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Home My WebLink About1969 PALOMAR OAKS WAY; ; CB970353; Permit,HNALAPPr . 0VAL. - CLEARANCE-- CITY OF CARLSBAD - 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 fr - B U I L D I N G P E R M I T Permit 'No: CB970353 02/17/98 10:13 Proiect No A9700488 Page 1 of 1 - .. Devélopment No: Job Address: 1969 PALOMAR OAKS WY Suite: Permit Type ' INDUSTRIAL TENANT IMPROVEMENT Parcel No: 213'-092-20-00 -. , Lot#: Valuation: 500,000 - -. .. . N Occupancy Group: "Reference#: - St: ISt 00 . Description CHEMICAL STRG TANKS, CONTAIN- Applied 02/25/97 MENT & PIPING: ELEC& PRESSURE GROUTE ''Apr/Issue.: 02/17/98 . - . - .. •. Entered By: JM AppI/Ownr : SCHUMACHER . 619 929-6251 1969 PALOMAR OAKS WAY - CARLSBAD, 'CA' 92009 *** Fees' Required ***' Fe Collected & Credit's - ---Fs: -3,53 f.00 ' Adjustments: • /.-q . aa/red i s: . .00 : Total'Fees 3, 31d Tot a(a1t\: -, 1,326.00 / . 4aue\ 2,205.00 'Fee descriPtion/. ,, Ext fee Data Building,Permit, 2040.00 *5J7- Plari Check , - .Strong Motio 105.00 n Fee En~er "Y" for Pl lb ssue Fe > N Remodel/Alter Per AMP .2 50.06 INCORPORATED 1952 1 0 /, ) PERMiT APPLICA110N '- City of CarLsbad BuiLding Department 2075 Las PaLmes Dr., Carlsbad, CA 92009 (619) 438-1161 From List I (see back) give code of Permit-Type: --------------------------------------------------------- For Residential Projects Only: From List 2 (see back) give Code of Structure-Type: Net Lass/Gain of Dwelling Units 2. PROJECT INFORMATION PLAN CHECK NO. 7O 353 EST. VAL PLAN CK DEPOSIT 404-6b,I '3Z(0 VALID. BY DATE 7 RP .L:. C) FOR OFFICE USE ONLY % It 3Lofr1A. ouiiuing or suite INO. 3 j/) /( o Nearest Cross Street DA LE.S CHECK BELOW IF SUBMITTED: 02 Energy Calcs 02 Structural Calcs 02 Soils Report 0 1 Addressed Envelope DESCRIPTION OF WORK 'rotzA(,-E. 5 CoTAl..V-1EMT ,'E) 'P PiJC,-, cT,z) cJ SQ. Irr. I R #STt' ''IL o?J. # OF BATHROOMS .-UJNIALI PUION (ii ditterent fro9LpIlcant) ______ NAME (last.name first) 3'AlJ L. ADDRESS (C ?PJ..O?.1/fL k, f4c- ( CITY (' STATE n ZIP COD2CX,Ct DAY TELEPHONE (I.p) Z 2.S1 NAME (last name first) ADDRESS CITY STATE ZIP CODE DAY TELEPHONE PROPERlY OWNER 5cf.4U ?-14 A 0,4 T or ADDRESS 19 ( 'PAL-1 Au OAJ' 'v-J'' NAME (last name first), 'Celc.LsT.z. CITY CAfZL5(AD STATE CA ZIP CODE 9 Z.00g DAY TELEPHONE ( cj,) C — CD4ThAC1DR 'TBD NAME (last name first) ADDRESS CITY STATE ZIP CODE DAY TELEPHONE STATE LIC. # LICENSE CLASS CITY BUSINESS UC. # L)ESIGNER NAME (last name first) ADDRESS CITY STATE ZIP CODE DAY TELEPHONE STATE UC. # WORKERS' CX)MPENSATION Workers' Compensation Declaration: I hereby affirm that I have a certificate of consent to self-insure issued by the Director of Industrial Relations, or a certificate of Workers Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. C). INSURANCE COMPANY POLICY NO. EXPIRATION DATE 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. SIGNATURE DATE S. OWNER-BUILI)ER DECLARATION Owner-Builder Declaration: 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). 0 I am exempt under Section Business and Professions Code for this reason: (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5'by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001). SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: 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? OYES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? .R YES ONO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYES 0 N IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFTER JULY 1, 1989 UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. WNSThUCI1ON LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(1) Civil Code). LENDER'S NAME LENDER'S ADDRESS APPUCAN CEI[I1FICAflON I certify that I have read the application and state that the above information is correct. 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 11115 PERMIT. 0511k 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 365 days from the date of such permit or if the building or work authorized by such permit is suspended wqk is commenced for a period of 180 days (Section 303(d) Uniform Building Code). DATE: £JJ. I1j)I)II4IIL rii'i ruldilce ,,, A75 City of Carlsbad Bldg Inspection Request Le For: 12/06/2002 Permit# CB970353 Inspector Assignment: TP Title: CHEMICAL STRG TANKS, CONTAIN- Description: MENT & PIPING. ELEC & PRESSURE GROUTE Type: ITI Sub Type: Phone: 7609296254 Job Address: 1969 PALOMAR OAKS WY Suite: Lot Location: APPLICANT SCHUMACHER Owner: AIR PRODUCTS&CHEMICALS INC Remarks: Inspector: Total Time: Requested By: CLINT MOORE Entered By: CHRISTINE CD Description Act Comments 19 Final Structural ________________________________________________________ 29 Final Plumbing 39 Final Electrical ________________________________________________________ 49 Final Mechanical ______________________________________________________ Associated PCRs/CVs Inspection History Date Description Act lnsp Comments 12/03/2002 39 Final Electrical NR TP CORR NOT COMP. 12/02/2002 39 Final Electrical CO TP NEED SEAL OFFS EXPOSED 11/26/2002 34 Rough Electric CO TP 11/26/2002 39 Final Electrical WC TP 11/22/2002 34 Rough Electric CA TP RESCHD FOR TUES. 07/28/1999 89 Final Combo NS TP 05/28/1999 89 Final Combo CO TP ND PLAN 05/26/1999 89 Final Combo NR TP ND CONT ON SITE 03/26/1999 19 Final Structural NR TP 10/09/1998 61 Footing WC TP 10/09/1998 66 Grout AP TP 3RD LIFT 10/08/1998 61 Footing WC TP 10/08/1998 63 Walls WC TP 10/08/1998 66 Grout AP TP CMU WALL 2ND LIFT 10/06/1998 11 Ftg/Foundation/Piers WC TP 10/06/1998 66 Grout AP TP CMU WALLS 1ST LIFT Inspection List Permit#: CB970353 Type: ITI CHEMICAL STRG TANKS, CONTAIN- MENT & PIPING. ELEC & PRESSURE GRO Date Inspection Item Inspector Act Comments 12/09/2002 89 Final Combo TP AP 12106/2002 89 Final Combo TP AP 12/06/2002 89 Final Combo - RI 12/03/2002 39 Final Electrical TP NR CORR NOT COMP. 12/02/2002 39 Final Electrical - RI 12/02/2002 39 Final Electrical TP CO NEED SEAL OFFS EXPOSED 11/26/2002 34 Rough Electric - RI RESET FROM FRIDAY 11/26/2002 34 Rough Electric TP CO 11/26/2002 39 Final Electrical - RI 11/26/2002 39 Final Electrical TP WC 11/22/2002 34 Rough Electric TP CA RESCHD FOR TUES. 07/28/1999 89 Final Combo TP NS 05/28/1999 89 Final Combo TP CO ND PLAN 05/26/1999 89 Final Combo TP NR ND CONT ON SITE 03/26/1999 19 Final Structural TP NR 10/09/1998 61 Footing TP WC 10/09/1998 66 Grout TP AP 3RD LIFT 10/08/1998 61 Footing TP WC 10/08/1998 63 Walls TP WC 10/08/1998 66 Grout TP AP CMU WALL 2ND LIFT 10/06/1998 11 Ftg/Foundation/Piers TP WC 10/06/1998 66 Grout TP AP CMU WALLS 1ST LIFT 10/05/1998 63 Walls TP WC 10/05/1998 66 Grout TP CO 09/02/1998 11 Ftg/Foundation/Piers TP WC 09/02/1998 12 Steel/Bond Beam TP AP PIP WALLS, TANK PADS 08/21/1998 11 Ftg/Foundation/Piers TP PA TANK SLAB PNDING SI REP 08/21/1998 12 Steel/Bond Beam TP PA 08/19/1998 11 Ftg/Foundation/Piers TP CO NOT COMPLETE 08/19/1998 12 Steel/Bond Beam TP CO 08/12/1998 11 Ftg/Foundation/Piers TP NR VERF COMPACTION FOR PLAT 08/12/1998 89 Final Combo TP WC Monday, December 09, 2002 Page 1 of 1 ENGINEERING, INC. Print/Type Name: Title: Signature: Tom Gaeto CONSTRUCTION JISTING '..& ENGINEERING, INC. SAN DIEGO, CA RIVERSIDE, CA VENTURA, CA • TRACY, CA • LANCASTER, CA 2414 Vineyard Ave. 490 E.PrincelandCt. 1645 PacificAve. 392 W.Larth Rd. 42156 I0th St. W. Suite G Suite 7 Suite 105 Suite 19 'Unit K Escondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Tracy, CA 95376 Lancaster, CA 93534 (760) 7464955 (909) 371-1890 (805) 4866475 (209) 839-2890 (805) 726-9676 (760) 746.9806 FAX (909) 371-2168 FAX (805) 4869016 FAX (209) 839-2895 FAX (805) 726-9616 FAX January 21, 1999 CTE Job No.10-3059 City Of Carlsbad Building Inspection Department 2975 Las Palmas Carlsbad, CA 92009 SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION PERFORMED UNDER PERMIT NO. BUILDING PERMIT NO.: 97-0353 ADDRESS: 1969 Palomar Oaks Way Director of Building Inspection: To the best of my knowledge all work requiring materials sampling, testing and special inspection; namely the inspection of reinforced concrete has been completed for the structure constructed under the subject permit and is in conformance with the approved plans and specifications and the applicable workmanship provisions of the Uniform Building Code. GEOTECHNICAL 'AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 4/nix C) ENGINEERING, INC. CONSTRUCTION TESTING & ENGINEERING, INC. SAN DIEGO, CA • RJVERSIDE, CA VENTURA, CA TRACY, CA • LANCASTER, CA 2414 Vineyard Ave. 490 E. Princeland Ct. 1645 Pacific Ave. 392W. Larch Rd. 42156 10th SL W. Suite G Suite 7 Suite 105 Suite 19 Unit K Escondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Tracy, CA 95376 Lancaster, CA 93534 (760) 746-4955 (909) 371.1890 (805) 486.6475 (209) 839-2890 (805) 726-9676 (760) 746.9806 FAX (909) 371-2168 FAX (805) 486-9016 FAX (209) 839-2895 FCC (805) 726-0246 FAX REPORT OF COMPRESSION TESTS PROJECT: Schumacher Bulk Tank Storage PROJECT NO: 10-3059 PROJECT ADDRESS: 1969 Palomar Oaks Way TO BE BILLED: Mr. Schumacher Carlsbad, CA CONTRACTOR: J.R. Filanc Construction Co. ARCHITECT: PLAN FILE NO.: A-9700488 ENGINEER: BUILDING PERMIT NO.: C-13-970353 SPEC NO.: SAMPLE DATA REPORT OF: X Concrete Mortar - Grout - Other Supplier: Palomar Transmit Mix Placement Date: 09/03/98 Mix Description: 3500 Ticket Number: 851808 Mix Number: 303520 - Truck Number: 860 Slump: 3/2" Time in Mixer: 85 Minutes Type Cement: II Admixture: Concrete Temp: 88° Amb. Temp: 75° Air Content: Location of Placement: Load I Slab & Walls Special Test Instruction/Remarks: . 17 Days, 2@28 Days Required Strength (F'C): 3500 PSI at 28 Days Design Strength: 3500 PSI Samples Made By: AC Tested By: CR LABORATORY DATA Age Lab Control No. -7 Date Tested Dimensions in Inches Test Area Sq. Inches Max Load Pounds Compressive Strength PSI 7 Days 03A 09/10/98 6x12 28.27 77,655_— --__2,750 28 Days 03B 10/01/98 6x 12 28.27 101,160 3,580 28 Days 03C 10/01/98 6, 12 28.27 110,275 3,900 Reviewed by: ElifE. Cetin ET Date: October 21. 1998 AS C173-93. C23 918.C470.93A.C511-92. C(. 17-X7. FCIII7?.,2.Cl2?I.E493.EI7I47 Conforms With Required Compressive Strength 4z Yes - No Distribution: 1) Schumacher 1) J. R. Filanc Construction Co. 1) City of Carlsbad I) Job File F:\10-3059\1ab\03.doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ENGINEERING, INC. CONSTRUCTION TESTING. & ENGINEERING, INC. SAN DIEGO, CA RIVERSIDE, CA VENTURA, CA TRACY, CA LANCASTER, CA 2414 Vineyard. Ave. 490 E. Princeland Ct. 1645 Pacific Ave 392W. Larch Rd. 42156 10th St. W. Suite G Suite 7 Suite 105 Suite 19 Unit K Escondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Tracy, CA 95376 Lancaster, CA 93534 (760) 746-4955 (909) 371-1890 (805) 486-6475 (209) 839-2890 (805) 726-9676 (760) 746.9806 FAx (909) 371-2168 ,x (805) 486-9016 FAx (209) 839.2895 FAX (805) 726-0246 txx REPORT OF COMPRESSION TESTS PROJECT: Schumacher Bulk Tank Storage PROJECT NO: 10-3059 PROJECT ADDRESS: 1969 Palomar Oaks Way TO BE BILLED: Mr. Schumacher Carlsbad, CA CONTRACTOR: J.R. Filanc Construction Co. ARCHITECT: PLAN FILE NO.: A-9700488 ENGINEER: BUILDING PERMIT NO.: C-B-970353 SPEC NO.: SAMPLE DATA REPORT OF: X Concrete Mortar - Grout - Other Supplier: Palomar Transmit Mix Placement Date: 08/27/98 Mix Description: 3500 Ticket Number: 849872 Mix Number: 303520 Truck Number: 855 Slump: 4" Time in Mixer: 40 Minutes Type Cement: II Admixture: WRDA 64 Concrete Temp: 85° Amb. Temp: 80° Air Content: Location of Placement: Tank Pad Special Test Instruction/Remarks: I@7 Days, 2@28 Days Required Strength (F'C): 3000 PSI at 28 Days Design Strength: 3500 PSI Samples Made By: AC - -- Tested By: CR LABORATORY DATA Age Lab Control No. Date Tested Dimensions in Inches Test Area Sq. Inches Max Load Pounds Compressive Strength PSI 7 Days OIA 09/03/98 6 x 12_— 28.27 78,675 2,780 28 Days OIB 09/24/98 6 x 12 28.27 98,250 3,470 28 Days OIC 09/24/98 6x 12 28.27 110,800 3,920 Reviewed by: ElifE. Cetin Date: October 20, 1998 All 9npIing :,,d lcsling conducicd 1,, ,ccord,nc wid, ASThl rd Dcig,.lions C3 1.91. C39-M. CI39.92. C143-IX). C17.1-91 . C231-9 1B. C4711.13A. C51 1-92. C617417. FC 11177.92. C1231. E4.93 6171.37 Conforms With Required Compressive Strength .Yes - No Distribution: I) Schumacher 1) J. R. Filanc Construction Co. I) City of Carlsbad 1) Job File F\10-059\a\01.d0c GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ENGINEERING, INC. CONSTRUCTION JYSTING& ENGINEERING, INC. SAN DIEGO, CA RIVERSIDE, CA VENTURA, CA TRACY, CA • LANCASTER, CA 2414 Vineyard Ave. 490 E. Prthceland Ct. 1645 Pacific Ave 392W. Larch Rd. 42156 10th St. W. Suite G Suite 7 Suite 105 Suite 19 Unit K Escondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Tracy, CA 95376 Lancaster, CA 93534 (760) 746-4955 (909) 371-1890 (805) 486.6475 (209) 839-2890 (805) 726-9676 (760) 746-9806 FAX (909) 371-2168 FAX (805) 486-9016 FAX (209) 839-2895 FAX (805) 726-0246 FAX REPORT OF COMPRESSION TESTS PROJECT: Schumacher Bulk Tank Storage PROJECT NO: PROJECT ADDRESS: 1969 Palomar Oaks Way TO BE BILLED Carlsbad, CA CONTRACTOR: J.R. Filanc Construction Co. ARCHITECT: PLAN FILE NO.: A-9700488 ENGINEER: BUILDING PERMIT NO.: C-B-970353 SPEC NO.: SAMPLE DATA 10-3059 Mr. Schumacher X Concrete Mortar Grout Palomar Transmit Mix Placement Date: 3500 . Ticket Number: 303520 Truck Number: 3 '/2" Time in Mixer: 11 Admixture: Amb. Temp: 80° Air Content: Tank Pad I @7 Days, 2@28 Days 3000 PSI at 28 Days Design Strength AC Tested By: LABORATORY DATA REPORT OF Supplier: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: 85° Location of Placement: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By:. Other 08/27/98 849961 759 Minutes WRDA 64 3500 PSI CR Age Lab Control No. Date Tested Dimensions in Inches Test Area Sq. Inches Max Load Pounds Compressive Strength PSI 7 Days 02A 09/03/98 6 x 12 28.27 83,835 2,970 28 Days 02B 09/24/98 6 x 12 28.27 122,465 4,330 28 Days 02C 09/24/98 6 x 12 28.27 130,105 4,600 Reviewed by: ElifE. Cetin Date: October 20. 1998 ASTM CI43-90.CI13-)3.C231.9IB.C41).)3A.C3II.92.C617.2. FCIO77-)2.CI23I.E4-3. EI7I-7 Conforms With Required Compressive Strength LZ Yes - No Distribution: 1) Schumacher 1) J. R. Filanc Construction Co. 1) City of Carlsbad I) Job File F:\10-3059\1ab\02.dac GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION TAMCO Post Office Box 325 Rancho Cucamon a, California 91739 (909) 99-0660 17qf e'? Sold KRETZSCHMAR STEEL Ship KRETZSCHMAR STEEL To: 3750 RIVERSIDE AVE. - To: 3750 RIVERSIDE AVE. COLTON CA 92324 0 COLTON Customer Customer Order No. F.O.B. Point Our Order Number Ship Date Freight Routing No. JUL-08 TAMCO 125460 .7/31/98 WILL CALL 1 TRK#7 Shipper No. 202408 CA 92324 ICar/Truck Number I B/L No. 216166 60.00 #4/13 A615/A615M 96A GR60/420 299 1 11,984 82827 216246 60.00 #6/19 A615/A615M 96A GR601420- .1 68 6,128 81388 216326 60.00 #8/25 A615/A615M 96A GR60/420 . 1 38 6,088 81576 216246 70.00 #6/19 A615/A615M 96A GR60/420 118 1 12,407 82544 216326 72.00 #8/25 A615/A615M 96A GR60/420 2 32 12,303 81598 Received By: Heat No. C . Mn P S Si Cr Ni Cu Mo V CE ----. Yield .---- EL BD WT% psi • si MPa 82827 -.42 .71 .015 .052 .26 .17 .16 .58 .03 .007 .58 66,000 455.0 104,000 717.0 15.00 OK 96.60 81388 .44 .83 .026 .023 .18 .16 .20 .36 .02 .010 .61 69.500 479.2 110.000 758.4 10.00 OK 96.80 81576 .43 .82 .031 .045 .16 .28 .20 .44 .03 .014 .61 76.000 524.0 114.000 786.0 11.00 OK 95.10 82544 .46 .85 .010 .044 .30 .09 .11 .42 .02 .006 .63 70.000 482.6 111,000 765.3 12.00 OK 97.30 81598 .44 .81 .023 .059 .17 .24 .18 .43 .03 . .007 .61 68,500 472.3 108.000 744.6 12.00 OK 100.60, We hereby certify that all of the manufacturing processes of TAMCO products occurred in the United States of America. The steel has been sampled, tested and measured in accordance with the applicable ASTM specifications for Chemical Compositon, Tensile Requirements, Bending Requirements, Foot Weight and Deformation. These goods were produced in compliance with all app1icab1é requirements of Sections 6, 7 and 12 of the Fair Labor Standards Act, as amended, and of regulations and ordershete States Department of Labor issued under Section 14 thereof." DELIVERY RECEIPT -. Quality Control Department - TAMCO ® Post Office Box 325 Rancho Cucamonga, California 91739 (909) 899-0660 Sold KRETZSCFIMAR STEEL - Ship KRETZSCHMAR STEEL To: 3750 RIVERSIDE AVE. To: 3750 RIVERSIDE AVE COLTON CA 92324 0 COLTON Customer Customer Order No. F.O.B. Point Our Order Number Ship Date Freight Routing No. I JUL-07 TAMCO 125313 7/28/98 WILL CALL TRK#1 216246 60.00 #6/19 A615/A615M 96A GR60/420 81389 216286 60.00 #7/22 A615/A615M 96A GR60/420 81463.80325 216406 60.001 #10/32 A615/A615M 96A GR60/420 81755 Shipper No. 202171 CA 92324 Car/Truck Number B/L No. 202 1 18,204 98 • 1 12,019 3 24 18.589 Received By: Heat No. C Mn P 5 Si Cr Ni Cu Mo V CE ------ Yeld----- -Tensi' EL BD WT% psi Mpa M .42 .87 .022 .016 .21 .15 psi 81389 .13 .45 .02 .009 .60 67.500 465.4 109,000 751.5 14.00 OK 97.30 81463 .39 .76 .031 .035 .17 .31 .20 .52 .04 .010 .57 70.500 486.0 109,000 751.5 14.00 OK 95.90 80325 .23 1.08 .043 .076 .16 .59 .39 .59 .06 .017 .50 80,000 551.6 105.000 723.9 12.00 OK 96.50 81755 .43 .99 .028 .008 .14 .23 .13 .41 .02 .011 .63 75,000 517.1 113.000 779.1 10.00 OK 96.30 We hereby certify that all of the manufacturing processes of TAMCO products occurred in the United States of America. The steel has been sampled, tested and measured in accordance with the applicable AST M specifications for Chemical Compositon, Tensile Requirements, Bending Requirements, Foot Weight and Deformation. "These goods were produced in compliance with all applicable requirements of Sections 6, 7 and 12 of the Fair Labor Standards Act, as amended, and of regulations and orders f the United States Department of Labor issued under Section 14 thereof." DELIVERY RECEIPT Quality Control Department CUSTOMER C & R SALES, :I:Nc. !)8A t.Rr.iZSCFIMAR ' HEAT NO. /PRODUCT /GRADE YIELD MPA TENSILE ELONG. 7flflI44 CERTIFIED MILL TEST REPORT DATE 0 (CMTR) i 8-11-- ascade steel rolling mills, nc. BILLOFLADINGNO. 3200 NORTH HIGHWAY 99 W McMINNVILLE, OREGON 97128 404•167 (503) 472-4181 FAX (503) 434-5739 PAGE 1 01 Not"!. wr BEND DEE'. DEE' GAP nErpFrc ç.\rf1fç 5363J7 . i.3MM(114) 0011. PEBAR 420/60 GR 486 740 14 99 1.80 OK OK N/Al ASN A615M GR 420 (60) . 70.5 KSX 108 KSI *537697 13MvI(t.1) cOIL REWR 420/60 CR 456 75 12 98 180 OK OK N/A ASTh A6:15M GR 420 (60) 66.0 KSI 108 KSL *262598 19MM(46) RCEAR 420/60 GRADE' 515 781 15 97 180 OK OK N/A ASTM A615M C;13 420 (60) 74-5 KSI 113 KSI 19111'4(06) RE :BAR 420/60 CRPD1 465 740 12 9 / 180 OK OK N/A 1\SINI A615M GR 420 (60) 67.5 KST 107 KSI *304498 22MM(B7) RE}31\R 1.20/60GRADE] 450 730 11 98 1.80 OK N/A X-7111 /\61511 CR 420 (60) 65.5 KSI 106 KSI :k3(J)U8 22M(U7) RF:MR 42.0/60 GRJ'J)E w 483 73() 13 96 180 OK N/A ASTM I615M GR 420 (60) 70 0 K;:r 106 KSI I 303798 . 2*I(#8) RI RAR 4,20/60 GRAD! I 700 1 97 180 OK N/A N/A )½FM A6I5M GR 420 (60) t 0 KT 102 KSI HEAT NO. C MN P It S ST%, V 96 cr I --- -- - 536397 ..3 1.05 .007 .024 .19 .002 .62 537697 .42 1..14 .008 .032 .1. .002 .63 262598 .38 1.27 .015 .026 .18 .003 .61 262298 .40 1.24 .020 .025 .1.7 .003 .62 304498 .40 1.24 .019 .023 .21 .003 .6 0 305098 . .42 1.26 .012 .022 .20 .002. .4 . 303798 .42 1.24 .014 .023 .18 .003 .64 0 ________________________ ,0 •, --- PC) NtJ BER(5) AUG-01- CERTIFIED BY: TN 'r IF: UI'TTD ASSURANCE MANAGER NORTH STAR STEEL ARIZONA 3000 Highway 66 South Kingman, Arizona 86413 Sales # 1-800-843-7304 CERTIFIED MILL TEST REPORT CERTIFICATE #: 7014 . SALES ORDER: Z013585 PURCHASE ORDER: 2866-0 HEAT #: 4683 PRODUCT: REBAR SIZE: 13 MM (#4) GRADE: 420-A615 (60) DATE ROLLED: CHEMICAL ANALYSIS (WT%) C Mn P S Si Sn Cu Ni Cr Mo V Cb 0.3910 0.8950 0.0170 0.0450 0.2050 0.0160 0.4130 0.1270 0.2480 1 0.0260 1 .0.0150 1 0.0040 A11 Manufacturing Processes For This Steel. Including Melting From Scrap And Hot Rolling, Have Been Performed In The U.S.A. At North Star Steel Arizona, 3000 Highway 66 South. Kingman. Arizona, USA. All Products Produced From Strand Cast Billets. No Weld Repairmerit Performed. Steel Not Exposed To Mercury Or Any Liquid Alloy Which Is Liquid At Ambient Temperature During Processing Or While In North Star Steel Arizona Possession. MECHANICAL TEST REPORT (METRIC) Yield MPa Tensile MPa % Elongation in 203.2 mm. Bend Test % Reduciion in Area Specification 465.67 688.44 13.50 PASS 0.00 . ASTM A615!A615M-96a MECHANICAL TEST REPORT (IMPERIAL) 's'iekl KS) Tensile KS) % Elongation in 8 in. Bend Test % Reduction in Area Specification 67.54 99.85 13.50 PASS 0.00 ASTM A615/A615M-96a This Material Has Been Produced And Tested In Accordance With The Requirement Of Applicable Specifications Unless Otherwise Listed Below. This Report Certifies Thai The Above Test Results Are Representative Of Those Contained In The Record Of The Company. Any Modification To This Certification As Provided By North Star Steel Arizona Negates The Validity Of This Test Report. North Star Steel Arizona Is Not Responsible For The Inability Of This Material To Meet Specific Applications. SiGNED Date Issued: 6/11/98 This Certificate is Notarized Only When Requested Rev. vi .0.7.3 CONSTRUCTIONTESTING&ENGINEERING, INC. ESCONDIDO • TRACY • CORONA • OXNARD • LANCASTER ENGINEERING. INC. INSPECTION REPORT PAGE OF CTE JOB # /0 ?27 REPORT # PROJECT NAME: ( ADDRESS: INSPECTION MATERIAL IDENTIFICATION (AIc'1J J3'I4Q 4/'CONCRETE CONC. MIX#/PSI 30 32 ARCHITE(T: ( )MASONRY GROUT M ENGINEER: •r1 ( )P.T.CONC. MORTAR TYPE/PSI CONTRACTOR: Ff(,4iz/_. INSPECTION DATE: PLAN FILE: -tx 7 70q - BLDG PERMIT:CJ3 OTHER: ) FIELD WELD REBAR GRADE____________________ SHOP WELDING STR. STEEL ( ) PILE DRIVING H.S. BOLT ) BATCH PLANT MAS. BLOCK EXP. ANCHOR ELECTRODE AL-o AR yP.kiiJjy Material Sampling ( CONCRETE ( ) MORTAR ( ) GROLIF ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( )STRUCTURALSTEEL ( )BOI.:FS if I INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS I a - a I R. Z01111111~11111! Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT) SIGNATI RE:: CERTIFICATION NO.: eg GEOTECHNICAL & CONSTRUCTION ENGINEl:RINc rEsTIN(; & INSPECTION 2414 VINEYARD AVENUE SUITE C ESCONDIDO. CA 92029 (760 746-4955 FAX 760fl 746-900 CONSTRUCTIONTESTING&ENGINEERING, INC. ESCONDIDO•TRACY *CORONA •OXNARD *LANCASTER ENGINEERING, INC. PROJECT NAME: 9CfipC i-/efl,- T4IJ/( ADDRESS:47 04L.Offl/ CTE JOB It REPORT # PAGE OF 059' INSPECTION MATERIAL IDENTIFICATION ( ) CONCRETE CONC. MIX#/PSI INSPECTION REPORT ARCHITECT: ENGINEER: ftW CONTRACTOR: Fit4,Vc, INSPECTION DATE: 92 PLAN FILE: ____ BLDG PERMIT:_ ?76 5__ OTHER:____________________ ) MASONRY GROUT MIX#/PSI____________________ P.T. CONC. MORTAR TYPE/PSI -27 )FIELD WELD REBARGRADE_____________ SHOP WELDING STR. STEEL ) PILE DRIVING H.S. BOLT ) BATCH PLANT MAS. BLOCK_____________________ ) EXP. ANCHOR ELECTRODE (/OTHER i41ç Material Sampling CONCRETE ( ) MORTAR ( ) GROLI ( )FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ) STRUCTURAL STEEL ( ) BoL:rs I INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS I ''P A7r-- :r7 1Ve P-4125 4 &z> EflI172 P ft-A rEi, / I1J r7D R EAM p i fIz E. A D. 67 7 t-A,' As/p 5P,4Cii1i. CiFoi P &3 4 c -'v (iq~ Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT) 4L 445 SIGNAt'RE: CERTIFICATION NO.: GEOTECFINICAL & CONSTRUCTION EN(;INEFRIN(; ThSTINC & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 l70 746-4955 FAX (760) 7-16-9X06 CONSTRUCTIONTESTING& ENGINEERIN'~,r 9 INC ESCONDIDO'TRACY 'CORONA •OXNARD 'LANCASTER ENGINEERING, INC. PROJECT NAME: ADDRESS: P-OM? INSPECTION REPORT PA CTE JOB # IO- REPORT # INSPECTION MATERIAL IDENTIFICATION CONCRETE CONC. MIX#FPSI _______ A RCH ITET ENGINEER: (WT CONTRACTOR: INSPECTION DATE: 2:?- 5 - PLAN FILE: BLDG PERMIT: 7 53 OTHER: MASONRY GROUT MIX4/PS ) P.T. CONC. MORTAR TYPEIPSI ) FIELD WELD REBAR GRADE SHOP WELDING STR. STEEL ( ) PILE DRIVING H.S. BOLT BATCH PLANT MAS. BLOCK_____________________ EXP. ANCHOR ELECTRODE ( )OTHER Pwnri, iP.AiV.,T Material Sampling 2(3) CONCRETE ( ) MORTAR ( )GROUT ( )FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR STRUCTURAL STEEL ( )BOLTS 72 I INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS I /pc-r -tL2 g15f, AT iñt//c rA(M,EA/r 5IS CoFcM i°ef S'fcer c-9 MOAJ(re2th97) P ,e'1e4,' 7,V3c/ 4A-7,g4 c? 27 PC/ 1 frE ,4r rAiVn ZAB ,4. tvmT iPATOR 4S7 2. 5LZ3i OF 77- C/fVP6/— PRO' /3 C/t 4,k'/) '2A OCT J--4E- Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT) A 6t 51GNA1URF: CERTIFICATION NO.: (EOTECHNICAI. & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO. CA 92029 (7t0 746-4955 FAX 760) 746-9506 ENGINEERING, INC. CONSTRUCTION TESTING & ENGINEERING, INC. SAN DIEGO, CA RIVERSIDE, CA • VENTURA, CA TRACY, CA LANCASTER, CA 2414 Vineyard Ave. 490 E. Princeland Ct. 1645 Pacific Ave. 392W. larch Rd. 42156 10th St. W. Suite G Suite 7 Suite 105 Suite 19 Unit K Escondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Tracy, CA 95376 Lancaster, CA 93534 (760) 746-4955 (909) 3711890 (805) 4866475 (209) 839-2890 (805) 726-9676 (760) 746-9806 FAX (909) 3712168 FAX (805) 4869016 FAX (209) 839-2895 FAX (805) 726-0246 FAx REPORT OF COMPRESSION TESTS PRO.I LCT: Schumacher Bulk Tank Storage PROJECT NO: 10-3059 PROJECT ADDRESS c1969Palornar Oiks Way TO BE BILLED: Mr. Schumacher Carlsbad, CA CONTRACTOR: J.R. Filanc Construction Co. ARCHITECT: PLAN FILE NO. A-9700488 ENGINEER: BUILDING PERMIT NO.: C-B-970353 SPEC NO.: SAMPLE DATA REPORT OF: X Concrete - Mortar - Grout - Other Supplier: Palomar Transmit Mix Placement Date: 08/27/98 Mix Description: 3500 Ticket Number: 849961 Mix Number: 303520 Truck Number: 759 Slump: 3 /2" Time in Mixer: Minutes Type Cement: II Admixture: WRDA 64 Concrete Temp: 85° Amb. Temp: 80° Air Content: Location of Placement: Tank Pad Special Test Instruction/Remarks: 1@7 Days, 2@28 Days Required Strength (F'C): 3000 PSI a28-D-ays Design Strength: 3500 PSI Samples Made By: AC Tested By: CR LABORATORY DATA Age Lab Control No. Date Tested Dimensions in Inches Test Area Sq. Inches Max Load Pounds Compressive Strength PSI 7 Days 02A 09/03/98 6 x 12 28.27 83,835 2,970 28 Days 02B 09/24/98 6 x 12 28.27 122,465 4,330 28 Days 02C 09/24/98 6, 12 28.27 130,105 14,600 Reviewed by: ElifE. Cetin Date: October 20, 1998 ASTM onddDcsign.uiosC3l.9I.C39.Xd.Cl3.)2. C143.M).C173.93.C231.91B.C479-93A. C511-92. C617-87. FC1077-92.C1231.54-93.EI7I-87 Conforms With Required Compressive Strength Yes - No - Distribution: I) Schumacher I) J. R. Filanc Construction Co. l)-City.of Carlsbad 17 I) Job File F:\10-3059\1ab\02.doC GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION RSTING& ENGINEERING, INC. A CONSTRUCTION' SAN DIEGO, CA RIVERSIDE, CA VENTURA, CA TRACY, CA • lANCASTER, CA 2414 Vineyard Ave. 490 E. Princeland Ct. 1645 Pacific Ave 392 W. Larch Rd. 42156 lath Si W. Suite G Suite 7 Escondido, CA 92029 Corona. CA 91719 Suite 105 Suite 19 Unit K Oxnard, CA 93033 Tracy, CA 95376 Lancaster, CA 93534 (760) 746-4955 (909) 371-1890 (805) 4866475 (209) 839-2890 (805) 726-9676 ENGINEERING, INC. (760) 746-9806x (909) 3712168FAx (805) 486-9016vx (209) 839-289S FAX FAx REPORT OF COMPRESSION TESTS PROJECT: Schumacher Bulk Tank-Storage PROJECT NO: 10-3059 IROJECT ADDRESS: Ic 1969 Pal5ar OaksWay TO BE BILLED: Mr. Schumacher Carlsbad, CA CONTRACTOR: J.R. Filanc Construction Co. ARCHITECT: PLAN FILE NO.: A-9700488 ENGINEER: BUILDING PERMIT NO.: C-B-970353 SPEC NO.: SAMPLE DATA REPORT OF: X Concrete — Mortar Grout - Other Supplier: Palomar Transmit Mix Placement Date: 08/27/98 Mix Description: 3500 Ticket Number: 849872 Mix Number: 303520 Truck Number: 855 Slump: 4" Time in Mixer: 40 Minutes Type Cement: II Admixture: WRDA 64 Concrete Temp: 85° Amb. Temp: 80° Air Content: Location of Placement: Tank Pad Special Test Instruction/Remarks: . 17 Days, 2@28 Days Requirtd Strength (F'C): ç -3000-PSI at 28 Days Design Strength: 3500 PSI Samples Made By: AC Tested By: CR LABORATORY DATA Age Lab Control No. Date Tested Dimensions in Inches Test Area Sq. Inches Max Load Pounds Compressive Strength PSI 7 Days OIA 09/03/98 6 x 12 28.27 78,675 2,780 28 Days OIB 09/24/98 6 x 12 28.27 98,250 3,470 28 Days OIC 09/24/98 6, 12 28.27 110,800 3,92O Reviewed by: ElifE. Cetin Date: October 20, 1998 All q,ling .,nd Iing conducted h—mrdatic—iih ASTM th Dcnign.,uions C31-91. C39.W,. C138.92. C143-O. C173.1)3. C231-9I8. C47II.93A. C51 1.92. C617417. FC1077-')2. Cl 231. E4.93. E17I497 Conforms With Required Compressive Strength L/— Yes - No . - — Distribution: I) Schumacher 1) J. R. Filanc Construction Co. I) City ofarlsbadj I) Job File - F:\10-3059\1ab\01.doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT) ________________/ SlGN.Vlt RF• (ER]1FI(AIiON NO.: .cl) 2229_._____ Alt ENGINEERrNG. INC. CONSTRUCTIONTESTING & ENGINEERING, INC. ESCONDIDO 'TRACY 'CORONA 'OXNARD 'LANCASTER INSPECTION REPORT PAGE OF CTE JOB It REPORT # PROJECT NAME: ( ADDRESS:4/? P?r(-&MM 4} 42 ARCHITECT: CONTRACTOR: F i-4iv'_ INSPECTION DATE:- PLAN FILE: 790 BLDG PERMIT:_j q 7t93.'3 OTHER: INSPECTION MATERIAL IDENTIFICATION CRETE CONC. MIX#/PSI_________________ )MASONRY GROUT 1MIX1PS MORTAR TYPE/PSI ) FIELD WELD REBAR GRADE_____________________ SHOP WELDING SiR. STEEL ( ) PILE DRIVING H.S. BOLT ) BATCH PLANT MAS. BLOCK EXP. ANCHOR ELECTRODE ( )OTHER ENGINEER: iv7 ( ) P.T.-CONC. i'//flA,c YPkflP,iY Material Sampling CONCRETE ( ) MORTAR )GR01..!1 ( ) FIREPROOFIN(; C ) MASONRY BLOCK ( ) REBAR )STRUCTURAL STEEL ( )BOUTS INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS I /4f1//yOkEj) CM4'T1 C S oz- /,O,-rf7,tJ OF '5W _/f )3 'rErn C-1-/c7 C0N(/''FJTL fO/? /j1yi', 7rnpEgATJ,QE M°io'', 1O 13i Vt/T AC1), CEOTECIINICAL & CONSTRUCTION ENcINEl:RING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO. CA 92029 700 740-4955 FAX '760) 7-L6-)( CONSTRUCTIONTESTING &ENGIN'EERING, INC. ESCOND[DO•TRACY •CORONA 'OXNARD •LANCASTER ENC,INEERfl4G. INC. INSPECTION REPORT PAGE OF CTEJOB# /O - REPORT # PROJECINAME: 96 /v,4F/E.- TA/A' ADDRESS: /?7 fLL2Lfl&tQAX5 INSPECTION MATERIAL IDENTIFICATION ( ) CONCRETE CONC. MIX#/PSI MASONRY GROUT MIX4/PSI_____________________ I ) P.T. CONC. MORTAR TYPEIPSI )FIELD WELD REBAR GRADE_ _______________ SHOP WELDING STR. STEEL ( ) PILE DRIVING H.S. BOLT________________________ BATCH PLANT MAS. BLOCK______________________ EXP. ANCHOR ELECtRODE (/OTHER ARCHITECT: ENGINEER: fRj/T CONTRACTOR: Fj4AAM', INSPECTION DATE: 9-2 PLAN FILE: _à7OO BLDG PERMIT: - 77 - OTHER: Material Sampling CONCRETE ( )MORTAR 'I (JRout ( ) FIREPROOFINC; ) MASONRY BLOCK ( ) REBAR )STRUCTURAL STEEL ( )BOUTS INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS 6M1 A 7AJA P/L$ AV/2 fr-rfi7 64/ iOi? 31z / i'AD1, 77 -J4/? A411' COAI PcXri 5 fR SE -S &3 C -/ iWQ Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME:(I'RINT) CERTIFICATION NO.: GEOTECUINICAL & CONSTRUCTION L•:N(;INEERIN(; rESTING & lNsI'F:cTIoN 2414 VINEYARD .\VEN1E SUITE C ESCONDIDO. CA 92029 7n 74(4)55 F\\ C760) 7-6-9()0 CONSTRUCTIONTESTING&ENGINEERING, INC. ESCONDIDO • TRACY • CORONA • OXNARD • LANCASTER ENGINEERING. INC. INSPECTION REPORT CTE JOB # REPORT ADDRESS:(' gf4 ARCHITECT ENGINEER: CONTRACTOR: INSPECTION DATE: PLAN FILE: -7 BLDG PERMIT:_ 353 OTHER: Th.AiV,T Material Sampling 20 CONCREtE ) MORTAR )GROUT ( )FIREPROOFING STRUCTURAL STEEL ( ) BOLTS I.-\SONRY I3LOC'K ( ) REBAR a c'QZ/ INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS A 17f7t1/t rA'/L1/'7e/Jr -5 CotijF7,v1 PeTf C12 •e/'/4 c )€-, 4A-770/1" 'S6c2 d 'c'/ 4T TA LAB /-(CK COAic/&7 ,zdA ii'iT, iPAN?R, A/i/O 5'y OF 77 ApPgok'. /3 C"' 7'4/c1'/- d2 ciTr Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. N.AvIE: (I'RINT) __• SI(;NAFt!RF:: ('ERlIFI( AI'ION NO.: (;E()TEcIINICAt. & CONSTRUCTION EN(INEFRING u:sTlN(; & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 7r0) 746-4955 l:A\ 76W 7-6-)0( INSPECTION MATERIAL IDENTIFICATION U'CONCRETE CONC. MIX/PSI _232t/3522 MASONRY GROUT MIX/PSt______________________ P.T. CONC. MORTAR TYPEIPSI FIELD WELD REBAR GRADE____________________ SHOP WELDING STR. STEEL ( ) PILE DRIVING H.S. BOLT__________________________ BATCH PLANT MAS. BLOCK_____________________ EXP. ANCHOR ELECTRODE ( )OTHER 0 '- G e o t e cT1i n i c s 9951 Business Park Ave., Suite B San Diego, California 92131 ff~~~~~Inc Phone (619) 536- 1000 Fax (619) 536-8311 FIELDMEMO [DATE -.JUL-7fJv,78 I IDAY 7i2'4"/ I I PAGE 1 OF / I PROJECT: T'- AD5 CLIENT: PROJECT NO.: 9 2- I MEMO BY: M4-rrf-&'- SUBJECT: 'fDvAL (/41W,) iD(V 'l 470-) A)47 4.L- oF fc -rti - S. '7-,V--' -7-v &~j2uE i -v1 7j (A j477 R. i-LM cA L 'r4tJe-.ci o ). A'-7 -v E C IA ~ 4i (V -1-?,Q i A L_, -,-'-rL Iu / --4 15 4J 4 4 /44 /4 4401 -rc j-r, ' i - 7 o ii. C-Ot' c-jt-D fl''o rvA r T)jf) C (&R 7 f 41 ". 4j7 r', £<3 -rz J 4J,-n-4 t)l3J2A-777E/ (At3L -F 7r. C(vAC-rt. I 1'/rnt'9S 'tj L>'Cr L--' 2o (iC ( tv)os7Y& (1t/&j7 •:: S LJ Co MrvJ 7?4Ar OT-ZX1 6 o -7-z4 Jo-LEQ -501 44b W--r2,j r€ --' ' '-r7 o) /I JO7-, IAz 47JL)L 2 7 --r js4 A9 i- -)()67,43'L,E J74 1GEOTECHNICS INCORPORATED, BY: (SIGNATURE) 5/ engineering file: white copy job superiintende nt yellow copy field file: pink copy 0 T_Gèothnics incorporated 9951 Business Park Ave., Suite B San Diego, California 92131 Phone (619) 536-1000 Fax (619) 536-83 11 DAILY REPORT OF GRADING OBSERVATION IDATE '4 —q 9 I IDAvfl)c'S I I PAGE I OF I I PROJECT j&.. CUENT 0:j-4c e PROJECT NO. Q'2_77— IGENERAL CONTRACTOR P71IJ1 tuC- LOCATION (' A.QS 12-.,4 () 1GRADING CONTRACTOR cJC. ECHNICIAN 0.44j IWEATHER Sv r nt. 4... t sc .i- L -rs [PROJECT ENGINEER vV\ srr CONDONS (-r)o r) VISITORS IDAY'S APPROX. YARDAGE SOURCE AND CLASSIFICATION OF FILL MATERIAL EQUIPMENT USED IN OPERATION IC) I) r5Crn tUAI Pc -t c- a TECHNICIAN TIME AT JOB ON OFF HOURS NUMBER OF TEST APPROVED CHARGED PASSING FAILING BY SPECIFIC LOCATION OF WORK PERFORMED — ( i3u..-3 1S. &c- C \ P&_74 k ) C ôOAT\ SUMMARYOFOBSERVATIONS (m -c 1-rA.,L cA 4..-., 4; ç4 fs - nc \)IT 2O6D ?-- cLtc\eci -tSJ t 1URT crZ, -c - (V?J. D', 1NP 0c AVi. çj cô •-c ' \ - \, A\C (çv n-j - f1)\ici— Th '-r,- f-vJ\\ 04uQ?, op 7. AREAS NEEDING RETESTING/REWORKING •! .. 1/ KJ WI.,, JVI.? DUI.1V1IF!WflUflL )'UIIUW copy T18I0 T110 PIflK COPY _Geotecnics 0 J~~~~Jnc 9951 Business Park Ave., Suite B San Diego, California 92131 Phone (619) 536-1000 - Fax (619) 536-8311 FIELD MEMO b ATE IDAY frA-/ I I PAGE / OF ( 1 PROJECT: 5I-41MA C-&. 4&) I 'TT-AO CLIENT: PROJECT NO.: NO.: - OD2- 0 / MEMO BY: (viA 7T f46,A SUBJECT: ?0'J) -C AiJ4 17 o'C ER ¼.) A- 7-7 0 3 -ia O35- tiE -3 r O) -Cjfrr S C LM ( CA L —7-A "-. — .TD F:27u JA T? p , : C) 27 & A 41 A-r L,) 'i-1 4 n C VEJE &2' MYbe & 2- -BF-A-6? ((JL' r3'. ((/E/ 3i1'1' cc: L) (7 Jt LA3. cLA / '72,AEt t)tJ o?- 7),)S /f\fb 7A) L• 4- J) 477Ur\J (VJ" A L AO •d?* i2) ~L) Af fi:)a 3 7(-i T2JJ Y5/ 4L 40 flY c /-LJt A 1-'z7'-) 1-Jrr7A L fz7- o U -T?p E C ri 4-y7 A457-7--M 1\ (V 2T- C7, 1r cA --r?-- Lir---1 17J LriE'3-rs tz7 CD 3C 4 Luos I (' S n L 6 o 1 EAZE/.O 7-7jj TZY1 CiCS ,JU&7-3 I - GEOTECHNICS INCORPORATED, BY:•• 7'2/2 JztJ3 ,4 - (SIGNATURE) engineering file: white copy job superintendent: yellow copy field file: pink copy EsGil Corporation Professional -Plan Review Engineers DATE: September 9, 1997 U APPLICANT ' JURIS. JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: 97-353 SET: II PROJECT ADDRESS: 1969 Palomar Oaks Way PROJECT NAME: Bulk Chemical Storage 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and, resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: U 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: ) #: Mail Telephone Fax In Person LI REMARKS: S By: Abe Doliente Enclosures: Esgil Corporation EGA [:1 CM EEJ E PC 8/29/97 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 4 (619) 560-1468 0 Fax (619) 560-1576 EsGil Corporation !ProfessionoJP(an Review Engineers DATE: March 10, 1997 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-353 SET:I PROJECT ADDRESS: 1969 Palomar. Oaks Way PROJECT NAME: Bulk Chemical Storage RE U PLAN REVIEWER U FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. El The plans transmitted herewith will substantially comply with the jurisdiction's ****k***** **A codes when minor deficiencies identified below are resolved and checked by building department staff. El 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: Terry L. Spain 1969 Palomar Oaks Way, Carlsbad, CA 92009 U Esgil Corporation staff did not advise the applicant that the plan check has been completed LII 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 LII REMARKS: By: Abe Doliente Enclosures: Esgil Corporation GA CM U EJ E PC 2/27/97 trnsmti dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 Carlsbad 97-353 March 10, 1997 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 97-353 PROJECT ADDRESS: 1969 Palomar Oaks Way DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 2/27/97 March 10, 1997 REVIEWED BY: Abe Doliente FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. Please make all corrections on the original tracings and submit two new sets of prints to: ESGIL CORPORATION. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? UYes UNo Carlsbad 97-353 March 10, 1997 All sheets of the two sets of plans must be signed by the California licensed architect or engineer. Please include the stamp or seal, license expiration date and the date the plans are signed. Provide justification that the existing duct can support the pipe lines that go into the inside of the building. Sheet C6 of the plans shows 2 details of 1/C3 and 2/C3. Please clarify. Provide a copy of the soils report. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the plans. (When required by the soils report). Please see corrections for electrical and mechanical at the end of this list. The jurisdiction has contracted with Esgil Corporation located at 9320Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. ELECTRICAL PLAN REVIEW 1993 NEC PLAN REVIEW NUMBER: 97-353 PLAN REVIEWER: Eric Jensen Page 11 of the Eriksen-Rattan report note Class I, Div II locations for the piping in the building and then specify that it does not apply to Schumacher. Why doesn't it apply? The "E" sheets identify the classified locations, however, they are shown one dimensional. Do the classified areas extend from the below grade area to the top of the tanks? Where are the drainage areas identified as Class I Div 11 on page 14 of the E/R report? Show all required conduit seals on the plans. Sheet E-4 shows some, but not all, of the required seals. Note: If you have any questions regarding this electrical plan review list please contact the plan reviewer listed above at (619) 560-1468. To speed the review process, note on this list ( or a copy) where the corrected items have been addressed on the plans. Carlsbad 97-353 March 10, 1997 PLUMBING, MECHANICAL AND ENERGY CORRECTIONS. PLAN REVIEW NUMBER: 97-353 SET: I PLAN REVIEWER: Glen Adamek 1. Provide the Secondary containment sizing calculations as per UFC, Art. 7901.8.4.2. Please include the 24 hour rainfall total for a 25-year storm. Note: If you have any questions regarding this plan review list please contact Glen Adamek at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad 97-353 March 10, 1997 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 97-353- PREPARED BY: Abe Doliénte DATE: March 10, 1997 BUILDING ADDRESS: 1969 Palomar Oaks Way BUILDING OCCUPANCY: U-2 TYPE OF CONSTRUCTION: V-N BUILDING PORTION BUILDING AREA (ft.) VALUATION If MULTIPLIER VALUE If (s) Storage tanks contain ment,piping,elect., pressuregroutsoil below foundation, percity 500,000 Air Conditioning Fire Sprinklers TOTAL VALUE per city 500,000 1991 UBC Building Permit Fee LI Bldg. Permit Fee by ordinance: $ 2,039.50 1991 UBC Plan Check Fee LI Plan Check Fee by ordinance: $ 1.325.68 Type of Review: • Complete Review, LI Structural Only LI Hourly LI Repetitive Fee Applicable LI Other: Esgil Plan Review Fee: $ 1,060.54 Comments: Sheet I of I macvalue.doc 5196 1 of Carlsbad DATE: 7/ 7 BUILDING PLANCHECK CHECKLIST PLANCHECK NO.: CB79 3 53 BUILDING ADDRESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: EST. VALUE: ENGINEERING DEPARTMENT APPROVAL. DENIAL The item you have submitted for review has been Please see the attached report of deficiencies approved. The approval is based on plans, marked witiç/1ake necessary corrections to plans information and/or specifications provided in your or specific9iis for compliance with applicable submittal; therefore any changes to these items after codes and standards. Submit corrected plans and/or this date, including field modifications, must be specifications to this office for review. reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. /'G ' J,#//7; k- 2 Z~Q te: --9-72a -~ A Right-of-Way permit is required prior to construction of the following improvements: By: Date: By: Date: FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUEBUILDING PERMIT: By: . Date: t / ATTACHMENTS . . ENGINEERING DEPT. CONTACT PERSON Dedication Application Name: Michele Masterson Dedication Checklist City of Carlsbad Improvement Application Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 Improvement Checklist Phone: (619) 438-1161, ext. 4315 Future Improvement Agreement CFD INFORMATION Grading Permit Application Parcel Map No: Grading Submittal Checklist Lots: Right-of-Way Permit Application Recordation: Right-of-Way Permit Submittal Checklist Carlsbad Tract: and Information Sheet . Sewer Fee Information Sheet A-4 Plantheck Cklsl BP000I Form MM.doc - - Rev.O9/O3/O75 Las Palmas Dr. • Carlsbad, CA 9200911576. (619) 438-1161 • FAX (619) 438-0894 BUILDING PLANCHECK CHECKLIST SITE PLAN /RD/ / 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow D. Property Lines Existing & Proposed Structures E. Easements Existing Street Improvements F. Right-of-Way Width & Adjacent Streets G. Driveway widths 2. Show on site plan: A. Drainage Patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: 'Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography 3. Include on title sheet: Site address Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following Engineering Conditions of approval for ProjectNo.___________________________________________________________ All conditions are in compliance. Date: ASPALMASSYS\LIBRAR'ENG\WORODOCS\CKLST\2uildb,g Plancheck Ckht SP000I Ponn MM.doc Rev. 09/03/97 BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS 1 ST/ 2NDJ 3RDJ 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $______________ pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/2' x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. [Ui Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: LI 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $_________________ so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: Plantheci, Ckist BP000I Form MM.doc Rev. 09/03/97 BUILDING PLANCHECK CHECKLIST stl 2ndl 3rdl U U U 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: U U a 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. U U U 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). Write "No Grading" on plot plan if none is required. U U U 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued, and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: Date: U U U 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) U U U , 7d.No Grading Permit required. U U U 7e.If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS U U U 8. ARIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for: Pla,,thec, Cklsl BP000I Form MM.doc Rev. 09/03197 BUILDING PLANCHECK CHECKLIST 1 St./ 2ndl 3rdl 9. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. I L LI 10. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 153, for assistance. Industrial Waste permit accepted by: '1). (2;- £_- Date: \2(V7)4') LI L LI 11. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading, or building permit, whichever occurs first. LI 12. : "'Nofees ired fees are attached required LI LI LI 13. Additional Comments: Plancheci, Cklst BP0001 Form MM.doc Rev. 09/03/97 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB f73 Address Planner 4'2JL Phone (619) 438-1161, extension Xn APN: 3-D _OO Type of Project and Use: J,LC'._4.L Project Density: A)14 Zoning: P"' General Plan:-P.L.. Facilities Management Zone: .3 CFD tirj #Date of participation: Remaining net dev acres:& Circle One . (For non-residential development: Type. of land used created, by U this permit:_______________________________________________ 177 Legend: V\1J Item Complete Item Incomplete - Needs your action ETh 15h Environmental Review Required: YES NO ,>< TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Efl Eli Discretionary Action Required: YES NO 'ç TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval:______________________________________________________ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO)( V CA Coastal Commission Authority? YES NO____ If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO____ If NO, cornjiete' Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed.. LEE11LI Inclusionary Housing Fee required: YES NO X (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO.X " (Enter CB #; UACT; NEXT 12; Construct housing YIN; Enter Fee A' mount (See fee schedule for amount); Return) - Site Plan 1. Provide a fully dimensional. site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing Street improvements, right-of-way width, dimensional setbacks and existing 7 topographical lines. - - fl 2. Provide legal description of propert / Zoning: LbJJ U Setbacks: S Front: Required A)14 Shown . . Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Accessory structure setbacks: Front: Required ILJIA 'Shown Interior Side: Required S Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown di 3. Lot Coverage: Required Shown E Height: Required Shown Parking: Spaces Required Shown Guest Spaces Required Shown DEl Additional Comments_______________________________________________________ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE________ y and assessor's parcel number. ri City of Carlsbad 97053 Fire Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report:Thursday, March 13, 1997 Reviewed by:(i-ZD Contact Name Terry L. Spain Address 1969 Palomar Oaks City, State Carlsbad CA 92009 Planning No. Job Name Schumacher/ChemStor Job Address 1969 Palomar Oaks 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 modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. 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. O Disapproved - Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1st 2nd 3rd Other Agency ID CFD Job# 97053 File#___________ 2560 Orion Way 0 Carlsbad, California 92008 0 (619) 931-2121 City of Carlsbad 97053 Fire Department • Bureau of Prevention General Comments: Date of Report:Thursday, March 13, 1997 Contact Name Terry L. Spain Address 1969 Palomar Oaks Way City, State Carlsbad CA 92009 Bldg. Dept. No. CB97-353 Planning No. Job Name Schumacher/ChemStor Job Address 1969 Palomar Oaks Ste. or Bldg. No. One time use permit required $160.00. Approval is based on following requirements of technical report and field inspection. 2560 Orion Way 0 Carlsbad, California 92008 0 (619) 931-2121 I / .RI-WE57 ENGINEERING - "wv I I CLIENT SCHUMACHER CARLSBAD, CA 1 I . PROJECT BULK CHEMICAL STORAGE FACILITY I . . . 1969.PALOMAROAKS WAY CARLSBAD, CA 92009 I I TITLE . TANKS, CONTAINMENT AND VENT CALCULATIONS . . I I BY . JAMES A. GANEY, C.E. I - ..,.. DATE October 26,. 1996 Nm I . 7201 GARDEN GROVE BLVD., SUITE J 0 GARDEN GROVE, CA 92841 • TEL (714) 373-3511 • FAX (714) 373-3837 TRI-WEST ENGINEERING SCHUMACHER Garden Grove, CA Carlsbad, CA Chemical Storage Facility CALCULATION CONTENTS DESCRIPTION TITLE PAGE CONTENTS TRANS-LC STORAGE TANK CALCULATION TEOS STORAGE TANK CALCULATION CONTAINMENT VOLUME CALCULATION CONTAINMENT STRUCTURAL CALCULATION TANK VENT CALCULATIONS & VENT FLOW SHEETS PAGES 1 1 12 12 2 34 8 PAGES" = Total number pages-for the described calculation 9558CVR.XLS TRI-WEST ENGINEERING SCHUMACHER Garden Grove, CA Carlsbad, CA API 650 Calculations TRANS-LC Storage Tank API STD 650 CALCULATIONS TRANS-LC PRODUCT STORAGE TANK 9'-0" DIA X 131 -3" SHELL HEIGHT 6,000 GALLON NOMINAL CAPACITY By: JAMES A. GANEY, C.E. File: 9558TK2C.MCD 10/1/96 Page 1 of 12 TRI-WEST ENGINEERING Garden Grove, CA TANK DESIGN & CONSTRUCTION DATA REFERENCE DRAWING APPLICABLE DESIGN CODE MATERIAL OF CONSTRUCTION: SCHUMACHER API 650 Calculations Carlsbad, CA TRANS-LC Storage Tank D-950058 Sheet Ti thru T4 API STD 650, 9TH ED., ADDENDUM 2, APPENDIX E ASTM A36 F :36O0Opsi E M := 29000000-psi At 100 DegreeF F :z58000.psi NOMINAL TANK DIAMETER D 9.0-ft NOMINAL TANK RADIUS R:0.5D R=4.5-ft TANK SHELL HEIGHT . H s i3.25fi REQUIRED CAPACITY Vol :6000gal Vol = 802.1 -ft3 DESIGN LIQUID SPECIFIC GRAVITY G:= 1.257 INTERNAL DESIGN PRESSURE P 1 t:=24.oz P int =i.500psig EXTERNAL DESIGN PRESSURE P ext := 4.0-oz P ext = 0.25 psig ROOF SNOW LOAD w 0 :=0.psf ROOF LIVE LOAD LL := 34.psf CORROSION ALLOWANCES: SHELL C:=0-in ROOF C r Oin (RUBBER LINED) BOTTOM C,:=O•in UNIT WEIGHTS: STEEL w :=490.pcf WATER w :62.4.pcf ANCHOREDTANK? YES SEISMIC [E.3] ZONE = 4 DESIGN WIND VELOCITY NOT SPECIFIED. USE 100 MPH PER 3.9.7 SERVICE [E.3.1] FLAMMABLE OR COMBUSTIBLE PRODUCT WIND/SEISMIC IMPORTANCE FACTOR, I:= 1.25 TANK THICKNESSES & TORISPHERICAL ROOF RADII SHELL PLATE: tshell :0.1875•jn ROOF PLATE: t roof:0.1875.in BOTTOM PLATE: tbtm :=0.25.in ROOF DOME RADIUS: r r :1.2.D r r 129.6-in ROOF KNUCKLE RADIUS: ikr :2•in R - t roof— ikr ROOF DEPTH, h:=[r r _ (rr_ikr).cos(asin( ikr ))roof] h13.i8-in r r — File: 9558TK2C.MCD 10/1/96 Page 2 of 12 I TRI-WEST ENGINEERING SCHUMACHER API 650 Calculations Garden Grove, CA Carlsbad, CA TRANS-LC Storage Tank I DESIGN LIQUID AND FREE BOARD HEIGHTS 4 Vol DESIGN LIQUID HEIGHT: H: = 2 H=12.696ft lt.(D_ 2t shell) U FREE BOARD HEIGHT: Hfree board:H s _ H Hfree board=O.554ft HEIGHT OF WATER DUE TO INTERNAL DESIGN PRESSURE IN VAPOR SPACE I EQUIVALENT Pint ~.~1444W ). H=3.462ft U EQUIVALENT HEIGHT OF PRODUCT DUE TO INTERNAL DESIGN PRESSURE IN VAPOR SPACE I Hd:_ I MAXIMUM HEIGHT TO LIQUID OVERFLOW overflow nozzle provided. of of vent nozzle. No Assume height to face flange HL:HS -lh--8.in HL=15.015-ft I MAXIMUM HYDROSTATIC HEAD FOR HYDROTEST Assume Tank & Roof Full of Water to Top of Test Standpipe on Vent Nozzle. I H(:=HL-IHP OF TEST STANDPIPE FOR HYDROTEST (ABOVE 8" HIGH VENT NOZZLE FLANGE) I HEIGHT Hstandpipe :zH Hstandpipe = 3.4621t Hstandp,pe 41.54 -in I . DESIGN WEIGHTS: NEW & UNCORRODED (AS-CONSTRUCTED) SHELL: W s :=(w.lt.D).t shell.H s . W 5 2868-lb ROOF: W r :["0](t roof) .(w ) W r 487-lb I BOTTOM: Wbtm :::[1t (D)2].(tbt).(W ) Wbtm 6491b U TANK EMPTY WEIGHT: W empy:ws W r 1 Wbtm W empty 4005-lb TANK CONTENTS W :=-4--H•G•w W = 63352 1b I I I File: 9558TK2C.MCD 10/1/96 Page 3 of 12 I .' I TRI-WEST ENGINEERING SCHUMACHER API 650 Calculations Garden Grove, CA Carlsbad, CA TRANS-LC Storage Tank MINIMUM REQUIRED THICKNESS OF SHELL PLATES: FOR INTERNAL PRESSURE CONDITIONS: [API Std 650, 3.6] I ALLOWABLE STRESSES: FOR DESIGN CONDITIONS Sd:=23200.psi [TbI 3-2] FOR HYDROTEST St :=24900.psi [TbI 3-2] FOR PRODUCT DESIGN Assume tank full of product to face of vent nozzle flange in crown of roof E:=0.85 [TbI S-4 for Spot RT per A.5.3] H = 12.696 'ft D = 9'ft I f[(Ht --Hp')- H =3.462fr G=1.257 lb 1.ft] D•G p I'd :=2.6•-.---- E - C s td =0.0312in Hr =18.477•ft C s =0-in I FOR HYDROTEST (Tank full of water to face of vent nozzle flange in crown of tank head) lb (Ht_1.ft).D tt:=2.6.—. (Ht- t t =0.0193-in f?in StE PER API FOR CONSTRUCTION [3.6.1.1] I t n = MINIMUM REQUIRED THICKNESS td IS GREATER OFt,J,tt ort t 5 :=max t t 5 =0.188in = t shell=O.188in . . . OK t n FOR VACUUM CONDITONS: Per UG-28 of ASME Section VIII, Division 1 API Std 650 does not provide rules for the design of cylindrical shells for vacuum (external pressure) conditions. The shell will be checked for vacuum conditions using the methods found in UG-28 of ASME Section VIII, Division 1 "Thickness of Shells and Tubes Under External Pressure." Effective Shell Length for Vacuum, L 5 := H -- . L s = 163.4 in L For D = 576 & - = 1.51 A =0.000065 [ASME Section lID, Fig G] t shell_C s D The value "A" falls to the left of the M-T Line in ASME Section lID, Fig CS-2. Therefore, per UG-28 the Maximum Allowable External Pressure, Pa ' is, 2A P a Em : D P a P a 34.90z > Pext4OZ .... OK! t shell _ C s 'a =60.4'inH2O File: 9558TK2C.MCD 10/1/96 Page 4 of 12 TRI-WEST ENGINEERING SCHUMACHER API 650 Calculations Garden Grove, CA Carlsbad, CA TRANS-LC Storage Tank SELF SUPPORTING ROOF: [3.10.6] REQUIRED THICKNESS FOR EXTERNAL LOADS: [API Std 650, 3.10.6] TOTAL WI OF TANK ROOF PLUS SPECIFIED SNOW OR LIVE LOAD, AND EXTERNAL PRESSURE w snow =0psf < LL34'psf Therefore, LL governs. P ext=36psf LL1P ext ir•D2 I I FR=1.314 ROOF LOAD FACTOR: FR 4W r 1 45psf j I (1.0) j REQUIRED ROOF THICKNESS: [For DL + LL + next] I t roof reqd: FR.r r (29.106.psi)] C r roofreqd°°7l" << t roof =O.1875-in . . . OK 200-12 E M m ~20012 Em 2 4W r--rOofallowext = (t roof - Cr) r r 29 106 psi - 45psf LL) roof allow ext = 501 psf ' r001 allow ext = 56 -oz >> P ext = 4oz CHECK ROOF FOR INTERNAL PRESSURE: [ASME SECT VIII, DIV 1, Appendix 1-4(f)] API Std 650 does not provide rules for the design of Torispherical roofs for internal pressure. The roof will be checked for internal pressure conditions using the methods found in Appendix 1-4(f) of ASME Section VIII, Division 1, "Formulas for the Design of Formed Heads Under Internal Pressure." Assume tank full of product to face of vent nozzle flange in crown of roof head ='° jflth (h + 8in)G62.4pcf P head = 2.461 -Psi P head =39 For, r r 129.61n ikr2in m:.(3+) m2.762 P heactr r'm t roof_Pint := 2SdE_ 0.2P head C r trooL Pint = 0.022in << t roof 0188-in 2Sd.E P roof allow mt := (t roof- C r)[r r m 0.2(t roof- C " roof allowint = 20.65 'psi P roof allow mt = 330 0Z >> P head = 39 *oz File: 9558TK2C.MCD 10/1/96 Page 5 of 12 TRI-WEST ENGINEERING SCHUMACHER API 650 Calculations Garden Grove, CA Carlsbad, CA TRANS-LC Storage Tank WIND DESIGN [3.9.7] WIND LOAD: q wnd=36pf [FOR 100 MPH WIND PER 3.9.7.1 NOTE a.] MINIMUM HEIGHT OF UNSTIFFENED SHELL: 3 ft I IUU.(t shell -s) ft Hj :=600._.(t shell _ C s)4 D Hj =338 ft >> H 5 13.25ft NO INTERMEDIATE WIND GIRDER REQD OVERTURNING MOMENT: Mwjnd := 0.5q windJHs2 D Mwind = 35551 -ft- lb MINIMUM ANCHORAGE RESISTANCE: OVERTURN MAY NOT EXCEED 2/3 RESISTANCE TO WIND OVERTURN t shell_C s (roof_C r 1=1.25 4M wind tshell f troof D lb wind := - head- wind 1T-D 7t Rwind = POSITIVE, THEREFORE, TANK MUST BE ANCHORED. SHELL COMPRESSION: MAXIMUM LONGITUDINAL COMPRESSIVE FORCE AT THE BOTTOM OF THE SHELL: W s W r lb DEAD LOAD wt:= •D w t =119.7i. 1.273-M wind DP ext DEAD LOAD + WIND +PeXt b:=w-i-1.5• 4 CORRODED SHELL THICKNESS t :=t shell_ C 5 MAXIMUM LONGITUDINAL COMPRESSIVE STRESS IN THE SHELL: b =1038 Tt t0.188in (o c ) ö461-psi ALLOWABLE COMPRESSIVE STRESS: IG.(Ji).D2 l 1 =6.35410 L ()2 > 106 0.5F Fa :min t•12•E m 29D F a l8000 -psi >> ö C = 461 psi OK I 0.5F 1 I / /t12E m 18000 \j )Psi R 29D ) File: 9558TK2C.MCD 10/1/96 . Page 6 of 12 I TRI-WEST ENGINEERING SCHUMACHER API 650 Calculations Garden Grove, CA Carlsbad, CA TRANS-LC Storage Tank SEISMIC DESIGN [APPENDIX E] With liquid at design liquid height H= 12.696 ft LATERAL SEISMIC COEFFICIENTS [API] Z := 0.40 [TBL E-2 Zone 4] I 1.25 Cj :0.60 [E.3.3.1] t = 0.188in CORRODED SHELL THICKNESS H X :=-- ELEVATION OF SHELL C.G. X S =6.63ft TOTAL DESIGN WEIGHT: W:z W empy1 W W=673571b = 0.709 0.866 = 0.614 DIAMETER TO HEIGHT RATIO: EFFECTIVE MASS OF THE TANK CONTENTS THAT MOVE IN UNISON WITH THE TANK SHELL W, := (Wc).[1)f2H4(1.0_ 0.218.)tanh(A.)..]] Wj =535621b HT FROM BTM OF TANK SHELL TO CENTROID OF LATERAL SEISMIC FORCE APPLIED TO W1. H.(0.5_ 0.0944) =5.502ft 0 0.375H=4.761 ft 1 i/{<(O.5_ 0.0944)0.375].H Xj 5.502ft WI OF EFFECTIVE MASS OF TANK CONTENTS THAT MOVES IN THE FIRST SLOSHING MODE: ~3.67--JD y = 5.177 W2:= (wC)*(0 .23-W)-tanh(y) W2 = 10329 •lb HT FROM THE BTM OF TANK SHELL TO CENTROID OF LATERAL SEISMIC FORCE APPLIED TO W2: X2 := (H).(1.O_ c0 y-sinh (0) . x2 10.719ft THE FIRST MODE SLOSHING WAVE PERIOD, IN SECONDS: T :(0.578).secft t Dh() T = 1.734-sec SITE COEFFICIENT: S:= 1.5 [TBL E-3 FOR SOIL PROFILE S3 1 LATERAL SEISMIC COEFFICIENT FOR FIRST SLOSHING MODE = 0.649 I I ~ I 1 ~ I I 1 1 3.375S 2 sec = 1.684 I 4.5sec, sec , 5ec C2 11(T w 0.75S 3.375S 2' T T 2 I w / C2 = 0.649 I File: 9558TK2C.MCD 10/1/96 Page 7 of 12 I I TRI-WEST ENGINEERING SCHUMACHER I Garden Grove, CA Carlsbad, CA SEISMIC DESIGN CONTD I OVERTURNING MOMENT AT BASE OF SHELL: MSeismic W r (Hs ) WJX]] C2•(W2X2)] V:=Z.I.[C Wr w i )f C2W2] j.(W V20426-lb I SHELL COMPRESSION: MAXIMUM LONGITUDINAL COMPRESSIVE FORCE AT BOTTOM OF SHELL: W W r • DEAD LOAD wt:= 1.273Mj5 j DP ext DEAD LOAD + SEISMIC + Pext b:=wti D2 4 MAXIMUM LONGITUDINAL SHELL COMPRESSIVE STRESS: b, (-) ALLOWABLE COMPRESSIVE STRESS: G-(,H)-D2 1 - =6.35410 (t)2 in 0.5Ff F a :=min t12E m I 29D API 650 Calculations TRANS-LC Storage Tank MSeismic = 132013 1bft I V ç W W r w) =0.306 lb w = 119 ft b =2274 Tt =1011 .psi > 106 0.5F 18000 tl2Em (20833) Psi 29D I F a =18000-psi >> 5c =1011P1 .0K MINIMUM ANCHORAGE RESISTANCE: • t shell - C C r 1.273-M Seismic Wr Seismic t shell t roof PheadD A lb "seismic - _____________ - icD 4 "seismic - ;y+ IT TOTAL SEISMIC OVERTURNING MOMENT AT FOUNDATION The total Overturning Moment on the Foundation is the summation of the Overturning Moment applied at the Base of the Shell (as calculated above) and the Overturning Moment applied to the tank bottom. The total Overturning Moment on the Foundation can be found by substituting Xl and X'2 for Xl and X2, respectively, in the equation for Seismic Moment x'1 D <4,o.s_ o.o6o.)o.375.[l •(tanX) 1)]].H X'1 5.808f1 937 X'2 :=(Hs).(1.0_ ) X'2 =10.746-ft i M Seismic Fdn:Z.J.[C 1.[w.x Wr.(Hsf h )+ w1x' '1 - MSeismic Fdn = 137021 1bft File: 9558TK2C.MCD 10/1/96 Page 8 of 12 I TRI-WEST ENGINEERING SCHUMACHER API 650 Calculations Garden Grove, CA Carlsbad, CA TRANS-LC Storage Tank TANK BOUYANCY The tank will be located within a concrete secondary containment to capture spills. The top of the walls of the containment will be above the tank bottom. The tank anchors must be checked for bouyant uplift forces, assuming the containment is full (to the top of the lowest containment wall) of liquid. Maximum Height of Contained Maximum Specific Gravity Liquid Above Bottom of Tank, h L := 2.5-ft of Contained Liquid, GL 1.257 Maximum Bouyant Force on Tank Anchors, FB :=4.D.hL.GL.62.4.pcf_ W empi3, F B 8470 -1b Minimum Anchor Resistance To FB DP mt lb Resist Bouyant Force on Tank, R bouyant D 4 R bouyant = 786 7t (Ht Hs).62.4.PcfD lb HYDROTEST UPLIFT R test R test = FLOODED CONDITION (CONTENTS OVERFLOWING) P head D lb R overflow : z R overflow = ft ANCHORAGE OF TANK: R seismic 1 I R seismic 1 2754 wind lb R wind (1517 \ lb R min—anchor = max l I I I R min-anchor = 2754 ft R bouyant = 786 I l Rbouyant L L L R test ] j [ R test I I -- SEISMIC GOVERNS -- HEIGHT OF SEISMIC SLOSHING WAVE: dwave := 1.124Z•I•C 2.(T w2) (y). / .tan(2.757.ytanh ft \sec / d wave = 0.146 ft < Hfree board = 0.554 ft Specified Free-Board is Adequate File: 95581K2C.MCD 10/1/96 Page 9 of 12 TRI-WEST ENGINEERING SCHUMACHER API 650 Calculations Garden Grove, CA . Carlsbad, CA TRANS-LC Storage Tank ANCHOR BOLTS Material, ASTM A36 Number, N :=8 Yield Strength, Fy_bolt 1= 36000-psi Size, d: = 1.0. in Corrosion Allow, None, Hot-Dipped Root Area, A ab =0.551-in2 Galvanized IR min anchor" TENSILE LOAD/BOLT: TbO/t:= :, ).li.D T bolt =9732-lb ALLOWABLE BOLT STRESS: [E6.2.3] S ab :=O.8.FY bolt S ab =28800*psi BOLT STRESS: f bolt := Tbolt A fbolt= 17662 psi S ab 28800 -psi ab BOLT YIELD STRENGTH Tybolt :=FY bOlt-A ab Tybolt = 19836 1b ANCHOR BOLT CHAIRS (Per Theory & Methods Of: AISI STEEL PLATE ENGINEERING DATA -VOLUME 2, DESIGN OF PLATE STRUCTURES, PART VII, ANCHOR BOLT CHAIRS) Assume lowest shell course = t shell =01875 -in t 1t she11 C 5 t = 0.1875*in D I top a a:=6-in c: 1.0-in t—- _________ D = 108 in e:=1.75-in g:3.0-in h 1=12-in DBC j:0.5-in I top :3.5.in / h .. r:3-in d=lin tb :=tbtm _ Cb t = 0.25 -in db kj.=;.(Itop_0.5.inr) k1=3-in b DBC:=D--2-e DBCll1.5in d-j- 0.25-in f:=It0_e_ 2 f1.125-in API Std 650 E.6.24 requires that the anchor chairs be "designed for a load equal to the minimum specifiec yield strength (of the anchor) multiplied by the as-built minimum cross-sectional area of the anchor. "The anchor chair will be designed for the anchor yeild strength, Tyboll- From anchor bolt analysis, above Tybolt = 19836 1b Allowable compression plate bending FbTopp1:=0.80-Fy Min compression plate radial width I top_mm :e -I- d-- 0.25tin Itop_mm = 3 Min Vertical Gusset Spacing grnin :=d-I- 1-in grnmn =2 *in < 1 top 3.5-in < g3in File: 9558TK2C.MCD 10/1/96 Page 10 of 12 TRI-WEST ENGINEERING SCHUMACHER API 650 Calculations Garden Grove, CA Carlsbad, CA TRANS-LC Storage Tank ANCHOR BOLT CHAIRS (Contd) I_Ty bolt /3 Req'd compression plate thickness Cmjn ]Ff_ 0.22d) c min = 0.744 -in < c=1-in t /3 fbTOPPl:= Ty c2.f bol -g— 0.22.d) fbToppl -15957-psi 0.04(h— c) 0 0.5-in .440 Req'd thickness, vertical gusset p1's 1 limits T i limits = 0.500 fl y_bolt 2-0.67-,F U-kJ 0.085 min:z max (ilimits) min 0.5 -in = j=0.5 -in Compression p1 width a min :g.i- 2(j.i- 0.50in) a mm < a 6in 1t.DBC Check chair width vs spacing BS: = N BS=43.8-in BS =7.298 Check chair height h max := 3a Peak (Local) stresses in shell at compression plate Z:z 2 1.0 1 0.177 tb 1.0 in Z=0.91 OK! Chair spacing is sufficient to justify method h max =18-in vs h =12in OK! TYbOlt.e r 1.32•Z 0.0311 1.43ah2 Cr peak = ________. 1 + J R•t (4.a.h2)3] Cr peak = 18268 'psi < Fpeak :=O.8•F F peak = 28800 'pSi THE ANCHOR CHAIRS SATISFY API 650 E.6.2.4 REQUIREMENTS THAT ANCHOR CHAIRS BE "DESIGNED FOR A LOAD EQUAL TO THE MINIMUM SPECIFIED YIELD STRENGTH MULTIPLIED BY THE AS-BUILT MINIMUM CROSS-SECTIONAL AREA OF THE ANCHOR. DESIGN... OK SUMMARY TANK AND ANCHORAGE AS SPECIFIED IN THE CALCULATION ARE IN COMPLIANCE WITH API STD 650. THE ANCHOR BOLT QUANTITY, SIZE, & MATERIAL ARE TO BE AS SPECIFIED IN THE CALCULATION. BOLT EMBEDMENT SHALL BE DESIGNED TO DEVELOP THE FULL YIELD STRENGTH OF THE ANCHORS, EQUAL TO Ty bolt =19836 1b PER ANCHOR. File: 9558TK2C.MCD 10/1/96 Page 11 of 12 TRI-WEST ENGINEERING Garden Grove, CA SCHUMACHER Carlsbad, CA API 650 Calculations TRANS-LC Storage Tank EMBEDED ANCHOR BOLTS DESIGN EMBEDMENT FOR BOLT YIELD STRENGTH = Tybolt = 19836 1b [Ty bolt TE At Bottom End of Anchor Bolt d Minimum Bearing Plate Diameter Pl:=j(4ii25 71 .) )1.d2] Assume d1 5in and t brg_pl 1.0in Bearing Stress At fcb Tybolt fcb = 1052 psi Top of Bearing P1 [.(dl 2 _ d2)] Max Bending Stress In Bearing Plate (At ID) F1 36 ki fcb [4.(!)].(m~ 1).ln(—L) fbrgj,l := 4 mt bgl 2 [(P1\ 21 fd1 2 d 2 - (d) ] +4.) .() 1)- ().(m3)] J d1=4.223-in 1 M := m = 3.333 4 fbrg..pl = 33579 -psi < 0.75Fy .p1 = 36000 'psi Assume Minimum Embedment 12 in To Top of Bearing Plate (Excluding Thickness of Housekeeping Pedestal) T bolt 4 = 22 *psi < -:100psi = 133 'psi - it' (d -j- Embedment) '42'Embedment - PROVIDE 1" x 5" OD CIRCULAR OR SQUARE BEARING PLATE AT BOTTOM OF ANCHOR BOLT PROVIDE MIN 12" EMBEDMENT (EXCLUSIVE OF THICKNESS OF HOUSEKEEPING PEDESTAL) File: 9558TK2C.MCD 10/.1/96 Page 12 of 12 PA TRI-WEST ENGINEERING SCHUMACHER Garden Grove, CA Carlsbad, CA API 650 Calculations TEOS Storage Tank API STD 650 CALCULATIONS TEOS PRODUCT STORAGE TANK 91-01" DIA X 13'-3" SHELL HEIGHT 6,000 GALLON NOMINAL CAPACITY By: JAMES A. GANEY, C.E. 9558TK1C.MCD 10/1/96 Page 1 of 12 TRI-WEST ENGINEERING SCHUMACHER API 650 Calculations Garden Grove, CA Carlsbad, CA TEOS Storage Tank TANK DESIGN & CONSTRUCTION DATA REFERENCE DRAWING D-950058 Sheet Ti thru T4 APPLICABLE DESIGN CODE API STD 650, 9TH ED., ADDENDUM 2, APPENDIX E MATERIAL OF CONSTRUCTION: ASTM A36 F 36000-psi E M := 29000000-psi At 100 DegreeF F U :58000-psi NOMINAL TANK DIAMETER D :=9.0.ft NOMINAL TANK RADIUS R 0.5D R =4.5ft TANK SHELL HEIGHT Hs i3.25ft REQUIRED CAPACITY Vol := 6000-gal Vol = 802.1 fi3 DESIGN LIQUID SPECIFIC GRAVITY G:z0.934 < 1.0, Use G:= 1.0 INTERNAL DESIGN PRESSURE P int : = 24-oz P int = 1.500'psig EXTERNAL DESIGN PRESSURE P ext4oz ext = 0.25 ps1g ROOF SNOW LOAD W snow :=0.psf ROOF LIVE LOAD LL :34psf CORROSION ALLOWANCES: SHELL C : 0in ROOF Cr 0in (RUBBER LINED) BOTTOM Cb:=0in UNIT WEIGHTS: STEEL w :490pcf WATER w :62.4pcf ANCHORED TANK? YES SEISMIC [E.3] ZONE = 4 DESIGN WIND VELOCITY NOT SPECIFIED. USE 100 MPH PER 3.9.7 SERVICE [E.3.1] FLAMMABLE OR COMBUSTIBLE PRODUCT WIND/SEISMIC IMPORTANCE FACTOR, 1:= 1.25 TANK THICKNESSES & TORISPHERICAL ROOF RADII SHELL PLATE: t she/l :=O.1875in ROOF PLATE: t rooj-:0.1875.in BOTTOM PLATE: tbtm 0.25. in ROOF DOME RADIUS: r r :1.2.D r r 129.6-in ROOF KNUCKLE RADIUS: ikr :2in R t roof— ikr ROOF DEPTH, h:z[r r _ (rr_ikr).cos(asin( r r — ikr ))t roof] h13.18in 9558TK1C.MCD 10/1/96 Page 2 of 12 I TRI-WEST ENGINEERING Garden Grove, CA SCHUMACHER Carlsbad, CA API 650 Calculations TEOS Storage Tank DESIGN LIQUID AND FREE BOARD HEIGHTS I DESIGN 41 LIQUID HEIGHT: H: = 2 H=12.696•ft 2t shell) FREE BOARD HEIGHT: Hfree board:Hs _ H Hfree boardO5S4ft EQUIVALENT HEIGHT OF WATER DUE TO INTERNAL DESIGN PRESSURE IN VAPOR SPACE I tint 62.4pcf jrt H=3.462ft I EQUIVALENT HEIGHT OF PRODUCT DUE TO INTERNAL DESIGN PRESSURE IN VAPOR SPACE Hd=3.462-ft MAXIMUM HEIGHT TO LIQUID OVERFLOW No overflow nozzle provided. Assume height to face of flange of vent nozzle. HL=15.015•ft MAXIMUM HYDROSTATIC HEAD FOR HYDROTEST Assume Tank & Roof Full of Water to Top of Test Standpipe on Vent Nozzle. I Ht :=HLIHP HEIGHT OF TEST STANDPIPE FOR HYDROTEST (ABOVE 8" HIGH VENT NOZZLE FLANGE) I Hstandpipe :H Hstandpipe = 3.462 -ft H standpipe 41.54 -in DESIGN WEIGHTS: NEW & UNCORRODED (AS-CONSTRUCTED) SHELL: W s :=(w.lt.D).t shell.Hs W 5 2868-lb I ROOF: W r roof)(') W r 487 1b BOTTOM: Wbtm 1(t btm) - M Wbtm = 6491b 4 TANK EMPTY WEIGHT: W empty :W s.1 Wrh Wbtm W empty 4005-lb I TANK CONTENTS W :=__.H.G.w W W=5O399-lb I I I 9558TK1C.MCD 10/1/96 Page 3 of 12 2AE,, 'a t shell _Cs I .1 I TRI-WEST ENGINEERING SCHUMACHER API 650 Calculations Garden Grove, CA Carlsbad, CA TEOS Storage Tank I MINIMUM REQUIRED THICKNESS OF SHELL PLATES: I FOR INTERNAL PRESSURE CONDITIONS: [API Std 650, 3.6] ALLOWABLE STRESSES: FOR DESIGN CONDITIONS S:23200.psi [Tbl 3-2] FOR HYDROTEST St :=24900-psi [Tbl 3-2] I FOR PRODUCT DESIGN Assume tank full of product to face of vent nozzle flange in crown of roof E:=1.0 [Per A.3.4 & A 5.3] . H12.696-ft D=9-ft I ' lb f[(HL-j-Hd)-1-ft]-D-G H =3.462')? G=1 td:=2.6.f?-in d tdO.Ol76-in Ht =18.477-ft C=0'in FOR HYDROTEST (Tank full of water top of standpipe bolted to vent nozzle flange in crown of tank head) lb (Ht- 1.ft).D 6. t t =0.0164in I fi2.in St•E ' PER API FOR CONSTRUCTION [3.6.1.1] :=in ))) t ! = 0.188in I . MINIMUM REQUIRED THICKNESS td IS GREATER OF td , tt or t- t S := max t t t5 = 0.188 fl t shell = 0.188*in . . . OK • FOR VACUUM CONDITONS: Per UG-28 of ASME Section VIII, Division 1 I API Std 650 does not provide rules for the design of cylindrical shells for vacuum (external pressure) conditions. The shell will be checked for vacuum conditions using the methods found in UG-28 of ASME Section VIII, Division 1, "Thickness of Shells and Tubes Under External Pressure." I Effective Shell Length for Vacuum, L5 :=H 5 -i-. . L s =163.4-in I For t shell _ =576 & - = 1.51 A =0.000065 [ASME Section lID, Fig G] I The value "A" falls to the left of the M-T Line in ASME Section lID, Fig CS-2. Therefore, per UG-28 the Maximum Allowable External Pressure, Pa , is, P2.l82-psi P a 34.9-oz > P'4oz .. a = 60.4 inH20 10/1/96 Page 4of12 TRI-WEST ENGINEERING SCHUMACHER API 650 Calculations Garden Grove, CA Carlsbad, CA TEOS Storage Tank SELF SUPPORTING ROOF: [3.10.6] REQUIRED THICKNESS FOR EXTERNAL LOADS: [API Std 650, 3.10.6] TOTAL WI OF TANK ROOF PLUS SPECIFIED SNOW OR LIVE LOAD, AND EXTERNAL PRESSURE W snow =. 0 psf < LL =34 psf Therefore, LL governs. P ext =36 psf 4W r 111 LLP ext H ill F :max ROOF LOAD FACTOR: FR =l.314 j 45psf ]H (1.0) REQUIRED ROOF THICKNESS: [For DL + LL + next] [FR.rr (29106 psi) troofreqd:[20012. Em ]C r t roof reqdO.O7l -in < t roof =O.1875-in . . . OK (- )] roof allow ext (t roof C r) (200.12 29 Em 106psi 2 45psf - I4Wr -i-LL A roof_allow_ext = 501 psf - roof allow ext =56 0Z > P ext = CHECK ROOF FOR INTERNAL PRESSURE: [ASME SECT VIII, DIV 1, Appendix 1-4(f)] API Std 650 does not provide rules for the design of Torispherical roofs for internal pressure. The roof will be checked for internal pressure conditions using the methods found in Appendix 1-4(f) of ASME Section VIII, Division 1, "Formulas for the Design of Formed Heads Under Internal Pressure." Assume tank full of product to face of vent nozzle flange in crown of roof head :=P jnt 1 (hi- 8-in)G62.4pcf " head 2265 -psi head= 36'z E = 1 For, r r =129.6-in ikr2-in m:4(3i- J,,r ) m2.762 Sd=23200-psi P head r r m troof_Pint 2S ciE_ 0.2P head C r t roof_pint = 0.017in << t roof= 0.188-in 2-Sd-E roof allow mt : (t roof- C r)[r r m f 0.2(t roof- C r)] roof allow mt = 24.3*psi P roof allow mt = 389 OZ >> P head36 0Z 9558TK1C.MCD 10/1/96 Page 5 of 12 TRI-WEST ENGINEERING SCHUMACHER API 650 Calculations Garden Grove, CA Carlsbad, CA TEOS Storage Tank WIND DESIGN [3.9.7] WIND LOAD: q wind 36psf [FOR 100 MPH WIND PER 3.9.7.1 NOTE a.] MINIMUM HEIGHT OF UNSTIFFENED SHELL: ft I lOO(t shell _C) ft H]:6Oo._.(t shell _C s).4 D Hj338ft >> Hl3.25ft NO INTERMEDIATE WIND GIRDER REQD OVERTURNING MOMENT: Mi:0.5•q windM1s2 M wind = 35551 -ft. lb MINIMUM ANCHORAGE RESISTANCE: OVERTURN MAY NOT EXCEED 2/3 RESISTANCE TO WIND OVERTURN t shell - C 1=1.25 t roof_C r fW r 4M wind t shell t roof D lb R wind.1.5 - It•D head R wind l453 TC-D j Rwlnd = POSITIVE, THEREFORE, TANK MUST BE ANCHORED. SHELL COMPRESSION: MAXIMUM LONGITUDINAL COMPRESSIVE FORCE AT THE BOTTOM OF THE SHELL: Ws+W r lb DEAD LOAD wt:= Tc-D w t 1197 1.273M wind DP ext DEAD LOAD + WIND +Pext b:w-1.5. -I- CORRODED SHELL THICKNESS t •=t 5/7 // C MAXIMUM LONGITUDINAL COMPRESSIVE STRESS IN THE SHELL b =1038 lb ft t 0.188in (-) = 461 psi ALLOWABLE COMPRESSIVE STRESS: IG•(J-I).D2l 1 L ________ = 5.055-107 (t)2 > 106 O.5F y F :min t•12E m 29•D Fa l8000-psi >> 8 = 461 -psi OK I 0.5F 1 /18000 ).Psi ftl2E m\ 20833 L29.D)] 9558TK1C.MCD 10/1/96 Page 6of 12 TRI-WEST ENGINEERING SCHUMACHER API 650 Calculations I Garden Grove, CA Carlsbad, CA TEOS Storage Tank SEISMIC DESIGN [APPENDIX E] With liquid at design liquid height H= 12.696 ft LATERAL SEISMIC COEFFICIENTS [API] Z 0.40 [TBL E-2 Zone 4] 1 1.25 C1 :z0.60 [E.3.3.1] I CORRODED SHELL THICKNESS t = 0.188-in HS ELEVATION OF SHELL C.G. X :-- X 5 =6.63 ft I TOTAL DESIGN WEIGHT: w544041b . W:W W empty - c I DIAMETER TO HEIGHT RATIO: =0.709 X:= 0.866- A. = 0.614 EFFECTIVE MASS OF. THE TANK CONTENTS THAT MOVE IN UNISON WITH THE TANK SHELL WJ:=(Wc).[lJ[.<.(1.0_ 0.218.)tanh(A.).]] . WI '426111b HT FROM BTM OF TANK SHELL TO CENTROID OF LATERAL SEISMIC FORCE-APPLIED TO W1. H.(0.5_ 0.094.) =5.502•ft 0.375•H=4.761ft 1 4 0.094.)0.375].H Xj =5.502ft WI OF EFFECTIVE MASS OF TANK CONTENTS THAT MOVES IN THE FIRST SLOSHING MODE: Y:= 3.67- —j y=5.177 W2 :(W c ).(0.23.).tanh() W2 82171b HT FROM THE BTM OF TANK SHELL TO CENTROID OF LATERAL SEISMIC FORCE APPLIED TO W2: X2:= ('s)'( 1.0- cosh(y)1.0 y-sinh(y) ) 0Y0) . X2 = 10.719 -ft THE FIRST MODE SLOSHING WAVE PERIOD, IN SECONDS: T :=(0.578).sec.fDh() = 1.734sec SITE COEFFICIENT: S:= 1.5 [TBL E-3 FOR SOIL PROFILE S3 1 U LATERAL SEISMIC COEFFICIENT FOR FIRST SLOSHING MODE 0.75S sec 0.649 Tw- C 2:= iTw_<4.5sec, T.sec, 3.375.S2) 3.375S 2 sec = 1.684 C2 = 0.649 I I 9558TK1C.MCD 10/1/96 Page 7 of 12 := (b~ 6c t TRI-WEST ENGINEERING SCHUMACHER Garden Grove, CA Carlsbad, CA SEISMIC DESIGN CONTD OVERTURNING MOMENT AT BASE OF SHELL:. MSeismic :=z.i.[ci.[w5. Wr(HsF) WXi] c 2.(w2.x 2)] V:=Z.I.[C].(W51- Wr Wj)C2W21 V16455lb SHELL COMPRESSION: MAXIMUM LONGITUDINAL COMPRESSIVE FORCE AT BOTTOM OF SHELL: W Wr DEAD LOAD wt:= it'D 1.273MSeismic DP ext DEAD LOAD + SEISMIC + Pext bwt 4 MAXIMUM LONGITUDINAL SHELL COMPRESSIVE STRESS API 650 Calculations TEOS Storage Tank MSeismic = 106595 1bft Wr =0.306 lb Wt = 119 ft b =1875 Tt ö c =833 -psi ALLOWABLE COMPRESSIVE STRESS: G.(H).D2 1 --=5.05510 (t)2 In > 106 0.5'F Fa :=min t12Em 29D Fal8000-psi •>> 8=833-psi OK MINIMUM ANCHORAGE RESISTANCE: C 5\ ft roof- C r\ 1 1.273-M Seismic S' I ) tf ) P int R Seismic: [ D2 ______ mD 4 F 0.5.F 1 / ft12E m\j 18000 20833 ). 29D Rseismic =2043 lb ft TOTAL SEISMIC OVERTURNING MOMENT AT FOUNDATION The total Overturning Moment on the Foundation is the summation of the Overturning Moment applied at the Base of the Shell (as calculated above) and the Overturning Moment applied to the tank bottom. The total Overturning Moment on the Foundation can be found by substituting Xl and X2 for Xl and X2, respectively, in the equation for Seismic Moment x'1 H 3 , H) 1 1 3 Tan--h(k) i)]]H X'1 5.808ft cosh(y)- 1.937 X'2 =10.746ft 'r2:= (Hs).(1.0_ y'sinh(y) ) MSeismic Fdn J .[ws.x sf W r'(Hs f) w J.xh i ] C2.(W2.X'2)] MSeismic Fdn = 110579 1bft 9558TK1C.MCD 10/1/96 Page 8of12 TRI-WEST ENGINEERING SCHUMACHER API 650 Calculations Garden Grove, CA Carlsbad, CA TEOS Storage Tank TANK BOUYANCY The tank will be located within a concrete secondary containment to capture spills. The top of the walls of the containment will be above the tank bottom. The tank anchors must be checked for bouyant uplift forces, assuming the containment is full (to the top of the lowest containment wall) of liquid. Maximum Height of Contained Maximum Specific Gravity Liquid Above Bottom of Tank, h L := 2.5-ft of Contained Liquid, 1.257 Maximum Bouyant Force on Tank Anchors, FB :=_4.D.hL.GL.62.4.pcf_ W empty F =8470'lb Minimum Anchor Resistance To EB D•p mt Resist Bouyant Force on Tank, R bouyant := -- R bouyant = 786 (Ht_Hs).62.4.PcfD lb HYDROTEST UPLIFT R test : R test = FLOODED CONDITION (CONTENTS OVERFLOWING) P head D lb R over 4 R overflow = 7' ANCHORAGE OF TANK: R seismic R wind R mm anchor = max R bouyant R test R overflow R min anchor = 2043 lb ft -- SEISMIC GOVERNS -- R seismic R wind R bouyant R test R overflow . 2043 1453 = 786 .Lb 734 ft 734 HEIGHT OF SEISMIC SLOSHING WAVE: I\ d wave := 1.124ZIC 2.(T w2).tan ft (2.757-4tanh(y)-J~D).ç) d wave 0.146-ft < Hfree boardO5S4jt Specified Free-Board is Adequate 9558TK1CMCD 10/1/96 Page 9 of 12 TRI-WEST ENGINEERING SCHUMACHER API 650 Calculations Garden Grove, CA Carlsbad, CA TEOS Storage Tank ANCHOR BOLTS Material, ASTM A36 Number, N :=8 Yield Strength, Fybolt :=36000-psi Size, d := 1.0-in Corrosion Allow, None, Hot-Dipped Root Area, A ab :=0.551in2 Galvanized IRmin anchor\ TENSILE LOAD/BOLT: Tb01: TN ).1c.D T bolt =7219-lb ALLOWABLE BOLT STRESS: [E.6.2.3] S ab :O.8.FY bolt S ab =28800 -psi Tbolt BOLT STRESS: f bolt: =-T ___ fbolt 13102 psi < S ab =28800-psi ab BOLT YIELD STRENGTH Tybolt :=FY bolt ab Tybolt = 19836 1b ANCHOR BOLT CHAIRS (Per Theory & Methods Of: AISI STEEL PLATE ENGINEERING DATA -VOLUME 2, DESIGN OF PLATE STRUCTURES, PART VII, ANCHOR BOLT CHAIRS) Assume lowest sheilcourse = t shell =O.1875-in t :=tS,_ C s t =0.1875in D _'top a:=6-in c:1.0in - eF I D108 -in e :1.75in 4c __ g:=3.0.in h:12in DBC I :=0.5•in 'top 3.5. in h ft_ g r:=3in d=1-in tb :t btm Cb tb =0.25in kf:4(I top _0.5.infr) k1=3-in L b DBC:=D+2.e DBClll.5in d--0.25in top -2 P1.125in API Std 650 E.6.2.4 requires that the anchor chairs be "designed for a load equal to the minimum specifiec yield strength (of the anchor) multiplied by the as-built minimum cross-sectional area of the anchor. "The anchor chair will be designed for the anchor yeild strength, Ty boll. From anchor bolt analysis, above Tybolt = 19836/b Allowable compression plate bending FbTopp, :0.80F Min compression plate radial width 1 top_mm = e -- d + 0.25-in I top_mm = 3 " Min Vertical Gusset Spacing grnjn :=d-- 1-in grnjn =2in < < g=3in 9558TK1C.MCD 10/1/96 Page 10 of 12 TRI-WEST ENGINEERING Garden Grove, CA ANCHOR BOLT CHAIRS (Contd) Req'd compression plate thickness SCHUMACHER Carlsbad, CA Tyj,O /3 Cmin FbThPPIfc1 0.22d) T bolt /3 fbmpPl c2f g— 0.22-d API 650 Calculations TEOS Storage Tank C min O.744*in < c =1-in fbTopPl = 15957 psi Req'd thickness, vertical gusset pi's Compression pt width Check chair width vs spacing 0.04(h - c) 0.5 in I limits Tybolt 2-0.67-F U-kJ- min:=max(J limits) a min :=g--2.(j-i-0.50.in) 1t.DBC BS: N 0.440 I limits = 0.500 -in 0.085 i min =0.5 -in a mm in BS =43.8-in j=0.5-in < a=6in BS =7.298 Check chair height h max :=3a Peak (Local) stresses in shell at compression plate 1.0 1 0.177 tb 2 1.0 in OK! Chair spacing is sufficient to justify method h max = 18 -in vs h =12in OK! TbQlt.e 1.32Z 0.031 Cr peak = 2 1 t 1.43ah2 (4.a.h2 Rt ) Z0.91 a peak 8268 -psi < Fpeak:=0.8Fy Fpeak=28800-psi THE ANCHOR CHAIRS SATISFY API 650 E.6.2.4 REQUIREMENTS THAT ANCHOR CHAIRS BE "DESIGNED FOR A LOAD EQUAL TO THE MINIMUM SPECIFIED YIELD STRENGTH MULTIPLIED BY THE AS-BUILT MINIMUM CROSS-SECTIONAL AREA OF THE ANCHOR. DESIGN... OK SUMMARY TANK AND ANCHORAGE AS SPECIFIED IN THE CALCULATION ARE IN COMPLIANCE WITH API STD 650. THE ANCHOR BOLT QUANTITY, SIZE, & MATERIAL ARE TO BE AS SPECIFIED IN THE CALCULATION. BOLT EMBEDMENT SHALL BE DESIGNED TO DEVELOP THE FULL YIELD STRENGTH OF THE ANCHORS, EQUAL TO Ty bolt =19836 1b PER ANCHOR. 95581K1C.MCD 10/1/96 Page 11 of 12 TRI-WEST ENGINEERING SCHUMACHER Garden Grove, CA Carlsbad, CA API 650 Calculations TEOS Storage Tank EMBEDED ANCHOR BOLTS DESIGN EMBEDMENT FOR BOLT YIELD STRENGTH = Tybolt = 19836 1b - __________ Minimum Bearing Plate Diameter [_ TY O b jt At Bottom End of Anchor Bolt d .l P1 j (.1125 d2 .Psi) J Assume d1 5.in and t brg_pl 1.0 Bearing Stress At fcb := Tybolt fcb = 1052 .psi Top of Bearing P1 [.(dl2 _ d2)] Max Bending Stress In Bearing Plate (At ID) F1 36ksi 31cb fbrgl 2 d1 2 [4()4 ].(m 1).1n() 4mt brgl L () - ( d)21 d1 2 d 2 2 2 +4.() .() 1)- dpl ()(m3)] j d1 = 4.223 .in m . = m3.333 fbrg...pl = 33579 -psi < 0.75Fyl = 36000 -psi Assume Minimum Embedment := 12 in To Top of Bearing Plate (Excluding Thickness of Housekeeping Pedestal) fv T bolt 4 conc:= _____________________________ = 22 psi < 100psi = 133 psi - it (d pl .i Embedment).[2•Embedment - PROVIDE 1" x 5" OD CIRCULAR OR SQUARE BEARING. PLATE AT BOTTOM OF ANCHOR BOLT PROVIDE MIN 12" EMBEDMENT (EXCLUSIVE OF THICKNESS OF HOUSEKEEPING PEDESTAL) 9558TK1C.MCD 10/1/96 Page 12 of 12 TRI-WEST ENGINEERING SCHUMACHER Tank Containment Garden Grove, CA Carlsbad, CA Volume Calculation VOLUME CALCULATION FOR TANK CONTAINMENT PER U.F.C. ARTICLE 79 I] By: JAMES A. GANEY, C.E. 9558C0NT.MCD 6/12/96 Page 1 of 2 TRI-WEST ENGINEERING SCHUMACHER Tank Containment Garden Grove, CA Carlsbad, CA Volume Calculation CONTAINMENT VOLUME CALCULATION Scope Per Article 79 the Uniform Fire Code, the volumetric capacity of the containment must be not less than the greatest amount of liquid that can be released from the largest tank within the containment. This calculation will determine the minimum inside height of the containment perimeter walls, and the available additional capacity for rain water. Tanks Quantity N 4 Diameter D 9-ft Volume/Each TankVol 6000 gal TankVol = 802 0 Containment Inside Length L 54.67 ft Wall Height H wall Inside Width B := 15.33-ft Octagonal Tank Pads Flat Width B pad := 9.92 ft Height Hpad 0.5 ft /3.314 40.8'ft3 Volume/Each Pad Vol Hpad Pad Vol B pad ) Pad Vol = 305 gal Volume . TankVol - (H pad' LB - N Pad Vol) Calculations H Wa//Mm :- - I & = 1 Hpad HwallMinl.344ft [L-B - [(N - 1). ~i I I Net Vol : = L B H va/I - N PèdVo/ - (N - 1) D2 (H wall - H pad) NetVol=1874ft3 NetVol=14019 -gal Rain Vol : Net Vol - TankVo/ Rain Vol = 1072 0 Rain Vol = 8019-gal RainCapacity := Rain Vol RainCapacity = 15.3 -in Over entire containment ID LB Conclusion The dimensions of the containment structure, as specified above, are adequate to meet the requirements of UFC Article 79 9558C0NT. MCD 6/12/96 Page 2 of 2 TRI-WEST ENGINEERING Garden Grove, CA I ' U I. I I I I .. I I I I. I I , I I I i 9558CMU2.MCD SCHUMACHER Structural Calculation Carlsbad, CA Tank Containment STRUCTURAL CALCULATION CONCRETE I CMU CONTAINMENT FOR PRODUCT-STORAGE TANKS By: JAMES A. GANEY, C.E. 10/21/96 Page 1 of 34 TRl-WEST ENGINEERING SCHUMACHER Garden Grove, CA Carlsbad, CA CONTAINMENT WALLS & PILASTERS Heights To top H:18ft Of conc base course h: 3ft Of CMU upper wall 'H' :H— h H'= 15-ft SEISMIC C:•0.75 Cp =O.5 Z:0.4 ZIC:Z•C•I ZIC=0.3 WIND 70 MPH Basic Wind Speed, Exposure B, for heights to 20' q12.6.Pf C e :O.67 Cq:i.4 Wind Foróe Pw :CCq.'q.I w P =13.6psf Structural Calculation Tank Containment :1.5 1 =1.15 CMU WALLS.& PILASTERS Construction Fully Grouted Reinforced CMU, 1900 psi Gr N-i CMU, Type S Cement Lime Mortar. Grade 60 Deformed Steel Reinforcing Bars. :Assume No Special Inspection, Therefore, Allowable Masonry Design Stresses Reduced By 1/2. Densities Grouted CMU Pcmu :140pcf Allowable Stresses 1/3 Stress Increase Allowed For Wind & Seismic CMU F m :1500'psi E m :750Fm E m ll2S/csi Fb:= (1. 1.F Fb333-psi F :(Psi) F =26 -psi 'Fu :(1OO.Psi) F=66.7 -psi Reinforcing , F '=.•(24ksi) F :24ksi E 29000ksi Steel ' '-rn n26 9558CMU2.MCD 10/21/96 Page 2of34 8- REAR WAJ L I I I EXISTING SLOPE I rsio€_WALL B'SIDE WALL s•o- SIDE WALL - —REAR WAL. PILASTER- 8C)VSOJTH WALLPILASTER I (REAR IMU I I I JINORLO4P EXI5TG A.C.PAVt'G ALONG • • X A1IO.1TOPQOYIOEMINIISJM1 _I 111DOWN I_I_I ,- pgio€o oi FILLER • I NATURAL DRAINAGE TO1MAND I SLOPE• TO NORTH TO PROMOTE ,_ 1:1:1:1 :1:1 ; I''I / ARpOwFATIOu PIPE VAULT - BUILDUP EXISTING A.C.PAVING ALONG u AWAY FROM t'AW FCVIATI. I_I_I_I_I_I ___________ I I 9 I_I_I_I_I_I_I I_I_I_I_I_I_I I • EASH SIDE OF NEW FDN 10 PROVIDE - I JILTLP WIDTH 10 BE MINI 3FRl FACE FOW. - I_I_I_I - _____________ - - I I I - • EXIST • - - ,I I I MINIMUM It SLOPE DOWNWARD TO NORTH TO PROMOTE A1LAi. DRAINAGE TO NORTH AND AR* U TON. • AEXISTING EL.6 L.O' 11 .C.PAVIW. I_—,-I--4-_T ACPAVPNG -. I )IVA2T I EXISTIMSLE L SET sERIES 202 BY VALLT BASE SECTION 4*. - pcRn.&sT: CORNER OF. NEW 2,:6,5ID FARICA1ED I so.I_lr-0 .- • EXISTIGR/TEDCIV1AINDG WALL.. .._ 1 .--J ._ U.. . .__ ... .._ :min I I TRI-WEST ENGINEERING I GARDEN GROVE, CA PROJECT NO. 950058 S I I AN TYP cg- .irrr IAUAC.n m I i .n-Infl.. n.e us,, SCHUMACHER I CARLSBAD, CA CHEMICAL STORAGE PROJECT TANK CONTAINMENT STRUCTURE PROJECT NORTH ISP 2 PItS I g ' I I I I24 —T -.- : I. 5 I I - I IT U 13 12 3 13 3 B -7i- PLINTH PIlNTH PLINTH I PL I NTH I _iS I '4— N. 4-. 'o '. ANCH.W o SPCS Ar.j) E C6 Typ PLCS 14 /iil -- %fl Tii J = I =;; ---L. • )__-:-. = = = --4 T // I /S lyp -- TYP 2 PLCS PILASTER 12-8.12-8 - PILASTER - TYP 3 PLCS PILASTER - --56'-0,. 18 -OHIGA4 cv,coc WALL - Pt 1141K CONTAINMENT PLAN I. 1 TRI-WEST ENGINEERING I GARDEN GROVE, CA PROJECT NO. 950058 I:. I I I . I I I•• I. TOP AND BOTTOM LAYER SLAB REINFORCEMENT I • 41 FR4BtVELEDWO2I2 . TOP OF SLAB ELEVATIONS, PLINTH REINFORCEMENT. CONSTRUCTION KEYS & DRAIN PIPE * I KC ICATES ORAINAGE sLopE AT TOP OF Fl SLA8 CONTAINMENT FOUNDATION PLAN NO.4 HORIZONTAL BARS TYP NO.4 DOWEL'S c 16' L NO.4 HORS c 7' I2d MIN - 11-MIN N0.4 MAT COVER 12'OC EACH WAY PLINTH FON (a) IØx 39-LONG A6 HOT-DIP HI GALVANIZED ANCHOR BOLTS III THREAD 1-8 UNCx4EACH END. (2) XHVY HEX NUTS EACH END. (2)NO.4 HOP'S c CONC WALL 2 <rN0.O:P PIPE PL 1x5'SOUARE I 1/16-0 HOLE AT. CTR. TYP TAC ,. , 3MIN COVER WHERE CAST AGAINST EARTH 8' '4' I!! NO.4 DOWELS V ...J AT 16' 12d .MIN 77. I2d 40d lNO7'S TO MATCH 'JNO.7'S IN SLAB TYP TYP . -- NO . 7 MATS NO.7'S' I TRI-WEST GARDEN GROVE, CA PROJECT NO. 950058 I I I I I I I I • __ I 4 . I. 5- 4 3. > 2- 0 4 C, 0. cv I NO. 7'S I I , I SCHUMACHER I CARLSBAD, CA CHEMICAL STORAGE PROJECT TANK CONTAINMENT STRUCTURE 7 CMU WALL I .1 8COWC WALL 'I' I' NON NO.4 VERT'S r 16' CMU WALLS SECTION B TYP C3 TYPICAL SECTION THRU CONTAINMENT LOOKING EAST (2) NO.8 DOWELS EACH FACE AT IOC-C I2d MIN. ALT NOA WALL STL CONTINUOUS THRU PILASTER I TRI-WEST ENGINEERING GARDEN GROVE, CA PROJECT NO. 950058 .1 I S I I. I (2) NO.8S EACH FACE AT 10C-C NO.3 TIES. AT 8VERT FULL HEIGHT OF CMU g CONCRETE PILASTERS SCHUMACHER I CARLSBAD, CA CHEMICAL- STORAGE PROJECT TANK CONTAINMENT STRUCTURE t I-IIxI5CMU PILASTER 24xI6CONC PILASTER 213 7.51 SECTION C AT 24PILASTER SOUTH WALL TYP (3) PLCS TYPICAL SECTION THRU REAR WALL PILASTER LOOKING EAST TRI-WEST ENGINEERING SCHUMACHER / CARLSBAD, CA GARDEN GROVE, CA CHEMICAL STORAGE PROJECT PROJECT NO. 950058 TANK CONTAINMENT STRUCTURE iixI5Cu PILASTER I I I2xI6CONC PILASTER (2) No.8'S EACH FACE AT 10C-C NO.3 TIES AT 8VERT FULL HEIGHT OF CMU & CONCRETE PILASTERS NO.4 WALL STL 10, IS J. (2) NO.8 DOWELS EACH FACE AT IO'C-C ,j OR [j I2d HIM - ALT I2d 0t.,1No.7-S TO MATCH NO.7'S IN SLAB NO. 7 5 SECTION AT I2PILASTER EAST It WEST WALLS TYP (2) PLCS SECTION THRU EAST WALL PILASTER LOOKING NORTH WEST WALL PILASTER = OPPOSITE PLINTH I PROVIDE 510 90' HOOK(DOWN) AT BAR ENDS TRI-WEST ENGINEERING GARDEN GROVE, CA PROJECT NO. 950058 (2)NO4S AT CORNERS I WALL DETAIL K3 NORTH bULL. COR1'ERS TYP(2) PLCS • EXTERIOR BARS 1 I TERMINATE HERE I. 1 NO.4 WALL STL SCHUMACHER I CARLSBAD, CA CHEMICAL STORAGE PROJECT TANK CONTAINMENT STRUCTURE .- i. lATE: BEND WALL STL IN LIEU OF SEPARATE CORNER BENDS 3-1 WALL STL TIP 8•C4C WALL 1 WALL NO. 4'S 0 IS' ALTERNATE: BEND WALL STL. IN LIEU OF SEPARATE CORNER BENDS 404 MIN ' TIP DETAIL SOUTH WALL CORNERS TIP CM).) I C. 1w (2) PLCS NO.4 WALL STL TIP (2)NO.4S AT CORNERS NO.4 WALL STL INTERIOR BARS CONTINUOUS TIU, PILASTER NO.85 3/4'.45* CHAMFER TIP I U DETAIL K2 AT I2',,I6'COWC - PILASTERS C-3 I TI P (2) PLCS -I NO.B.SJi'PH i 4NO.4 WALL STL \J\L I C4TIN'JOUSTNIU PILASTER DETAIL I AT 20'oI6CONC PILASTERS TIP (3) PLCS TYPICAL DETAILS Is- ALL DETAIL AT I2I6CHU P IL ASTERS TIP (2) PLCS DETAIL 1 AT 20o16'CM)J PILASTERS TIP (3) PL.CS TRI-WEST ENGINEERING : SCHUMACHER Structural Calculation Garden Grove, CA Carlsbad, CA Tank Containment I CMU WALLS Wall spans horizontally between pilasters, or between intersecting walls and pilasters Dimensions Maximum wall span L 15-ft -1 r7l-CMU WALL 8'CONC WALL t wall:7.6251fl CMU Face Thkns tj:1.25-in co I CMU Web Thkns t w 1.0•in - 0 31-NOM • I 2 I(wall : rz 12 r=2.20in - D 0C I : A cell (t wall_ 2 tj) 7.8125-.in — tj)] t .. NO 4CRAL 16'- . w LA • A cell 3t07 *in 2 : 0 • ' Wb— I- - Weight w wall P cmu t wall W wall = 89psf 0 Jlb NO.4 HORIZONTAL BARS cx X ' W: =w %valIH W = 1334 TYP f - 'as- If) 0 0 U. _J I - Seismic p s :ZZIC.W wall 0 0 UU .. L)U) • Load Ln 0 P s =267Psf > p=13.6psf 0 • 0 - Seismic Governs 0 : Z CL • 0 0 b (2)NO.4HORSo 71. J. CONC WALL 0 Uj I 0 21- 21- • -- 1----- -. 0 II CL tA NO AT 6DOWELS _\ MATS 12d MIN — 0 Q. 0 0 NO7STO MATCH _h11 NO.7'S IN SLAB tn >—NO7S TYP I TYP I 9558CMU2.MCD 10/21/96 Page 10 of 34 TRI-WEST ENGINEERING SCHUMACHER Structural Calculation Garden Grove, CA Carlsbad, CA Tank Containment I CMU WALLS (ConVd) Allowable Axial F awall - (1r)2]] F awall 165 -psi I Stress . F1' —=81.776 r Reinforcement Bar Spacing b 16-in Horizontal & Vertical Min Steel MinA s_horiz :z 0.0007bt wall MinA s.horiz = 0.085in2 I MinA s_vert 0.0007bt wall MinAs vert = 0.085in2 • A ceilmax .0.06A cell A cellmax - 1.864*in 2 N 1 Bars, Each At Tension & Compression Faces • BarNo : = 4 d b = BarNo in d b =0.5 in I . . Ab:=.db2 Ab=O.196 -in 2 A S :N.Ab A s =0.196in2 A e :b.t ivall A e 122 -in 2 I • tf--0.5.ifl1-O.5.db d'max[ tf-O.5.in1-o.5.db =(2•0O-in LO.S(twall_ 4thl cib) d'2.d63in O.S(t'ivall- 4in.1-db)] 2.06) I d:=t wall _d' BarCtrs :zd_ d' BarCtrs 3.5 -in U .A s • . P:= - _ -d p = 0.0022 2p =0.441% >0.4% • K :=42.p.n (p.n)2_p.n K=0.28 J :1- • 1=0.905 wall BarCtrs 2 1 effective :=12 i2.Asn( 2 ) 4 'effective 622.098 -in. • Design Loads Horizontal seimic load • F:=p.L F=400.3L . I• Maximum moment M:= F•L --- fl/b M=751•7- Maximum shear V:= 0.5-17, V200 ft I Vertical DL C:= W • C = 1334 Tt 9558CMU2.MCD 10/21/96 . Page 11 of 34. TRI-WEST ENGINEERING SCHUMACHER Structural Calculation Garden Grove, CA Carlsbad, CA Tank Containment I I CMU WALLS (Contd) Stresses fa C a 15 -psi Fawall 165 psi wall I: 2M fb 2 •. f 188 -psi d•K•j F1, 333 -psi M•b f=i2151psi < F5 =32000 psi • f v 3.3P5i <j-d F,=26 *psi Kj : M cmu_allow F1, a'2 M cmu allow = 1331 M =751 Tt fs 0.38 flub I M - M cmu allow M 5' = 580 ft — • F I S F S 1 F'.üi K•d-d •F's -7667ps1 32000 (-7667 2FK 5 :1 Mb • fs n-i f 5 =-14051-psi • A 5•(d- d')•- I •• n Bars Developed 3 0.002f . • 4 pi 3 0.002j A psi (18.2 Length (Mm) lbd min :max 3O.0015J' 3O.00l5j' =-15.8 • • .4 psi • 4 psi \40.0 I • 1 40 40 1 bd min = 40 Bar Diameters • • fu:"1 34 -psi < F 1 =67-psi I 9558CMU2.MCD 10/21/96 • Page 12 of 34 J. (2) NO.8 DOWELS EACH FACE AT IOC-C OR U2) 12d MIN ALT TRI-WEST ENGINEERING SCHUMACHER Garden Grove, CA Carlsbad, CA I CMU PILASTERS ALONG SOUTH WALL • Dimensions b 15.625•in t 23.625. in 24-xI6'CONC PILASTER L wall 1.4 fit (Effective) I A e : b•t A e 369.1 b i3 • J=17169 *in 4 12 t wall =7.625*in I W wall =89 psf (2) NO 8 S EACH FACE AT IOC-C -< • Weights Wii.- (L wall_ b)Hivwall NO.3 TIES A18 VERT FULL HEIGHT U OF CP4J g CONC W wall =16944-lb S. PILASTERS I • H'=15ft S • • . Wpilaster .H'A ePcmu • • U Wpilaster 5383 1b I •' W = W wall Wpilaster S W=22327-lb For CMU Design I Loads • C:=Wpjlaster C=53831b THRU PILASTER I V: ZIC W V.= 66981b • V. 114 ur'r i0.524-in o riirni .I H' M := Wpilaster I M=50354ftlb S IS ...... 1 I I 9558CMU2.MCD 5 10/21/96 Structural Calculation Tank Containment Page 13 of 34 TRI-WEST ENGINEERING SCHUMACHER Structural Calculation Garden Grove, CA Carlsbad, CA Tank Containment I CMU PILASTERS ALONG SOUTH WALL (Cont'd) I Reinforcement N :=2 Bars, Each At TensiOn & Compression Faces BarNo :z8 BarN • 0 db:.in db=11n Ab:=.db Ab=O.785•in 2 A :=N•A b A s "1.571in2 2.A =O.009•A Which is at least 0.005Ae, I . . . . . . but not greater than 0.04A . 12)inf 1in-l-db] 105[(15.625_ d'mih.maxj ] . d'min 2.813in d'.d'rnin 2 in-O.5db U . . . . d:t-3.3125.in . d20.313-in 1 p=O.0049 2-p = 0:99% >0.4% K:42.p.n-(p.n)2 -p•n K=O.393 . j:=1- - j.=O.869 Allowable Axial F a : (••O.25F m).:)L>99 (70) [i_ (r Hr 1.r)2 ]l F a =241:psi - 26.393 Stresses :f a .j fa = 15 -psi < F a 241-psi I. . 'a Fb.pilaster :=F b. 1- F a < Fbpi1aster 3l3psi I . . fb f 548 -psi < Fbpilaster3l3psi < . .Js:::A .d f21796 -psi F=32OOO-psi =O.681 I f - .z.-_d . f v 24.3 psi F., 26 -psi . . I . fa Kj cmu_a110 1 b(1- M cmualloiy287561Th M 50354 *ft. lb I. f N.7t.db.j.d f 60 -psi < F 11 67 -psi . . . M s:M- M c,nza1loiv M 5 21598 -ft. lb F's :Min (Kd') F's 269O0 -psi 2.FS.dd) =(320oo).si Ms fs n-i f 5 9809-psi 0.365 I . I 9558CMU2.MCD . 10/21/96 . . Page 14 of 34 TRI-WEST ENGINEERING SCHUMACHER, Structural Calculation Garden Grove, CA Carlsbad, CA Tank Containment CMU PILASTERS ALONG SOUTH WALL (Cont'd) . 30.002j 4 psi Bars beveloped 1bd mm mc1X 3 0.0015j' Length (Mm) - psi . . . 40 bd mm = 40 Bar Diameters 1 3 0.002f 4• psi 32.7 3 0.0015f s 11.0 A• psi 40,0 I. .40 / 9558CMU2.MCD 10/21/96 . • • Page 15 0134 -. TRI-WEST ENGINEERING SCHUMACHER Garden Grove, CA Carlsbad, CA 'I I CMU PILASTERS AT WEST & EAST END WALLS Dimensions b 15.625. in t :=11.625•in I A e :b.t A e 181.61n2 bt3 I:— I2046in 12 I A e . L wall : 5.5ft effective t ivall 7.625- in, lb I IV wall 89 Weights W ivqIi:(L wall- b).H'.w wall • I H'=15-ft J•Vpilaste .H'A ePcmu I Wpila tér = 2649 1b W: = w wall Wpilaster I .8251 -lb I Design Loads C Wpjlaster C =26491b V=2475-lb 8HE m J A1.626-in I . H' A Al :z V- - - Wpi1aster A1=18743•ft.lb I I 9558CMU2.MCD Structural Calculation Tank Containment I la PILASTER 12xI6CONC PILASTER S . WI- lez Wo >z 00 QI- U I- UUI z 00 U U u-U 0z 0 a-ti 0• I-0 I- z , 0I- (2) NO.8 DOWELS EACH FACE AT IOC-C 10, jOR I2d MIN ALT Page 16 of 34 (2) NO.85 EACH - FACE AT 10C-C NO.3 TIES AT 8* VERT FULL HEIGHT OF 04,) It C(-4C PILASTERS NO.4 WALL STL 10/21/96 TRI-WEST ENGINEERING SCHUMACHER Structural Calculation Garden Grove, CA Carlsbad, CA Tank Containment CMU PILASTERS AT WEST & EAST END WALLS (Cont'd) Reinforcement N:=2 Bars, Each At Tension &.Compression Faces BarNo =8 db:= 'BarNo 8 in . db=11n il 2 .2 Ab:z-.db Ab=O.7851n A' :'=N-A b A = 1.571 1n2. 2A s = 0.017A e Which is at least O.005Ae, • but not greater than 0.04Ae 0.5.[(15.625_ 12)in~ 1.in-f-db] d'min :mox . 2 1n'i-0.54b d min 2.813ih d'd'min d:=t- 3.3125in d=5.313-in BarCirs d- d' BarCtrs5.5 -in • A s P:= F.—d p = 0.0121 2p =2.419% K:=.j2.p.n.i-(p.n) 2 -pn K 0.537 K j :=1 j0.821 Allowable Axial •F a (' 0.2 F m) .4>99 ~70-;)2,[ J_ (1r)2] Fa 213 psi = 53.638 Stress .Stresses fa .= fa = 15-psi lb b.d2 K.j lb =945 psi Fb = 333 psi M fs si d f=2Og83 psi < F 5 =32000psi ' S f V = 23.2 -psi F'=26-psi S M cmu allow: Fb.11 _)-d 2.b.. fa Kj M cmu allow =6161 ft1b ' M=18743 ft- 1b NdJd -psi < F 11 67 -psi M s . M- M cmualloiv Ms = 12582ftIb F s F' .min(Kdl) P 5 =27497-psi M 5 P 17 J S A5(d-d').—_-i J s_10 104.*PS1 F 5 /32000).Psi Kd- d' = I 2F5 d-Kd 27497 i's -- =0.661 S 9558CMU2.MCD 5 10/21/96 Page 17 of 34 TRI-WEST ENGINEERING SCHUMACHER Garden Grove, CA Carlsbad, CA I. CMU PILASTERS AT WEST & EAST END WALLS (Cont'd) 3 O.002f I 4 psi Bars Developed 1bd ,7jj:max • 0.0015f Length (Mm) -M ' I 4 psi 40 - / hd in =40 Bar Diameters Structural Calculation Tank Containment 3 0.002j5 psi 31.5 3 0.0015f S = 20.5 . psi 40.0 40 10/21/96 Page 18 of 34 TRI-WEST ENGINEERING SCHUMACHER Garden Grove, CA Carlsbad, CA CONCRETE WALLS AT BASE OF CMU WALLS I Wall spans horizontally between pilasters, . NO.4. or between intersecting walls and pilasters CMU° WALLS (2)NO.4 o 7 -., Dimensions t :8.jn . b :7.5.jn coc WALL Structural Calculation Tank Containment • - . . . . p 0.nc :14O..pcf . . 2.2 : 2 . I S W . conc W = 93;3VSf - . - : L: = 15-fit ' Maximum wall span I Concrete . .F' C :3ksi n:z9.2 - . a. Ln - NO.4 DOWELS—. AT16 W kA h=.3•ft H=18ft - - - 12d MIN :: :::1:1 h Fluid Loading Height =3•ft . . Specific Gravity G:1.257 I . Pressure pf:h.G62.4.% pj=235ps1 Pfh - lb I . Lateral Force Fj:=----. Fj=33• - Ffh ft. lb . Moment Mf S 3ft Mf=353/—_ I . Design Loads - Seismic+fluid load -L-6 S Fl733lb - F:=çZIC.w.-pj' h) I - Moment . M: M = 3250 ft lb I . . Shear . V0.5F V867lb Vertical DL - C:=ivH lb C1680 - Tt .1 I S S . S I . I 9558CMU2.MCD - - 10/21/96 Page 19 of 34 TRI-WEST ENGINEERING SCHUMACHER Garden Grove, CA Carlsbad, CA i. CONCRETE WALLS AT BASE OF CMU WALLS (Cont'd) Reinforcing F :60kj F 87000-psi . Pmax:=O.75.O.852(87OOO -psi FY) P m U 0•016 I p mm 200 psi min 0.0033 • BarSize :4 N:1 . . db .BarSize —in. U . 71 Ab:.db2 Ab.=O.196•in2 A s .=N.Ab 1 d':2.25in To match CMU wall above d:t-d' d575-in d-d'=3.5 -in Structural Calculation Tank Containment db =0.5in A 5 0196in2 A' :=A I I p:=---. p=0.0046 I Strength Design Load Factor U:=1.4 0.9pFb42 F MAllow : u . 1 - 0.59p— if(P<P mm'075' 1) MAllow=3434•fi.lb • M=3250fi•lb V'•b.d . .• VA/low := VA/low =33741b > fa = fa = 17.5 psi Negligible — - . 0.04A b'v I V=867 lb I Bars Developed Lbd:= _____ - Lbd=8.604-in Lap Mm :=l.3.Lbd Length (Mm) sjF'c 0si . Lap Min . I . •• • -722.4 Bar Diameters db I .. I . . I I I 9558CMU2.MCD . .• 10/21/96 • Lap Mm = 11w Page 20 of 34 TRI-WEST ENGINEERING SCHUMACHER Structural Calculation Garden Grove, CA Carlsbad, CA Tank Containment 3 HIGH CONCRETE WALLS BEYOND CMU WALLS Wall cantilever vertically from fdn slab Dimensions t :=jn b 16-in L : = 15•ft Maximum wall span NO.4 VERTS e Pconci4OP'f CMU WALLS w P = 93.3 psf (2)NO.4c 7 -.... CONC WALL concrete F1 c3' n 9.2. re 2 Z 2 ' c —ì-- h=3ft H=18-ft Cq E c =3.2103 ksi V'c =O:llksi Design Loads Seismic + fluid load F:(ZIC.w.hfF4.b NO.4 DOWELS — F = 583 1b AT IS . E h2 h 12d MIN - rn Moment f3 M: ZICw—i-F - 2 - M=639ft•lb )A, lb Shear V:=F V=583•lb Vertical DL C := w-h C 280 ft Reinforcing F:6O.ki P ,, P max = 0.016 • 200-psi Pmjn F y P min °°°33 Bar Size :4 db:=BarSize..in db=O.5ih N:1 Ab :.db2 A 0.196 -in 2 A S :NAb A 5 0.196 -in 2 • A d:0.5.t d4in • p = 0.0031 Strength Design Load Factor U:=1.4 0.9.p.F.b.d2 F • .( - 0.59P.F'C )f(P<Pmin0.751) Allow= • M Allow =1825 lb > M=639•ft•lb V'.b.d • VAIIOW VA11OW = 5008 1b > V =583- 1b fa 4 • fa = 2.9 -psi Negligible • 9558CMU2:MCD 10/21/96 • Page 21 of 34 TRI-WEST ENGINEERING .. . SCHUMACHER Garden Grove, CA Carlsbad, CA I , I. 3' HIGH CONCRETE WALLS BEYOND CMU WALLS (Cont'd) Bars Developed - Lncith 1Min Lbd. __ 0.04-A b ___ 'y 1 . Lbd=8604-in Lap Mw Lap Mm I d b = 22.4 Bar Diameters Shear Key t key V, t key =0.465in Check Design for Inward Seismic Loads (No Fluid) I Moment . . MZICW. ! Shear . V:=ZIC-w-h-b Vertical DL C:wh I . . A 5 =0.196'in2 . . . d'.=2.75-in d=2.75 -in Strength . . U:1.4 . . . 0.9p-F-bd2 F y MA11OV :z . .( - 059.P.).f(P<pi0.751) • . V'-b-d I :z. U V Allow 3443"lb I . . fa 2.9 -psi . Negligible I Bars Developed Length (Mm) 0.04•A bFy 1 Lbd:; .___ Lbd=8.604in. _____ in I Lap Min :1.3.L bd Lap Min ll-in Lap Min = I 22.369 Bar Diameters db I t key 0.089in I 9558CMU2.MCD . 10/21/96 Structural Calculation Tank Containment Lap Min — llin M 168--ft-lb V= 1121b C =280 p =0.0045 MAllow 1644jt.lb Page 22 of 34 TRI-WEST ENGINEERING SCHUMACHER Structural Calculation Garden Grove, CA Carlsbad; CA . . Tank Containment I . I CONCRETE PILASTERS ALONG SOUTH WALL Thigh pilasters below CMU Pilasters (calculated previously) Dimensions . I Pilaster b :=16in t:=24-in L wall: l4fit (Effective) H=18-ft A e :b.t .. A e =384in2 . I . . Il8432j r: Ft2 r=6.93-in Conc Walls h = 3 fi conc_wall : =8in P C .140 pcf — I .& CMU Walls Pilasters tcmu wall : 7.625. in . - pConc 140 pcf cmupilaster 23.625 in . . ' cmu_pilaster . I. . H'=151t . V Concrete . F 3000 -psi E C =3V2103 kSj V' =0.11 •/(j . I Weights . W conc wall t.concwalrPconc . . 1V cp flc1vall93PSf 11' cmu wall: t cmu wall P cmu TV cmu_wall = 89 p5f lb W cmilaster t cmuilaster b cmui1aster P cmu . V .IV muilaster = 359 :1 W conc wall .(L wall b) hw cOnc wall 'conc. wall 3547 !cmu_wall (L wall b)H'wcmzwall V W cu wall =l69O2*lb . I W cmuj,ilaster . H'.w cmujilaster V W cmu_pjlaster = 5383 1b • W concpilaster = h b t P conc W cOnc_pilaster :1120 1b . . W walls : W conc wall :b W cmu wall W walls = 20449 1b . 1 Wpjlasters := W.cbncj,ilasterVlV W crnu_pilaster V Wpilasters 6503 1b . W: W walls 'pilasters V . W = 26952 1b . Design Loads 'C := Wpjlasters :C =65031b V:=ZICW . . . V=8086-lb . IA V . :JJ f• 0.589 in . m . Using Em for full . height is conservative I M: zlc.[(h O:SH')(W cmuwall W conc pilaster) OS(Wconc_ wall 1 W cmu_ pilaster) ] + Wpilasters M=60948ft•lb . I . 9558CMU2.MCD . . . 10/21/96 V Page 23of34 TRI-WEST ENGINEERING SCHUMACHER Structural Calculation Garden Grove, CA Carlsbad, CA Tank Containment I CONCRETE PILASTERS ALONG SOUTH WALL(Cont'd) Reinforcing F:=60.ksi I Pmcx Pmax = 0.016 P mm. : = 200 P min 0.0033 d:1-3.5in d=205-in I BarSize :7 N:=2 Bars each face db :zBarSize..in dj, =0.875in I 7T 2 A b d b Ab=O.601in2 A S :=N.Ab A=1.03in2 A s 0 p = 0.0037 2p =0.733% Strength Design Load Factor U:= 1.4 I 0.9pFbd2 • MA11ov u .(i - 0.59)f(P<P min 0.75,1) I MAllow =75817jt1b M=60948filb V'.b.d I V A 11ow u r'A1101V 25665 >> f2 := fa = 17 -psi Negligible. Tb .I Bars Developed 0.04A bFy 1 . Length (Mm) Lbd.=. ,JF'psi •; Lbd=26.349 1n Lap Mm i • Lap Min :=1.3Lbd Lap /=34-in d =39 Bar Diameters UV key A=1O3-in 2 I I • I U 9558CMU2.MCD 10/21/96 Page 24 of 34 ) TRI-WEST ENGINEERING SCHUMACHER Structural Calculation Garden Grove, CA Carlsbad, CA Tank Containment CONCRETE PILASTERS ALONG WEST/EAST WALLS Thigh pilasters below CMU Pilasters (calculated previously) Dimensions Pilaster b :.16•in t :z12.in I wallS.Sft (Effective) H=18-ft A e :zb.t A192 -in 2 I=2304in4 r:j r3.46-in 12 Conc Walls h =3- 1 t conc wall: 8in P cmu 140 'pcf CMU Walls t cmu wall 7.625ifl P conc .140'PCf &Pilasters -. t cmuj,ilaster :=23.625.in Pcmu_pilaster 15.625jn H'= 15/i Concrete .F' = 3000 -psi E=3.2iO3.ksi = 0:11 'ki Weights W conc wail t conc wall* P conc W cônc wall 93 'Pf cmu wall crnu_walt P cmu cmu wall = 89 'psf W CM _pilaster cmui1asterb cmuilasterP cmu lb W cmuilaster = 359 ft W conc Wail (L wall b).h.w conc wall W conc wall =1167 'lb Wcmu-wall : (L wall - b).H'.w cmu wall W cmu wall 5560 1b W cmu-pilaster: H'.w cmu-pilaster W cmu_pilaster = 5383 'lb W cbnc ilaster hbtp conc W conc fiilastër = 560 'lb W walls = W conc wall W cmu wall W waTh = 6727 'lb • Wpjlt r = concpiiaster Wômu ilaster Wpilaste,.s = 594 'lb W Z W walls Wpilasers W 12670 'lb Design Loads C :z Wpilasters C = 5943 lb V ZIC. w V = 3801 'lb J••J , 2.217 -in m Using Em for full • height is conservative M:= zlc.[(h - O.SH')(Wcmu wall W conc pilaster) 1 0.5-h- Wconc wall W cmu_pilaster)]. +Wpilasters•__ M=22774-ft-lb 9558CMU2.MCD 10/21/96 • Page 25 of 34 TRI-WEST ENGINEERING SCHUMACHER Garden Grove, CA Carlsbad, CA I CONCRETE PILASTERS ALONG SOUTH WALL (Cont'd) Reinforcing F:=60•ksi Structural Calculation Tank Containment Pmax :=0.75.O.852..(87gO°.) Pm =0.016 200psi min., F P min.= 0.0033 • d:t-3.5in d=8.51n BarSize:7 • N :2 Bars each face db :=BarSize:•in db 0.875 *in Ab :.db2 Ab=0.601•in2 • A S :=N.Ab A=l.203in2 • p=O.0088 2p=1.769% Strength Design Load Factor U: 1.4 0.9pFbd2 F, • MA11QW : 1- 059p— f(P<Pmin'O.75'.l) • MAl/o=29429fi.ib >• M=22774 4ft•lb V'b.d VA1/ow : VA11OW = 10641 1b >> V=38011b "a fa =31 psi Negligible . Bars Developed : 0.04A b'F'y 1 S Length (Mm) Lbd. F'.psm in Lbd=26.349*in Lap Mm i Lap IvIth : 13.Lbd Lap Mm d =39 Bar Diameters U. I • A . key:=-_V • A key 49-in I I HI I 9558CMU2.MCD . . 10/21/96 Page 26 of 34 TRI-WEST ENGINEERING SCHUMACHER . Structural Calculation Garden Grove, CA Carlsbad, CA Tank Containment I I CONCRETE FDN The crosssection and loads shown in the diagram (below ) is for a12.75' wide section of foundation at one tank. Tank loads are for TEOS, which is the heaviest stored liquid. —4-4-c*)wALL I . . . CO I . I 20.e5 r - II.847. - I 10.208 I Uj 3. 18A r3.S, _ NO 7 1.343 KAfs I 0 0. EFFECTIVZWI0TH 16T .Ji 67 . I TYP TYP 0 8.333' . 82333' 16.667' 0 I APPROX LOADING ON 12.75'Wx16.67'FDN STRIP The diagrams on the following six page show loads on, and soil pressures under the foundation, and internal shears and I .. moments on the foundation slab due to net loads on the foundation. The first three pages are for Dead Loads (DL). The fouth thru sixth pages ,are for DL + Seismic loads. I . ., 9558CMU2.MCD 10/21/96 . Page 27 of 34 SCIILJIIACHER CONTAINMENT FOUNDATION 9558FDN1.R3D, 12.75'Ux16.66?'LONG STRIP AT TANKS Loads: LC 5 , DEAD LOADS -20.851< -1.5 -7.21</ft I Solution: LC 5 DEAD LOADS SCHUMACHER CONTAINMENT FOUNDATION 9558FDN1.R3D, .1.75'tJx16.667'LONG STRIP AT TANKS Loads: Lc 6 , DL SOIL PRESSURE 11.4791</ft 13.9711</ft Solution: LC 6 DL SOIL PRESSURE I 4.2 Solution:LC 6 DL SOIL PRESSURE SCHUMACHER COFITAINtIElIT FOUNDATION 9558FDNLR3D, 12.75'Ux16.667'LONG STRIP AT TANXS Loads: LC 7 , DL-SOIL -39.723 14.98 -17.897 Solution LC 7 DL-SOIL. Shear Forces, E SCHUMACHER CONTAINMENT FOUNDATION 9558FDN1331), 12.75'Ux16.667'LOMG STRIP AT: TANJ(S SCHUMACHER CONTAINMENT FOUNDATION 9558FDN1331) 12.75'Wx16.667'LONG STRIP AT TAMES Solution: LC 7 DL-SOIL h.- z Bending Moments, K-ft 20. 338K/ft t SCHUMACHER CONTAINMENT FOUNDATION 9558FDN1.R3D, 12.75'Ux16.667'LONG STRIP AT TANKS Loads: LC 0 SEISMIC LOADS -5.18K-ft 1.G44/ft 30. 93K/ft. -30. 93K/ft SCHUMACHER CONTAINMENT FOUNDATION .9558FDN1.R3D, :12.?5'Wx1666?'LOt1G STRIP AT TANS Loads: LC 9 , DL+SEISMICLOADS ILj SCHUMACHER. CONTAINMENT FOUNDATION 9558FDN1.113D, 12.75'Wx16.667'LONG STRIP AT TANKS Loads: . . LC 10, SEISMIC SOIL PR 4.2141</ft 21 2361</ft SCHUMACHER CONTAINMENT FOUNDATION 9558FDN1.B3D, 1Z.75'Ux16.667'LONG STRIP AT TANKS Loads LC .11,.DL+SEISMIC-SOIL -41.5221</ft riIflflA 20. 3381</ft -20.851< L74 1<-ft 1T 12. 921</ft . .hH 22.39? -42.021 SCHUMACHER CONTAINMENT FOUNDATION 9558FDN1.R3D, 12.75'Wx16.667'LONG STRIP AT TANKS Solution: LC 11. DL+SEISMIC-SOIL y Shear-Forces,-X . SCHUMACHER CONTAINMENT FOUNDATION 9558FDN1.R3D, 12.75'Ux16.667'LONG STRIP AT TANKS 84.551 hi -54.286 Solution: LC 11 DL+SEISMIC-SOIL z Bending Moments, K-ft TRI-WEST ENGINEERING SCHUMACHER Structural Calculation Garden Grove, CA Carlsbad, CA Tank Containment CONCRETE FDN (Cont'd) Dimensions b':z16.in B := 12.75•J? Design Loads: M:=845B5".b M=8842•ft•lb V=43941b Note that seismic loads govern. The maximum, moment is for reverse bending near the south wall, and places the upper bars in the steel mat in tension. The minimum depth "d" is also that for the upper mat bars. Concrete',. d '. = 3O in F' = 3000 psi N:1 . BarSize:7 : db:BarSize...in. , db=O.875-in A :=.db2 A '0.601in2 A:=N.A.i, ' A 5 0.6011n2 A . p • • p = 0.0013. 2p =0.2506% Strength Design Load Factor 'U 1.4 0.9Fbd2 F MAllow = u - 0 59 p 'f(P<P mm 0..75, 1) • . • MA1low=42845•ft.lb >> M=8842jtlb V'.b.d • VA,/QW :z VA/10w =375581b >> V=.43941b Bars Developed 0.04•A b.Fy 1 . • Length (Mm) Lu.- Lbd=26.3491n • . . Lap Min Lap M fl :l.3.Lbd Lap Min db = Bar Diameters 9558CMU2.MCD • 10/21/96 Page 34 of 34 TRI-WEST ENGINEERING SCHUMACHER Storage Tanks Garden Grove, CA Carlsbad, CA Vent Sizing Calculations VENT SIZING CALCULATIONS FOR TRANS-LC & TEOS API STD 650 STORAGE TANKS PER U.F.C. ARTICLE 79 By: JAMES A. GANEY, C.E. 9558VENT.MCD S 6/12/96 Page 1 of 8 - - - - - - - - - - - - - - - - - - - TRI-WEST ENGINEERING Schumacher Chemical Storage Tanks September 2, 1996 Garden Grove, CA Vent Calculation Sheet Page 1 of 1 Product TRANS-LC Vapor Pressure Flash Pt 2 DegC 35.6 DegF Boiling Pt 48 DegC 118.4 DegF L=Latent Heat Of Vaporization 137 M=Molecular Weight 96.94 Max Pump Withdrawal Rate 20 gpm 160 cfh 1,200 gph Max Fill Rate 200 gpm 1,600 cfh 12,000 gph Tank Diameter 9 ft Shell Height 14 ft Nominal Volume 6,000 gal Shall Area - 396 sqft ANSI/API STD 2000-1992 "Venting Atmospheric and Low-Pressure Storage Tanks Req'd Outbreathing Vent Capacity For Filling = 3,429 scfh = 12scfh/42gph Req'd Thermal Venting For Pressure = Tpa 143 scfh Additional Flow For Failed N2 Regulator 957 scfh Req'd Pressure Vent Capacity (Thermal+Fill+Add) 4,529 scfh Req'd Inbreathing For Pumping = 5.6scfh/42gph 160 scfh Req'd Thermal Venting For Vacuum = Tv 143 cfh Req'd Normal Vacuum Vent Capacity (Thermal & Pumping 303 scfh air 308 scfh N2 1994 UFC APP.VI-B "Emergency Relief Venting For Fire Exposure For Aboveground Tanks Total Heat Input = Q = 199,300 A0.566 5,884,423 btu/hr Emergency Vent Requirement = CFHe = 70.5Q/(LM0.5) 307,554 scfh Normal Tank Pressure Vent 8542H Protectoseal 2"Conservation Vent Normal N2 Purge 0.29 oz 0.50 inH20 Max N2 Purge 1.16 oz 2.00 inH20 Minimum Vent Pressure Setting 1.45 oz 2.50 inH20 Vent Pressure Setting . 16.00 oz 27.68 inH20 Pressure at Full Flow 16.20 oz 28.03 inH20 At 4,529 cfh Normal Tank Vacuum Vent 8542H Protectoseal 2"Conservation Vent Vent Vacuum Setting 0.50 oz 0.87 inH20 Vacuum at Req'd Flow 0.53 Oz 0.91 inH20 Emergency Tank Vent F7810H Protectoseal lo"Flange Min Setting = Normal Vent At Full Flow / 0.9 18.00 oz 31.14 inH20 Emergency Vent Setting 20.00 oz 34.60 inH20 1011 Emergency Vent At Full Flow 21.40 oz 37.02 inH20 At 307,554 cfh Tank MAWP = 1.1 x Max Emergency Vent 23.54 oz 40.72 inH20 1.47 psi TEOS 52 DegC 125.6 DegF 168 DegC 334.4 DegF 106 208.33 20 gpm 160 cfh 1,200 gph 200 gpm 1,600 cfh 12,000 gph 9 ft 14 ft 6,000 gal 396 sqft 1714 scfh = 6scfh/42gph 76 scfh 957 scfh 2,747 scfh 160 scfh 86 cfh 246 scfh air 250 scfh N2 5,884,423. btu/hr 271,151 scfh 8542H Protectoseal 2"Conservation Vent 0.29 oz 0.50 inH20 1.16 oz 2.00 inH20 1.45 oz 2.50 inH20 16.00 oz 27.68 inH20 16.10 oz 27.85 .inH2O At 2,747 cfh 8542H Protectoseal 2"Conservation Vent 0.50 oz 0.87 inH20 0.53 oz 0.91 inH20 F7810H Protectoseal 10'Flange 17.89 oz 30.95. inH20 9.00 oz 15.57 inH20 21.20 oz 36.68 inH20 At 271,151 cfh 23.32 oz 40.34 inH20 1.46 psi 955 SVENT . XLS PROTECTOSEAL PROFLOWTM VENT SIZING PROGRAM I CONSERVATION BREATHER VENT FROTECTOSEAL MODEL: 8542H 2 Inch Recommended vent based on the following user supplied data: Tank Capacity 6000 gal Flash Point 35 F PRESSURE PARAMETERS Max Fill Rate S 200.000 gpm Tank Design Pressure 24.000 oz/Sq Pressure Set Point 16.000 oz/Sq" PRESSURE VENTING REQUIREMENTS Add Flow/Blanket Fail 0.957 Mscfh Thermal 0.150 Mscfh Filling 3.429 Mscfh TOTAL 4.536 Mscfh VENT OUTFLOW CHARACTERISTICS Pressure At Required Flow 16.199 Oz/Sq % Of Tank Design Pressure 67 PRESSURE. 22 21 20 19 18 17 16 15 14 13 12 11 U) Q) 10 C 0 9 I- 8 7 6 0 1 2 3 4 5 6 .7 8 9 10 11 12 13 14 15 Air Flow—Mscfh VACUUM PROTECTOSEAL PRO_FLOWTM VENT SIZING PROGRAM I CONSERVATION BREATHER VENT PROTECTOSEAL MODEL:' 8542H ' 2 Inch I Recommended vent based on the following user supplied data: Tank Capacity 6000 gal I Flash Point VACUUM PARAMETERS 35 ' F Max Empty Rate ' ' '20.000 gpm Design Vacuum '4.000 oz/Sq' I 'Tank Vacuum Set Point 0.500 'oz/Sq VACUUM VENTING REQUIREMENTS 0.150 Mscfh I Thermal Emptying 0.160 Mscfh TOTAL , 0.310 Mscfh I VENT INFLOW CHARACTERISTICS. Vacuum At Required Flow 0.907 'In H20 % Tank Design Vacuum 13 I' I ''.0 2 3 4 5 6 7 8 9 10 11 12 Air Flow—Mscfh I PRESSURE PROTECT.OSEAL PRO_FLOWTM VENT SIZING PROGRAM I CONSERVATION BREATHER ' VENT PROTECTOSEAL MODEL: 8542H 2 Inch Recommended vent based on the following user supplied data: Tank Capacity 6000 gal Flash Point 125 F PRESSURE PARAMETERS Max Fill Rate 200.000 gpm Tank Design Pressure . .24.000 Oz/Sq' Pressure Set Point 16.000 Oz/Sq' PRESSURE VENTING REQUIREMENTS 0.957 Mscfh Add Flow/Blanket Fail Thermal 0.075 Mscfh Filling 1.714 Mscfh TOTAL 2.747 Mscfh VENT OUTFLOW CHARACTERISTICS . Pressure At Required Flow 16..075 Oz/Sq % Of Tank. Design Pressure . 67 1 2 . 3 4 5 6 7 8 9 10 11 12 13 14 15 Air Flow—Mscfh I I PROTECTOSEAL PRO_FLOWTM VENT SIZING PROGRAM I CONSERVATION BREATHER VENT /os 7& PROTECTOSEAL MODEL: 8542H 2 Inch I Recommended vent based on the following user supplied data: Tank Capacity 6000 gal I Flash Point 125 F VACUUM PARAMETERS Max Empty Rate 20.000 gpm Tank Design Vacuum 4.000 Oz/Sq Vacuum Set Point 0.500 Oz/Sq" VACUUM VENTING REQUIREMENTS I Thermal 0.150 Mscfh Emptying 0.160 Mscfh TOTAL 0.310 Mscfh VENT INFLOW CHARACTERISTICS Vacuum At Required Flow 0.907 In H20 % Of Tank Design Vacuum I VACUUM 13 "0 1 2 3 4 5 6 7 8 9 10 11 12 Air Flow—Mscfh 1 PROTECTOSEAL PRO—FLOW TM VENT SIZING PROGRAM EMERGENCY PRESSURE VENT 7724-AJ5- 7::w t:L PROTECTOSEAL MODEL: 7808H 8 Inch Recommended vent based on the following user supplied data: TANK PARAMETERS Tank Type Vertical Tank Diameter 9.0 ft Tank Height/Length 1 2.7 ft PRESSURE PARAMETERS Tank Design Pressure .2 4.000 Oz/Sq" Pressure Set Point 20.000 Oz/Sq PRESSURE VENTING REQUIREMENTS Add Flow 1 5.1 83 Mscfh Emergency Flow 292.361 Mscfh TOTAL . 307.544 Mscfh VENT OUTFLOW CHARACTERISTICS Pressure At Required Flow 21.412 Oz/Sq % Of Tank Design Pressure . 89 . PRESSURE El I I I I I I 42 41 40 39 38 37 36 35 34 33 .32 31 30 29 28 27 26 25 24 23 22 21 20 U) a) & 19 18 2 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 I I I I I I I I I I '0 20 40 60 80 100 120 140 160 180 200 22.0 240 260 280 300 320 340 360 380 400 Air Flow—Mscfh I 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 U, 24 N o 23 22 21 U) q 20 19 C 18 0 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 C ...... . ........... ........... ............ ........................ ........... ........... ............ * ........ PROTECTOSEAL PRO-FLOW TM VENT SIZING PROGRAM I EMERGENCY PRESSURE VENT 7o.s 7,ij PROTECTOSEAL MODEL: 7808H 8 Inch Recommended vent based on the following user supplied data: TANK PARAMETERS Vertical Tank Type Tank Diameter 9.0 ft Tank Height/Length 12.7 ft PRESSURE PARAMETERS Tank Design Pressure 24.000 Oz/Sq' Pressure Set Point 20.000 oz/Sq PRESSURE VENTING REQUIREMENTS Emergency Flow 292.361 Mscfh VENT OUTFLOW CHARACTERISTICS Pressure At Required Flow 21.166 Oz/Sq' % Of Tank Design Pressure 88 PRESSURE 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Air Flow—Mscfh Geotechnics Incorporated Principals: Anthony F. Belfast - Michael P. Imbnglio V W. Lee Vanderhurst August 12, 1998 V• V V Sáhtirnacher. . Project No. 0272-002701 1969 Palomar Oaks Way V, V Document No. 8-0535 Carlsbad,'Califomia 92009 V Attention: Mr. Terry. Spain V SUBJECT REPORT OF GROUTING AND EARTHWORK Schumacher Chemical Bulk .Storage Tanks, Carlsbad, California Gentlemen: This report summarizes the results of the testing and observation services performed by Geotechmcs Incorporated during compaction grouting and remedial earthwork for the chemical bulk storage tank foundation south of the existing Schumacher facilities in Carlsbad, California Compaction grouting operations were conducted by Denver Grouting, Incorporated Remedial grading was conducted by J. R. V Filanc Construction Company, Incorporated. Our geotechnicál services were performed between May 19 and August 7, 1998. V • V V V V 1.0 PURPOSE AND SCOPE OF SERVICES V V V V This report and the' associated geotechrncal services were performed in accordance with the provisions of our proposal number 6-175, dated August 26, 1996 Our field personnel were provided in order to test and observe compaction grouting, remedial earthwork, and the placement of fill and utility trench backfill These observations and tests assisted us in developing professional opinions regarding whether the site was prepared in accordance with the project specifications and geotechnical recommendations Our services did not include supervision nor direction of the actual work of the contractor, his employees, nor agents.'Our services did include the following. 9951 Business Park Ave., Ste B • San Diego California • 92131 V Phone (619).-536-1600 'Fax(619) 536-8311 - - V V V V • • V.! . V V V V I • ...• • ,. •. I.\ Schumacher . 'Project No. 0272-002-01 August 12, 1998 Document No. 8-0535 - Page Observation of compaction grouting and remedial grading operations in order to determine whether they were conducted in accordance with the geotechnical recommendations. Performing suitable field and laboratory observations and tests in order to support geotechnical recommendations and conclusions. I - 0 Preparation of daily field reports summarizing the day's activity with regard to compaction grouting and remedial earthwork, and documenting hours spent by our field technicians. Engineering analysis of field and laboratory data in order to develop conclusions as to the magnitude of soil improvement due to the compaction grouting and remedial grading operations. Settlement analysis was conducted based on the as-grouted conditions determined from previous exploratory borings within the Schumacher facilities. S Preparation of this report which summarizes our observations of the compaction grouting and earthwork operations, field and laboratory test results, and our engineering analysis. 2.0 SITE DESCRIPTION AND HISTORY The subject site consists of an approximately 65 foot long by 25 foot wide area 'located approximately 20 feet south of the existing Schumacher facilities at 1969 Palomar Oaks Road in Carlsbad, California. Immediately west of the site is an existing generator. A concrete lined drainage area channels Encinas Creek along the southern border of the site. Existing asphalt concrete drives cover the areas immediately north and east of the proposed tank'pad. The layout of the site is shown in. Figure 1, along with the location of the grout injection points. As discussed previously, the subject site has undergone several phases of dvelopment. The site was used as a stock pond in the 1950's after Encinas Creek was blocked with an earthen dam at the location of Paseo del Lago. When the site was graded in the early 1980's, fill was placed over the existing alluvium throughout the site. As documented in the referenced geotechnical reports, consolidation of the alluvium due to the fill loads resulted in considerable distress to the existing Schumacher facilities. Furthermore, our analysis indicated that with the addition of the proposed chemical tank loads, the potential existed for additional settlement, as well as soil liquefaction given the maximum probable earthquake. Consequently, the compaction grouting and remedial grading operations described herein were conducted in order to mitigate these hazards. Geotechnics Incorporated I Schumacher Project No. 0272-002-01 I August 12, 1998 Document No. 8-0535 Page 3 3.0 SUBSURFACE CONDITIONS The subsurface conditions at the site have been discussed previously, based on numerous exploratory borings (Geotechnics, 1995 and April 1996). However, the soil conditions are briefly reiterated I herein, in order to provide a conceptual framework for the subsequent discussion. The Santiago Formation underlies the entire site at depth. This material consists of fine to medium grained clayey I sandstone which is very dense and relatively incompressible. Alluvial soils overly the Santiago Formation, from approximately 9 feet to 34 feet below the existing surface elevations. The alluvium I grades from a poorly graded sand at depth, to a clayey sand, to a sandy clay at the contact with the fill. The alluvium is saturated, with groundwater levels at approximately 15 feet below existing grade. Previous engineering analysis indicated that the alluvium would be moderately compressible I given the proposed foundation loads, and that the potential exited for liquefaction within the alluvium given the maximum probable seismic event. The alluvium is overlain with approximately I 9 feet of undocumented fill. The fill consists of a fine to medium grained clayey sand which is loose to medium dense in consistency. I 4.0 GROUTING OPERATIONS I In order to reduce the magnitude of differential settlement, and the potential for soil liquefaction, the alluvium beneath the area of the proposed chemical tank pad foundation was compaction grouted. l In this process, a low slump grout is slowly injected into the in-situ soil deposits using high pressure positive displacement pumps. The grout generally remains in a homogeneous mass, thereby I displacing and compacting the soil. In addition, the grout columns have some load bearing capacity. A summary of our compaction grouting observations is provided in Appendix C. I 4.1 Grout Type The compaction grout mix consisted of approximately 65 to 70 percent sand, with approximately 15 to 20 percent minus 3/8 inch aggregate, and approximately 7Y2 percent I Type II cement. Water was added as needed to limit the grout slump to less than 1 inch. Although no compressive strength tests were conducted on the grout mix, our experience I with similar materials suggests that a compressive strength of 1,000 to 2,000 psi is likely. Geotechnics Incorporated I Schumacher Project No. 0272-002-01 August 12, 1998 Document No. 8-0535 Page 4 4.2 Grout Placement Grouting was conducted on site by Denver Grouting, Incorporated, between May 19 and June 4, 1998. The approximate locations of the grout injection points are shown in Figures 1 and 2. Grout was injected on approximately an 8 foot grid. Prior to grouting directly under the tank pad, containment was established by grouting the perimeter of the pad, approximately 4 feet outside of the structural envelope. At each grout injection point, the drill was advanced to formational material using a hammer driven, 2 inch diameter flush- joint casing. The drill bit was then removed and grout injected from the bottom up. Grout injection rates averaged 0.8 ft3/min. The casing was withdrawn in two foot stages after one of two refusal criteria were attained. Refusal was established when either the pressure at the collar of the grout injection pipe exceeded 500 psi, or the ground surface monitors recorded heave in excess of 0.005 feet. Note that very high pressure and low grout take was observed in the initial injection points which were drilled deeper than 30 feet. Consequently, subsequent injection points were drilled no deeper than 30 feet. Grouting was generally conducted between 5 and 30 feet below existing soil grade. Approximately 3,060 ft3 of grout was injected in the 48 injection points throughout the site. Therefore, roughly 10 percent of the alluvial soil mass underlying the tank foundation now I consists of grout. The distribution of average grout pressure throughout the site is shown in Figure 1. The distribution of the total injected grout volume is shown in Figure 2. Based I on a review of the grouting logs shown in the figures of Appendix D, it is evident that ground surface heave typically controlled the grouting operations. A review of Figure 1 indicates I .that initial grout injection locations around the perimeter of the structure showed substantially higher grout pressures than subsequent points. Figure 2 indicates that grout take was generally the highest around the perimeter of the structure, particularly along the I southern edge, and was subsequently reduced after containment had been established. I I Geotechnics Incorporated I (/7 \ rr 130 SCALE: LJ 100 - A40 r00 l'10' I I iii E ' / 'II • -' 1 3 4 6 7 8 9 10 I I I EXPLANATION: Approximate location of grout injection point - S -160- Contours represent average grout pressure. Contour interval is 10 [psi]. G e o t e C h n i C S AVERAGE GROUT PRESSURE Project No. 0272-002-01 I n c o r p o r a t e d Chemical Bulk Storage Tanks Document No. 8-0535 Schumacher FIGURE 1 r 50 II SCALE: •\ .j a -- • " _ D E wl"L.10111 -----.--- 6 7 10 -------------- EXPLANATION: Approximate location of grout injection point -70-- Contours represent total injected grout volume. Contour interval is 10 cubic feet. _Geotechnics - TOTAL INJECTED VOLUME In c o r p o r at e d Chemical Bulk Storage Tanks Schumacher Project No. 0272-002-01 Document No. 8-0535 FIGURE 2 .1 Schumacher. . Project No. 0272-002-01 August 12, 1998 . Document No. 8-0535 Page 5.0 EARTHWORK OPERATIONS Our subsurface investigation indicated that the undocumented fill soils on site were loose and potentially compressible. Unlike the underlying alluvium, these soils would not be significantly improved by compaction grouting, because of the low overburden pressures. Consequently, remedial grading was conducted at the site in order to reduce the compressibility of the undocumented fill. Remedial earthwork consisted of excavating the soil to a depth of 7 feet below existing grade, and replacing it as a structural compacted fill. Due to high moisture contents at the bottom of the excavation, compactionwas difficult to obtain in the lower 12 inches. Consequently, the lower 12 inches of soil were removed and replaced with crushed rock. The excavation was then filled to proposed slab subgrade elevations with compacted soil. 5.1 Fill Soils The soil used to backfill the excavation consited of a fine to medium grained clayey sand (SC). The maximum density and optimum moisture content of the soil was determined in the laboratory in general accordance with ASTM D1557-91, (Modified Proctor). The test results are presented in Figure B-i of the appendix. 5.2 Fill Placement Grading of the site was performed using typical grading techniques with light earth-moving equipment. The excavation was conducted with a backhoe. The stockpiledbackfill soils were dried back to near optimum moisture content prior to placement. The minimum compaction required was 90 percent of the maximum density, determined in general accordance with ASTM Dl 557. The equipment used for the compaction operations included the backhoe, a walk-along vibratory sheepsfoot wheel compactor, and a wacker. In-place moisture and density tests were made in general accordance with ASTM D 2922-91 and D 3017-88 (Nuclear Gauge Methods). The results of these tests are given in the figures of Appendix D. The actual test locations are shown in Figure 3. The locations and elevations indicated for the tests are based on field survey stakes and estimates from the grading plan topography, and should be considered rough estimates. The estimated locations and elevations should not be utilized for the purpose of preparing cross sections showing test locations, or for the purpose of after-the-fact evaluating of the sequence of fill placement. Geotechnics Incorporated =13 3 10 4 14 SCALE: 111- 10, EXPLANATION: 14 Approximate location of density test -I G e o t e c h n i C S DENSITY TEST LOCATION MAP Project No. 0272-002-01 I n c 0 r p 0 r a t e d Chemical Bulk Storage Tanks Document No. 8-0535 Schumacher FIGURE 3 I' Schumacher Project No. 0272-002-01 I August 12, 1998 Document No. 8-0535 Page 6 I 5.3 Future Earthwork I It is our understanding that various utility lines will be constructed at a later date. Geotechnics should be notified to test and observe the trench backfill. In addition, the slope I along the southern edge of the site will be covered with reinforced concrete. Geotechnics should be notified in order to observe the slope priorto placing the concrete. A supplemental I compaction report will be issued after these operations are completed. 6.0 CONCLUSIONS The compressibility and in-situ density of the soils underlying Building 1969 was evaluated previously (Geotechnics, 1995). In order to characterize the improvement due to compaction grouting, additional exploratory borings were conducted in the northwest corner of the structure, within the compaction grouted area (Geotechnics, December 1996). The soils originally underlying this portion of the structure were very similar to those underlying the chemical tank foundation. The alluvium consisted of a sandy fat clay overlying a fine to medium grained clayey sand. Consolidation testing indicated that the initial compressibility of these soils was similar to that of those underlying the tank foundation. After compaction grouting, laboratory tests indicated that the compressibility of the clayey sand was reduced by 300 percent on average, and that the density of the soil had increased by approximately 10 percent. Furthermore, engineering analysis based on SPT data taken on the grouted alluvium indicated that the potential for liquefaction after grouting was negligible. Note that the compressibility of the sandy fat clay was not substantially reduced by the grouting operations. Based on the similarity between the previously grouted site and the subject site, we have concluded the following. 6.1 Liquefaction Our analysis indicates compaction grouting of the saturated alluvium on site has greatly reduced the potential for liquefaction beneath the chemical tank pad. In addition, the non- liquefiable soil cap reduces the potential for damage if liquefaction were to occur. In our opinion, the potential for liquefaction to adversely affect the site is remote. I' Geotechnics Incorporated Schumacher Project No. 0272-002-01 August 12, 1998 Document No. 8-0535 Page 7 6.2 Settlement As stated previously, based on analogous soil conditions to those underlying Bulding 1969, we anticipate that grouting reduced the settlement potential in the alluvium by at least 300 percent. It should be noted that grout was injected under Building 1969 on alO feet grid, whereas the subject site was grouted on an 8 foot grid. More improvement would be anticipated with a tighter grid. Based on these assumptions, settlement analysis was conducted on the soil underlying the proposed chemical tank pad. The increase in pressure in the soil beneath an idealized mat footing due to the weight of four full tanks was determined using a modified Boussinesq solution. The compressibility behavior of the soil underlying the footing was modeled using a conservative estimate of the compressibility of the compaction grouted soils, and assuming little improvement within the lacustrine deposits. In order to estimate the maximum potential settlement of the structure, the settlement of a soil mass at the center of four grout columns was evaluated. It should be recognized the mat foundation will be directly supported by at least 24 grout columns, and that since these columns will support loads, the actual settlement should be less than that estimated herein. Based on our idealized analysis, the total settlement of the structure is not expected to exceed 1 V2 inches. Approximately 1 inch of this settlement will be caused by consolidation of the clayey lacustrine deposit within the alluvium. Consequently, this settlement may take several months or even years to develop (or it may never develop if the grout columns support most of the loads). Differential settlement is expected to be on the order of V2 inch, with more settlement occurring along the southern edge of the mat foundation. 7.0 GEOTECHNICAL EVALUATION Foundation excavations were observed on August 7, 1998. Excavations generally exposed dense compacted fill materials. The bottom of the mat foundation was approximately 36 inches below finish grade. The perimeter footings were excavated a minimum of approximately 24 inches below the bottom of the mat, and met or exceeded the minimum geotechnical width requirement of 12 inches. The foundation bearing soils are considered to have a low potential for expansion, and are considered suitable for support of the proposed chemical tank foundation. Geotechnics Incorporated Schumacher Project No. 0272-002-01 August 12, 1998 Document No. 8-0535 Page 8 Based upon our observations and testing, it is our professional opinion that the compaction grouting operations were conducted in accordance with the geotechnical recommendations. Furthermore, fill materials were placed in substantial accordance with the compaction criteria of 90 percent of the maximum density, based on tests made in general accordance with ASTM D1557-91. The conclusions and recommendations contained herein are based on our observations and testing performed between May 19 and August 7, 1998. No representations are made as to the quality and extent of materials not observed. 8.0 LIMITATIONS / Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. The samples taken and used for testing, the observations made, and the in-place field testing performed are believed representative of the project; however, soil and geologic conditions can vary significantly between tested or observed locations. - The findings of this report are valid as of the present date. However, changes in the conditions of I a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards I .may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subjectto review and should not be relied upon after a period of three years. GEOTECHNICS INCORPORATED F F. C040333 rn - w E xp. '? ~4uA fvIatthew A. Fagan, P Project Engineer Anthony F. Belfast, P.E. 40333 Principal I Distribution: (4) Addressee Geotechnics Incorporated APPENDIX A REFERENCES U American Society for Testing and Materials (1992). Annual Book of ASTM Standards, Section 4, Construction, Volume 04.08 Soil and Rock: Dimension Stone: Geosynthetics, ASTM, I Philadelphia, PA, 1296 p. Geotechnics Incorporated (1995). Geotechnical Investigation, Additions to Schumacher Facility, I 1969/1979 Palomar Oaks Way, Carlsbad, California, Project No. 0272-001-00, Document No 5-0570, dated December 4. I Geotechnics Incorporated (1996). Report of Limited Geotechnical Investigation, Chemical Tank FoundationsSouth ofSchumacher Building, 1969 Palomar Oaks Way, Carlsbad, California, I . Project No. 0272-002-00, Document No. 6-0192 dated April 19. Geotechnics Incorporated (1996). Authorization for Geotechnical Services, Verification of I Compaction Grouting Operations, Schumacher Additions, 1969 Palomar Oaks Way, Carlsbad, California, Proposal 6-156, Document 6-0502, dated August 12. I Geotechnics Incorporated (1996). Foundation and Grouting Plan Review, Schumacher Chemical Bulk Storage Tanks, Carlsbad, California, Project No. 0272-002-01, Document 6-0546, I dated August 26. Geotechnics Incorporated (1996). Proposal For Geotechnical Services, Observation ofCompaction Grouting and Remedial Grading, Chemical Bulk Storage Tanks and Delivery. System, 1 Carlsbad, California, Proposal 6-175, Document 6-0547, dated August 26. I :Geotechnics Incorporated (1996). Evaluation of Compaction Grouting Operations, Schumacher Additions, 1969 Palomar Oaks Way, Carlsbad, California, Project No. 0272-001-02, Document No. 6-0298, dated December 27. Geotechnics Incorporated I I I 0 I •0 I - I I - 1 APPENDIX B LABORATORY TESTING Selected representative samples of soils encountered were tested using test methods of the American I Society for Testing and Materials, or other generally accepted standards. A brief description of the tests performed follows: Classification Soils were classified visually according to the Unified Soil Classification System Visual classification was supplemented by laboratory testing of selected samples.0 Maximum Density Optimum Moisture: The maximum density and optimum moisture for a I representative soil sample was determined by using test method ASTM Dl 5 57-78,modified Proctor. The test results are summarized in Figure B-i. I I I 0 0 I Geotechnics Incorporated MAXIMUM DENSITY/ OPTIMUM MOISTURE CONTENT (ASTMD1557-91) Maximum Optimum Sample Description Density Moisture [PCF] [%] 1 Light brown fine to medium grained clayey sand (SC). 115.5 14.0 Aft, _Geotechnics Incor p orated Laboratory Test Results Chemical Bulk Storage Tanks Schumacher Project No. 0272-002-01 Document No. 8-053 5 Figure B-i APPENDIX C GROUTING OBSERVATIONS Compaction grouting was conducted at the site by Denver Grouting between May 19 and June 4, 1998. A total of 48 injection points were grouted. A summary of our grouting observations is provided in Figure C-i. The grout injection locations, and the coordinate convention used in the grout summary, are shown in Figures 1 and'2. Note that grout was not injected at some locations, around the perimeter of the tank pad due to the existence of utilities or other improvements. The elevations and locations of the grout injection points shown in Figure C-i were determined by hand level and pacing relative to field staking done by others. The maximum depth represents/ the depth of the first grout injection stage. The minimum depth represents the depth of the final grout injection stage. Successive grout stages were accomplished from the bottom up, at intervals of approximately two vertical feet. For example, grout point 1 was drilled to a depth of 30 feet, and grout was injected at depths of 30, 28, 26, 24, 22, 20, 18, 16, 14, 12, 10, 8 and 6 feet. The grouting operations were continuously observed by representatives of Geotechnics Incorporated. The start and finish time of each injection point (and grout stage) was recorded in order to verify that the grout injection rate was slow enough to provide for optimum densification. Grout was injected at an average rate of 0.8 ft'/min, which is within the commonly accepted criteria of 2.0 ft3/min used as the maximum grout injection rate. The maximum injection rate for any grout point was 1.3 ft3/min, the minimum was 0.2 ft3/min. Grouting at each stage was conducted until the pressure at the collar of the grout injection pipe at a given pumping rate exceeded 500 psi, or until the ground surface heaved 0.005 feet. A review of the daily grouting logs indicates that ground heave typically controlled the grouting operations. The average grout pressure was determined by averaging the final pressures recorded for each grout stage. The average grout pressure contours across the site are shown in Figure 1. The total grout take was computed by summing the injected grout volume for each stage of grouting at a given injection point. The total injected volume contours across the site are shown in Figure 2. Geotechnics Incorporated I Ge o technic s GROUTING OBSERVATIONS Project No. 0272-002-01 Incorporated Chemical Bulk Storage Tanks Document No. 8-0535 Schumacher Figure c-I I INJECTION I SURFACE MINIMUM I MAXIMUM I INJECTION I AVERAGE I GROUT NO. DATE I LOCATION I ELEVATION DEPTH DEPTH I TIME PRESSURE I TAKE I COORDINATE [FEET] [FEET] I [FEET] I [PSI] I [FT) START I FINISH 1 5/19/98 E-1 FSG 6 30 9:30 ' 13:26 184 ' 218 2 5/19/98 E-3 FSG 8 32 13:40 15:56 215 156 3 5/20/98 E-5 FSG 7 31 8:30 10:35 187 140 4 5/20/98 E-7 FSG 10 30 10:47 13:18 182 117 5 5/20/98 E-9 FSG 8 30 13:39 9:10 208 131 6 5/21/98 E-10 FSG 9 27 9:20 10:26 198 74 7 5/21/98 E-2 FSG 7 27 11:00 11:46 157 44 8 5/22/98 E-8 FSG 7 27 7:53 9:06 203 94 9 5/22/98 E-6 FSG 7 27 9:11 10:46 189 81 10 5/22/98 E-4' FSG 13 27 11:22 13:11 208 73 11 5/26/98 C-1 0 FSG 7 30 8:33 10:04 182 70 12 5/26/98 B-10 FSG 6 30 10:27 12:15 172 73 13 5/26/98 A-8 FSG 7 . 30 12:49 15:23 221 71 14 5/27/98 A-1 FSG 7 31 8:32 10:48 244 114 15 5/27/98 D-10 FSG 6 30 12:22 13:31 145 51 16 5/27/98 C-9 FSG 6 30 13:38 15:14 121 86 17 5/27/98 A-9 FSG 6 30 15:20 16:34 174 48 18 5/28/98 C-8 FSG 7 30 8:24 10:02 195 75 19 5/28/98 ' B-9 FSG 7 27 10:10 11:12 160 45 20 5/28/98 D-9 FSG 9 27 11:17 13:01 113 41 21 5/28/98 D-8 FSG 5 27 13:14 . 14:32 149 46 22 5/28/98 B-8 FSG 10 30 14:55 16:07 167 ' 62 23 5/29/98 A-7 FSG 8 24 8:59 9:53 219 45 24 5/29/98 C-7 FSG 8 30 13:48 13:55 149 70 25 6/1/98 D-7 FSG 6 30 9:26 10:35 163 66 26 6/1/98 B-7 FSG 7 ' 27 ' 10:41 11:43 147 60 27 6/1/98 A-6 FSG 5 27 , 12:38 13:41 185 .42 28 6/1/98 B-6 FSG 9 27 13:45 14:24 156 37 29 6/1/98 ' C-6 FSG 6 ' 30 14:30 15:31 132 58 , 30 6/2/98 D-6 FSG 5 ' 27 8:32 ' 9:57 173 81 31 ' 6/2/98 A-S FSG 5 27 10:03 11:24 140 ' 81 32 6/2/98 C-5 FSG '6 28 12:16 13:27 ' 126 55 33 6/2/98 D-5 FSG 6 28 13:30 14:33 133 56 34' 6/2198 B-5 FSG 8 28 14:38 15:18 159 27 35 6/3/98 A-4 . FSG 6 30 8:47 9:57 150 58 36 6/3/98 B-4 FSG 6 27 10:00 12:20 193 . 25 37 6/3/98 D-4 FSG 5 27 11:01 11:39 89 32 38 6/3/98 A-3 FSG 6 28 13:00 14:08 156 55 39 6/3/98 A-i FSG 5 . ' 27 14:17 15:11 150 45 40 6/3/98' A-2 FSG , 9 27 ' 15:15 . 15:57 168 39 41 6/4/98 D-2 FSG 5 27 9:03 10:14 148 66 42 6/4/98 B-3 FSG 6 27 10:17 11:09 213 38 43 6/4/98 C-4 FSG 7 27 11:55 12:25 124 21 44 6/4/98 D-3 FSG 5 27 12:31 13:06 195 22 45 6/4/98. B-2 FSG S .27 13:12 13:56 132 ' 33 46 6/4/98 C-2 FSG 6 27 13:58 14:23 184 17 47 6/4/98 C-3 . FSG 5 27 14:28 14:46 108 14 48 6/4/98' D-1 FSG 6 24 15:01' 15:20 189 12 1. I I I I I . I I I I I I I I I . I I I U APPENDIX D FIELD TEST RESULTS The results of the field density tests taken for this project are shown in Figure D-1. The locations of the field tests were determined by hand level and pacing relative to field staking done by others. The elevations of the field tests were referenced from existing asphalt surface grade ("-5" indicates 5 feet below top of asphalt). The tests are plotted on the Density Test Location Map, Figure 3. The precision of the field density test and the maximum dry density test is not exact and variations should be expected. For example, the American Society for Testing and Materials has recently researched the precision of ASTM Method D1557 and found the accuracy of the maximum dry density to be plus or minus 4 percent of the mean value and the optimum moisture content to be accurate to plus or minus 15 percent of the mean value; the Society specifically states the "acceptable range of test results expressed as a percent of mean value" is the range stated above. In effect, an indicated relative compaction of 90 percent has an acceptable range of 86.6 to 92.8 percent based on the maximum dry density determination. The precision of the field density test ASTM D1556 has not yet been determined by the American Society for Testing and Materials; however, it must be recognized that it also is subject to variations in accuracy. Geotechnics Incorporated Geotechnics Incorporated DENSITY TEST RESULTS Chemical Bulk Storage Tanks Schumacher . Project No. 0272-002-01 Document No. 8-0535 . FIGURE D-1 Test Test I Elevation! Soil Max.. Dry Moisture Dry I Relative Required I Retest Test No. 'Date I Location Type Density Content I Density I Compaction Compaction I Number I Method [ft] . [pci] [%] [pcf] [°'] [°"°] I I I .. 1 8/4/98 -5 1 115.5 13.8 107.7 93 90 2 8/4/98 -5 1 115.5 14.6' 107.7 . 93 ' 90 I 8/4/98 . -5 1 115.5 16.8 103.5 90 ' 90 4 8/5/98 -4 1 115.5 . 16.9 105.7 92 90 5 ' 8/5/98 . -4 1 115.5 18.2 . 104:1 90 90 6 8/5/98 -4 1 115.5 17.3 104.7 91 90 I 7 8/5/98 -4 1 115.5 13.8. 107.7 . 93 ' . 90 8 8/7/98 -3 1 115.5 15.5' 105.8 . ' 92 90 9 8/7/98 -3 1 115.5 16.3 103.9 90 90 10 I 8/7/98 -3 1 115.5 12.9 110.6 96 . 90 11 8/7/98 -3 ' 1 . 115.5 13.6 101.6 . 88 90 12 8/7/98 -3 1 115.5 15.5 100.5 87 90 I 13 8/7/98 . -3 ' 1 115.5 15.1 106.0 92 90 14 I. 8/7/98 -3 . 1 115.5 .16.1 103.4 . 90 . 90 13 14 NU NU NU NU NU NU NU NU NU NU NU NU NU NU. Soils Report _Geotechnics Incorporated Principals: Anthony F. Belfast Michael P. Imbriglio W. Lee Vanderhurst April 19, 1996 Schumacher Project No. 0272-002-00 do Tr-West Engineering,. . Doc. #6-0192 7201 Garden Grove Garden Grove, CA 92641 SUBJECT: REPORT OF LIMITED GEOTECHNICAL INVESTIGATION Chemical Tank Foundations South of Schumacher Building 1969 Palomar Oaks Way Carlsbad, California Gentlemen: The following report presents the findings, conclusions, and recommendations of the geotechnical investigation of the subject site. In general, our findings indicate that the area of the planned construction is underlain by fill, soft compressible alluvium, and Santiago Formation. There were no unusual or special geotechnical conditions apparent in our investigation which would preclude the construction as planned. 1.0 PURPOSE AND SCOPE OF WORK The purpose of our investigation was to evaluate existing conditions at the site as they relate to the proposed residential construction, and to make recommendations regarding foundation design parameters and site preparation. The recommendations contained herein are based on a surface reconnaissance, laboratory testing, and professional experience in the general site area. Design values may include presumptive parameters based on professional judgement. Our scope of work was limited to: 1.1 A visual reconnaissance of the surface characteristics of the site, and a review of available geotechnical reports and geologic literature related to general site conditions. P.O. Box 26500-224 • San Diego California • 92196 Phone (619) 536-1000 • Fax (619) 536-8311 Schumacher Project No. 0272-002-00 April 19, 1996 Doc. #6-0192 Page 2 1.2 A subsurface reconnaissance consisting of the excavation of two exploratory borings to a maximum depth of 561,4 feet. Bulk, disturbed, relatively undisturbed, and undisturbed samples were collected from the borings to be used for laboratory testing. 1.3 Laboratory testing of samples collected in the field in order to characterize the pertinent physical characteristics of the foundation bearing materials, as well as the compressibility of the alluvium. - 1.4 Engineering analysis of field and laboratory data to develop our conclusions and recommendations. L 1.5 Preparation of this report. 2.0 SITE DESCRIPTION The area of the proposed development is located at 1969 Palomar Oaks Road as shown on the Site Location Map, Figure 1. The subject site consists of an approximately 900 square foot rectangular area located approximately 20 feet south of Building 1969. Immediately west of the site is an existing generator. A retaining wall borders the site on the south. A concrete lined swale channels Encinas Creek along the southern border of the site. Existing parking covers the area of the proposed addition, as well as the area immediately east of the addition. The layout of the site, and the location of the borings conducted for this investigation is shown on the Site Plan, Figure 2. 3.0 PROPOSED DEVELOPMENT L The proposed development will consist of an approximately 16 foot by 56 foot chemical storage tank area with a heavily reinforced slab. No substantial grading of the site is anticipated. The anticipated loads for the structure will be less than 2,000 psf across the entire area of the slab. 4.0 GEOLOGY AND SUBSURFACE CONDITIONS Our subsurface investigation indicates that the site is underlain by undocumented fill placed over native alluvium, which is underlain by the Santiago Formation. Borings were advanced to a maximum depth of 561,6 feet below existing grade. The approximate locations of the borings are shown on the Site Plan, Figure 2. Logs describing the subsurface conditions encountered are Geotechnics Incorporated ". CARI S BAD ROCKEVtV~- jr,0 1800 " ADMIA 900 PALWAR qN.4 A 'lee pt if- CIR Coe LAS HDW?D , AO 21>\ - . 22 6500 20 DO VEME ROSA Cr A CA141 110 DE LAS OUOAS _/4 - >% iD?S RsHO ASOUTH cL\\ . \ '\ ¼• 4 \\ STATE . BEACH 28 _ 2 \tAV T 1000 1— GO o I I ADAPTED FROM THE 1995 Miles THOMAS BROTHERS GUIDE I Kilometers .5 1.0 SITE LOCATION MAP PROJECT NO. 0272-002-00 e 0 t e C ii fl 1 C S Schumacher Tank Pads DOCUMENT NO. 6-0192 Incorporated Schumacher FIGURE 1 r fill fill ii • -fl-fl- - NEW U.G.PROOUCT (Ill ELECTRIC I INS; (II (PRODUCT LINES I CONTAINMENT PH liii liii 1111 Jill -71 1 PIPE BOLL.' LADDER TRANS EHEF CI1:1\ I VALLT 0 . - — 1'• ---1 . f - -. . / ///'•,' NO PARKING AREA G.cLLINy//:/. I 5 -6, /" NEW 16' -0' 56' -OPRODUCT STORAGE TANK FARM / CC4MNI1ENT /,/_ ( 6,000 GAL API 510 650 S.S.SIORAGE TANKS 9Ø,.IIM SCALE' / / A N1AI1'.ENT SLAB APPROX -GACOVE ADJACENT PAVING 1" = 32H GROUTED CMU 1ALL (NORTH WALL I I.ORTMERN 2--rCF CAST/WEST ULLS WIVAC VENTS FILL LINE CONC Uj TEOS TEOS TRANS GENERATOR I? 1IL ABOVE 0.. SLAS LADDERS \/ BCMi RETAINING WALL'/ - EARTHEN i \ EMBANKMENT I / A' J •1 12-3,Li/•I3--3- T' SDP SUMP CR:IN_1\yj I / EARTHEN I \EMBANKMzHr ~~Inc Geotechnics orporated SITE PLAN PROJECT NO. 0272-002-00 Schumacher Tank Pads DOCUMENT NO. 6-0192 Schumacher FIGURE 2 Schumacher Project No. 0272-002-00 April 19, 1996 . Doc. #6-0192 Page 3 given in the figures of Appendix B. A description of the subsurface conditions and the specific units observed during drilling follows. A schematic cross section (A-A'), showing the estimated depths of fill and alluvium beneath the site is shown in Figure 3. The location of cross section A-A' is shown on the Site Plan, Figure 2. 4.1 Fill Fill materials, as observed on site, typically consist of a clayey fine to medium grained sand (Unified Soil Classification: SC). Fill materials were generally light yellow-brown, moist, and loose to medium dense. Fill was observed in both borings to a maximum observed depth of 9 feet. 4.2 Alluvium - Alluvial soil was observed immediately below the fill to a maximum observed depth of 34 feet below the surface. The alluvium contained two distinct layers. The top 9 feet of the alluvium consisted of a dark gray medium plasticity sandy clay (CL). This material was moist to saturated and hard. This layer contained considerable plant debris, consistent with that found in topsoil. Based on these observations and our understanding of the site history, it is likely that these materials are lacustrine sediments which are found at the surface of a lake, such as the lake which originally occupied the entire site as discussed in Section 3.0. Beneath the lacustrine sediments, the alluvium consists of a uniform, brown, fine to medium grained clayey sand or poorly graded sand (SC or SP), which ranged from having a low plasticity to being entirely nonplastic. The material was typically medium dense, and saturated. L 4.3 Santiago Formation The Santiago Formation, as observed on site, typically consists of fine to medium grained clayey sandstone. Formational material was gray with thin yellow, orange, red, and black laminates, saturated, and dense to very dense. The upper 17 feet of the formation was observed to be moderately weathered, with standard penetration blow counts indicating a medium dense consistency. Geotechnics Incorporated - Geotechnics incorporated CROSS SECTION A-A' Schumacher Tank Pads - Schumacher PROJECT NO. 0272-002-00 41 DOCUMENT NO. 6-0192 FIGURE 3 Schumacher Project No. 0272-002-00 April 19, 1996 Doc. #6-0192 Page 4 4.4 Groundwater and Seepage Groundwater was encountered in the borings at a depth of 15 feet below existing grade. The groundwater appeared to be perched in the alluvial materials above the contact with the Santiago Formation. Note that groundwater may become perched at any elevation within the soils due to poor surface drainage, irrigation, seasonal rainfall, or a combination of these faôtors. 5.0 GEOLOGIC HAZARDS AND SEISMICITY 5.1 Geologic Hazards The subject site is not located within an area previously known for geologic hazards, including active faulting, nor was evidence of past soil failures or faulting noted in our investigation. 5.2 Seismicity and Faulting The subject site is located approximately 4.5 miles northeast of the off-shore trace of the L Rose Canyon fault zone. The Rose Canyon fault zone has recently been upgraded to active status (DMG, 1993). This fault is considered capable of generating a magnitude r 6.4 earthquake (maximum probable event) (Wesnousky, 1986). The Rose Canyon fault zone governs design considerations due to its active status and relative proximity to the site. The estimated peak ground acceleration for the site is therefore 0.44g. Design of structures should comply with the requirements of the governing jurisdictions, building codes and standard practices of the Association of Structural Engineers of California. L 5.3 Liquefaction Liquefaction is the phenomenon in which a soil layer looses strength due to earthquake groundshaking. Liquefiable soils are generally sandy, loose, and below the water table. Severe liquefaction can result in catastrophic damage to structures due to high degrees of differential settlement. No indications of past liquefaction failures were observed during the site investigation. However, the in-situ state of alluvium at the site suggests that the - • potential for liquefaction exists, given the ground accelerations resulting from the maximum probable earthquake occurring in the Rose Canyon Fault Zone. Ccotcclinics Incorporated Schumacher April 19, 1996 Project No. 0272-002-00 Doc. #6-0192 Page 5 6.0 CONCLUSIONS Based on the results of this investigation, it is our opinion that the proposed development is feasible from a geotechnical standpoint provided the following recommendations and appropriate U' construction practices are followed. No geotechnical conditions were encountered that would preclude the proposed construction. However, some geotechnical constraints exist which require special consideration. Although there are no known active faults at the subject site, strong ground shaking may L be expected during a maximum probable event on the Rose Canyon Fault Zone. The, potential exists for liquefaction given the maximum probable event. The foundation r recommendations provided in this report should mitigate the hazards associated with liquefaction at the site. - The site is underlain by loose, compressible alluvium. This material is considered unsuitable for the support of structural loads. Special foundation recommendations are provided in order to reduce settlements in the area of the pad to within acceptable limits. -S These recommendations include compaction grouting of all loose material beneath the foundation, or the use of drilled piers embedded into the Santiago Formation for support of the entire pad. r Evaluation of the structural integrity of the existing site retaining wall shown in Figure 3 was outside of the scope of services provided by Geotechnics, Inc. We recommend that structural loads be transfered below the wall footing in order to avoid additional lateral loading. Consequently, if the compaction grouting alternative is chosen, the tank foundation should be deepened to 36 inches along the south retaining wall in order to rest L below the wall footings. If deep foundations (drilled piers) are used, additional wall loads will not develop. The slope along the southern edge of the site contains loose soils and is considered susceptible to erosion. If the compaction grouting alternative is chosen, protection of this slope is recommended. Geotechnics Incorporated Schumacher Project No. 0272-002-00 April 19, 1996 Doc. #6-0192 Page 7.0 RECOMMENDATIONS - - Based on our findings and conclusions, the following recommendations are provided. These recommendations are based on empirical and analytical methods typical of the standard of practice in Southern California. If these recommendations appear not to cover any specific feature of the project, please contact our office for additions or revisions to the recommendations. 7.1 Plan Review We recommend that foundation and grading plans be reviewed by Geotechnics Incorporated prior to plan finalization. 7.2 Site Preparation Deleterious materials, including existing structures, trash, and debris associated with the demolition of the existing pavement, should be removed from the site. Existing subsurface utilities that are to be abandoned should be removed, and the trenches backfilled and - compacted as described in Section 7.4. These recommendations should be considered subject to revision based on field conditions observed by the geotechnical consultant. 7.2.1 Compaction Grouting: Compaction grouting may be used to stabilize the alluvium in the area of the addition. Grouting should be performed to a depth of 35 feet below existing grade and up to 8 feet below proposed grade. A specialty contractor should be contacted to develop a remediation plan and cost estimate. Note that compaction grouting is already planned for the existing structure at 1969 Palomar Oaks Way. Grouting of the area of the tank pad could be conducted simultaneously. Once remediation has been completed, the planned tank pad foundation could be constructed using conventional methods such as a shallow mat foundation. 7.2.2 Tank Pad Area: Regardless of whether or not the site is compaction grouted, the minimum site preparation in the tank pad area should include the following. Directly beneath the area of the proposed tank pad, existing fill should be excavated 2 feet. The bottom of the excavation should then be scarified, and - recompacted in association with the recommendations given in Section 7.4. The bottom of the excavation should be observed by the geotechnical consultant. Gcotcchnics Incorporated - j Schumacher Project No. 0272-002-00 April 19, 1996 Doc. #6-0192 Page 7 7.2.3 Slope Area: The recommendations given in this section will only be necessary if compaction grouting is performed. After grouting is completed, the slope in the area of the tank pad should be stripped of deleterious materials such as trash, vegetation or other debris. The surface of the slope should then be r leveled, and slope protection constructed in accordance with the details shown in Figure 4, Drainage Channel Details. 7.3 Excavation and Grading Observation [ Foundation or other site excavations should be observed by Geotechnics Incorporated. Such observations are considered essential to identify field conditions that differ from r those anticipated by the preliminary investigation, and to adjust designs to actual field conditions. Recommendations presented in this report are contingent upon Geotechnics Incorporated performing such services. 7.4 Fill Compaction LO All fill and backfill to be placed in association with site development should be accom- plished at slightly over optimum moisture conditions and using equipment that is capable I of producing a uniformly compacted product. The minimum relative compaction recommended for fill is 90 percent of maximum density based on ASTM D1557. Sufficient observation and testing should be performed by Geotechnics Incorporated so that an opinion can be rendered as to the compaction achieved. Imported fill sources, if needed, should be observed prior to hauling onto the site to determine the suitability for use. Representative samples of imported materials and on L site soils should be tested by the geotechnical consultant in order to evaluate their appropriate engineering properties for the planned use. Imported soils should have an expansion index of 20 or less. 7.5 Site Drainage Foundation and slab performance depends greatly on how well the runoff waters drain from the site. This is true both during construction and over the entire life of the structure. The ground surface around structures should be graded so that water flows rapidly away from the structures without ponding. The surface gradient needed to achieve this depends Geotechnics Incorporated 1h' GALVINIZED METAL SCREEN . . -__i ,.. . I •'• . SCALE: 1 = 51 3" A.C. 11/2:1 (HORIZONTAL:VERTICAL) MAXIMUM SLOPE INCLINATION FILL 4' THICK CONCRETE WITH 7 ( .•• 6 x6 1OI1O GAGE WWF CONCRETE S WALE ALLUVIUM ?.................................. ............................................... GROUNDWATER 4" DIAMETER WEEP HOLES @10' O.C. WITH 1 MAX GRAVEL PLACED 18" ON EACH SIDE OF HOLE & 4" COVER ABOVE AND BELOW HOLE _Geotechnics ANEEN Incorporated DRAINAGE CHANNEL DETAILS Schumacher Tank Pads Schumacher PROJECT NO. 0272-002-00 DOCUMENT NO. 6-0192 FIGURE 4 .4 Schumacher Project No. 0272-002-00 April 19, 1996 Doc. #6-0192 Page on the prevailing landscape. In general, we recommend that pavement areas within five feet of structures slope away at gradients of at least two percent. Densely vegetated areas should have minimum gradients of at least five percent away from buildings in the first five feet. Densely vegetated areas are considered those in which the planting type and spacing is such that the flow of water is impeded. 7.6 Foundation Recommendations These recommendations are considered generally consistent with methods typically used in southern California. Other alternatives may be available. The foundation recommendations herein should not be considered to preclude more restrictive criteria of governing agencies or by the structural engineer. The design of the foundation system should be performed by the project structural engineer, incorporating the geotechnical parameters described in the following sections. The following recommendations assume that the site is prepared in accordance with the recommendations given in Section 7.2. Two alternative foundations plans are presented. A rigid mat foundation may be used to., S . support the structure, assuming that the site is properly compaction grouted as recommended in Section 7.2.1. Alternatively, drilled piers may be used to support the r structure, without the need to compaction grout the subgrade. 7.6.1 Rigid Mat Foundation Allowable Soil Bearing: 2,000 psf (allow a one-third increase for short-term wind or seismic loads) Minimum Depth: 24 inches below lowest adjacent soil grade (36 inches along the southern site wall) L Minimum Reinforcement: As designed by the project structural engineer. Lateral loads against structures may be resisted by friction between the bottoms of -footings or slabs and the supporting soil. A coefficient of friction of 0.3 is recommended. Alternatively, a passive pressure of 300 lbs/ft3 is recommended for the portion of vertical foundation members embedded into compacted fill. If friction and passive pressure are combined, the passive pressure value should be reduced by one-third. S Geotechnics Incorporatcd fl Schumacher Project No. 0272-002-00 April 19, 1996 Doc. #6-0192 Page 9 7.6.2 Deep Foundations (Drilled Piers): We recommend that deep foundations consist of drilled, cast-in-place piers designed using the parameters presented below. During the construction of the piers, unstable soil and groundwater intrusion should be expected. The contractor should therefore be prepared to implement suitable measures to stabalize the excavation. Typical measures consist of temporary or permanent casing, the use of drilling slurry, or a combination of both. The contractor should prepare a detailed description of his proposed drilling and concrete placement methods', and submit them to the geotechnical engineer for review and comment at least 5 working days prior to start of work. r Allowable End Bearing: 30,000 psf (allow a one-third increase for short-term wind or seismic loads) Minimum Diameter: 24 inches Minimum Depth 45 feet Reinforcement As designed by structural engineer. The pier excavation should proceed in such a manner that disturbance to the surrounding earth is minimal, the bottom of the excavation is able to be thoroughly cleaned, and concrete is able to be placed with no danger of collapse of surrounding soil or contamination by soil or water. Unless specified otherwise by the structural engineer, piers should be drilled plumb within 2% of their length. The axis of the shaft should be within 2 inches of the plan location. The drilling of all piers should be continuously observed by Geotechnics Incorporated to determine that bearing conditions are as anticipated and that pier excavations made in accordance with project specifications. 7.6.2.1 Clean-out: Since the piers are end-bearing, thorough cleaning of the excavation bottom is essential. Provisions should be made to use a bucket auger during final cleaning. High water conditions will likely preclude hand-cleaning of the excavation. Gcotccliiiics Incorporated Schumacher Project No. 0272-002-00 April 19:1996 Doc. #6-0192 Page 10 7.6.2.2 Casing: Temporary or permanent casing will be necessary. Casing should be designed to withstand installation stresses as well as lateral pressure from soil and water. Casing should be adequately sealed into stable bearing soil so that caving or intrusion of caving soil does not occur. Temporary casing should not be pulled until concrete is at least two feet above the water table level. When temporary casing is used, concrete should not be vibrated. 7.6.2.3 Drilling Slurry: A properly designed slurry mix may be used with or without casing, at the contractors option. The slurry mix should be fully hydrated in fresh water prior to placement. The mixing device should be adequate to perform a uniform mix, with no clods of dry, unhydrated I, material. The design properties of the mix should be provided to the geotechnical consultant, who will perform checks of properties prior to placement in the hole, and prior to concrete placement. The mix should adequately keep soil in suspension, without settlement to the bottom of the . excavation. The excavation depth will be checked during drilling and prior to concrete placement. If soil sediment is found to be present in the excavation bottom, concrete placement will not be approved. If slurry is to [ be re-used, adequate filtration equipment should be present on site to treat the slurry, removing suspended granular material. Adequate means of disposal of slurry should be provided during construction. 7.6.2.4 Concrete: Concrete should be placed immediately after proper excavation is completed. Concrete should consist of a high workability mix, able to consolidate without vibration. The slump of the design mix should be between 6 and 8 inches. Is plasticizers are used, they must be designed to remain in effect throughout the time of the concrete placement. 7.6.2.5 Concrete Placement: If concrete is placed in an excavation containing water or drilling slurry, placement should be by tremie method or by pump. The bottom of the tremie or pump tube should be sealed with a diaphragm or plate to prevent contamination of concrete when the tube is initially lowered. Alternatively, a plug can be used that will advance down the pump tube ahead of the concrete. The tremie or pump pipe, and all joints, should be watertight. Provisions should be made so that it can Ceotechnics Incorporated Schumacher April 19, 1996 Project No. 0272-002-00 Doc. #6-0192 Page 11 be raised and lowered rapidly to control concrete flow. Prior to concrete placement, the tube should be extended to the bottom of the excavation, and measurements should be made to confirm its location. As concrete is placed, the bottom of the tube should be kept at least 5 feet below the surface of the uncontaminated concrete. Concrete placement should continue until uncontaminated concrete exists at the design elevation of the top of the pier. Adequate means should be available to dispose of excess concrete and slurry. Contaminated concrete should be removed from the excavation before the concrete hardens. 7.6.3 Settlement: Settlement resulting from the bearing loads recommended for 1' are not expected to exceed one inch and three-fourths of an inch, respectively, for total and differential settlements across the length of the structure. 7.7 Expansive Soils The bearing soils observed during our investigation consisted of fine to medium grained, low plasticity clayey sands (SC), which have a low expansion potential, based on Uniform Building Code criteria. 7.8 Reactive Soils Because of the likelihood that the sulfate content of the on-site soil or groundwater is sufficient to react adversely with normal cement, we recommend that Type II cement be used in all concrete which will be in contact with soil. L 7.9 Earth Retaining Structures Cantilever retaining walls backfilled with on-site soil should be designed for an active earth pressure approximated by an equivalent fluid pressure of 35 lbs/ft3. The active pressure should be used for walls free to yield at the top at least 0.2 percent of the wall height. For walls restrained so that such movement is not permitted, an equivalent fluid pressure of 50 lbs/ft3 should be used, based on at-rest soil conditions. The above pressures do not consider sloping backfill, surcharge loads, or hydrostatic pressures. If these are - applicable, they will increase the lateral pressures on the wall and we should be contacted for additional recommendations. Walls should contain an adequate subdrain to eliminate Geotechnics Incorporated 7 Schumacher Project No. 0272-002-00 April 19, 1996 Doc. #6-0192 Page 12 any hydrostatic forces. Typical wall drain details are shown in Figure 5. Retaining wall backfill should be compacted to at least 90 percent relative compaction, based on ASTM D1557. Backfill should not be placed until walls have achieved adequate structural strength. Heavy compaction equipment which could cause distress to walls should not be used. 8.0 LIMITATIONS OF INVESTIGATION This investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional opinions n included in this report. The samples taken and used for testing and the observations made are believed representative of the project site; however, soil and geologic conditions can vary - significantly between borings. As in most projects, conditions revealed by excavation may be at variance with preliminary findings. If this occurs, the changed conditions must be evaluated by the geotechnical consultant and additional recommendations made, if warranted. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought [ to the attention of the necessary design consultants for the project and incorporated into the plans, and the necessary steps are taken to see that the contractors carry out such recommenda- tions in the field. The findings of this report are valid as of the present date. However, changes in the condition of a property can occur with the passage of time, whether due to natural processes or the work of man on this or adjacent properties. In addition, changes in applicable or appropriate standards of practice may occur from legislation or the broadening of knowledge. Accordingly, the findings L of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. GEOTECHNICS INCORPORATED - Anthony F. Belfast, P.E. 40333 NIX C04M . Principal Engineer I CNU. Or It'kW Geotechnics Incorporated Matthew A Fagan Staff Engineer DAMP-PROOFING OR WATER-PROOFING A PI lIP Pfl LI PANEL DRAIN: MIRADRAIN 6000, - MIRADRAIN 6200, TENSAR DC1100, JDRAIN 100, OR APPROVED SIMILAR. CONSTRUCTION SLOPE MINUS 3/4-INCH CRUSHED ROCK ENVELOPED IN FILTER FABRIC (MIFAFI 140N, SUPAC 4NP, OR APPROVED SIMILAR) 1 CUBIC FOOT PER LINEAR FOOT 4-INCH DIAM. ADS OR PVC PERFORATED PIPE -. /1 j1 /1 /k TO AVOID UNDERMINING FOOTING, DRAIN EXCAVATION SHOULD NOT EXTEND BELOW THIS PLANE NOTES Subdrain perforated pipe should have a fall of at least 1.5%. Perforated pipe should outlet to a solid pipe carrying the drainage to a free gravity outfall. Slope of outlet pipe should be at least 1%. Panel drain should be glued or nailed to the wall and spliced in accordance with the manufacturers recommendations. Fabric side of panel should face the backfill soil. Drain installation should be observed by the geotechnical consultant prior to backfilling. G e o t e c h n i c s PANEL DRAIN ALTERNATIVE PROJECT NO. 0272-002-00 Incorporated I Schumacher Tank Pads DOCUMENT NO. 6-0192 __ Schumacher — I FIGURE 5 APPENDIX A REFERENCES American Society for Testing and Materials, 1992, Annual Book of ASTM Standards, Section 4, Construction, Volume 04.08 Soil and Rock; Dimension Stone; Geosynthetics, ASTM, Philadelphia, PA, 1296 P. Anderson, J. G. , Rockwell, T. K., Agnew, D. C. 1989, Past and Possible Future Earthquakes of Significance to the San Diego Region, Earthquake Spectra, Vol. 5, No. 2. Pp 299-335. California Department of Conservation, Division of Mines and Geology, 1975, Recommended Guidelines for Determining the Maximum Credible and the Maximum Probable Earthquakes: California Division of Mines and Geology Notes, Number 43. Geotechnics Incorporated, 1995, Geotechnical Investigation, Additions to Schumacher Facility, 1969/1979 Palomar Oaks Way, Carlsbad, California, Project No. 0272-001-00, Document No. 5-0570, dated December 4. International Conference of Building Officials, 1991, Uniform Building Code (with California Amendments) Title 23. Jennings, C. W. 1994, Fault Activity Map of California and Adjacent Areas, with Locations and Ages of Recent Volcanic Eruptions, California Geologic. Data Map Series, Map No. 6 Seed, H. B., and Idriss, I. M., 1982, Ground Motions and Soil Liquefaction during Earthquakes: Berkeley, California, Earthquake Engineering Research Institute, 134p. Wesnousky, S. G., 1986, Earthquakes, Quaternary Faults, and Seismic Hazard in California: Journal of Geophysical Research, v. 91, no. B12, p. 12587-12631. Geotechnics Incorporated APPENDIX B SUBSURFACE EXPLORATION Field exploration consisted of a visual reconnaissance of the site, and the drilling of exploratory borings on March 20, 1996. An 8-inch diameter; truck mounted hoilow stem flight auger was used to investigate the subsurface conditions at the site. Two auger borings were drilled in the area of the proposed storage tanks. The maximum depth of exploration was 561/2 feet. Soil samples were visually classified in the field and retained for laboratory testing. The approximate locations of the borings are shown on Figure 2, Site Plan. Logs describing the subsurface conditions encountered are presented on the following Figures B-i through B-4. Disturbed samples were collected using a Standard Penetration Test sampler (2-inch outside diameter). Standard Penetrometer samples were sealed in plastic bags, labeled, and returned to the laboratory for testing. Relatively undisturbed samples were collected using a 3-inch outside diameter, ring lined sampler (modified California sampler). Ring samples were sealed in plastic bags, placed in rigid plastic containers, labeled, and returned to the laboratory for testing. The Lo drive weight for these samples was a 140-pound, down-hole hammer with a free fall of 30 inches. For each sample, we recorded the number of blows needed to drive the sampler 6, 12, and 18 inches. The number of blows needed to drive the final 12 inches is shown on the attached logs under "blows per ft." Undisturbed samples were also collected using a 3-inch diameter 30 -inch r long, thin walled sample tube (Shelby Tube). The Shelby Tubes were driven with hydraulic down pressure for 22 inches. Shelby Tubes were sealed with plastic caps and taped. Portions of the Shelby Tube samples were extruded for laboratory testing. Bulk samples are indicated on the• boring logs with shading, whereas Standard Pen samples are indicated with vertical lines, and ring samples with horizontal lines. Shelby tube samples are indicated by diagonal lines with the drive pressure reported alongside the sample. The borings were located by visually estimating and pacing distances from landmarks shown on the Site Plan. The locations shown should not be considered more accurate than is implied by the method of measurement used and the scale of the map. The lines designating the interface between differing soil materials on the logs may be abrupt or gradational. Further, soil conditions at locations between the excavations may be substantially different from those at the specific locations explored. It should be recognized that the passage of time can result in changes in the soil conditions reported in our logs. Geotechnics Incorporated I:.. LOG OF EXPLORATION BORING NO. 1 Logged by MAF Date: 3/20/96 Method of Drillin 8 INCH HOLLOW STEM FLIGHT AUGER Elevation: F.S.G. I- W Q. U. ..J _i Ui DESCRIPTION LAB TESTS IL 0 Z Uj 0 - - - - - - FILL: Clayey sand (SC), fine to medium grained, low plasticity, light brown, 1 moist, loose to medium dense. - 18 - - - 10 12 . - ALLUVIUM Mal): Sandy clay (CL), medium plasticity, dark gray, moist, hard. Contains considerable roots and other plant debris. 13 14 16 17 12 15 'K7 - oa (CL)" eai lalieli;g.... Contains some plant debris. 18 19 20 21 22 17 aFa:ifIilly medium dense. Contains little plant debris. 23 24 25 27 25 29 30 1111. (itin..tm.g11im..;e..oiti:I;h1b...j1d dense. Contains no plant debris. PROJECT NO. 0272-002-00 GEOTECHNICS INCORPORATED FIGURE: B-I e.. LOG OF EXPLORATION BORING NO. I Logged by MAF Date: 3/20/96 Method of Drillin 8 INCH HOLLOW STEM FLIGHT AUGER Elevation: F.S.G ,- I- U. LLJUJ — Uj DESCRIPTION LAB TESTS CO CO 0 - T7 - - - ALLUVIUM (Qal): Sand (SP), line to medium grained, nonpiastic, saturated, 31 medium dense. 32 33 34 - - - - - - WEATHERED SANTIAGO FORMATION (Tsa): Clayey sand (SC), fine to 35 medium grained, low plasticity, olive gray with red, orange, yellow, and 22 1111 black stains, saturated, medium dense, moderately weathered. 36 37 38 39 40 19 41 42 43 44 45 25 46 47 48 49 50 5132 - - - - - SANTIAGO FORMATION (Tsa): Clayey sandstone (SC), fine to medium grained, 52 low plasticity, olive green with thin yellow, orange, red and black laminae, saturated, dense to very dense. 53 54 55 88 56 57 TOTAL DEPTH = 56% FEET 58 GROUNDWATER @ 15 FEET BACKFILLED 3/20/96 59 60 PROJECT NO. 0272-002-00 GEOTECHNICS INCORPORATED FIGURE: B:2 LOG OF EXPLORATION BORING NO. 2 Logged by MAF Date: 3/20/96 Method of DrUlin 8 INCH HOLLOW STEM FLIGHT AUGER Elevation: F.S.G. LU UJJ LL ' CL DESCRIPTION LAB TESTS CL I-. LU 0 tU Vi Z T 0 - - - CO 0 - - EIU: Clayey sand (SC), fine to medium grained, low plasticity, light brown, 1 moist, loose to medium dense. 2 30 3 4 5 6 7 8 9 ALLUVIUM (Qal): Sandy clay (CL), medium plasticity, dark gray, moist, hard. 10 Contains considerable roots and other plant debris. 150 11 PSI (24") 12 13 14 15 .....äfÜ(d1iad 16 Contains some plant debris. 17 18 19 ....... 20 medium dense. Contains little plant debris. 250 21 PSI (24') 22 23 24 25 sc):'i'i&m.d11m .re... dense. Contains no plant debris. 27 28 29 30 . PROJECT NO. 0272-002-00 GEOTECHNICS INCORPORATED FIGURE: B-3 L LOG OF EXPLORATION BORING NO. 2 Logged by MAF Date: 3/20/96 Method of Drilfln 8 INCH HOLLOW STEM FLIGHT AUGER Elevation: F.S.G. - I-. p- u W - _i LU Uj IL 0. DESCRIPTION LAB TESTS -. r 0 w Z 0 uJ 0 - -j - W - - ALLUVIUM (Qal): Sand (SP), fine to medium grained, nonplastic, saturated, 31 PSI medium dense. (20') 32 33 34 WEATHERED SANTIAGO FORMATION (Tsa): Clayey sand (SC), fine to 35 medium grained, low plasticity, olive gray with red, orange, yellow, and black stains, saturated, medium dense, moderately weathered. 36 37 38 39 40 400 41 PSI (20 42 TOTAL DEPTH = 41 'A FEET 43 GROUNDWATER @ 15 FEET BACKFILLED 3/20/96 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 PROJECT NO. 0272-002-00 GEOTECHNICS INCORPORATED FIGURE: B-4 APPENDIX C LABORATORY TESTING Selected representative samples of soils encountered were tested using test methods of the American Society for Testing and Materials, or other generally accepted standards. A brief description of the tests performed follows: Classification: Soils were classified visually according to the Unified Soil Classification System. Visual classification was supplemented by laboratory testing of selected samples and clas- sification in accordance with ASTM D2487. The soil classifications are shown on the Boring Logs. Particle Size Analysis: Particle size analyses were performed in accordance with ASTM D422. The grain size distribution was used to determine presumptive strength parameters used to develop foundation design criteria. The results are given in Figures C-i and C-2. r Consolidation Test One dimensional consolidation properties of selected samples were i evaluated using ASTM 02435. The samples were restrained laterally and drained axially, while subjected to incrementally applied controlled stress loading. The test results are summarized in Figures C-3 through C-6. 4 Specific Gravity: The specific gravity of selected soils was found using test method ASTM D854. Figure C-7 provides the test results. Direct Shear Test The shear strength of the foundation bearing soil was assessed through direct shear tests performed in accordance with ASTM D3080. The results are shown in Figure C-8. Geotechnics Incorporated I. -----1 r ---" r - - • :i 100 - - _1-jL2 3/4 3/8' 4_ _#8 16U.S.StJiprdSievees #100 #200 - - _Hydrometer 90 80 70 ----- ___ o 050- S '40 U -------- w 6.30 20 10-- 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters I COARSE I FINE I COARSE MEDIUM FINE ____d SILT AND CLAY I I GRAVEL I SAND SAMPLE UNIFIED SOIL CLASSIFICATION: Sc AUERBERG LIMITS EXPLORATION NUMBER: Bi LIQUID LIMIT: SAMPLE LOCATION: 2-3W DESCRIPTION: CLAYEY SAND PLASTIC LIMIT: PLASTICITY INDEX: - _G e o t e c h n i c s SOIL CLASSIFICATION Project No. 0272-002-00 I n c o r p o r a t e d Schumacher Tank Pads Document No. 6-0192 Schumacher FIGURE C-I .1 r' _••] ---.. --- r , . 1•. 11/2" 3/4" 3/8' #iS twPrdIevees 100 - — #100 #200 Hymeter - — - 90 80 60 1-50 U- 4) 20--—-- 10 Li H. 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE FINE . COARSE MEDIUM FINE SILT AND CLAY GRAVEL . SAND SAMPLE UNIFIED SOIL CLASSIFICATION: CL AUERBERG LIMITS EXPLORATION NUMBER: Bi LIQUID LIMIT: SAMPLE LOCATION: 10-11W DESCRIPTION: SANDY CLAY PLASTIC LIMIT: PLASTICITY INDEX: G e o t e c h n i c s SOIL CLASSIFICATION Project No. 0272-002-00 I n c o r p orate d Schumacher Tank Pads Document No. 6-0192 Schumacher FIGURE C-2 0 _1-1j2 3/4' 3/8" #4 100 - - - #100 #200 - - _Hydrometer 90 80 60. I-50 C -- U. vo W U 20—---— 10 :-—- 0 III I I IHI I I I I 111111 I I 111111 I I 100 10 1 0.1 0.01 0.001 L Grain Size in Millimeters COARSE I FINE COARSE MEDIUM I FINE SILT AND CLAY GRAVEL SAND SAMPLE UNIFIED SOIL CLASSIFICATION: CL, ATTERBERG LIMITS EXPLORATION NUMBER: Bi LIQUID LIMIT: SAMPLE LOCATION: 10-11W DESCRIPTION: SANDY CLAY PLASTIC LIMIT: PLASTICITY INDEX: - G e o t e c h n i c s SOIL CLASSIFICATION Project No. 0272-002-00 I n c o r p o r a t e d Schumacher Tank Pads Document No. 6-0192 Schumacher FIGURE C-2 0.00% 1.00% 2.00% 3.00% 4.00% 5.00% 6.00% J 7.00% 8.00% 9.00% - -- - - 10.00% --- • - 11.00% - - - - - 12.00% - - - - - 13.00% - - - • - 10.0 100.0 B2 @ 10'+ 24" INITIAL FINAL 1000.0 Stress [psf] 10000.0 100000.0 1.0000 0.8848 98.4 111.2 2.67 2.67 0.69 0.50 25.5 1 18.7 98.2 1 100.3 SAMPLE HEIGHT [IN] DRY DENSITY [PCF] SPECIFIC GRAVITY VOID RATIO WATER CONTENT [%] DEGREE OF SATURATION [%] I I ______ Geotechnics Consolidation Test Results Project No. 0272-002-00 Schumacher Tank Pads Document No. 6-0192 I Incorporated I Schumacher Figure C-3 4.00% 5.00% 6.00% I- 10.0 B2 @ 20'+ 20" INITIAL FINAL 10000.0 100000.0 100.0 1000.0 Stress [psf] 0.00% 1.00% 2.00% 1.0000 0.9625 98.3 102.1 2.67 2.67 0.70 0.63 23.9 24.5 91.5 103.6 SAMPLE HEIGHT [IN] DRY DENSITY [PCF] SPECIFIC GRAVITY (From ASTM D 854) VOID RATIO WATER CONTENT [%] DEGREE OF SATURATION [%] I ,.. r___I*_. .. G e o t e c h ni c s I.IUdLI.)II I SL rWSUJLS i n c or p o rate d Schumacher Tank Pads Schumacher Project No. 0272-002-00 Document No. 6-0192 Figure C-4 0.00% 1.00% 2.00% 3.00% -V 5.00% 6.00% 7.00% 8.00% L.. 10.0 B2 @ 30+24" INITIAL FINAL 1.0000 0.9552 106.6 111.6 2.85 2.85 0.67 0.59 20.8 20.9 88.6 100.2 100.0 1000.0 Stress [psf] SAMPLE HEIGHT [IN] DRY DENSITY [PCF] SPECIFIC GRAVITY VOID RATIO WATER CONTENT [%] DEGREE OF SATURATION [%] 10000.0 100000.0 Consolidation Test Results Schumacher Tank Pads - Geotechnics Incorporated Schumacher Project No. 0272-002-00 Document No. 6-0192 Figure C-S 0.00% 1.00% 2.00% - 3.00% 5.00% 6.00% 7.00% L- 10.0 100.0 1000.0 Stress [psf] 10000.0 100000.0 B2 @ 40'+20" INITIAL FINAL 1.0000 0.9651 104.7 108.5 2.79 2.79 0.66 0.61 22.2 21.8 93.1 100.4 SAMPLE HEIGHT [IN] DRY DENSITY [PCF] SPECIFIC GRAVITY VOID RATIO WATER CONTENT [%] DEGREE OF SATURATION [%] Geotechnics Consolidation Test Results Incorporated Schumacher Tank Pads Schumacher Project No. 0272-002-00 Document No. 6-0192 Figure C-6 SPECIFIC GRAVITY TEST RESULTS (ASTM D854) SAMPLE SPECIFIC GRAVITY B2 @ 20+24" 2.67 AfthL,Geotechnics I Laboratory Test Results Incorporated Schumacher Tank Pads Schumacher Project No. 0272-002-00 Document No. 6-0192 Figure C-7 [I SHEAR STRESS VS. STRAIN 2500 IDDD DHD < 500 DODD ODD DD HO w I Cl) 0' D 0 1 2 3 4 5 6 7 8 9 STRAIN (PERCENT) SHEAR STRESS VS. NORMAL LOAD - 2500 2000- U. Cl) 0 0 1500 w I— U) icc I Cl) O .PEAK I 0 ULTIMATE __________ 500 0 0 500 1000 1500 2000 2500 NORMAL STRESS, PSF PEAK ULTIMATE ANGLE OF INTERNAL FRICTION: 37 DEGREES 34 DEGREES APPARENT COHESION: 420 PSF 440 PSF SAMPLE: B2 @ 2-3Y2 Unconsolidated, Drained Test - Geotechnics DIRECT SHEAR TEST Project No. 0272-002-00 Incorporated Schumacher Tank Pad Document No. 6-0192 Schumacher FIGURE C-B t RI-WEST ENGINEERING Wed 18 June 1997 Job 950058 Page 1of3 Mr. Terry Spain Schumacher 1969 Palomar Oaks Way Carlsbad, CA 92009 Project: Chemical Bulk Storage Tanks & Delivery System Subject: Response to City of Carlsbad Plancheck Mr. Spain, This letter is issued to respond to those Civil, Structural & Mechanical comments and questions contained in the City of Carlsbad's Building Plancheck Checklist of 3/20/97 (Plancheck No. CB97-353), and EsGil Corporation's Plan Correction List of 3/1 0/97. City of Carlsbad Building Plancheck Checklist (3/20/97) Checklist Item Comment or Question Response 2B Is the portion of the wall located South The wall is a freestanding wall. It does of the tanks a new retaining wall or a not retain soils. The lower 3' of the wall new 18' high freestanding wall only?. forms the Southern portion of the spill containment wall and will contain • liquids spilled within the containment. See Elevations on Drawing Sheet C2. 9A Inadequate information available on Site No site grading is required. The only' Plan to make a determination on grading exported soils will be those removed as requirements. Include accurate grading part of the excavation for the new quantities (cut, fill, export). • concrete mat foundation of the containment. 7201 GARDEN GROVE BLVD., SUITE J 0 GARDEN GROVE, CA 92841 0 TEL (714) 373.3511 • FAX (714) 373.3837 * Wed 18 June 1997 Job 950058 Page lof3 EsGil Corporation's- Plan Correction List (3/10/97) General Plan Correction List Item Comment or Question Response Please make all corrections on the original This letter responds to all, questions and - tracings and submit two net sets of prints comments of EsGil Corporation and the to : EsGil Corporation. - City of Carlsbad Engineering Dept. No plan corrections are required in response. - Per my telephone contacts with David Rick (City of Carlsbad) and Abe Doliente (EsGil Corp), neither the City nor EsGil require resubmittal of the uncorrected (previously submitted) plans. 2 To facilitate rechecking, please identify, No corrections were necessary. Please next to each item, the sheet of the plans see above response to Item 1. upon which each correction on this sheet - has been made and return this sheet with the revised plans. 3 Please indicate here if any changes have No corrections or changes were made to been made to the plans that are nota the plans. Please see above response to - result of corrections from this list. If there Item 1. are other changes, please briefly describe - them and where they are located on the plans. Have changes been made not resulting from this list? 4 All sheets of the two sets of plans must We complied with this requirement on the be signed by the California licensed original submittal plans. Please see above architect or engineer. Please include the response to Item 1. stamp or seal, license expiration date and the date the plans are signed. 5 Provide justification that the existing duct These lines consist of two (2) 1 .5"OD x can support the pipe lines that go into the 0.065" wall stainless steel fluid lines, and inside of the building. one (1) 2"OD x 0.07"wall copper water line. As specified on Drawing Sheet S2, these lines will be supported .from the Unistrut trellis' supporting the existing ventilation ducts The maximum combined DL+LL of the three (3) lines is 6 lb/lineal ft. Based upon my site review of the existing supports, I determined, by - S - inspection, that the existing supports were adequate for the additional imposed loads. . RI-WE5T - ENGINEERING 6 Sheet C6 of the plans shows .2 details of 1/03 and-2-/C3. Please clarify. - 7 Provide a copy of the soils report. 8 Provide a letter from the soils engineer - confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the, recommendation in the soils report are properly incorporated into the plans. (When required by the soils report) Plumbing, Mechanical and Energy Corrections Item Comment or Question 1 Provide the Secondary containment sizing calculations as per UFC, Art. 7901 .8.4.2. Please include the 24 hour rainfall total for a 25-ear storm. I certify the above responses to betrue. TRI-WEST ENGINEERING James A. Ganey, C.E. 27871 Civil Engineer \RI-WEET ENGINEERING Wed 18 June 1997 Job 950058 Page lof3 These details are at the Southern 18' wall, the lower 3' section of reinforced concrete, and the upper 15' of reinforced fully groutedCMU. The left side details - are labeled as applicable to the reinforced concrete portion at the base of the wall. The left side, details are labeled as applicable to the reinforced -CMU upper - portion of the wall. A copy is included with this submittal. A copy of the soils engineer, Anthony Belfast, Geotechnics Inc, August 26, - -1996 review letter is attached. In his letter he references Plan sheets Cl thru C5 dated 8/19/96. The date of the submitted 'plans are 10/14/96 I certify that the plans reviewed by Mr. Belfast and those submitted for City plan review are substantially identical, and that no changes were made to the drawings that affect, or impact on, the soils or Mr. Belfast's review. Response The Secondary containment sizing calculations per UFC, Art. 7901 .8.4.2 were previously submitted as part of our Tanks, Containment and Vent Calc ulations. A copy of the containment sizing calculation is attached for review. SCH061 1 .DOC TRI-WEST ENGINEERING. SCHUMACHER Tank Containment Garden Grove, CA Carlsbad, CA Volume Calculation VOLUME. CALCULATION FOR TANK CONTAINMENT PER U.FC..ARTCLE 79 By: JAMES A. GANEY, C.E. 9558C0NT.MCD 6/12/96 . Page 1 of 2 TRI-WEST ENGINEERING SCHUMACHER Tank Containment Garden Grove, CA Carlsbad, CA Volume Calculation CONTAINMENT VOLUME CALCULATION Scope Per Article 79 the Uniform Fire Code, the volumetric capacity of the containment must be not less than the greatest amount of liquid that can be released from the largest tank within the containment. This calculation will determine the minimum inside height of the containment perimeter walls, and the available additional capacity for rainwater. Tanks Quantity N 4 Diameter D := 9-ft Volume/Each TankVol 6000 gal TankVol = 802 1t3 Containment Inside Length L 54.67(t Wall Height H wall 3-ft Inside Width B :z 15.33•ft Octagonal Tank Pads Flat Width B pad 9.92 ft Height Hpad. : 0.5ft 3.314 2 Volume/Each Pad Vol = H pad ( B pad Volume TankVol - (Hpad•L•B - N. Pad Vol) CalculatiOns H WailMin := Hpad LB - (N-1)r. 4.D2 Pad Vol = 40.8 Pad Vol = 305'gal HWallMin = 1.344ft Net Vol LBH wall N Pad Vol - (N - 1)D2 (H ,,all - H pad) Net Vol = 1874 NetVol= 14019 -gal Rain Vol := Net Vol - TankVol Rain Vol = 1072-ft' Rain Vol 8019-gal Rain Vol RainCapacity LB Rainçapacity = 15.3 in. Over entire containment ID Conclusion The dimensions of the containment structure, as specified above, are adequate to meet the requirements of UFC Article 79 9558C0NT.MCD 6/12/96 Page 2 of 2 Geotechnics ANEENEftbZ Incorporated August 26, 1996 Schumacher 1969 Palomar Oaks Way Carlsbad, California 92009 Attention: Mr. Terry Spain Principals: Anthony F. Belfast Michael P. fmbriglio W. Lee Vanderhurst Project No. 0272-002-01 Document No. 6-0546 SUBJECT: FOUNDATION AND GROUTING PLAN REVIEW Schumacher Chemical Bulk Storage Tanks Carlsbad, California Reference: "Report of Limited Geotechnical Investigation, Chemical Tank Foundations South of Schumacher Building, 1969 Palomar Oaks Way, Carlsbad, California", Project No. 0272-002-00, Document No. 6-0192, dated April 19, 1996, by Geotechnics Inc. "Chemical Bulk Storage Tanks and Delivery System, Containment Structure", Plan Sheets Cl through C5, Drawing No. D-950058, dated August 19, 1996, by Tr- West Engineering. "Authorization for Geotechnical Services, Verification of Compaction Grouting Operations, Schumacher Additions, 1969 Palomar Oaks Way, Carlsbad, California", Proposal 6-156, Document 6-0502, dated August 12, 1996, by Geotechnics Incorporated. Gentlemen: This letter confirms that we have reviewed the geotechnical aspects of the referenced foundation plans for the proposed chemical bulk storage tank containment structure. It is our opinion that the referenced plans adequately incorporate the intent of the referenced geotechnical recommendations, with the following exception. Section 3 of the Foundation Excavation and Fill Compaction specifications on plan sheet Cl indicates that excavations should be made to a depth of two feet below existing pavement subgrade. The intent of the recommendations given in Section 7.2.2 of the referenced geotechnical report was for remedial excavations to be made to a depth of two feet below the bottom of the proposed slab subgrade. Since the slab will be approximately 3 feet thick, this would call for a five foot deep excavation in the area of the proposed tank pad foundation. 9951 Business Park Ave., Ste. B • San Diego California • 92131 Phone (619) 536-1000 • Fax (619) 536-8311 Schumacher Project No. 0272-002-01 August 26, 1996 . Doc. #6-0546 Page 2 In accordance with the request of Mr. Jim Ganey, the project structural engineer, we are providing a preliminary grouting plan for the subject site. It should be noted that this grouting plan is for planning purposes only. In order to provide a more comprehensive grouting plan, we would need to conduct additional borings at the subject site, as detailed in our referenced proposal 6-156, dated August 12, 1996. Our preliminary grouting plan is shown in the Grout Location Plan, Figure 1. Note that both primary and secondary grout locations are detailed on the plan. We recommend that containment be established by grouting the primary grout locations first, and allowing the grout to set. The primary grout locations are approximately four feet outside of the foundation area. We then recommend that grout be injected at the secondary grout locations on eight foot centers, each way. As specified in Section 2 of Site Preparation on plan sheet Cl, grouting should be performed from a depth of 35 feet below existing grade to 8 feet below existing grade. We appreciate this opportunity to be of continued service. Please feel free to contact the office with any questions or comments. GEOTECHNICS INCORPORATED Anthony F. Belfast, P.E. 40333 Principal Engineer Distribution: (4) Addressee (1) Tr-West Engineering, Mr. Jim Ganey Ceo(echiiics Iiicotporatcd ELECT. TITANS- PORHER EXISUNO 7ELECIL I (JEW I68 56 0Pfl0I)UCI SIORAGE TANK EARN I COUTAINMETII .....- - (4) 9 .0 6.000 GAL API 511) 63 S.S.SIOIIAGE IANKS / ~~[ IN1AIP4ENT SLABEPPROX •6.ABOVEADJACENIPAVlNl 3 co,u:llruE WAll. (lajlllll WAll. & l&)llllUIlH 6 (If EASI IWf) WAILS) ILAO T1Tc ._'LI.11.;I:&lNrlmiI!J!IflN I EARTHEN _\ I \EM8ANXMEN( DRAIN SUMP 8- 7 . \E E,flTIIEN .._\ HBANKMENE LEGEND: Recommended primary grout locations Recommended secondary grout locations Geotechnics - Incorporated GROUT LOCATION PLAN Chemical Bulk Storage Tanks Schumacher Project No. 0272-002-01 Document No. 6-0546 FIGURE 1 I - - - I I -. LI A - * 1 SCHUMACHER ENGINEERING 1969 Palomar Oaks Way, Carlsbad CA I . HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS I I - ., * .• \1z\ I .. 6 November 1996 - • • - * - - Prepared by * ERIKSEN-RATTAN ASSOCIATES INC. * • 8989 Rio San Diego Drive - Suite 200 I . San Diego, California 92108-2048 - * Telephone 619 299 6444 S FAX 619.299.1229 •. • a' I' 1 - * -• - .-* - - - -. •-? • ((7O3 SCHUMACHER ENGINEERING: 1969 Palomar Oaks Way, Carlsbad CA HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS OVERVIEW This report addresses both general and material specific Code requirements and limitations applicable to Schumacher Engineering's proposed installation of outdoor aboveground stationary tanks containing Class I-B Flammable Liquids [TRANS] and Class II Combustible Liquids [TEOS]. The report also addresses Schumacher conditions for the proposed installation, which appear to be in reasonable compliance with applicable Code requirements based on review of project plans provided by Schumacher. The requirements and limitations are based on the 1994 editions of the Uniform/California Building, Fire and Mechanical Codes. Where requirements are duplicated among the Codes or within a Code, only one [1] reference may be indicated. INFORMATION Questions regarding Schumacher Engineering's TRANS and TEOS outdoor aboveground tank storage operations at 1969 Palomar Oaks Way in Carlsbad, California should be directed through: SCHUMACHER ENGINEERING Terry Spain 1969 Palomar Oaks Way Carlsbad, California 92009 Telephone 619.929.6251 FAX 619.931.7819 Questions regarding this report should be directed to: ERIKSEN-RATTAN ASSOCIATES INC. Mary Eriksen-Rattan 8989 Rio San Diego Drive - Suite 200 San Diego, California 92108-1649 Telephone 619.299.6444 FAX 619.299.1229 I I SCHUMACHER ENGINEERING: 1969 Palomar Oaks Way, Carlsbad CA HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS TABLE OF CONTENTS 1.0 DISCUSSION 2.0 APPLICATION 3.0 REQUIREMENTS 1-Tanks 2-Separation Between Tanks 3-Tank Supports, Foundations, Anchorage 4-Locations Subject to Flooding 5-Location on Property and Separation from Exposures 6-Tank Vents 7-Tank Openings Other Than Vents 8-Liquid Transfer Operations 9-Piping, Valves & Fittings 10-Drainage Control & Diking 11-Protection from Vehicles 12-Limit Controls 13-Sources of Ignition & Static Electricity 14-Classified Electrical - Class I Flammable Liquids [TRANS] 15-Security 16-Fire Department Access Roadways 17-Water Supply 18-Portable Fire Extinguishers 19-Training & Procedures 20-Hazard Identification Placarding 21 Jests 22-Permits & Plans I 1-2 2-16 3 3 3 4 4-5 6-7 7 8 9-11 12 13 13 13 14 14 14 14 15 15 15 16 16 1. 1 :1: - P 1* w * Outdoor Aboveground Tank Storage - Flammable and combustible Liquids -. - Eriksen-Rattan Associates inc. ,' * . - .PIP ' 11/6/96 Page 1 of 16 APPLUATION CNDITION Installation of stationary vertical or horizontal steel tanks with pressures </=2.5 psig equipped - with emergency venting devices limiting pressures to </=2.5 psig. Transfer of liquids from the tanks to use areas inside the building through a closed-piping :system [closed system use]. . -' 3: No open system use, dispensing or transfer of liquids from the tanks. Installation of stationary aboveground tanks is not prohibited by the Fire or Planning Departments through local zoning regulations or land use restrictions. Installation of stationary aboveground tanks within any sideyard area required for the building is not prohibited by the Building Department. '1 • _;,-•'... .... :i .';': •: ":.."•: SCHUMACHER ENGINEERING: 1969 Palomar Oaks Wày,Carlsbad CA I HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS X. OUTDOOR ABOVEGROUND TANK STORAGE I FLAMMABLE AND COMBUSTIBLE LIQUIDS TRANS & TEOS INTALLAT1DN 1 to DISCUSSION f This report addresses both general and material specific Code requirements and. limitations applicable to Schumacher Engineering's proposed installation of outdoor aboveground stationary tanks containing I Class I-B Flammable Liquids [TRANS] and Class Il Combustible Liquids [TEOS]. The report also * addresses Schumacher conditions for the proposed installation, which appear to be in reasonable compliance with applicable Code requirements based on review of project plans provided by Schumacher. I The requirements and limitations are based on the 1994 editions of the Uniform/California Building, Fire ' I :and - : .. . Mechanical Codes. Where requirements are'duplicated among the Codes or within a Code, only one [1] reference may be indicated I .- .1 -. 2 0 APPLICATION The limitations requirements and addressed herein are based on the storage of Class I-B Flammable and Class II Combustible Liquids in outdoor aboveground stationary tanks under the* following, conditions. 1 Conditions other than described below are outside the scope of information presented in this report. SCHUMACHER ENGINEERING: 1969 Palomar Oaks Way, Carlsbad CA HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS The Schumacher Engineering outdoor aboveground tank storage areas addressed herein will be located on the south side of Buildings 1 and 2 at 1969 Palomar Oaks Way in Carlsbad CA. The outdoor aboveground tank storage areas, tank contents and hazardous materials information are as follows: 1. TEOS TANKS Tank Size: </=6,000 Gallons [2 Tanks] Contents: Tetraethylorthosilicate [TEOS] Classification: Combustible Liquid II, Irritant, Other Health Hazard, Stable Liquid 2. TRANS TANKS Tank Size: </=6,000 Gallons [2 Tanks -- 1 "now" and 1 "future"] Contents: Trans-i ,2-Dichloroethene [TRANS] Classification: Flammable Liquid I-B, Irritant, Stable Liquid 3.0 REQUIREMENTS The Code requirements and limitations applicable to outdoor aboveground stationary tanks containing Class I-B Flammable Liquids [TRANS] and Class II Combustible Liquids [TEOS] and Schumacher conditions as known to the report preparer for the TRANS and TEOS installations are as indicated in the table that follows on pages 3-15. Outdoor Aboveground Tank Storage - Flammable and Combustible Liquids Eriksen-Rattan Associates Inc.' 11/6/96 - Page 2 of 16 - - - - - - ,-: - - - SCHUMACHER ENGINEERING: 1969 Palomar Oaks Way, Carlsbad CA HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS - 1. Tanks UFC 7902.1.8.2 Design, fabrication & construction in accordance with recognized good Carbon steel tanks in engineering practice and nationally recognized standards. compliance with applicable Materials of construction to be compatible with the liquid to be stored. Code requirements Except for tank linings, combustible construction materials not allowed. Tanks not to be used for storage of liquids at/above its boiling point. Normal operating pressure of tanks not to exceed tank design pressure. 2. Separation UFC 8902.2.3.1, Tanks to be separated from each other as follows: Compliance -- >/3' Between Tanks Table 7902.2-G >I=3' or 1/6 sum of the diameter of the adjacent tank diameter, whichever is separation between tanks. greater. *Also, see Item 10 - Drainage Control and Diking. 3. Tank Supports, UFC 7902.1.13 .,*Tanks at Grade: Compliance with Foundations & Tanks to rest on the ground or on foundations made of concrete, masonry, requirements indicated. Anchorage piling or steel. Foundations to be designed to minimize possibility of uneven settling of tank. Foundations to be designed to minimize corrosion of any part of tank resting on the foundation. *Tanks Above Grade: Securely supported. Supports to be of concrete, masonry or protected steel. Single wood timber supports [not cribbing], laid horizontally, allowed when bottom of tank is <1=12" above grade. Fire Protection of Steel Supports: Steel supports/pilings to have >/=2-hour fire-resistance rating, or water- spray protection if approved by Fire Department. Protection for solid web steel saddles not required if bottom of tank is </=12" above grade. Outdoor Aboveground Tank Storage - Flammable and Combustible Liquids Eriksen-Rattan Associates Inc. 11/6/96 - Page 3 of 16 '- 0 ,- SCHUMACHER ENGINEERING: 1969 Palomar Oaks Way, Carlsbad CA HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS 4: Locations Subject UFC 7902.1.8.2.4, Uplift protection required for tanks located in an area subject flooding. Not applicable -- location is to Flooding Appendix Il- Uplift protection as follows: not in a flood plane. B/Sections 2 & 5 Water supply available for loading partially empty tanks with water [public water supply is acceptable]. Tanks located such that <1=70% of the storage capacity will be submerged at the established maximum flood stage. Tanks secured to a concrete or steel and concrete foundation of sufficient weight to produce adequate loading of tanks when filled with product. Provisions to equalize internal and external pressures on tanks to prevent deformation of tanks and resultant expulsion of product. 5. Location on UFC 205, UBC Sideyard Requirements for Buildings 1 & 2: Sideyard Requirements: Property and 7902.1.12, UBC 226 defines a "yard" as "an open space, other than a court, City of Carlsbad Separation from 7902.2.2, 7902.2.7, unobstructed from the ground to the sky, except where specifically Fire/Building Departments Exposures 7903.3.3, Table provided by this code, on the lot on which a building is situated". to determine compliance. 7902.2-A, Table If there are any "required sideyard" for Buildings 1 and 2 because of the 7902.2-F, area of the buildings, encroachment into such spaces must be specifically 8003.15.2.2, approved by the Building Department. 8004.3.2, 8004.3.3, UFC Tank Location Requirements: Located in accordance with one [1]or *Tank Location 8004.3.5; UBC combination of one [1] or more of the following: Requirements: Compliance 226, 505.2; NFPA Method 1: >/=20' from buildings, property lines, streets, alleys, public -- combination of Methods 1 50AITable 3-2.2 ways or exits to a public way. & 2. Method 2: 2-hour fire-resistive unpierced wall(s) [which may include exterior building wall(s)] may be used in lieu of the 20' distance, provided the following conditions are met: * Wall(s) extend >/=30" above and to the sides of the tanks on the side(s) of the storage area where the wall is used in lieu of the 20' distance. * Tanks are located >/=15' from property line of property which is or can be built upon, including the opposite side of a public way [i.e.: does not apply to the adjacent property on the south side of the tanks because the property is dedicated open space which cannot be built upon]. * Tanks are located >/=5' from nearest side of any public way or from nearest building on the same property [i.e.: tanks must be located >1=5' from Buildings 1 and 2]. * Tanks are located >/=1' from 2-hour fire-resistive unpierced wall(s), other than building walls. [NOTE: See Item 10 for tanks located in diked/impounding areas - 5' distance to walls required.] Outdoor Aboveground Tank Storage - Flammable and Combustible Liquids Eriksen-Rattan Associates Inc. 11/6/96 - Page 4 of 16 - - - .- - - - .- - - -. - - - - - /- SCHUMACHER ENGINEERING: 1969 Palomar Oaks Way, Carlsbad CA HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS .4 .__________________________________________________ - 5. Location on UFC 205, UFC "Other" Location & Separation Requirements for Tank: Other Location & Property and 7902.1.12, * Connections for Tank Openings: Connections for tank openings to be located Separation Requirements: Separation from 7902.2.2, 7902.2.7, >/=5' from building openings. Compliance -- see plans. Exposures - 7903.3.3 Table * Clearance from Combustibles & Outdoor Hazardous Materials Storage/Use: continued 7902.2-A Table >/=30' clearance from all combustible materials, combustible vegetation, outdoor 7902.2-F, hazardous materials use/storage, etc. * Separation from LP-Gas: >1=10' and LP-Gas must be located outside the tank 8003.15.2.2, diked area. 8004.3.2, 8004.3.3, * Separation from Hydrogen Gas Storage Structure: >/=25' from unprotected wall 8004.3.5; UBC openings in the existing detached hazardous materials storage building in the 226, 505.2; NFPA area of the building where hydrogen is located 50A/Table 3-2.2 * Separation from Cryogenic Fluid Storage: * Nitrogen: >/=20' or unpierced noncombustible wall extending >/=18" above and to the sides of the exposure and >1=30" above any connections or openings associated with the Cryogenic Fluid system. * Oxygen: >150'. Outdoor Dispensing: UFC 7903.3.3 location limitations for outdoor *Outdoor Dispensing: Not dispensing operations need not apply because liquid transfer through a applicable to Schumacher closed piping system is not a "dispensing" operation as defined in UFC 205. conditions. *Fire Extinguishing System: *Fire Extinguishing System: Not applicable to UFC 8004.3.3 requirements for fire-extinguishing system protection for outdoor flammable liquids dispensing areas located within 50' of a storage Schumacher conditions. area or building need not apply because liquid transfer through a closed piping system is not a "dispensing" operations as defined in UFC 205. See Item 10 -- foam system may be required as an "alternate method" for location of equipment/controls in the diked/impounding area. Vehicular Parking: See Item 11 --protection from vehicles required. *Vehicular Parking: *Other: See Item 10. Compliance-- see plans. Outdoor Aboveground Tank Storage - Flammable and Combustible Liquids Eriksen-Rattan Associates Inc. 11/6/96- Page 5016 — — — — a — — — — — — -. — — — SCHUMACHER ENGINEERING: 1969 Palomar Oaks Way, Carlsbad CA HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS F' xx ...d : .::...: ..*::* *::::::::: 6. Tank Vents UFC 7901.1.10, Normal Venting: Normal Venting: 7902.1.11.1, Tanks to be equipped with normal venting for pressure relief caused by Compliance --see plans. 7902.2.6, Table the "elements" [sun exposure, etc.] and liquid transfer operations both into 7902.1-B and out of the tanks. Type and capacity of normal venting dependent on tank pressure and wetted area of the tank. Information should be provided by the tank supplier sufficient to show compliance with UFC 7902.2.6. "Wetted area" is dependent on tank length and diameter-- see UFC Appendix V/-B. *Additional Venting: *Additional Venting: Tanks to be equipped with additional venting that will relieve excessive Compliance -- see plans. internal pressure caused by exposure to fires. Information should be provided by the tank supplier/manufacturer sufficient to show compliance with vent sizing requirements addressed in UFC 7902.1.10.7, 7902.1.10.8 & 7902.2.6. *Vent Line Flame Arrestors & Venting Devices: Installed in accordance with Flame Arrestors/Venting their listings Devices: Compliance -- see plans. *Vent Pipe Outlets: *Vent Pipe Outlets: Located such that vapors released are located >1=12' above the adjacent Compliance-- see plans. ground level. Vapors to be discharged upward or horizontally away from closely adjacent walls. Outlets to be located >/=5' from building openings or property lines that can be built on. Installation of Vent Piping: • *Vent Piping: Compliance -- Installed to drain toward the tank without sags or traps in which liquid can see plans. collect. Protected from physical damage and vibration. Outdoor Aboveground Tank Storage - Flammable and Combustible Liquids Eriksen-Rattan Associates Inc. 11/6/96 - Page 6 of 16 - - M - M. 'M - - - .- .- - - - - - SCHUMACHER ENGINEERING: 1969 Palomar Oaks Way, Carlsbad CA HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS - 6. Tank Vents - UFC 7901.1.10, Manifolding: Manifolding: Compliance -- continued 7902.1.11.1, Not allowed unless required for special purposes such as vapor recovery, see plans. 7902.2.6, Table vapor conservation or air pollution control. 7902.1-B Manifolded vents to be sized to prevent system pressure limits from being exceeded. Vent piping for tanks with Class I Liquids [TRANS] cannot be manifolded with vent piping for tanks With Class II Liquids [TEOS] unless positive means are provided to prevent vapors from TRANS tanks entering TEOS tanks to prevent contamination. Vent Sizing and Capacity: Vent Sizing/Capacity: Sufficient capacity and size to: Compliance -- see plans. * Prevent blowback of vapor or liquid at the fill opening while the tank is being filled. 4 * Prevent the development of vacuum or pressure sufficient to distort the tank or exceed the tank design pressure as a result of filling, emptying and atmospheric changes. >1=1.25" nominal inside diameter, with capacity to be based on the filling or withdrawal rate, whichever is greater, and the vent line length. If tank has more than 1 fill or withdrawal connection and simultaneous filling or withdrawal can be made, vent size to be based on maximum anticipated simultaneous flow. See UFC Table 7902.1-B. Class I-B Liquids [TRANS] - Normally Closed Venting Devices & Listed . Normally Closed Venting Flame Arrestors: Not required for tanks <11,000-gallon capacity. Devices/Listed Flame - • Arrestors: Not applicable to Schumacher conditions. 7. Tank Openings UFC 7902.2.7 Control Valves: Connections through which liquid can normally flow to be Control Valves: Other Than Vents provided with internal or external valves located as close as practical to the Compliance -- see plans. shell of the tank. Liquid-Tight: Connections to be liquid-tight and closed when not in use. Liquid-Tight Connections: Compliance -- see plans. Distance from Building Openings: Located >/=5' from building openings. Building Openings: Compliance -- see_plans. Outdoor Aboveground Tank Storage - Flammable and Combustible Liquids Eriksen-Rattan Associates Inc. 11/6/96 - Page 7 of 16 SCHUMACHER ENGINEERING: 1969 Palomar Oaks Way, Carlsbad CA HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS - 8. Liquid Transfer UFC 7902.2.7.2, *Transfer: Liquids to be transferred from the tank through an approved *Transfer: Compliance -- Operations 7902.2.8.3.8, closed piping system by a gravity system, pumping system or approved see plans. 7903.1.3, 7903.3.3, engineered liquid transfer system. 8001.4.3, Pumping System Transfer: Pumps to be in accordance with the following: PumpinQ System: 8004.1.17 Approved type, taking suction through an opening in the top of the tank. Compliance -- see plans. Positive displacement type, provided with pressure relief discharging back to the tank, pump suction or other suitable location, or provided with interlocks to prevent overpressure. Top-Loaded Tanks: For top-loaded tanks, metallic fill pipes shall terminate *Top Loaded Tanks: within 6 inches of the bottom of the tank and shall be installed to avoid Compliance -- see plans. excessive vibration. Gravity System Transfer: Gravity transfer through an approved closed Gravity System: Not piping system with approved self or automatic closing valve(s) is allowed applicable to Schumacher when spill control and secondary containment are provided. See Item 10. conditions. Piping. Hoses, Valves, Fittings: Piping, et al: Compliance Piping, hoses, valves and fittings to be approved or listed for the intended see plans. use. Also, see Item 6. Equipment, Controls and Piping in Containment Area: See Item 10. Equipment. et al in Containment Area: Compliance -- see plans. Outdoor Aboveground Tank Storage - Flammable and Combustible Liquids Eriksen-Rattan Associates Inc. 11/6/96- Page 80f 16 - - - - - - - - - - - - - - - - - - - SCHUMACHER ENGINEERING: 1969 Palomar Oaks Way, Carlsbad CA HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS - 9. Piping, Valves & UFC 7901.11, General: General : Compliance -- Fittings 8001.4.3, UMC Designed and fabricated from materials compatible with materials to be see plans. Appendix contained. B/Chapter 14-1406, Adequate strength and durability to withstand the pressure, structural and 1407 seismic stress and exposure to which they may be subject. Low melting point materials [aluminum, copper, brass, etc.], materials which soften on fire exposure [nonmetallic materials, etc.], or nonductile materials [cast iron, etc.] shall be in accordance with one [1] or more of the following: * Suitably protected against fire exposure, $ Located such that leakage resulting from failure will not unduly expose persons, buildings or structures, or * Located where leakage can readily be controlled by operations of accessible remotely located valves. Identified in accordance with nationally recognized standards to indicate material conveyed. *Valves: External valves to be steel. *Valves: Compliance --see Emergency shutoff valves identified and location visible and indicated by a . plans. sign. Backflow-prevention or check valves provided for pumps and elsewhere where backflow could create a hazardous condition or cause unauthorized release of liquids. Readily accessible manual or automatic remotely activated fail-safe emergency shutoff valves to be installed on supply piping/tubing at: * Point(s) of use: and * Tank(s). Manual drainage control valves to be located remote from tanks, diked area, drainage system and containment basin. Internal or external control valves located as close as practical to the shell of the tank required for tank connections located below normal liquid level. Excess flow control valves required if liquids are carried in pressurized piping 15 psig. Valves to be located as close to the bulk source as practical. Also see "Pipe Joints". Outdoor Aboeground Tank Storage - Flammable and Combustible Liquids Eriksen-Rattan Associates Inc. 11/6/96 - Page 9 of 16 - - - - - - - - - - - SCHUMACHER ENGINEERING: 1969 Palomar Oaks Way, Carlsbad CA t HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS 9. Piping, Valves & Fittings - continued Pining Systems: Compliance -- see plans. UFC 7901.11, *Piping Systems: 8001.4.3, UMC • General: Piping systems supported and protected against physical Appendix damage and stress arising from settlement, vibration, expansion or B/Chapter 14-1406, contraction or exposure to fire. 1407 • Design Pressure: Designed to withstand pressure >/=2.5 times maximum designed operating pressure and not less than 100 psig. Piping Supports: * Adequately supported and seismically braced -- i.e.: bracing/piping supports as follows: 1/2" 6' 3/4-1" 8' >/=1-1/4"/l-lorizontal 10' >/=1-1/4"/Vertical Every Floor Level * Supports to be protected against fire exposure by one [1] or more of the following: * Draining product away from piping system at slope of >1=1%; * Providing 2-hour fire-resistive protection: or * Other approved method. Corrosion Protection: Corrosion protection as necessary. Marking/Identification: Piping marked to identify contents & direction of flow: * Each valve. * Wall, floor and ceiling penetrations. * Change of direction. * </=20' or fraction thereof through piping distribution system. Pipe Joints: * Liquid-tight and welded, flanged or threaded. * Nonmetallic joints to be approved and installed per manufacturer's instructions. * Joints dependent on friction characteristics or resiliency of combustible materials for mechanical continuity or liquid tightness of piping can only be used outside of buildings. When used above ground, piping to be secured to prevent disengagement at the fitting or controllable by remote valves. Flexible Joints: Flexible joints to be provided for underground liquid, vapor and vent piping at the following locations: * Where piping ends at pump islands and vent risers. * At points where differential movement in the piping can occur. Pipe Bends: Not to exceed 900 or at a radius less than 5 diameters of the nominal pipe size when radius is measured from inside edge of pipe. Outdoor Aboveground Tank Storage - Flammable and Combustible Liquids Eriksen-Rattan Associates Inc. 11/6/96-Page 10 of 16 SCHUMACHER ENGINEERING: 1969 Palomar Oaks Way, Carlsbad CA HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS din - 9. Piping, Valves & UFC 7901.11, Supply Piping into/through Buildings -- Above or in Areas Not Classified as Piping into/through UH Occupancies: Fittings - continued 8001.4.3, UMC Buildings: Not applicable to Appendix Double-walled piping or exhausted enclosure. Schumacher conditions. B/Chapter 14-1406, >/=1-hour fire-resistive occupancy separation. 1407 Additional shutoff valves at entry of piping system into exit corridor and at branch connections into use area(s). Automatic fire sprinkler system protection within the space unless space is <6" in the least dimension. >/=6 air changes per hour ventilation in space and space cannot be used to convey air from any other area. 1-hour fire-resistive occupancy separation for supply piping/tubing and - nonmetallic waste lines. Electrical - Flammable Liquids/Gases: Class I, Division 2 electrical. Equipment. Controls and Piping in Containment Area: See Item 10. Equipment, et al in Containment Area: Compliance -- see plans. Outdoor Aboveground Tank Storage - Flammable and Combustible Liquids Eriksen-Rattan Associates Inc. 11/6/96-Page 11 of 16 SCHUMACHER ENGINEERING: 1969 Palomar Oaks Way, Carlsbad CA HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS 10. Drainage Control & UFC 7901.8, The area surrounding the tanks shall be provided with either drainage control Diking 7901.11.4, or shall be diked to prevent accidental discharge of liquid from endangering 7902.2.8, 7903.3.2 adjoining property, adjacent buildings, outdoor hazardous materials storage, pumps, manifolds, control valves, electrical equipment, public utilities, fire- NOTE: The spill protection equipment, fire apparatus access roads or reaching waterways. control/drainage/ Requirements as follows: containment general Drainage System & Impounding Basin: Drainage System & requirements Drainage provided at a slope of >1=1% away from tanks toward an Impounding Basin: addressed in UFC impounding basin or approved means of disposal [i.e.: sump, with Compliance through drains do not apply because connection for draining outside the area]. to a piping system-- see the requirements Termination area and route of the drainage system located so that a fire plans. addressed in UFC occurring in the drainage system will not endanger pumps, manifolds, 7902.2.8 are specific control valves, electrical equipment, public utilities, fire-protection to aboveground equipment, tanks, adjoining property or fire apparatus access roads. Flammable & Impounding basin and approved means of disposal to be designed to Combustible Liquids retain the following volumes: tanks. * Spill from largest tank [6000 gallons]; and * Design discharge from fire protection systems, including monitor nozzles which may flow into the basin [i.e.: 30-minute foam application rate]. Impounding basin and route of the drainage system to be located such that a fire occurring in the drainage system will not endanger pumps, manifolds, control valves, electrical equipment, public utilities, fire- protection equipment, tanks, adjoining properties or fire apparatus access roads. Diked Area: Not applicable to Schumacher conditions. Diked Area: Not applicable to Schumacher conditions. Equipment. Controls & Piping in Diked Area/Impounding Basin: Not Equipment. et al in Diked applicable to Schumacher conditions. Area: Not applicable to Schumacher conditions. Monitoring: Monitoring: Compliance -- A monitoring method capable of detecting leakage from the primary visual monitoring to be containment [tanks and piping] into the drainage system, dike or provided. impounding area and water in such areas is required to be provided. Visual or other approved means may be used. Monitoring devices are to be connected to distance visual or audible alarms. Outdoor Aboveground Tank Storage - Flammable and Combustible Liquids Eriksen-Rattan Associates Inc. 11/6/96- Page 12 of 16 - -.-.- - --a - - - - SCHUMACHER ENGINEERING: 1969 Palomar Oaks Way, Carlsbad CA HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS -Wilb II. Protection from UFC 8001.9.3 Tanks subject to vehicular impact required to be protected as follows: Compliance -- see plans. Vehicles Methods: Guard posts or other approved means to protect tanks, piping, valves, equipment, pumps, etc. from vehicular impact. Guard Posts: If guard posts used: >1=4" diameter steel, concrete filled posts Posts spaced <1=4' on center. Posts set >1=3' deep in >/=15" diameter concrete footing. Posts set with top of posts >1=3' above ground. Posts located >/=5' from tanks piping, valves, equipment, pumps, etc. 12. Limit Controls UFC 8003.1.14.2; Tanks required to be provided with liquid-level limit controls [over-fill Compliance -- automatic UFC Appendix II- prevention], shut-off when tank is "full". F/5.5 One[1]of the following: Liquid-level limit control(s) to prevent overfilling of tank. Monitoring system which will limit net contents by weight. Examples of acceptable types of liquid-level limit controls: Automatic shut-off of filling operations when tank is "full". All of the following: * Independent means of notifying the person filling the tank that the liquid level has reached 85% of tank capacity by providing an audible or visual alarm signal, tank level gage marked at 85% of tank capacity or other approved means; and * Automatically shut off of liquid flow to the tank at 90% of tank capacity; and * For rigid hose delivery systemè, an approved means provided to empty the fill hose into the tank after the automatic shut-off device is activated; and * A permanent sign provided at the fill point for the tank documenting the filling procedure and the tank calibration chart. The filling procedure shall required the person filling the tank to determine the gallonage required to fill it to 90% capacity before commending the fill operation. 13. Sources of Ignition UFC 7901.10, Smoking prohibited with 25' of area in which tanks are located. Signs to be Compliance -- see plans. & Static Electricity 8001 .8.5, 8003.1.2, posted within 50' of tanks and at access to tank area. 8004.1.5 Open flames and high-temperature devices prohibited unless such equipment is approved/listed for such use and locations. Provisions to be made to prevent the accumulation of static electricity. TRANS can accumulate static charges -- bonding/grounding should be provided as applicable. Outdoor Aboveground Tank Storage - Flammable and Combustible Liquids Eriksen-Rattan Associates Inc. 11/6/96 - Page 13 of 16 - - - - - - - - .- - -. - - - - - - - - SCHUMACHER ENGINEERING: 1969 Palomar Oaks Way, Carlsbad CA HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS - 14. Classified UFC 7901.4.1, *Class I. Division 1-GrouD D: Compliance seeplans. Electrical - Class I Table 7901.4-A, Tank Vents: Area within 5' of open end of vents. Flammable Liquids 8001 .9.4 Class I. Division 2-Group D: [TRANS] Tank Vents: Area >5' to 10' of open end of vents. Pumps, Bleeders, Withdrawal Fittings. Meters. etc.: 3' from edge of such devices and 18" horizontally of such devices. Drainage Areas: Area 18" above and within 15' horizontally. Diked Areas: Areas inside dikes to level of top of dike. Fill Connections with Vapor Control: * Area within 3' of point of connection of both fill & vapor lines. * Area 3' of point of fill connection, up to 18" abovegrade within 10' radius of connection. Security UFC 8001.9.2 Area in which tanks, pumps, etc. located to be secured against unauthorized Compliance -- see plans. entry. Fire Department UFC 902.2, 8102.5 Fire department apparatus access roads required to be provided within 150' Existing 'site" compliance. Access Roadways of all portions of exterior hazardous materials storage/use areas. Requirements as follows: >1=20' unobstructed width. >/=13.5' unobstructed vertical clearance. *All weather driving surface -- capable of support loads imposed by fire department apparatus. *Turning radius as required by Fire Department. Dead-ends <1=150' in length. Maximum grade/slope as required by Fire Department. Signs/other approved notices to identify roads and prohibit obstruction thereof. Contact Fire Department for specific requirements. 17. Water Supply UFC 903 Approved water supply capable of supply required flow for fire protection Existing "site" compliance. required to be provided for buildings and exterior storage/use areas -- i.e.: fire hydrants provided within 150' of all portions of exterior hazardous materials storage/use areas. On-site fire hydrants and water mains capable of supplying required flow may _be_ required _by_ Fire _Department. Outdoor Aboveground Tank Storage - Flammable and Combustible Liquids Eriksen-Rattan Associates Inc. - 11/6/96 - Page 14 of 16 - - - - - - - - - - - - - - - - - - SCHUMACHER ENGINEERING: 1969 Palomar Oaks Way, Carlsbad CA HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS Wfifi - 18. Portable Fire UFC 1002, *Approved portable fire extinguishers. Compliance-- Schumacher Extinguishers 7902.5.11.5.2 Minimum 3A4013C. policies & operational </=10'-50'.travel distance. procedures comply. 19. Training & UFC 8001.9 Employees are required to be experienced, trained and knowledgeable in Compliance -- Schumacher Procedures the processes, policies, practices and procedures associated with use, policies & operational handling and storage of hazardous materials associated with Schumacher procedures comply. Engineering's operations. *The training, experience and knowledge is to include written procedures, provisions for cleanup of spills and leaks, and persons designated and trained to be liaison personnel for the Fire Department. Schumacher Engineering's emergency plan and procedures should be discussed _and _coordinated _with _the _Fire _Department. 20. Hazard UFC 8001.7, Hazard identification placarding 'Health", "Flammability" and "Reactivity" of Compliance -- Schumacher Identification 8003.12, 8004.12; hazardous materials stored and used required for areas where hazardous policies & operational Placarding UFC Std 79-3 materials are located and for tanks. procedures comply. *The Fire Department may require such placarding to be located on the building exterior adjacent to each entrance into the building, at entrances to storage/use areas, within storage/use areas and on tanks. The exact location of each sign should be approved by the Fire Department. Signs are generally required to measure 15-inches on each side, have white reflective, letters/numbers on blue or red backgrounds and black reflective letters/numbers on Recommendations: TRANS: Health=2; Flammability=3; Reactivity=0 TEOS: Health3; Flammability=2; Reactivity=0 Outdoor Aboveground Tank Storage - Flammable and Combustible Liquids Eriksen-Rattan Associates Inc. 11/6/96-Page 15 of 16 - - - - - - - - - - - - - -. - - - - - SCHUMACHER ENGINEERING: 1969 Palomar Oaks Way, Carlsbad CA HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS - - 21. Tests UFC 7901.11.10, *Tanks, piping and appurtenances to be tested in accordance with nationally Compliance --Schumacher 7902.1.8.2.5 recognized standards prior to being put into service, policies & operational Piping -- generally as follows: procedures comply. One [1] of the following: * Hydrostatically tested to 150% of the maximum anticipated pressure of the system but not lessthan 5 psig at the highest point of the system; or * Pneumatically tested to 110% of the maximum anticipated pressure of the system but not less than 5 psig at the highest point of the system. Inert gas may be used for testing vapor-recovery piping. Test maintained for a sufficient time period to complete visual inspection of all joints and connections. No leakage or permanent distortion for >1=10 minutes. Ensure that the pressures are not applied to vented storage tanks. Tanks: Tested independently from the piping. The Fire Department should be contacted for details and requirements. 22. Permits & Plans- UFC 105, 7901.3, Special use Fire Department permits may be required by the Fire Compliance Schumacher 8001.3 Department for the storage, use or handling of hazardous materials, policies & operational *The Fire Department may require that storage/location plan be provided procedures comply. with the application for permit. *The Fire Department should be contacted for details and requirements. Outdoor Aboveground Tank Storage - Flammable and Combustible Liquids Eriksen-Rattan Associates Inc. 11/6/96 - Page 16 of 16 6 APPROVALS, Dante Budding Panning Cf Engineering Fire Coastal Health Assoc. - / J4J r Lll^, 5 qAr cl~lt ç1 23 r 4/ %• /17/ LII A-. I ),~L~ 3(9~ DATES HAZ MAT FORM IND WASTE APP SCHOOL FEE FORM PLAN CORR ENGRO CORR BUS LIC W COMP FIRE PLANS ASSESSOR PLANS C OF 0 City of Carlsbad 09/20/1999 Plan Check Revision Permit No:P0R99220 Building Inspection Request Line (760) 438-3101 Job Address: 1969 PALOMAR OAKS WY CBAD Permit Type: PCR Status: APPROVED Parcel No: 2130922000 Lot #: 0 Applied: 09/07/1999 Valuation: $0.00 Construction Type: NEW Entered By: JM Reference #: CB970353 Plan Approved: 09/20/1999 Issued: Project Title: REVISION-SCHUMACKER Inspect Area: AS BUILT REVISONS-SEE LIST IN FOLDER Applicant: Owner: SPAIN TERRY AIR PROD UCTS&CHEMICALS INC' C/O J C SCHUMACHER CO 1969 PALOMAR OAKS WAY 1969 PALOMAR OAKS WAY CARLSBAD CA 92009 CARLSBAD CA 92009 760-929-6251 Total Fees: $109.00 Total Payments To Date: $0.00 Balance Due: $109.00 Plan Check Revision Fee $109.00 r FINAL APPROVAL Inspector: Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. FOR OFFICE USE ONLY PERMIT APPLICATION PLAN CHECK NO.?c122-ô CITY OF CARLSBAD BUILDING DEPARTMENT EST. VAL. 2075 Las Palmas Dr., Carlsbad, CA 92009 Plan Ck. Deposit (760) 438-1161 f3 '7 353 By T4 1 PROJECT INFBfATION " ,, J9(. "ALO\M? Op 5 \kJAY HUAcR Address (include Bldg/Suite #) - Business Name (at this address( Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units - Assessor's Parcel # Existing Use Proposed Use , Descriptio f Work SQ. FT. #of Stories # of Bedrooms # of a m A4'ULT ,._. 2 CONTACT PERSON (If different from applicant) . .i . r/ Pftv tt(°t ,-iR OA?çS dj 'AT1LSBAD lZoo ('7(DO3V?BI°t A Name 7J Address City tate/Zip Telephone # Fax # 3'APPLICANT -' D Contrtr.D A f;rc t7TD Di or' Name Address City State/Zip Telephone # 4 PROPERTYLOWNER Name Address City State/Zip Telephone # S"CONTRACTOR"COMPANY NAME " '.- 77 "7 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business arid Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars l$5001). Name Address City State/Zip Telephone # State License # License Class City Business License # Designer Name Address City State/Zip Telephone State License # 6. WORKERS'..COMPENSATION -. -. .:::-: Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date__________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS-1$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 ($100,000). in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE 7 OWNER BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: - 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to Construct the project (Sec. 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). 0 I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES []NO I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number(: 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): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number /type of work): PROPERTY OWNER SIGNATURE DATE COMPLETE;THIS SECTION FOR NON-RESIDENT1AL:SUILDING PERMITSIONLYj..., ...2L...... ,......' . . .. - •. 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? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 8 ' CONSTRUCTION LENDING AGENCY -' 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 9' 'APPLICANT CERTIFICATION" . ''''L'"i— I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit, 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 365 d eriays 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 comm ced r a pod of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURr "7ZLJ DATE '1 /7 /9°1 WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation In Partnership with government for Building Safety DATE: 9/15/99 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-353 - PCR99-220 SET: I PROJECT ADDRESS: 1969 Palomar Oaks Way PROJECT NAME: As-bilt revisions for tank installation U A ICANT JURIS. O P REVIEWER O 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: As-bilt revisions to original plan check 97-353. Minor modification to tank farm design. By: Eric Je'nsen Enclosures: Esgil Coiporation GA MB D EJ j PC 9/8/99 trnsmtLdot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 97-353 - PCR99- 220 PREPARED BY: Eric Jensen DATE: 9/15/99 BUILDING ADDRESS: 1969 Palomar Oaks Way BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION BUILDING AREA (ft.2) VALUATION MULTIPLIER VALUE ($) 1 hour plan check $87.15/hr.. $87.15 Air Conditioning Fire Sprinklers TOTAL VALUE 199 UBC Building Permit Fee Bldg. Permit Fee by ordinance: $ 199 UBC Plan Check Fee L Plan Check Fee by ordinance: $ Type of Review: Complete Review E Structural Only X Hourly fl Repetitive Fee Applicable Other: Esgil Plan Review Fee: $ 87.15 Comments: Sheet I of I macvalue.doc 5196 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CS Pc19.. DATE______________ ADDRESS O RESIDENTIAL RESIDENTIAL ADDITION MINOR (<$10,000.00) TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING S OTHER PLANNER DATE DATE yJ5 • S. I DocsIMIsorrvwpannjng EflgInee1ng ADTrova -- PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. '119C P—'k -D Address iQG P_,- Planner 4QJL. Phone (61 9) 438-1161, extension APN: Type of Project & Use:__________________ Net Project Density: DU AC Zoning:General Plan: Facilities Management Zone: CFD (in/out) # Date of participation: Remaining net dev acres:______ Circle One 0 (For non-residential development: Type of land used created by CD this permit:________________________________________________ !; Legend: Item Complete Item Incomplete - Needs your action Environmental Review Required: YES NO,)ç TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. E Conditions of Approval: Discretionary Action Required: YES NO>( TYPE S APPROVAL/RESO. NO. - PROJECT NO. OTHER RELATED CASES: DATE Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: EZi"iIl Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO CA Coastal Commission Authority? YES NO____ If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already, completed? YES NO____ If NO, complete Coastal Permit Determination Form now. ' Coastal Permit Determination Log #: Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. Zoning: 1. Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown -2. Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown Lot Coverage: Required S Shown Height: Required Shown Parking Spaces Required Shown Guest Spaces Required Shown 00 0 Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO (EnterCB #; IJACT; NEXT12; Construct housing Y/N;Enter Fee AmoUnt (See fee schedule for amount); Return) Site Plan: . 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines. - 17.1 2. Provide legal description of property and assessor's parcel number. Additional Comments_________________________________________________________ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE arisbad Fire De rtment 990085 26O'Orion Way- Fire Prevention Carlsbad, CA 92008 (760) 931-2121 Plan Review Requirements Category: Building Plan Date of Report: 09/17/1999 Reviewed by: Name: Terry Spain Address: 1969 Palomar Oaks Way City, State: Carlsbad CA 92009 Plan Checker: Job #: 99 Job Name: Schumacher - FH Bldg,.: CB970353 Job Address: 1969 Palomar Oaks Wy Ste. orfttdg. No. E Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. E Approved The item you have submitted for review has been approved subject to the Subject to attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and I or specifications to this office for review and approval. Review 1st 2nd 3rd Other Agency ID ED Job # 990085 ED File # Requirements Category: Building Plan TRequirement: Pending 05.14 Provide Technical Report To determine the acceptability of technologies, processes, products, facilities, materials and uses attending the design, operation or use of a building or premises subject to the inspection of the department, the Chief is authorized to require the owner or the person in possession or control of the building or premises to provide, without charge to the jurisdiction, a technical opinion and report. The opinion and report shall be prepared by a qualified engineer, specialist, laboratory or fire-safety specialty organization acceptable to the Chief and the owner and shall analyze the fire-safety properties of the design, operation or use of the building or premises and the facilities and appurtances situated thereon, to recommend necessary changes. Page 1 09/17/99 M SCHUMACHER September 7, 1999 City of Carlsbad Building Department 2075 Las Palmas Drive Carlsbad, CA 92009 Ref.: Permit No. CB970353 - 'To Whom it May Concern: The followirg "aTs-built" revisions were incorporated into the record-set of drawings accompanying this letter: DESCRIPTION OF REVISION SHEET NO(S). relocated bollards S2, S3 relocated containment access ladders S2, S3, Ml re-configured piping vault cover M5, M6 revised pipe trench fill M5, M6, P2 relocated pressure switches (PSL's) P1 changed carbon steel piping to stainless steel P1 changed Y2" S.S. pneumatic tubing to.copper P1 added blinded valve to tank nozzle N7 P1 added dedicated 3/4" conduit to bldg. for TP cables E-2 relocated TP cables from 1-1/4" conduit E-2 relocated area light fixtures, conduit, and seal-off E-2 relocated Terminal Cabinet #2 E-2 re-routed conduits in building E-2, E-3, E-4 incorporated lighting circuit into power conduit E-4 added note #7 E-5 revised mounting details "C" & "D" E-7 marked details "C" & "G" as "Not Used" E-8 intrinsically-safe power for pressure switches E-5, E-7 mounting detail "D" revised E-8 Please call me at (760) 929-6251 if there are any questions regarding these submittals. Sincerely, Terry L. Spain Senior Process Engineer Project Engineering & Facilities Department - A Unit of Air Products and Chemicals, Inc: 1969 Palomar Oaks Way, Carlsbad, CA 92009 (760) 931-9555 • 1-800-545-9242 • Fax (760) 931-7819