 CUSTOMER .NAME APPROVED BY: DATE: DWG NUMBER: 5100378 11 SCALE: 1=24 SEARS REV: I REV BY: I DATE: I SHEET. I OF i EMERGENCY VENTS AST- A NPT Part No. Size Wt.lbs B 0367-01-4000 4" 17.0 4 11 /16" 0367-01-6000 6" 26.0 5 1 /8" 0367-03-4000* 4" 14.0 4 11/16" 0367-03-6000* 6" 25.0 5 1 /8" *Aluminum Base Features Slirnline style is ideal for limited space applications. Heavy duty cast iron top and base with aluminum bases available. Ma- chined top and base with a Buna N "O" Ring provide a vapor tight seal. 4" or 6" male NPT thread standard, Screen minimizes chances of theft or vandalism. Airflow: 4" - 91,076 SCFH 6" - 227,191 SCFH It A NPT Part No. Size WuhtB 0368-01-4000 4" 21.0 4.1 /8" 0368-01-6000 31. 5" 0368-01-8000 41. 4 1 /8" 0368-03-4000* 19. 4 1 /8" 036&03-6000* 6' 28 5" 0368-03-8000* 8" 37 4 1 /8" *Aluminum Base Features Female thread, hood d made of heavy duty cast iron top and b with aluminum bases available. Hood d Qn acts as a weather deflector and minimize ances of theft or vandalism. Machined p base with Buna N "O" Ring provides a po ght seal. Airflow: 4" - 77,415 SCFH 6" - 210,527 SCFH 8" - 477,033 SCFH 0 A _ NPT P.O. Box 8026 6401 E. 40th St. Kansas City, Missouri 6.4129 1-816-9-4-3900 I.800-821-6583 FAX: 1-816.924.3903 Ceq A8.19M6q. Cb. AST VENTS A NPT Part No. Size Wt.lbs B. 0401-01-0750 3/4" 0.6 1 1 /4" 0401-01-1000 1" 0.7 11/4" 0401-01-1250 1 1 /4" 1.1 1 5/8" 0401=01-1500 1 1 /2" 1.2 1 5/8" 0401-01-2000 2" 1.6 13/4" 0401-01-4000 4" 2.5 3" Features One piece free flow vent. Cast iron body with brass screen. Available in 3/4" thru 4" NPT female thread. Zinc plated or aluminum body available. P.O. Box 8026 6401 E. 40th St. Kansas City, Missouri 64119 w 1.816-924-3900 1-800-821-6383 FAX: 1-816-92.1-3903 C(q A2-4MW' G. 2" —►i 4" ELEVATION (TANK) 1 / 16" 0 HOLE OR ANCHORING 11ll�. 2 3„ END VIEW ANCHOR CLEP DETAIL ANCHOR CLIP X 4 3/4" STAINLESS STEEL HILTI KWIK BOLT II :)/— (ANCHOR W/3-5/8" EMBED) d e e — a. d' Q. — d d- a e d A —_ v u ' d• a d d e ° d •• a'• e, n e' a :a ° e ,Q e d a d �' FOOTING TYPICAL ANCHOR CLIP a d 11VJ1HLLH11V1V A C d II PRODUCT CODE:ACB005 " 5» Q . a; . ' 3g U" US„NG: SHT, of 1 CONTAINMENT a • DRAWN BY: DATE: �, SOLUTIONS D. ROVANG 04-03-00 'A A DENALI COMPANY p. REVISION: I INRUIS: DATE: DRAWING j: DESCRIPTION: m'4 e ACB005 ANCHOR CLIP THIS DRAWING AND THE DESIGN SHOWN HEREIN INSTALLATION IS THE PROPERTY OF THE DENALI COMPANY. SCALE: v USE OR COPIES THEREOF CANNOT BE MADE .9 FOR 1_UBE CUBES u m n + em.+re� rnaer.r. [ABOVEGROUND-STORAGEI SEISMIC CALCULATIONS Site Location: -Sears Automotive Center # 6498 2561 El Camino Real Carlsbad, CA 92008 f Foundation Slab: Abovground Storage Tank Size: S00 gal Sid Embeded AB's 6 - 5" Hilti AB's 7' - S" -------------------=---------=-------� i -------------------------------------------------- PLAN Notes: Concrete: f c = 3000 psi at 28 days Reinforcement: Fy = 60 ksi per ASTM 615 latest ed Cast in place concrete: ACI 30I & ASTM C-94 Hot Weather: do not place concrete above 90 ' F without special precautions Cold Weather. Do not mix or place below 40 ° F. Deposited concrete shaU have temp not less than 60' F. Forms and reinf. shall befreefromfrost Conrly with A CI 3 06 1 /10/00 Clark Engineers, Inc. 10655 Six Pines; Ste 150 The Woodlands, TX 77380 Amount Req'd 4 -1/2"A 307 Sid i 6" T p ea way ESS1� 4- 318 x 3" SS Hild i 12" e ��N �• C { w/2 3116" Embedmept h ,� ! W of C��r� N N b h . Exact loaction of anchor bolts is per CSI tank drawings L3x3x311611 "A 307 c 114 washer Standard Embeded AB Containment Solutions 99cs094 0.5M details A Denali Company L3x3x3/10 HUd AB IS page 1 of 2 f Foundation Slab: 1 /7/00 Abovground Storage Tank Sue: 500 gal —Use 2# 5's in beams continuous T & B —Use # 3 Stirrups at 24" Ctrs Use # S L bars at corners TA B - x 24" Long # 4 Dowles x 48" Long # 3's at 16" ea wy in slab ctred at 24-" Ctrs Use 2 314" Bar chairs supporting bottom layer, 6" Taper 6" Slab _j 1 �� 12 or as required for Frost depth if b ° ° ° 3" Clr a ° 01 ': greater than 121211 :•, J Clark Engineers, Inca 10656 Six Pines, Ste ISO The Woodlands, TX 77380 Remove top - 6" and scarify base. Use 4 Hild Anchor Bolts: %wik Boll H- 318" Recompact to 100% of dry density x 3" w12 3116" Embedment, Torque to 30 Use 4 to 6" select fill under slab ft-lbf Minimum 12" edge distance Beams shall bear on 12" of select fill compacted to 95% Standard Proctor Density, or extend a minimum of 12 inches into dense undisturbed soil with an allowable bearing capacity of 1000 psf Section A A 99cs094 0.5M details Or Use 4-1/2" A 307AB`s x 6" long wI L511 ID Washer. Note: For Hild AB's the minimum is shown. Increase number as req'd to ensure balanced spacing along length of tank Containment Solutions A Denali Company page 1 of 2 Seismic Analysis:500 gal Aboveground Tank - Allowable Soil Bearing Capacity gall := 1-ksf Tank Geometry and Weights: Code: 1997 UBC Vol a 500•gal Loads: G =— 1.0 -vwind := 100-mph Wtdry := 1350•lbf Seismic = Zone—4 W.tfluid = Vol•G-ywat Wttluid = 41721bf Wttot := Wtdry + Wtiluid Wttot = 55221bf Ht := 5•ft+ 1-in hx ;_ Ht hr := Ht 2 L := 5•ft+ 1-in Wth := 3•ft+ 10•in Steel Strength Ywat = 0.03612•pci Fy := 36000-psi Wind Load p=.Ce•Cq•gs•1w Seismic Load LP Ca I hx FP = p p 1 +3•— •Wttot RP hr Ca := 0.44•Na Na a 1,.5 ap= 1.0 Rp=3.0 Ip = 1.5 Total Seismic Force ap•Ca•Ip hx Fp := 1 + 3•— •Wttot RP hr 0.7•Ca Ip•Wttot 115/00 CLARK ENGINEERS 10655 Six Pines Ste 150 Length �a Heigh 4h a. .• - eT ,. 0 9t�M Eqn : 20-1, pg 2-7 � > Table 16G; Exposure C Tablen 16H: mino r structures, any direction pl := Ce•Ca•gs'Iw pi = 43.7psf gs = p Table.16-K: Hazardous facilities PI := pl•Ht•L PI = 1128.91bf Take hx for half height Eqn 32-2, pg 2-1-8 hx = 2.54 ft hr = 5.08 ft Tables's 16-Q & 16-S for Zone 4 <= 2 km of seismic source, Zone 4 Table 1'6-0_4 Rigid Components with Ductile Material Table 16-K_2 Hazardous Facilities Fp' 4• Ca•Ip• Wttot Eqn 32-3, pg 2-18 Pp Minimum FP- Maximun Fp = ..6 kips P, := FP 3.8 F � — kips p .21.9 Width 99CS094_Hoover Seismic_500 gal.mcd 4:57 PM 1/5100 page 1 of 12 Seismic Analysis:500 gal Aboveground 1/5/00 CLARK ENGINEERS Tank - 10655 Six Pines Ste 150 Horizontai Design- Force p _ Pdes := max(P) Pdes = 4.6kips (1-1)'Idps 4.6Design Control Control := if(PI >: P2,"Wind Controls" ,"Seismic Controls") Control = "Seismic Controls" Check Overturning Momrnt and Stability ratio for wind empty and seismic full Wtdry . Wtdes Wttot Overturning Moment Hcent = (Ht) + 2-in 2 OTM P•Hcent Stability Ratio (5.5 1.4Wtdes = )kips Hcent = 2.71 ft OTM = (12., 3.1 ft•kips Resisting Moment about point Wth Wind 2.6 RM := Wtdes- 2 10:6 Seismic RM = ,ft kips � RM Wind SR — (0-8 5J SR :_ OTNf Seismic 0.861 Anchor Bolt Requirment Wind ABTen •-- if (RM ? OTM1,"No AB Tension" ,"Check with weight"_) t Seismic ABTen if (RM2 >_ OTM2 , "No AB Tension"', "Check with weight") 2 Anchor Bolt Shear N := 4 P VAB := N (�/AB0.3 kips 1.1 rnt LAnchor—Lip Wth+4•in LAnchor_Lip = 4.17 ft 1350 Wtdes =() lbf 5521.9 ABTen = "Check with weight" ABTen = "Check with weight" Anchor Lip Tension N = 4 OTM Wtdes `I'Lip :=2 — ��LAnchoLip-TN N 29. TLip = lbt (1001 99CS094_Hoover Seismic 500 gai.mcd 4:57 PM 115100 page c U1 I. Seismic Analysis:500 gal Aboveground 1/5/00 CLARK ENGINEERS Tank 10655 Six Pines Ste 150 VAB := tnax(VAB) TenLip c= if(max(TLip) <— 0, 0, max(TLip)) TenLip = 0.1 kips VAg = 1.1 kips Lugten if TenLip S 0, "No Uplift", "Uplift Exists"� Lu?ten = "Uplift Exists" Check shear for pullout at anchor lug Ref AIS9 th pg 4-7, Table 1-F: Edge Distance Fu := 58•ksi Edge Distance dedge := 1-in Val, 29• kips in VAB 0.039 in treq'd Vail treq'd — — treq'd 11 round—•16,0 tLip _ in + 0.0625 -in 16 Use Angle 3 x .3 x tLip! = 0.125 in Design Anchor Lip tLeg := tLip•in _ LAnchor Lip — Wth LApt . 2 C l i�ILip := TenLip tLeg LApt — in Fb Fy 4 1.6 3 LApt = 2 in MLip = 187.7in•lbf Fb = 3000.Opsi SLip_req'd F `p SLip req'd = 0.006 in3 b 4 6 6'SLip req'd WL,p . in w tLip $ Lip 10 WLip WLipi 0.0969 0.0791 tLip = 0.0685 in 0.0613 Use N= 4 Anchor Lugs L 3 x 3 x Rnce rhmznel 0.0969 ILA t 0.0791 tLip 0.0685 in 0.0613 'tLip := 1f(tI..ip < tLip'•tLip',tLip) tLip' = 0.125in 0.0969 0.0791 tup = 0.0685 in wLip = 4 in 0.0613 99CSO94_Hoover Seismic 500 gai.mcd 4:57 PM 1/5/00 page o vi i, Seismic Analysis:500 gal Aboveground 1/5/00 'Tank Design Anchor Dog for Anchor Lug Hold -Down Anchor Lug Force TenLip = 0.1 kips Anchor Dog distances a indog = 3•in b_outdog := 3•in Sum moments about dog reaction Anchor Lttg Reaction TenLip• (a_indog + b_outdog) TAB b_outdog TAB = 0.2 kips T Anchor Lug CLARK ENGINEERS 10655 SIx Pines Ste 150 Anchor Lug a -in dag b-outdog —� Anc%tor Bolt Tension 1.5 in Anchor B A n = Projected Area at 45 ° Concrete failure surface_ l a- 45deg ' washer Compute Strength of Anchor Bolt in tension: Ref 1997 UBC sec 1923, pg 2-168 Steel Strength For A 307 AB's Z ;c • DAB2 DAB := .5 in AAB := 4 AAB = 0.2 iri f„t = 60000 psi Pss 0.9•AAB•f„c Pss = 10602.91bf 99CS094_Hoover Seismic 500 gal.mcd 4:57 PM 1/5100 reaction I TOC page 4of12 Seismic Analysis:500 gal Aboveground Tank Concrete pull-out strength 0.65 := 0.75 ]embed 6•in Dprojected 2•]embed•tan(45•deg) + dwasher nDprojected 2 AP = 4 �Pc :_ iO-1.4-Ap. fc psi psi 0 Pu := Uw.TLip Pu = )kip 0.1 Check Shear in Anchor Bolts 1/5100 CLARK ENGINEERS 10655 Six Pines Ste 150 kip := 1000•]bf fc = 3000apsi dwasher 1.5-in Ultimate Strength D ro'ected = 13.5 in Design FActor for p J Seismic or wind w/DL Ap = 143.1 in �Pc = 152881bf 3 pu =8.2 )1bf 130.1 Pw := TAB Pw = 0.2-kips VAB = 1.14kips Working Shear Design She VAB = 134kips Vu := Uw•VAB Vu = 1.48kips Steel Strength in Shear Vss := 0.75•AAB-fut Concrete Strength in Shear �Vc := �-800•AAB-X- fc—•psi psi Check Combined Tension -plus Shear 5 5 1 Pu 3 Vu 3 Vc check + — �Pc Ovc Vss = 88361bf UW := 1.3 4194.3lbf VAB_ult := if(OVc <_ Vss,OVc,Vss) VAB utt = 4194.31bf ( Vc 0.09) check = 0.09 P 2. 2 - 0.03Vss_check +(TVU Vss_check = 0.03 Pssu Use DAB = 0.5 in Anchor bolts w/ lembed = 6 in and dwasher = 1.5 in 99CS094_Hoover Seismic 500 gal.mcd 4:57 PM 1/5/00 Anchor Bolt Check page 5 of 12 Seismic-Analysis:500 gal Aboveground 1/5/00 CLARK ENGINEERS Tank 10655 Six Pines Ste 150 Mdog := TenLip•a indog Mdog = 300.3in•lbf 8 SDog_req'd := Fo SDog req'd = 0.01 in 3' b 6•SDogreq'd tDog tDo 0.12in ':= g = wLip tDog = 0.123 in Dog x wLip = 4in wide with 718" dia hole Dog := if (tDog <_ 0, "Not Required" , "Check Lug Thickness"� Dog Check Dog = "Check Lug Thickness" HIM Inputs Enter No Hilt! Anchor Bolts NHilti 4 TenLip = 100.1 IV ' TAB_Hild = TenLip TAB- Hilti = 0.1 kips dHilti_AB 0.5• in VHilti_AB =' 1.14 kips lembed Hild = (2. in + 6 in). ABHilti = "Kwik_Bolt II 3/8 304 x 3" Pdes SEE ALSO HILTI VHilti_AB = DESIGN SHEETS NHilti ABHilti := "K�cik Bolt_II 3/8 304 x 3" _ 7 dedge Hilti := 12 in dHole := 16 in For Hilti, Use NHilti = 4 lembed_Hild = 2.188in embedment Tighten to Torque := 30•ft•lbf Torque = 30 ft• lbf 99CS094_Hoover Seismic 500 gal.mcd 4:57 PM' 115100 page 6 of 1: Seismic Analysis:500 gal Aboveground 1/5/00 CL.ARK ENGINEERS Tank 10655 Six Pines Ste 150 Soil Bearing Stress: For loads in short direction (qmaxl (0.373 . _ ... gmax gmax =),ksf gmax, 0.774 gbearingt = if (gmaxt < gall.)"OK" ., "NG-Increase Footing. Dimensions") gbearing, if (gmax` < gall, "OK" , "NG-Increase Footing Dimensions" ) Soil Bearing Stress: For loads in long direction Pvert OTIM gslab_mar L — + Ang Sftg_Long Pvert OTM gslab min L — — Afto Sftg Long 0.35 gslab max L =() ksf 0.6.1 Bearing Capacity Check — gbearing — "OK" gbearing, _ "OK" 0.35) 0.18 gslab min_L = ksf D = 1.07 ft —0.08 6 D 2-Pvert gmax Lt if 6 >— el ) gslab max_Li - D l 3 B ( 2 — el) D 2• Pvert gmax_L2 := if 6 > e2,gslab_max _LZ-P 1 3•B•\2 D.— e2J Design Beam for Bending L. Support Channels as Skids Treat Skid Reactions as supports for beam loaded vertically upward 99GS094_Hoover Seismic 500 gal.mcd rD LLz := 3•I 2 — LL = 5.42ft z gmax_L = 1 (0.35) ksf Wind L0.63 Seismic q Ill�i�l�����) e ,•-:6ilij;:::•:ilili � III > mar iliJn;"��i;C i. B •.j ii I� rim" „�I:", _< e 4 mar I•i �II) I II� II i :':,; :,i,i:_• ;ajit�ji'il il�l�ll :l �,I�i{SpIL� 6 •Ili^ '..il.! I L strs block 4:57 PM 1 /5/00 Soil Stress for Short Direction page 8 of 12 Seismic Analysis:500'gal Aboveground 115/00 CLARK ENGINEERS Tank. 10655 Six Pines Ste 150 Slope of Stress Block gmax 2 = 0.77 ksf I } L2 = 3.54 ft gmax2 ksf i 52:= LZ S2 = 0.218 ft Average Stress on Beam — — S2'y'bm .1 • ft 0.665 ft ksf gtot �— (qm'ax, 2 � gtot = Beam Design Soil Bearing Stress to Beam DL Soil Stress gDL = Yconc' dbm' Wbm qDL = 0.15 kips ss gdes gtot — qDL gdes = 0.51 kips Compute Bending Moments at Ctr Span and at Skid Support D — Lctr -span D = 6.42 f' Lctr span = 3• ft + 4-in Lend span 2 Lend —span = 1.54 ft V gdes' D Vskid = 1.7 kips Vskid = 2 2 D2 Lctr span M — gdes' Lend —span Mctr = gdes' C 4 — Vskid' 2 end 2 Mend = 0.6 ft kips Men. = 2.5 ft• kips U := .1.3 Mu end := U' Fiend . Mu _ctr U' Mctr, 99CS094_Hoover Seismic_500 gal.mcd 4:57 PM 1/5/00 fa 1 page V or l s.:a - - - Seismic Analysis:500 gal Aboveground Tank 1/5100 CLARK ENGINEERS 10655 Six Pines Ste 150 Ultimate'Moments ... Mu end = 0.8ft•kips Vsupt := gdes'Lend span Vsupt=•0.8kips Mu ctr = 3.3 ft•kips V U• V V 1 ki s u supt sh �= supt_ u_supt sh = P Compute Moment in Long beam due to load in long direction Lend -span = 1.54ft Slope of Stress Block gslab_max LZ — gslab_min LZ g SLZ = 0.108 ksf La D Send 9slab_max—L, Gend = 0.613 ksf gskid = Send — SLZ Lend span gskid = 0.446ksf gDL 0.463 ksf gnet end �= fiend — — Qnet_end = Wbm gDL 0.3 ksf gnet skid gskid — — gnet skid = Wbm Design each long beam.for moment for half of width B_slab gnet skid gnet end — gnet_skid ? Msupt :_' � � �" 3 'Lend_span ' B• 2 Msupt =. 1.3.ft• kips Mu supt := U' Msupt Mu supt = 1.6 ft. kips Mu_ctr Mdes Mu_supt dbm = 121n Ultimate Design Moment Mdes_bm := max(Mdes) Mdes bm = 3.3 ft•kips dbm Wbm O'625 h = — bm :_ — dreinf = h — 3 + — .1875 in in 2 4 n 4,.;g Wind or Seismic irr Long Direction L errd span I�IIIIIII III IiIIIIIIi IIIiII�iI81IIlIIIIIIII!Dillil;i6�4illllli7 � ! Q neend9++et skid U1,11 I II III Io!u�l a I l ill i...... ' Shear at Support � gnet_end + gnet skid B Vsupt_L :_ 2-(Lend_span' 2 VsuptL = 1.5 kips V u_supt_sh Vdes :_ Vru_supt_L -Ultimate Shear Vdes_bm := max(Vded Vu_suptL:= U'Vsupt_L Vu_supt_L = 2 kips Vdes_bm = 2 kips Ashear := bm•dreinPin2 Ashear = 110in2 990S094—Hoover Seismic-500 gal.mcd 4:57 PM 1/5/00 page 10 of 12 Seismic Analysis:500 gal Aboveground 1/5100 _ CLARK ENGINEERS " Tank 10655 Six Pines Ste 150 fc := 3000 pmin := 0.0033 vc.:= udes_bm v. = 18psi Ashear Fy = 60000 vutf :=• 0.85.2 psi volt = 93.1 psi FZ a = 0.59 y a = 59000 Reinf if (VI <vult "Use min shear reinf' "Use shear Reinforcement" fc•btn shear:= — 2 > > b = dreinf•Fy b = 547500 Reinfshear "Use min shear reinf' = Mdes bm c :_ 12000 c = 44133 0.9•ft. kips Required -Beam 'Reinforcinng Beam Depth V _ — As - b — b 4- a• c As := As' in2 As = Min ' dbm = 12• in 2-a As min := As- 1.3333 As —min = 0-108in2 ` As min' = bm• in- dreinf' in' P min As —min' = 0.4 in As req'd if (As <— As min A As > As —min', As, if (As —min > As —min,, As- min', As —min)) As req'd = 0.1 in Slabreinf := "Use #4's at 16in Ctrs each way in center" Bar Size .375 .5 db :_ .625 '.in .75 875 0375 0.5 db = 0.625 in 0.75 0.875 10.111 1 0.3 0.6 7c•db2 _req'd Ab := Ab = 0.31 in ' NObars NObars = 0.4 4 Ab 0.44 0.2 0.6 0.2 Beam Reinforcing 2 Use 2 # 5's 7op and Bottom 2 Use # 3 stirrups and 24" centers NObars = 2 Slab Reinforcing 2 Use # 4's at 16in on center ea way centered' in slab on 2 3/4 in bar chairs 2 for bottom layer 99CS094—Hoover Seismic 500 gal.mcd 5:03 PM 1/5/00 page 11 of 12 Seismic Analysis:500 gal Aboveground 1/5/00 CLARK ENGINEERS Tank 10655 Slx Pines Ste 1-50 Design Summary " No Anchor Lugs . Size Lugs Anchor Bolts Edge Ditance N=4 Angle 3 x 3 x tLip, = 0.125in Dp,B = 0.5in Diameter by lembed = 6in embedment with dwasher = 1.5in washer B — Wth dedge_Std AB 2 = 2* in dedge _Std—AB = 6in Hilt, Anchor Bolts NH;It; = 4 ABHilti = "Kwik Bolt _II 3/8 304 x 3" with letnbed_Hilti = 2.2in embedment and edge distance of dodge Hild = 12 in Drill dxole = 0.4375 in Tighten bolt to Torque ,= 30ft•lbf Note : if number of HIM bolts is greater than number of anchor lugs, add lugs and required Edge distance difference Edge_dist diff' = if [dodge Hilri dodge Std AB 2' (dedge_HiIti —dodge Std AB) , 0-in Add Edge_dist diff = 12in to foundation length and width for Hilt, Anchor Bolt option DHilti f= D + Edge_dist_diff BHilti = B + Edge_dist diff - DHilti = 7.4 ft BHilti = 6.2 ft Anchor Dogs Anchor dogs are sometimes used for large force on lugs For this design , Dog= "Check Lug Thickness" og = 0.1 in Foundation Design Plan dimensions Slab Dimensions: Reinforcing Slab Reinforcing Beam Reinforcing Standard Anchor Bolts hole Length Width Beam Depth Slab Thickness D = 6.417 ft B = 5.167 ft dbm = 12 in dslab = 6 in Note : if edge distance for Hilti'bolts is greater than standard cast in place bolts, increase foundation length and width by twice the difference. Hilti Anchor Bolts DHilti = 7.417 ft BHilti = 6.167 ft Slab,inf = "Use #4's at Min- Ctrs each way in center" Use Noba, = 2 db = 0.625 in top and bottom with # 3 stirrups at 24 in 3 3 99CS094_Hoover Seismic_500 gal-.mcd 5:03 PM 115100 . page 12 of 12 - Customer No.: Anchor fastening, design for I Page: - 1 of 3 Location: Quotation: Hilti Inc. Project: 99CS094 500 gal_DWT i PO Box 21148 ,List No.: Tulsa, OK 74121 Phone: 1-800-879-8000 Phone: Date: 2000-01-05 Fax: 1.800-879-7000 Resp.: Steve Allwein Name: JMC � 4 • Anchor fastening design for Kwik Bolt 11.304 - 3/8"x3 As per Hilti USA �• I Positioning Anchoring plate: .., . c2- :., Single Anchor c1: 12.00 in c2: 12:00 in c3: 48.00 in c4: 48.00 in Thickness of anchor plate was given=0.32 in Anchor Loads Tensile Load: N=100 Lbf Shear Load: Vx=1140 Lbf Compressive strength: 3000 PSI Thickness of base material: 6.00 in fll Customer No.: Anchor fastening design for i Page: 2 of 9 Location: i Quotation: HIM Inc. i Project: 1 99CS094 500 gal_ PO Box 21148 I j 4 :List No.:. _ -Tulsa, OK 74121 Phone:1-800-879-8000 J Phone: Date: 2000-01-05 Fax: 1-800-879.7000 ' Resp.: Steve Allwein Name: i JMC Setting Details Kwlk Bolt II 304 - 3J8"x3 < Hilt! Inc. PO Box 21148 Tulsa, OK 74121 Phone: 1• 800-879-8000 Fax: 1-800-879-7000 I Customer No.: i Phone: i Resp.: Steve Allwein I Anchor fastening design for , Page: 3 of 3 Location: Quotation: i Project: 99CS094_500 pi I List No.: i Date: ; 2000-01-05 Name: i JMC Results for Kw1k Bolt 11304 - 3/8"x3 Anchor 1 . Vx [Lbf] 1140 VY [Lbf] 0 Vres [Lbf] 1140 N [Lbf] 100 Res [Lbf] 1144 F rec. Tension [Lbf] 862 F rec. Shear [Lbf], 1224 Setting depth [in] 2 3/1.6 i Influence edge fRV 1.00 ; Influence edge fRN 1.00 Influence spacing fA 1.00 Data and results must be checked for agreement wdh the actual existing conditions and for plausibilityl ! i W ASTE,O STORAGE TANK UBMITTALSI' - ., Site Location: Sears Automotive Center # 6498 2561 El Camino Real Carlsbad, CA 92008 Prepared By: Ryan Rethmeier Western Pump, Inc. 3235 "F" Street San Diego, CA 92102 (619) 239-9988 ext. 213 CONTAINMENT b� SOLUTIONS A DENALI COMPANY LUBE CUBE® SPECIFICATIONS FOR SINGLE WALL AND/OR SECONDARY CONTAINMENT ABOVEGROUND'TANKS FOR FLAMMABLE AND COMBUSTIBLE LIQUIDS, NON FIRE RATED 1.0 GENERAL TANK DESCRIPTION: 1.1 LubeCube Aboveground Storage Tanks, for Flammable and Combustible Liquids are designed, constructed, and listed- in accordance with Underwriters Laboratories, Inc. Standard UL 142. UL 142 is the standard for Steel Aboveground Tanks for Flamrimable and Combustible Liquids. The listing shall meet all' requirements for atmospheric tanks of The National Fire Protection Association Sections 30, 30A, 31 and The Uniform Fire Code Article 79. 1.2 LubeCube-tanks are designed and UL listed as atmospheric tanks with a maximum working pressure of 1 PSI. 1.3 The primary tank and the secondary containment tank shall have passed a proof of design hydrostatic pressure test of 25 PSI. 1.4 Each single wall LubeCube tank shall be equipped with five (5) NPT openings, in addition to one for an emergency vent. All secondary containment Lube Cubes shall incorporate the single wall openings plus an additional two (2) NPT openings, for monitoring the interstitial space and an.emergency vent. The emergency vents shall be sized per NFPA & UL 142 requirements. 1.5 The tank shall be equipped with a minimum two (2) lifting lugs. 1.6 The tank Manufacturer shall provide proof (upon request) of a minimum 5 years o` manufacturing UL 142 listed rectangular tanks. 1.7 LubeCube tanks include a 1 year warranty. 1.8 Tank shall be provided with threaded PVC plugs in fittings (water tight). 2.0 PRIMARY STORAGE TANK (SINGLE WALL TANKS) 2.1 The primary storage tank shall be rectangular in design. 2.2 The welds shall be continuous. 2.3 The primary storage tank shall be constructed of ASTM A-569 or A-36 carbon steel, as required for compatibility of product being stored. 2A The primary tank shall be pressure tested in the factoryto UL 142 specifications (3 PSI). 1 2.5 All foreign materials shall be removed from the surface of the tank. 2.6 The primary tank exterior -shall be"painted with 1 coat of shop primer. 2.7 The tank shall have a minimum of two (2) support feet. 3.0 SECONDARY CONTAINMENT TANK (DOUBLE WALL TANKS) 3.1 The secondary containment tank shall be rectangular in design. 3.2 The welds shall be continuous. 3.3 The secondary containment tank shall be listed -by Underwriters Laboratories as secondary containment under UL 142 standard. 3.4 The secondary containment tank shall provide a minimum of 110% secondary containment. 3.5 The secondary containment tank shall be equipped -with a 2 inch monitoring port and a 4", 6", 8", or 10" emergency vent port as required by Underwriters Laboratories, Inc. 3.5 The secondary containment tank exterior and that portion of the exposed primary tank shall be painted with 1 coat of shop primer. 3.6 The secondary containment tank shall be pressure tested in the factory to UL 142 specification (3 PSI). Litho in U.S.A., Sept. 1998 Copyright 1998 Containment Solutions, Inc. - All Rights Reserved Pub. No. LC3501 2 E n c B 1" (TYP.) ITEM SIZE A 2" m SUGGESTED FUNCTION TANK SPECIFICATIONS VENTING CAPACITY: PRIMARY TANK — 631200 CUBIC FEET PER HOUR SECONDARY TANK — 73,700 CUBIC FEET PER HOUR MATERIAL- PRIMARY TANK — 10 GA. SECONDARY TANK — 10 GA. 3'-9" T-4--- 3'-4T -----� 6T �` 1'-8T a 2'-1ON ELEVATION END VIEW PRODUCT CODE GALLONS DESCRIPTION OVERALL SIZE SHIP WT. LCAA128ODS511 280 U/L-142 DOUBLE WALL LUBE CUBE 4'-10" L X 2'-10" W X 4'-1" H 850 / CONTAINMENT SOLUTIONS THIS DRAWING AND THE DESIGN SHOWN HEREIN IS THE PROPERTY OF THE DENALI COMPANY. USE OR COPIES THEREOF CANNOT BE MADE WITHOUT WRITTEN CONSENT. A DENALI COMPANY DRAWN BY: D. ROVANG DATE DRAWN: 04-04-01 CUSTOMER NAME :5100355 DWG NUMBERSCALE:1=24 DEALER SERVICES NETWORK APPROVED BY: DATE: REV: I REV BY: I DATE: I SHEET:1 OF 1 2 1 f E A 3" I 2" 4" ELEVATION END VIEW 1 /16" 0 HOLE DR ANCHORING (TANK) ANCHOR CLIP DETAIL ANCHOR CLIP 5/8" 0 X 4 3/4" STAINLESS STEEL HILTI KWIK BOLT it (ANCHOR W/3-5/8" EMBED) — FOOTING TYPICAL ANCHOR CLIP a INSTALLATION A. 0 e S U/L LISTING: SHPRODUCT CODE:AC8005 Q e' d d ° G °° Q d• 3—" r: 8 1 of 1 � CONTAINMENT e a a. '.. DRAWN BY: . DATE:- - LvSOLUTIONS • d .d . . a D. ROVANG 04 03 00 I A DENALI COMPANY • v ° d e d _ °Q O ° Q. RENSION: I INITIALS: DATE- DRAWING : / DESCRIPTION: ° a d d ACB005 • a" m'd • e THIS DRAWING AND THE DESIGN SHOWN HEREIN ANCHOR CLIP ° A ° a SCALE: INSTALLATION e Q °' IS THE PROPERTY OF THE DENALI COMPANY. e n. d USE OR COPIES THEREOF CANNOT BE MADE 1 :2 FOR LUBE CUBES WITHOUT WRITTEN CONSENT. .AST• Et fllERGE11I NC VENIb�� A NPT A NPT Part No. Size Wt.lbs B Part No. Size Wt.11 B 0367-01-4000 4" 17.0 4 11 /16" 0368-01-4000 4" 21.0 4 1 /8" 0367-01-6000 6" 26.0 5 1 /8" 0368-01-6000 31. 5" 0367-03-4000* 4" 14.0 4 11 /16" 0368-01-8000 41. 4 1 /8" 0367-03-6000* 6" 25.0' 51/8" 0368-03-4000* 19. 41/8" *Aluminum Base 0368-03-6000* 6' 28 5" 0368-03-8000" 8" 37 4 1 /8" *Aluminumn Base Features Features Slimline style is ideal for limited space Female thread, hood d made of heavy applications. Heavy duty cast iron top and du"t%' cast iron top and b with al"uminum base with aluminum bases available. Ma- bases available. Hood d an acts as a weather chined top and base with a Buna N "O" Ring deflector and minimize ances of theft or provide a vapor tight seal. 4" or 6" male NPT vandalism. ''Iachined p base with Buna N thread standard. Screen minimizes chances of `'O" Ring provides a v po ght seal. Airflow: theft or vandalism. 4" - 77,415 SCFH Airflow: 6" - 210,527 SCFH 4" - 91,076 SCFH' 8" - 477,03> SCFH 6" - 227,191 SCFH -- — A NPT 1�2 J, I P.O. Box 8026 6401 E. 40th St. Kunsus City, Missouri 64129 I V 1-816 .9_4.3900 :•iJ0-821.6533 EaK: 1-816-914-3903 ceq .a&119 hqq- Co. : AST VENTS A NPT Part No. Size Wt.lbs B 0401-01-0750 3/4" 0.6 1 1/4" 0401-01-1000 1" 0.7 11/4" 0401-01-180 1 1 /4" 1.1 1 5/8" 0401-01-1500 1 1/2" 1.2 1 5/8" 0401-01-2000 2" 1.6 1 3/4" 0401-01-4000 4" .2.5 3" Features One piece free flow vent. Cast iron body with brass screen. Available in 3/4" thru 4" NPT female thread. Zinc plated or aluminum body available. ZD I m 1 A — 2 7n 6 -- MR,I�;'.yly�.�i�,�y�J+� •;iC' '�%>�.^.%�crr``..,.�k;; ,ram,-Yx',.�+kn2�., entures Aluminum construction with brass screen. of vent directs vapors upward. At 2.5osi is 46,610 SCFH. I P.O. Box 8026 6401 E. 40th S(. Kansas City, Missouri 64129 clay wl-) a IM Mbj- G. 816-9?t•3e00 800.821-6383 F.-\X:1.816-924.3903 Hilt! Inc. - PO Box 21148 Tulsa, OK 74121 Phone: 1.800-879-8000 Fax: 1-800-879-7000 Customer No.:. - - i, f Phone: Resp.: Steve Ailwein Anchor fastening design for Page: 1 of 3 Location: Quotation: Project: 99CS094 280 c I List No.: ,, Date: 2000-01-05 Name: JMC Anchor fastening design for Kwik Bolt 11304 - 3/8"x3 As per Hilti USA Positioning Anchoring plate: Single Anchor <• v c1: 1-2.00 in c2: 12.00 in c3: 48.00 in c4: 48.00 in Thickness of anchor plate was given=0.32 in Anchor Loads Tensile Load: N=120 Lbf •.kY ����_:.�=;,:. }cox-;;:°�;..:'�:..��..;k.��,:;,�.� Shear Load: Vx=660 Lbf Concrete Compressive strength: 3000 PSI Thickness of base material: 6.00 in Data and results must be checked for agreement with the actual existing conditions and for plausibirity! HIDU-CCIHAP vZ3g 01998 H!I6 AG, FL-9494 Schaan- Hill! is a registered Trademark of H!Iti AG, Schaan I Customer No.: Anchor fastening design for Page: 2 of-3 Location: j Quotation: I . ► Hilti Inc. Project: 99CS094_280 gal fl PO Box 21148 F List No.: Tulsa, OK 74121 I I Phone: ' •. - 'Date: i 2000-01-05 Phone: 1-800-879-8000 Fax: 1-800-879-7000 ( Resp.: Steve Allwein ` : Name: JMC Setting Details l i Ic Kwik Bolt II 304 - 3/8"x3 I ;sa.oa,so•aa�8;•o.0� Q�.Oz�:_�� tRecommended Rotary Hammer ! gQo,ly >,sonQ•4°, _aeoq?•. >� y° Tinst i do Q: o Sw l� TE5, TE15 �dg :d>•',•{{?;tbg a .tr 2y • " Recommended Hilti Drill Bit �- � p0.. o C;U, 0 0�: ate. C ••�.�.Yr... hnom tii/8" x i hi h Width across flats Vi 9/16" tightening torque: hmin < h < hnom: 20 ft-lb h >= hnom: 30 ft•lb diameter of clearance hole: 7/16 in minimum member depth: 2 1/2" more details see packaging! Data and results must be checked for agreement with the actual existing condlHons and for plausibility! W1M 11`f`/WOO-..9 '!n rA 400A Willi LG Fl _CdOd 4rhaen Willi is T—A.—He nr Willi Ar Rr•haan Hilti Inc. i PO -Box 21148 Tulsa, OK 74121 Phone:1-800-879-8000 Fax: 1-800-879-7000 Customer No.: Phone: Resp.: Steve Allwein Anchor fastening design for I Page: 3 of 3 Location: ( I I • • • - Quotation: Project: ' 99CS094 280 gal_I List No.: i Date: 2000-01-05 Name: � JMC i Results for Kwik Bolt 11304 - 3/8"x3 I e I ! I Anchor 1 660 Vy [Lbf] i r rec- I Cn-�iuu LI-uiI i F rec. Shear [Lbf] 1 Setting depth [in] C Influence edge fRV I Influence edge fRN i I Influence spacing fA 892 1 1224 2 3/16 1 1.00 1.00 1.00 Data and results must be checked focagreement with the actual existing conditions and for plausibilityl ••.n.. nnn.�n.�n_ .m •n(10 u::u♦ : nIn•Q-�--� :-..-....•wln....1T-+,L.......L ..t Ll:lu �.+C,.s.w.... • Seismic.Analysis:280 gal Aboveground Tank -Slope of Stress. Block gmax = 0.58 ksf L, = 3.25 ft 9max2 ksf S2 S2 = 0.17.8 L2 ft Average Stress on Beam ( SZ' Wbm1 gtot I gmax2 — 2 I' 1' ft gtot = 0.49 ft ksf DL Soil Stress 1/5100 CLARK ENGINEERS - 10655 Six Pines Ste 1-50 End Span Or Span End Span Skid Beam Design Soil gearing Stress to Beam gDL = Yconc' dbm' Wbm gDL = 0.15 lisps fides = gtor— gDL fides = 0.34 Eft s Compute Bending Moments at Ctr Span and at Skid Support D — Lctr span D = 6.17 ft Lctr span = 3 ft + 4 in Lend span - 2 Lend span = 1.42 ft gdes`D V 1 ki s 2 Vskid := skid = P 2 (D 2. Lctr span 9des' Lend span Mctr fides' f " 4 — Vskid' 2 Mend = 2 \\\ Mend = 0.3ft•kips Mct = 1.5"ft•kips U := 10 Mu end U' Mend Mu_ctr U' Mctr q dcs 99CS094 Hoover Seismic_280 gal.mcd 5:37 PM 115100 page 9 of 12 Seismic.Analysis.:280 gal Aboveground Tank Ultimate Moments Mu end = 0.4'ft•kips Mu crr = 1.9 ft• kips Vsupt gdes'Lend span Vu supt sh U' Vsupt Compute Moment in Long -beam due to load in long direction Lend— span = 1.42 ft Slope of Stress Block gslab_max_L,� — gslab_min_L`ksf S SL = 0.071 $ , LZ D 2 Bend gslab_max_L2 gend = 0.446 ksf gskid gend—SL2Lend-span gskid = 0.345ksf gDL 0.296ksf gnet_end lend — — µ'bm gnet_end = gDL 0.2 ksf Qnet skid gskid — _ gnet skid = `T'bm Design each long beam for moment for'half of width B sl"ab (gnet_skid Qnet_end — gnet skid 2 B Msupt I ' 4 3 Lend span ' 2 M,upt = 0.5 ft•kips Mu sups U• Msupt Mu supt = 0.7 ft• kips Mu_ctr Mdes Mu_supt ), dbm = 12in Ultimate Design Moment Mdes_bm max(Mdes) Mdes bm 1.9ft'kips dbm wbm 0.625 h — bm = — dreinf = h - 3 + - •1875 to in 2 CLARK ENGINEERS 10655 Six Pines Ste 150 Vsupt = 0.5 kips Vu_supt sh = 0.6 kips 9 m I I �I I !III III PI II II 114^.m4itlppl�uo�u �. 9 min Wind or Seismic in Long Direction L end span III Illli IIIiIQlllllllllll II IIIII!II!i!!lil 4 ner :kld Q net end III � �I I� I m Shear at Support VsuptL (gnet_end + gnet_skid) B) _2 CLend_span' 2 Vsupt_L = 0.7 kips Vu_supt sh Vdes :_ (Vu_supt_L Ultimate Shear Vdes'bm •= max(Vdes) Vu_supt_L U' Vsupt L Vu_supt_L = 0.9 kips Vdes bm = 0.9 kips Ashear •= bm dreinf'in2 Ashear = 110'in2 99CS094_Hoover Seismic 280 gal.mcd 5:37 PM 1/5/00 ydyc "' v' '' " c Anat sisi280" "al Aboveground.1/5100 " CLARK ENGINEERS Seismic y g Tank 10655 Six Pines Ste 450 fc := 3000 pmiI, := 0.0033 Fy 60000 t F2 a := 0.59 y a = 59000 fc•bm b := dreinf-Fy b = 547500 Mdes _ bm c:= - •12000 c = 25768 0.9•ft•kips Required Beam Reinforcinng 2 odes bm ve = 9psi vo;= - Ashear volt' = 0:8�=2 fc•psi volt = 93.1 psi Reinfshear if (V. S 2lt , "Use min shear reinf' , "Use shear Reinforcement" Reinfshear = "Use min shear reinf' As = b - b - 4 a•c As := As -in' As = Oin2 Beam Depth dbm = 12•in 2•a , As -min As! 1.3333 As -min = 0.063 in 2 As -,in' P min As min' = 0.4in2 " As_req'd := if (As 5 As_minA As > As min', As, if(As min > As min',As min',As min)) As req'd = 0.1 in Slabreinf "Use #4's at 16in Ctrs each way in center" Bar Size 375 0.11 0.6 .5 2 0.2 0.3 db A 0.31 in2 NObars A Aeq'd Nobars = 0.2 db :_ .625 -in .Ab :_ 4 b = bars � b 0.44 0.1 .75 875 0.6 0.1 Beam Reinforcing 0.375 2 Use 2 # 5's Top and Bottom 0.5 2 Use # 3 stirrups and 24" centers db = 0.625 in Nobars = 2 Slab Reinforcing 0.75 2 Use # 4's at 16in on center ea way centered in slab on 2 3/4 in bar chairs 0.875 2 for bottom layer 99CS094 Hoover Seismic 280 gal.mcd 5:37 PM 1/5/00 page 11 of 12 Seismic Analysis:280 gal Aboveground 1/5/00 Tank CLARK ENGINEERS, 10655 Six Pines Ste 150 Design Summary No Anchor Lugs N = 4 Size Lugs Angle 3 x 3 x tLip. = 0.063in Anchor Bolts DAB = 0.5in Diameter by lembed = 6in embedment with dwasher = 1.5in washer B—Wth Edge Ditance dedge_Std AB = 2 — 2•in dedge Std AB = 6in Hilt! Anchor Bolts NHilti = 4 ABHilti = "Kwik Bolt_H 3/8 304 x 3" with ]embed—Hilti = 2.2in embedment and edge distance of dedge_Hilti = 12in Drill dHole = 0.4375in hole Tighten bolt to Torque = 30ft•lbf Note: if number of Hilti bolts is greater than number of anchor lugs, add lugs and required Edge distance difference Edge_dist diff = ifCdedge_Hild > dedge Std AB,2'(dedge Hild— dedge Std AB) 0•in Add Edge_dist diff = 12in to foundation length and width for Hilti Anchor Bolt option DHilti D + Edge_dist_diff BHilti B + Edge_dist—diff Dwit; = 7.2ft BHilti = 5.2ft Anchor Dogs Anchor dogs are sometimes used for large -force on lugs For this design , Dog = "Check Lug Thickness" og = 0.1 in Foundation Design Plan dimensions Standard Anchor Bolts Length Width Beam Depth Slab Thickness D = 6.167 ft B = 4.167 ft dbn, = 12 in dslab = 6 in Note : if edge distance for Hilt! bolts is greater than standard cast in place bolts, increase foundation length and width by twice the difference. Hilt! Anchor Bolts Slab Dimensions: DHilti = 7.167ft BHilti = 5.167ft Reinforcing Slab Reinforcing Slabreinf = "Use #4's at 16in Ctrs each way in center" Beam Reinforcing Use Nobars = ? 3 3 db = 0.625 in top and bottom with # 3 stirrups at 24 in 99CS094—Hoover Seismic 280 gal.mcd 5:37 PM 1/5/00 page 12 of 12 uraco 1I1C: 1LI L I1 w1w a ...jam A J INSTRUCTIONS -PARTS UST This manual contains Important ORAGO warnings and Information. First choice when READ AND KEEP FOR REFERENCE. quatitycounts." INST,RUCTI ONS Part No.116229 For Remote Monitoring and Automatic Pump Air Shutoff Used. Oil Tank Monitor 150_psi (1.04 MPa, 10..4 bar) Maximum Air Working Pressure The Used Oil Tank Monitor is designed to provide remote level monitoring of used oil and shutoff the air supply to the pump preventing the drum from being overfilled with used oil. When installed with Graco Used Oil Evac Systems see installation instructions on page 2. Table of Contents NOTE: For safety Warnings see your Pump Instruction Manual. Installation ..................................... 2 Technical Data..................................5 Dimensions .................................... 5 Graco Standard Warranty ....................... 6 Graco Phone Number ........................... 5 GRACO INC. P.O. BOX 1441 MINNEAPOLIS, MN 55440-1441 ''COPYRIGHT 2000, GRACO INC. Graco Inc. is registered to I.S. EN ISO 9001 309238 Rev. A Gra-co Used 01-1 Evacuation Installation Guide Reference Only. Parts are Included in Kit 240684 Reference Only. Part no. 236265 Fig. 1 2 309238 114-N PT x 1/8 NPT Nipple Not Provided 116229 Graco Inc. installation Installing the Oil Tank Monitor A CAUTION The Oil Tank Monitor is not designed to be operated in a caustic environment. NOTE: Although the Oil Tank Monitor is -rated fora maximum air working pressure of 150 psi and has a recommended operating pressure of 90 psi, Graco recommends using 50 psi pressure when used with Graco Diaphragm Pumps. PRESSURIZED EQUIPMENT HAZARD The equipment stays pressurized until pressure is manually relieved. To reduce the risk of serious injury from pressurized fluid, accidental spray, or splashing, fluid, follow the pressure relief procedure whenever you service this equipement. NOTE: If an air regulator is to be used, be sure that it is connected to the air inlet port of the oil level monitor See Fig 1, in this manual, Graco Used -Oil Evacuation installation Guide. 1. Shut down system and relieve system pressure. Follow the Pressure Relief Procedure found in the Pump Module Manual that initially came with your system. 2. Remove single screw (K) from cover (C) and discard screw. Inside find bag containing 6 covet screws (F) and cotter pin (G)'. See Figs 3 and 4. 3. Screw float (A) into Float Rod (B). See Fig. 2. C �A B K �' J A Fig. 2 4. Insert float rod (B) through bearing (J). Be sure the rod is in the rod switch slot (H). See Fig. 3. 5. Raise float rod and install cotter pin (G) furnished. Mount to tank. I I it M672 Fig. 3 6. Connect air supply into rear pipe port (D). See Fig. 4. 7. Connect pump supply line to the top port (E). NOTE. The top port (E) can be rotated 360 degrees for varying pump locations. Make sure internal air hoses are connected and there are no kinks. I � T :559 Fig. 4 8. To verify operation turn on main air supply, the pump should start. Lift the float rod to shut off air supply and pump should stop. 9. Replace screws (F) and front cover (C). 309238 3 Technical --Data Maximum Air Working Pressure .................................................................... 150 psi . Recommended Air Working Pressure ....................................... ................... 90 psi Recommended Air Working Pressure with Graco Pump ............................................ 50 psi Air'Fittings ....... .................... ; ...................................................... Brass Float.............................................. I.. ...... 4 .................................... Nylon Cas6and -Cover ............................. i ....................... ....................... Aluminum Other Parts .......................................................................... Aluminum and Steel Dimebsions 1/8—npt 20.1 " 114—npt � 3.21" n0F.62 I 4.75" 309238 5 [NBOVEGROUND STORA.GE (SEISMIC CALCULATIONS'( Site Location: Sears Automotive Center # 6498 2561 El Camino Real Carlsbad, CA 9200.8 Foundation Slab: Abovground Storage Tank Size. 280 gal Std Embeded AB's 6 - 2" Hilt! AB's 7' - 2" PLAN Notes: Concrete. : fe = 3000 psi at 28 days Reinforcement: Fy = 60 ksi per ASTM 615 latest ed Cast in place concrete: AMOM & ASTAI C 94 Hot Weather. do not place concrete above 90 ° F wiihoutspecial precautions Cold Weather. Do not mix or place below 40 ° F. Deposited concrete shall have temp not less than 60 ° F. Forms and reinf. shaU be free fromfrost Comply with ACI 306 99cs094 0.28 details 1 /10/00 c Clark Engineers, Inc. 10655 Six Pines, Ste 150. r The Woodlands, TX 77380 ' 4 Amount Req'd + i 4 -1/2"A 307 Sid ! 6" p ea way. 4- 3/8 x 3" SS Hilt! i 12" w/2 3/16" Embedme#t i f o. 940 CIVIL -OF C� .: V N Exact loaction 0anchor bolts is per CSI tank drawings L3x3x3/16" L3x3x3/16i' "A 307 4 washer Standard Embeded AB Containment Solutions A Denali Company Hild AB . page 1 of 2 Foundation Slab: Abovground Storage Tank Size: 280 gal Use 2# 5's in beams cominuous-T & B Use # 3 Stirrups at 24" Ctrs Use # S L bars at corners T & B - x 24" Long • # 4 Dowles x 48" Long at 24" Ctrs 6" Slab ' r i (TYP) 1 /10/00 4 3's at 16" ea wy in slab ctred Use 2 314" Bar chairs supporting bottom layer 6111 Taper . or as required for 12" Frost depth i P .� b of - greater than 12 ". Clark Engineers, Inc. C 10655 Six Pines, Ste 150 The Woodlands, TX 77380 Remove top - 6" and scarify base. \— Use 4 Hilti Anchor Bolts: Kwik Bolt H- 318" Recompact to 100% of dry density x 3" w121116" Embedment, Torque to 30 Use 4 to 6" select fill under slab ft--lbf Minimum 12" edge distance Beams shall bear on 12" of select fill compacted to 95% Standard Proctor Density, or extend a minimum of 12 inches into dense undisturbed soil with an allowable bearing capacity of 1000 psf Section A A 99cs094 0.28 details Or Use 4- M" A 307AB's x 6" long w/I.S" ID Washer Note: For Hilti AB Is the minimum is r shown. Increase number as req'd to ensure balanced spacing along length of tank Containment Solutions A Denali Company page 1 of 2 Seismic Analysis:280 gal Aboveground Tank Allowable Soil Bearing Capacity Tank Geometry and Weights: Vol a 280-g4l G = 1.0 Wtdry := 850-lbf Wtfluid = Vol•G•ywat Wttot := Wtdry + Wtfluid Ht := 4•ft+ 1-in L := 4-ft+ 10-in Wth := 2-ft+ 10-in ywat = 0.03612•pci Wind Load P = Ce'Cq'gs'Iw Ce := 1.06 Cq := 1-.4 qs := 0.00256• psf2 • Vwind2 mph Iw = 1:15 Seismic Load ap•Ca 1p hx FP = R 1 + 3• h • Wttot p r Ca := 0.44-Na Na = 1.5 ap= 1.0 Rp=3.0 Ip = 1.5 Total Seismic Force ap•Ca Ip hx FP :_ 1 + 3- hr • Wttot RP 0.7-Ca' Ip• Wttot 1/5/00 . gall := 1-ksf Code: 1997 UBC Loads: Vwind := 100-mph Seismic = Zone—4 Wtfluid = 23361bf Wttot = 31861bf h,, = 2t hr := Ht Steel Strength Fy 36000-psi Eqn : 20-1, pg 2-7 Table 16G; Exposure C Tablen 16H: minor structures, any direction CLARK ENGINEERS 10655 Slx Pines Ste 1-50 l en45 th 0X' z'3 , e `�✓ d NO. 33940 Heigh i Plan e qs = 25-.6psf PI Ce-Cq'gs-Iw P1 = 43.7psf Table 16-K: Hazardous facilities PI := pl-Ht-L PI = 862.3lbf Take hx for half height Eqn 32-2, pg 2-18 h, = 2.04 ft hr = 4.08 ft Tables's 16-Q & 16-S for Zone 4 <='2 km of seismic source, Zone 4 Table 16-0_4 Rigid Components with Ductile Material Table 16-K 2 Hazardous Facilities FP' 4Ca•Ip• Wt<ot Eqn 32-3, pg 2-18 FP = 2.61:ips - PZ := Fp Pp Minimum F P. 2.2 kips FP Maximun P _ 12.6 Width 99CS094_Hoover Seismic 280 gal.mcd 5:37 PM 1/5/00 page I v1 1, Seismic Analysis:280 gal -Aboveground Tank 1/5/00 CLARK ENGINEERS •- 10655 Six Pines Ste 1-50 Horizontal Design Force (0-9)ldps 2.6 ki s p= Pdes max(P) Pdes = P 2.6 - Design Control Control ,:= if (P 1 >_ P2 , "Wind Controls" , "Seismic Controls") Control = "Seismic Controls" Check Overturning Momrnt and Stability ratio for wind empty and seismic full Wtd,y 0.9 Wtdes := Wtdes =(3.2)kips Wt.F H Overturning Moment Wt Hcent := (2t) + 2-in Hcent = 2.211 HCeit OTNI := P•Hcent OTiVI = I (5.81 ft kzps i J 1 th/2 I• j th , •, Stability Ratio j j L Anchor Lip j ! Resisting Moment about point O Wth -RM := Wtdes' Wind Seismic- _ RM (1.2) _ I` ft•kips LAnchor Lip = Wth+4•in 2 4.5 RM SR := Wind 0.63 SR =() LAnchor Lip = 3.17ft OTM Seismic 0.78 850 Anc4or Bolt Requirment Wtdes= 3186.2 lbf Wind ABTen := .if (RM i >_ OTM1, "No AB Tension" , "Check with weight") ABTent = "Check with weight" i Seismic ABTen := if(RM> >_ OTMZ , "No AB Tension" , "Check with weight") ABTen = "Check with weight" Anchor Bolt Shear Anchor Lip Tension 20TM Wtdes 38 �• _ (0.2) . ibf VAB . N VAB 0.7kips TLip j,Anchor Lip'N N TL�p 12p 99CS094_Hoover Seismic_280 gal.mcd -5:37 PM 1/5100 page /- oT is Seismic,Analysis:280 gal Aboveground 1/5/00 Tank CLARK ENGINEERS 10655 Six Pines Ste 1"50 VAB = max(VAB) TenLip-:= iftmax(TLip) :5 0,0,max(TL;p)j TenLip = 0.12kips VAB = 0.7 kips Lugten -=•if TenLip 5 0, "No Uplift', "Uplift Exists" Lugten = "Uplift Exists" .Check shear for pullout at anchor lug Ref AIS9 th pg 4-7, Table 1-F: Edge Distance Fu := 58•ksi Edge Distance kips dedge := 1-in Vall := 29 in tre d VAB tregU = 0.023 in q' Vall 'd — round(Lin _ 16,0 tLip — + 0.0625 in 16 Use Angie 3 x 3 x tLip, = 0.063 in Design Anchor Lip * tLeg := tLip'-in LAnchor_Lip — Wth LApt = 2 C ) MLip := TenLip 'Leg LApt — in jI _•. Fy 4 Fb11 1.6 3 MLip SLip_req'd - Fb 4 6 WLip := 8 in 10 WLip WI:ip1 0.1078 0.088 tLip = in 0.0762 0.0682 Use N=4 LApt = 2 in MLip = 232.5 in•lbf Fb = 30000 psi SLip req'd = 0.008in3 6' SLip_req'd tLip ,_ WLip Anchor Lugs L 3 x 3 x R/f.CP rit im Jt v 0.1078 0.088 _ tLip 0.0762 in 0.0682 tLip := if (tLip 5 tLip' , t[_ip') tLip4) 0.1678 0.088 tLip = 0.0762in WLip = 4 in 0.0682 t Lee 44— tLip' = 0.0625 in 99CS094_Hoover Seismic 280 gal.mcd 5:37 PM 115/00 ' page 3 0112 Seismic Analysis:280 gal Aboveground 1/5/00 Tank Design Anchor Dog for Anchor Lug Hold Down Anchor Lug Force TenLip = 0.12-Idps Anchor Dog distances a_indog := 3-in b outdog := 3-in Sum moments about dog reaction Anchor Lug Reaction TenLip•(a indag + b_outdog) TAB b_outdo g TAB = 0.24 kips TAnchor Lug CLARK ENGINEERS 10655 Six Pines Ste 1-50 Anchor Lug a -in dog b-outdo$ 1.5 in A r = Projected Area at 45 ° Concrete failure sacrface_ 1 l % ;Anchor Bolt Tension i T/ i a I/ washer Compute Strength of Anchor Bolt in tension:.Ref 1997 UBC sec 1923, pg 2-168 Steel Strength For A 307 AB's ` DAB := .5•in AAB := 4 7C •DABAAB = 0.2in 2 fut := 60000•psi ' Pss 0.9•AAB-fut Pss = 10602.91bf 99CS094_Hoover Seismic 280 gal.mcd 5:37 PM 1/5/00 deg reaction I TOC page 4 or 1 Seismic Analysis:280 gal Aboveground 1/5/00 CLARK ENGINEERS Tank 10655 Six Pines Ste 150 Concrete pull-out strength := 0.65 X := 0.75 lembed 6-in Dpwiected 2•lembed•tan(45•deg) + dwasher 70projected 2 Ap. = 4 �Pc := 4 Ap fc Psi psi (0.2) 0.1 P°'UW'TLip Pu lap Check Shear -in Anchor Bolts fc :=-3000•psi Dprojected '= 13.5 in Ap = -143.1 in �Pc = 152881bf (114.6 Pu = lbf 156 P,,, := TAB P,,, = 0.2 kips VAB = 0.66 kips Working Shear Design Shear VAB = 0.66 kips V„ := Uw• VAB Vu = 0.85 kips Steel Strength in Shear Vss := 0.75•AAB•fut Concrete Strength -in Shear WC :_ 4)•800•AAB•X• fc•psi psi Check Combined Tension plus Shear 5 5 1 P„ 3 Vu 3 VC -Check — + �- �Pc �uc vs, = 88361bf kip := 1000•ibf dwasher 1.5•in Ultimate Strength Design FActor for Seismic or wind w/DL Uw = 1.3 �Vc = 4194.31bf VAB_u1t := if(�Ve, <_ Vss,�Vc,'Vs.,) VAB utt = 4194.31bf (Vc-check =0.03) 0.03 '- 2 (0.01 0.01) Vss check Pu + vu Vss_check = Pss Vss Use DAB = 0.5in Anchor bolts w/ lembed = 6in and d,,,asher = 1.5in 99CS094_Hoover Seismic 280 gal.mcd 5:37 PM 115/00 Anchor Bolt Check page 5 of 12 Seismic Analysis:280 gal Aboveground 115100. CLARK ENGINEERS Tank 10655 Six Pines Ste 150 Mdog TenLip• a indog Mdog SDog_req'd = F b 6- SDog_req'd tDog :_ wLip Mdog = 360in•lbf SDog req'd = 0.012 in3 tDog = 0.13 in tDog = 0.134in Dog x wLip = 4in wide with 7/8" dia hole Dog := if (tDog S 0, "Not Required" , "Check Lug Thickness"� Dog Check Dog = "Check Lug Thickness" Hilt! Inputs Enter No -Hilt! Anchor Bolts NHilti := 4 TenLip = 1201bf TAB_Hilti TenLip TAB Hilti = 0.12kips dHilti_AB 0;5•in VHilti_AB = 0.66kips lembed_Hilti (2-in + 6•in Pdes VHilti_AB NHilti SEE ALSO HILTI DESIGN SHEETS ABHilti "Kwik Bolt_II 1'8 304 x 3" 7 ABHilti = "Kwik Bolt II 3/8 304 x 3" deft Hiiti 12•in dHole 16 . in For Hilti, Use NHilti = 4, lembed Hilti = 2.188in embedment Tighten to Torque := 30•ft•lbf Torque = 30ft•lbf 99CS094_Hoover Seismic_280 gai:mcd 5:37 PM 1/5/00 page 6 of 1, ' ' _ Seismic Analysis:280 gal Aboveground Tank 1 /5100 CLARK ENGINEERS 10655 Six Pines Ste 1-50 Foundation: Footing Dimensions: Wth = 2:83ft B-:= Wth+2.2•in+ 12•in B = 4.17ft- L = 4.83 ft D := L + 2.2•in + 12• D = 6.17 ft Area Ftg Aft& := B•D Aftg = 25.7ft- . 2 [F:1 Section Modulus Ftg Sftg := DB S ftg = 17.8 ft3 Short Direction 1 -T Input d bm pg 11 Wbm 12•in dbm = 12'in dslab := 6-in dbm Long Direction 2B S SftgLong E ftg Long = 26A 3 Aft 6 bm Estimated Weight of Foundation Yconc 150•pcf Wt Slab Wtslab Aftg'dslab•Yconc Area—Int Slab Aint slab (B — Wbm)-(D — Wbm) Area Beams Abm := Aftg —•Aint slab dbm net := dbm — dslab Wt Beams Wtbm := Abm'dbm net'Yconc Weight Slab Wtslab Wtslab + Wtbm Total Vertical Load to Soil Pvert = Wttot + Wtslab e:= OTM e= (0.33 ft vdrt Pvert OTM gslab_max ._ —+ Aftg Sftg gslab—min := Pvert OTM D = 6.17 ft A— ttQ � S ftg 2• Pvert gmax� = if > el,gslab may B 6 3D(2 —el) $ 2-Pvert gmax2 := if >t e2 , 9slab—max, 6 3•D•C2 — e2) 11 Wtslab = 1927.1 lbf Aint_slab = 16.4 ft 2 Abm = 9.3 ft2 dbm net = 0.5 ft Wtbm = 7001bf Wtslab = 2627.11bf Pvert = 5.8 kips B = 0.69 ft 6 0.333 gslab max = ksf B >_ e .0.552 6 0.12 clslab min — ksf B < e 6 L?=3�B—e2I L2=3.25ft 0.333 ksf gall = 1 ksf gmax — (0.579) 99CS094 Hoover Seismic 280 gal.mcd . 5:37 PM 1/5/00 page 7 of 12 Seismic Analysis:280 gal Aboveground 1/5100- _ Tank Soil Bearing Stress: For loads in short direction gmaxt 0.3331 _ - gmax == gmax — (0.579 Iksfqm 2 j gbearing, if (qn axl ga11, "OK" , "NG-Increase Footing Dimensions" ) gbearingZ = if (gmax2 < gall, "OKI' , "NG-Increase Footing Dimensions"� Soil Bearing Stress: For loads in long direction Pvert gslab_max L - — Aftg OTM I , St1g-Lon9- gslab_max_L = 0.3 (0.45) ksf Pvert gslab_min _L := Agg OTM Sft g _Lon8 gslab_min L 40.01 0.15 ksf D 2' Pvert gmax L� := if 5 2:el,gslab_max_LI, (D 11 3•B.2 — el) D 2- Pvert gmax LZ:= if 6 e2,gslab max L2, rD 1 3-B•I 2 — e2) Design Beam for Bending I_ Support Channels as Skids Treat Skid Reactions as supports for beam loaded vertically upward CLARK ENGINEERS 10655 Six Pines Ste 1-50 Bearing Capacity Check - "OK" gbearing� — gbearing_ _ "OK" e(0.33)ft 1 D = 1.03ft 6 LL, := 3•(2D - e2 j I LL= = 6.25ft gmax_L = 0.3 .ksf Wind (0.45) Seismic B� nm� 1'I:P'�I �Ilii!1!nllllll IIIIIII� I,I I;IiI, ,illjllll ill — e 4 "III I III. m,n 6 �B 9Mar'lli��IjIIIIII II I!jIIII�I�I��i�IIIIIRIIIIIiIr.I. 6 5 e L SITS mock Soil Stress for Short Direction 99C8094_Hoover Seismic 280.gai.mcd 5:37 PM 1/5/00 page 8 of 12 'Hazardous Materials h +Ors h v �4 Management Division Business Name SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE esBstY OF :AN Off-Al 05. R( AV& and Co. Person [.%n Mass Mailing Address %.ItY .o "r 3333 PYever l Road. �40 R4es IL &017q Site Address City i j State zip tEl Gaml n o Pec d C hI, �b" Ck 1��Oo e PART 1• -FIRE DEPARTMENT - HAZARDOUS MATERIALS MANAGEMENT DIVISION: OCCUPANCY CLASSIFII Indicate by circling the item, whether your business will use, process, or store any of the following hazardous circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. elephone r Plan File# e If any of the items are 1. Explosive or Blasting Agents 4. Flammable Solids 7. Pyrophorics 10. Cryogenics 13. Corrosives 2. Compressed Gases S. Organic Peroxides S. Unstable Reactives 11. Highly Toxic or Toxic Materials 14. Other Health Hazards 3�. Flammable or Combustible Liquids 6. Oxidizers 9. Water Reactives 12. Redioactives PART II' COUNTY OF SAN DIEGt7 MtAL I M utrAm I M[ry I - nr�cr�nuvu� mn, cn,nw 'CONTINGENCY PLAN REVIEW: If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Management Division, 1255 Imperial Avenue, 3rd Floor, San Diego, CA 92186-5261. Telephone (619) 338-2222 prior to the issuance of e 'building permit. „n1 0_&Mle ,, �f R,,,, - k FEES MAY BE REQUIRED �7 � Yes No 1 . Ism� •Is your Business listed on the reverse side of this form? 2. r;;M- = Will your business dispose of Hazardous Substances or Medical Waste in any amount? 3. © 1771 Will your business store or handle Hazardous Substances in quantities 'equal to or greater than 55 gallons, 500 pounds, 200 cubic feet or carcinogens/reproductive toxins in any quantity? 4. 0 ® Will your business use an existing or install an underground storage tank? 5.'r1 t-1 Will your business store or handle Acutely Hazardous Materials? OFFICE USE ONLY (RMPP Exempt Date Initials RMPP Required Date Initials RMPP Completed Date Initials PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT If the answer to any of the -questions is yes, applicant must contact the Air Pollution Control -District, 9150 Chesapeake Drive, San Diego, CA 92123. Telephone (61'9) 694-3367 prior to. the issuance of a building perrnit. YES NO 1. Will the intended occupant install'or use any of the equipment listed on the Listing of Air Pollution Control District Permit Categories, on the reverse side of this form? 2. En (ANSWER ONLY IF QUESTION 1 IS YES.) Will the subject facility be located within 1,000 feet of the outer boundary- of.a school (K•through 12) as listed in the current Directory of School and Community College Districtr, published by the San Diego County Office of. LEducation and the current Californ)s Private School Directory, compiled in accordance with ,provisions of Education Code Section 331907 I Name of Own or -Authorized -Agent: ZIvali me`er rq_ Av Signature of OwAsr or �Agent:eclare under penalty of perjury that lo the best of my, knowledge and belief the responses made herein are true and correct. Date: ---� Do not write below this line FIRE DEPARTMENT OCC PANCY CLASSIFICATION: BY: - EXEMPT FROM :PERMIT REQUIREMENTS COUNTY-HMMD, APCD APPROVE�DD FOR BUILDING PERMIT OUT NOT OCCUPANCYyS. UY APCD� `13 APPROVED FOR OCCUPANCY COUNTY-HMMD APCD REVIEWED cis �i240�'I rn OJ 27' . DATE hM M t Zo W' d ; (, fd,O.d BP L . Envircomeoul Health Servim q /y2//} nt of Hunty S Sea Dieao DHS:HM-9171 (6/92) (/%I L� H ' �1Gia f t)RAA�e, Cr Departmeat of Hcagh Services n 7-0 0 CB011557 ✓ 2561 EL CAMINO REAL CBAD + SEARS-2 ABOVE GROUND TANKS 1 INT=500 GALLONS, 1 EXT=300,GALLONS TI COMM Lot#: WESTERN PUMP j i _ J 2 BUILDING PLANNING ENGINEERING FIRE APPR/FORM HEALTH DEPT HAZ MAT/AIR QUAL OTHER SEWER DISTR TO FROM 13MG GRADIN13 L.EITER APPLICANT APPLICANT PLAN CORR ENO CORR SCHOOLFORM CFO FORM P E & M WORKSHEET BLDG FEES COMPLETE i i City of Carlsbad 1-635 Faraday Av Carlsbad, CA 92008 05-29-2002 Plan Check Revision Permit No: PCR02136 Building Inspection Request Line (760) 602-2725 Job Address: 2561. EL CAMINO REAL CBAD Permit Type: PCR Status: ISSUED Parcel No: 1563010900 Lot #: 0 Applied: 05/16/2002 Valuation: $0.00 Construction Type: NEW Entered By: RMA Reference #: CB01'1557 Plan Approved: 05/29/2002 Issued: 05/29/2002 Project Title: SEARS -REV FOOTING DETAIL Inspect Area: Applicant: Owner: 8148 05/2?/02 0002 01 02 WESTERN PUMP PLAZA CAMINO REAL Gad"'" C/O SEARS ,ROEBUCK & CO 3235 F STREET 3333 BEVERLY RD SAN DIEGO CA 92102 HOFFMAN ESTATES IL 60179 S19 236-7406 Total Fees: $60.00 Total Payments To Date: $0.00 Balance Due: $60.00 e Plan Check Revision Fee Additional Fees FINAL APPROVAL Inspector: Date: Clearance: $60.00 $0.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications,, reservations, or other exactions hereafter collectively referred to as "fees/exactions! You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and -any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified'fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading mother similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have greviously been aiven a NOT16E si it r to this, or as to which the statute of limitations r vi otherwise x it 60n00 FOR OFFICE USE ONLY j PERMIT APPLICATION � •• r-:4 � PLAN CHECK NO. i EST. VAL. -`CITY OF CARLSBAD BUILDING DE ARTMENT 1635 FaradayAve., Carlsbad, CA 92008 • Plan Ck. Deposit Validated By Date 1/1 /XXIV f�VM7�,G'•NFOPI' ��61�mrnoeo. �fU o f^ Address (include Bldg/Suite #) Business hamp (at this addreb- Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel #' Existing Use Proposed Use Descriptiop of Work SQ. FT. #of Stories # of Bedr oms # of Ba r oms Sivro, -ranks m r �o h �resrk And' �Used.._adt- hi e ave revs �ur]algvi`ol, ...4 • .;,ae a-y.. gs^ +a5 x»'.""'t .. ... '" r;�a°�r= � sr:�' rf.S'a.� ,-.�,. .m 'Fr`•i's: �i �"!'L'�z�� .r �^i <, �tr; �13.:'s �� ,:s We f ef9n� froM' i w W (M...,IL,f.r ,w.....:�., � c.-pi? .... � .,. �,..�.v-:F;r:a.:•�,�;.m.;.:,.�,,'a+;r,=:.a:�,:«,.,ti� �str�:::�:.�: 3a35xX3 Namejj(,�ABdress `City . State/Zip Telephone Fax # r'c"� •3 _ •�>-¢.•�c-_•�`•-'°- •G,s'^.;^z-r-� ce •'.--'..:;�'?_=�"�'"'"?"=s°;�,��,;'_•�;.;�°' Tr°'�:�`3'�:�:�.. ,���.,�rds-�.� �; ,.<".=s'„:_ Y3�..�,:,APPLICA,.�.�.�:,,zl��,ContSantwl.�. ��A�ert"t�•.`foryCor�tragtor��;a<QOw„jr�rrr3��?aBe�or�Owner�.� ��.::�.�::�-.=��m�-c.���::�.+=.ate. Sh�a:�..;:�>�.�_�-=;o �°i� Name Address City State/Zip Telephone # - <:'�_� K..r•, K:,^ ;�;•:,;ar'n :..ry*- •;a-,¢z x=�: :r, giar•;^":'.;�::�s �" ^�'N,�v,'_ ,'•T'7. '-'-c'�,y�.�::a ;�,�'�"�;n_^-�:�':;:i ,;:� R :r'� ='-r:' = -ice:-'�" '�' • _ s .`�-''•� T ° �.'�.::+`• '=� ti.=:'2 :.-.....-+'�°'�,.iz'.;1::;a•...Fzl.,,^-.�r:LET:,.._,'a'�s`.�--.;�:..;..�:=x:�?"•�'=��.:�:�. .<,,..z^.F,......z. ^..�"s 44�,:,,,��F'+„FiAFE�-T_,jfnOWNEHiz-t• .,. ,��>.=s,:_;;;��''.�:>i�s-":;�z�:..;r;a,:..,.;,�.,. _.�.�...,.M...>.�<�:;a:x .::.�..,µ�.:,;,M���.'A�M��:,_. Name Address City State/Zip Telephone # �. �,a...,:r=:}.�.- ."""""'•;^�-_ .- :�w�'c?:; -�:c r;��r...-�•�•-^'�`- .oms••:-.�' v�.»"r" A' '�'T �K�'5-•'M=:^"'- :�. ��, w �,,.'., •,•Ysr�.c `r�' R.; ���� ,S'`T �-��,T ACrTO„ ,�;GOM f11Y� A r:a�.= -"^;•.="�,,i:..=.w:>'....,•,.,�,;.�a4�. ' �.:�.;r ,,.;:.'>x:;,�, .::_�, '.�aa�*-....�,�,....aa�L� ��t:aca•�;r a,::,��:,a,>:ia.�M�•�.,�t,:sw.,>-w.,�� (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 GD 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 7031.5r by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001). 'Name Address City State/Zip Telephone # Y) S� State License # Designer Name License Class Address City Business License # City State/Zip Telephone State License # __rn..�;;,�--,-:�.-^=-M-•"sz-•--�^•v:^^;°:'^. s,...: •rn;-�x�- r;., -•n �as•:n=•;�,r �;;,, s---rw...- ,�«o.c�w.~v': �; ., .ay._.v.. :•�F;.a. 'z4.;='w'°-•,p'',¢5a'Q�"`-`"�::i:.,;',••.ct;a�:�:...,,,,,,..:.,s;„�'.w..•,�-i'•t,}:<<,.,,,r`-r,•�"",�'`•h,�"°•4"F,�;. i��"'�'_`;,,: ¢�.n+...;.�•r.;,`� {.8,:.w„-.„MW�I,tERS;gaCfOJ1APE[�S'AT1©.�0"�'".- �a..:�;mth�,'.a .�,ib,..�:;Si'.-�;< ..�;�o.ss, _<:.k.M:,• F,...^�.. a:�su:..,,. .,,.�.,_...�.-.,.:..,..�a.,,�.,,....,.'��,_.,.,. Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0) ( G ❑ 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 "G of the work for which, this permit is issued. �' b ❑ 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 n 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) (6 5 ❑ 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 n 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 Cq' thousand dollars (5100,000h 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 - - '*•g.•�c S.�i9:} �i'^•'+e`�"..?rrn,, i1� ( AAA w°qa-Yati..Y',,F.w -°.,.e ��:'<�Y=: rM.:h='4 a;ihY._i`„a#•1;; •\,.%)=-4._'°2.a). °e• ?:4a#ty\,y w-f„-e' :yR ca3i»:a 1';'R,: ;:r.�?3^'3. p ,.,.nww. •,{_• wM;. ,� a-� _ ,.i(}�' _ e'....,}.. •'".'M'=:;:. 7-: 'rr.y..-s;..• :S,..qi a'-c�J.'..,i^r:n ,M.- l .'eu.: :"�'°�t:?WIYERBGILDEFi'-L1EG' R'T N-� •:�"�i`a'.a.:,t...�w ,.;.�..:�-'=.:a�.,�,�a�i:�`:�, x"?:;�_ -_..^..�s=�;::>:,�,aj:��;:rs.��,.:..•z..>_��»;�?:«.:�=sF� r.. ° �'/ . I heieby affirm that I am exempt from the Contractor's License Law for the following reason: S S ❑ 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 Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does rG (Sec. 7044, Business and Professions 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 willhavethe burden of proving that he -did not build or improve for the purpose of sale). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The c� 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 z pursuant to the Contractor's License L'aw). S ❑ I am exempt under Section Business and Professions,Code for this reason: 1. -1 personally plan to provide the major labor and materials for construction of the proposed property improvement. ❑ YES []NO 2. 1 (have /-have•not) signed an application for a building permit -for the proposed work. S" 3. 1 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. 1 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 „,„„,a,,.. w.yw. >w.»�';r, wr;3.n�..-"�:"S4�ZC!�- t:.,•ua:':-.t;:`.�'S �:-��':y • �.x•v: •.-":�'.&'e*,"r,''; a•3' `.•} A.;=.. Y.'=s "^ �COIVIPL`'FiT�„�HISiSECi��011t��0Ii:-N.,.QN:fDES/D,E%Ili(A%„;�l''•I,II�DIf,�`Il%�„PERMITS,�CI1��Y.> . „emu"ts„;. �� � �-`,�'„"�.:::;;'„: ..�' ,� - t �,= 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? ❑ YES ❑ NO Is the applicant or future building occupant required to obtain a permit from the -air pollution control district or air quality management district? ❑ YES ❑ NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? ❑ YES ❑ 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. ...._,�:"--�....,,.;,.. �,.,r.•=�-;';'r...,.�-..,:..r..w.m-..:•�e�•c,"`°,.s,:':�c-x:•••,Sr;�•...-' MM<,m-�• `s'r>r9. T-' '¢•.: r>'= _'-,y« �^:�s'; `"•; _ �;.:._.,-3 $i""°'= 0 ��� D�ii ihIG�AG�N .Yr -,��.. =�,Mw �.,�.-:.. ..�..... ,,..t���::�:...:'�� .. >���;''��:M}-::' . r�'�•�a,-�'� .�.:-,�:�. ,>:�%zCpN_STR�1.G`�!'_.N.-..W, ____ � ___ . �..,..•..:>;::. »w,.,,.....__m...�,M';�a„� 3.�,�...... ��,�..,._..n :r...�-�• . .:>�':, I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS s^^_=..-•,+^-c--';o~-••�-•.�..--,"""'. "'"`»--'— ;::�•;•-.^�.^_r•„-w'^ ,.S .-�;•;s='�•�"="�=:;'?"-'�;rfi� �•:^.`�e�,•�;s:;s.;�.„•�-zs-r���*•}.V•t„,•�:'y.:...,.,-,•e•�;v;'vc;"�^c:^�;;+^s�';�.•z,x,�,-,_.��,�':���a�,�•,r�s�.a�„^'� a91'� m:APP„)�A'NT.CEf�TIFIC�,�.1,T14�;.'`� �;..,�.:.,,..:.... «, _ �...�: �,....�.�mm:,, ' '��:.•_ �o.__. ',�:., • .� ��,< ,.....a, -� t' � �.;•.. I certify that I have read the application and state that the above ihformation is correct andNthat 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 VV deep and. demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if:the building or work authorized by such permit is suspended or abandoned at any time after the work is commence period 0 day (Section 106.4.4 Uniform Building -Code). �(J ,APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance 6 1�- S' m M m CL <-1 G) S) cl N m 12 4' -- ELEVATION SIDE VIEW 6" ANCHOR CUP '.:e•• _' • ...: 3/8"0 HILTI KWIK BOLT II ANCHOR W/ 2 1 /2"" EMBED �'" ' • • NO SPECIAL INSPECTION REQUIRED (4 TOT, 2 EA. SIDE) SUPPORT DETAIL I BOT 2"X3"X3/8" ANGLE ' 1 I 3" PER TMIK l,l<- O ANCHOR CLIP DETAYe �00- G 44 ® 16" O.C. V11 FOOTING DETAIL (TANK) • 3" 9"--• In VOTES: x 1. TANK DESIGN BY OTHERS < m 2. USE CARBON STEEL HILTI m KWIK BOLT II OR EQUAL ^` '• . ' �'+ _' N3. ALL STEEL A--36 OR EQUAL m C ZONE 4 SEISMIC DESIGN pq 130 MPH WIND, EXPOSURE 0 uj 5. 1 = 1.5 6. Q = 1,000 PSF MIN r, Vc-= 2,000 PSI EDGE DETAIL B, Fy .= 60,000 PSI MIN 9. CENtER TANK ON FOOTING ACE 21064 CONTAINMENT INMENT SOLUTIONS A DENAU_COMPANY ENGINEERING Inc. ""` 280 GAL. DOUBLE WALL LUBE CUBE (LCOW28O) au N.T.S. so - 3/19/99 orfam R-0 air n C.K. AV ur R.G.M. m m 1 THIS DRAwINo Is THE PROPEarr of x� AND LU►Y NOi BE REPRODUCED NOR ITS CONTEMS USED IN ANY FORM YMR}K)UT EXPR EN PERMISSION J cr F- 2[-?6 tz Es i Corporation In Tartnership with Government far Bui(fing Safety DATE: May, 24, 2002 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-1557 REV (PCR02136) SET:'I PROJECT ADDRESS: 2561 El Camino Real PROJECT NAME: Sears Auto- Center; Revised Tank Foundation EI,ARMJQANT JURIS ❑ PLAN REVIEWER ❑ FILE ® The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ❑ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by,building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ❑. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: ® Esgil Corporation staff did not advise the applicant that the plan check has been completed. ❑ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) 'Fax #: Mail Telephone Fax in Person ❑ REMARKS: By: Kurt Culver Enclosures: City -approved plans Esgil Corporation ❑ GA ❑ MB ❑ EJ ❑ PC 5/20/02 trnsmt►.dot 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad 01-1557 REV (PCR02136) May 24, 2002 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 01-1557 REV (PCR02136) PREPARED BY: Kurt Culver DATE-: May 24, 2002 BUILDING, ADDRESS: 2561 El Camino Real BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Cb By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance12. j $60.00 Type of Review: ❑ Complete Review ❑ Structural Only ElRepetitive Fee ., ❑ Other - I—` Repeats 0 Hourly 0.5 Hour �1 .!! Esgil Plan Review Fee $48.00 * Based on hourly rate Comments: Revised foundation: Esgil fee = 1/2-hr. @ $96.00/hr. Sheet 1 of 1 'macvalue.doc