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2802 CARLSBAD BLVD; ; CBC2016-0005; Permit
cctyof Carlsbad T Print Date: 04/19/2018 Permit No: CBC2016-0005 Job Address: 2802 Carlsbad Blvd Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: 2031730100 Lot #: Applied: 11/08/2016 Valuation: $75,000.00 Reference U: Issued: 09/08/2017 Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: Inspector: MCoII Bedrooms: Orig. Plan Check U: Final ,1 Plan Check U: Inspection 4/19/2018 1:57:58PM Project Title: Description: CARLSBAD ALKALINE WATER: RELOCATE 4 EXISTING TANKS & RECONNECT TO EXISTING WATER LINES Applicant: KARNAK PLANNING & DESIGN 614 Calle Vicente SAN CLEMENTE, CA 92673-2902 760-828-0653 Owner: LUVIK & VERONICA GRIGORAS 2802 Carlsbad Blvd CARLSBAD, CA 92008 760-434-1122 BUILDING PERMIT FEE $2000+ $516.75 BUILDING PLAN CHECK FEE (BLDG) $361.72 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $60.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $45.00 5B1473 BUILDING STANDARDS FEE . $3.00 STRONG MOTION-COMMERCIAL -. $21.00 Total Fees: $1,007.47 Total Payments To Date: $1,007.47 - Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction.' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes,. nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov [E FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: [--]PLANNING DENGINEERING DBUILDING DFIRE DHEALTH DHAZMATIAPCD io Building Permit Application Plan Check No,.pap(Q,_ frol"Clity DOO Est. Value of 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Carlsbad Plan Ck. Deposit email: build ingcarlsbadca.gov Date r-— t'i,_O Iswppp I www.carlsbadca.gov JOB ADDRESS I 2802 Carlsbad Blvd I SUITE#/SPACE#/UNIT# I I APN I 203 - 173 - 01 - 00 Jr/PROJECT P LOT # PHASE A H OF UNITS I P BEDROOMS U BATHROOMS I TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP DESCRIPTION OF WORI( Include Square Feet of Affected Area(s) - Relocate the 4 existing water tanks to a new pour in place slab and reconnect the existing water lines. EXISTING USE PROPOSED USE IGARAGE (SF) PATIOS (SF) DECKS(SF) IFIREPLACE IAIRC0NDITIONING IFIRESPRINKLERS Commercial/Retail I Commercial/Retail . I YESD# NO[—]YES NO F1 YESNOE APPLICANT NAME Karnak Planning & Design PROPERTY OWNER NAME Ludvik Grigoris Primary Contact ADDRESS ADDRESS 614 Calle Vicente 2802 Carlsbad Blvd CITY STATE ZIP CITY STATE ZIP San Clemente Ca 92673 Carlsbad Ca 92008 PHONE IFA)( - PHONE IFpJ( 760-828-0653 . . 760-672-9192 EMAIL EMAIL karnakdesigngmail.com cmws(sbcglobal.net DESIGN PROFESSIONAL Karnak _Planning _&_Design CONTRACTOR BUS. NAME ADDRESS ADDRESS - 614 Calle_Vicente CITY STATE ZIP CITY STATE ZIP San Clemente Ca 92673 PHONE 'FAX PHONE FAX 760-828-0653 EMAIL EMAIL karnakdesignccD gmail.com STATE UC. H STATE UC.# cLass ICITY BUS. UC.0 Chanahua Sun _S 4609 I I (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, commend with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: [Ii 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. [1 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 workers' compensation insurance carrier and policy number are: Insurance Co. Policy No. Expiration Dale This section need not be completed if the permit is for one hundred dollars ($100) 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. .. CONTRACTOR SIGNATURE DAGENT DATE - -- - - (Dommoomolian ø000eo I hereby affirm that lam exempt from Contractor's License Law for the following reason: [J 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). [] I, as owner of the property, am esdusively, 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). [] 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 properly improvement [—]Yes ONo 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 sed construction (include name address/phone! contractors' license number): I plan to provide portions of the work, but I have hired lb owin erson to coordinate, supervise and provide the major work (include name! address/ phone/ contractors' license number): I will provide some of the work, bull have contract ired) lb ollowing persons to provide the work indicated (include name / address/phone! type of work): .PROPERTY OWNER SIGNATURE 1 []AGENT DATE ,Ze< ,,, ?(DOOQG(3?O®&JlC)G) ® OM3(Z)1?O&G a)(901100130 OW0098 0()11S1 Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? - L Yes No - Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? L -Yes j.']No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 1 4Yes v 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. (9O1(D3900(1 (LQK!)OaJ@ 00003V I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address o&o OOO(OGC?O®C) I cerlifythatl have mad the application and state thatthe 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 representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA:- An OSHA permit to required for excavations over 50' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the BuldingOffi nder e provtobnsof to Cod shall expire by limitation and become nut and void if the budding or work authorized by such permit is not commenced within 180 days from the date of such permit or if the buldi wo uth i by pe i is pended or abandoned at any time after the work is commenced fora period of 1)0 days (Section 106.4.4 Uniform Building Code). ...APPUCANT'S SIGNATURE . DATE 7/ - STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY (Cominercial Projects Only) Fax (760) 602-8560, Email build ina(äCar1sbadCa.goV or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS - CITY - - STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (listed above) OCCUPANT (listed above) CONTRACTOR (On Pg. .) - MAIL TO: CONTACT (listed above) OCCUPANT (LIsted above) ASSOCIATED CB # CONTRACTOR (On Pg. 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL! FAX TO OTHER: CHANGE OF USE NO CONSTRUCTION ..APPUCANT'S SIGNATURE DATE Permit Type: BLDG-Commercial V Application Date: 11/08/2016 Owner: LUVIK & VERONICA GRIGORAS Work Class: Tenant Improvement Issue Date: 09/08/2017 Subdivision: TOWN OF CARLSBAD AMENDED Status: Closed - Finaled'. Expiration Date: 06/18/2018 Address: 2802 Carlsbad Blvd V V Carlsbad, CA 92008-2901 lVRNumber: 114 . Scheduled Actual V Inspection Type Inspection No. Inspection Status Primary Inspector -. Reinspection Complete Date Start Date 11/30/2017 11/30/2017 - BLDGAI 041816.2017 Passed Michael Collins Complete V FoundationlFtg/Pier V V s(Rebar) .- V Checklist Item COMMENTS Passed - BLDG-Building Deficiency Per plan V Yes - BLDG-12 Steel/Bond 041817-2017 Passed Michael Collins V Complete Beam Checklist Item COMMENTS Passed V V BLDG-Building Deficiency V V V Yes V V V V 12/20/2017 , 12/20/2017 BLDG-14 V V 043870.2017 * VV V Passed V V• Michael Collins V Complete Frame/Steel/Bolting/ V Welding (Decks) V V V V V Checklist item V COMMENTS V Passed V - V BLDG-Building Deficiency - Anchorage of tanks, received deputy V Yes V • inspection reports for concrete placement, V V 01/0212018 01/02/2018 BLDG-91 044902.2018 Failed Michael Collins Reinspection Complete V Complaints Inspection V V V V Checklist Item COMMENTS Passed, V BLDG-Building Deficiency Notice for guard & potable water piping. No V V V V V - V 04/03/2018 04/03/2018 BLDG-Final 053737.2018 V Failed Michael Collins V Reinspection Complete Inspection V V V V V V Ck,'kii+ it (CMMFNT V Passed V BLDG-Building Deficiency . -' No V BLDG-Plumbing Final Notice • V V No 04/19/2018 04/19/2018 BLDG-Final 055489-2018 Passed Michael Collins Complete Inspection V ' V • - V ) V V Checklist item VV COMMENTS V Passed V * BLDG-Building Deficiency,, V Pipe support & UV protectionin place . Yes V V V BLDG-Plumbing Final V Yes V * BLDG-Plumbing Final Notice V No V V V BLDG-Building Deficiency . V V V V V No V f V • ' • V V V - • V V V V V • V •V • ,*V * April 19, 2018 V • •VV V • V Page 1 of I CREf UnE-wrmpr MANUFACTURERS OF QUALITY PLASTIC PIPE GENERAL OFFICE: 600 CROSS POINTE BLVD. - EVANSVILLE, INDIANA 47715 TELEPHONE (812) 428-9300 FACTORY: 3747 W. BUCKEYE RD -PHOENIX, AZ 85009 TELEPHONE (602) 269-5161 WAREHOUSE: 1930 W. WHITESBRIDGE ROAD - FRESNO, CA 93706 (559) 486-1840 April 9, 2018 Reply to: Phoenix, AZ Re: The effects of ultra violet light on PVC pipe Our Sch40 and Sch80 products are manufactured to ASTM D1785 and have been certified to the NSF 61 certification for potable water. PVC pipe can be used in an exposed exterior installation with no loss in performance. Discoloration caused by the exposure to ultra-violet radiation is limited to the very outer skin of PVC pipe. In studies, PVC pipe subjected to long term UVR exposure has been shown that it does not reduce PVC pipes ability to withstand its stated pressure rating. This would especially be the case in very low-pressure applications. If you have other questions or concerns, please contact us for additional information. Best regards, Rick Sheppler Sales Manager Cresline-West, Inc. (800) 528-5687 rsheppler@cresline-west.com CAEf UnE-WEST MANUFACTURERS OF QUALITY PLASTIC PIPE GENERAL OFFICE; 955 DIAMOND AVE. - EVANSVILLE, INDIANA 47711 TELEPHONE (8 12) 428-9300 FACTORY: 3747 W. BUCKEYE RD. -PHOENIX, AZSSOO9TELEPHONE(602) 269-5161 WAREHOUSE: 1930 WHITESI3RIDOE ROAD - FRESNO, CA 93706 559) 486-1840 Reply to: Phoenix, .AZ RE: CERT[FICIATE OF COMPLIANCE PVC Sch4O Plain End/Bell End PVC Sch8O Plain End/Bell End This will certify that the above products manufactured by Cresline-West, Inc. comply with the requirements listed in ASTM D-1785, Standard Specification for PVC Plastic Pipe, Schedules 40, 80 and 120. These products comply with NSF PW (NSF/ANSJ 61), ANNEX G (CA & VT Lead Free Laws) These products are codified to the, Uniform Plumbing Code and are listed with the independent testing agency NSF lnternationai@. These products are made from PVC compound conforming to ASTM D- 1784, Standard Specification for Rigid PVC and CPVC Compounds. The PVC compound has a cell classification of 12454 as defined In ASTM D 1784. Cresline-West, Inc. products are produced in the USA. I certify that I am an official representative for Cresline-West, Inc. and have the legal authority to bind Cresline-West, Inca as the supplier of the above materials. Sincerely, Rick Sheppler Sales Manager Cresline-West, inc. (800) 528-5687 he wem Field Daily Report Project # 17-0010 Job Name: Carlsbad Mineral Water Storage Job Address: 2802 Carlsbad Blvd. Carlsbad, Ca. Report Date: 12-18-2017 Inspector: Matthew Jackson Client Carlsbad Mineral water Storage License # ICC5269061 Exp Date: 10/21t2020 Contractor: _Transcal Construction License Required for Inspection: City of San Diego #1031 Contact at Site: Ludwig Permit # CB C2016-0005 Offsite? 0 Yes 0 No Offsite Location:________________________________ TYPE OF WORK: (check one) 0 Reinforced Concrete 0 Prestressed Concrete 0 Masonry 0 Welding 0 Other_______________________ Description of Work: Arrive on site as requested for the observation of epoxy placed anchor bolts. Verify that the holes drilled were to the specified depth of 9" minimum, properly cleaned and free of dust and other debris. Observe & verify the epoxy placing of (32) Hilti stainless steel 3/4" X 12" all thread as anchors., using Hilti HIT-RE 500V3 adhesive anchoring system for rebar and anchor fastenings in concrete. The work observed was in general compliance with the ICC ESR 3815. DATE TASK # REGULAR Lunch Y/N O.T. TIME IN TIME OUT 12/18/2017 4 12:00gw. 3:30pm Inspector Name: Matthew Jackson Approved by: (Print Name) Field Daily Report Project # 17-0010 Job Name: Carlsbad Mineral Water Storage Job Address: 2802 Carlsbad Bivd. Carlsbad, Ca. Report Date: 12-02-2017 lnspector. Matthew Jackson Client Carlsbad Mineral water Storage License # ICC5269061 Exp Date: 10/18/2020 Contractor: _Transcal Construction License Required for Inspection: City of San Diego #1031 Contact at Site: Permit # CD C2016-0005 Offsitc? 0 Yes 0 No Offsite Location: TYPE OF WORK: (check one) 0 Reinforced Concrete 0 Prestressed Concrete 0 Masonry 0 Welding 0 Other - - Description of Work: Arrive on site at 6:30am as requested to perform observation for the placing of 5000ps1 concrete, and concrete sampling and testing. Observe the delivery of 66.5 cubic yards, 5000psi concrete supplied by Superior Ready Mix, mix design 28MR, approx. 63 cubic yards were placed for the construction of mat slab on grade with thickened edge footings. Concrete sampling and testing preformed in accordance with ASTM standards, I set of (5) 4" X 8" cylinders were cast for compressive strength testing. DATE TASK # REGULAR Ltmch Y/N O.T. TIME IN TIME OUT 12/02/2017 8 6:3am 12:00pm Inspector Name: Matthew Jackson Approved by: Signature: (Print Name) ,dM1kTEJV Construction Testing & Engineering, Inc. 1441 Montiel Road, Suite 115 Escondido, CA 92026 (760) 746-4955 Fax:(760) 746-9806 Sample Group # REPORT OF COMPRESSION TEST FOR CONCRETE 4 X 8 CYLINDERS 1026028 Project Name Matthew Jackson Misc Project No 10-10260L Project Address Various Locations City San Diecio County Gen. Contractor N/A Sub-Contractor N/A Engineer N/A Architect N/A Bldg Permit No Gov't Contract # Plan File No DSNOSHPD Sample Group Data Report of Concrete 4 X 8 Cylinders Measured Specified Placement Date 12212017 Slump (in.) 5 N/A SupptierlPlant Superior Ready Mix Air Temp (°F) 69 N/A Mix NumberlDescr 28 MR I 1" Mix Temp (°F) 72 N/A Mix Design 5000 psi Air Content (%) N/A N/A Specified Strength 5000 psi Field Unit Wt (pcf) N/A N/A Specified Date 1/1/2017 Dry Unit Wt pcf N/A Truck No. 254 Ticket #: 161303 Age: 33 Mm. Samples Made By: Mathew Jackson Cement Type IIN Set #: N/A Load #: N/A Date Recd In Lab 12/4/2017 Admixture 2X SUPERIOR SET Specific Location (CARLSBAD MINERAL WATER STORAGE- 2802 CARSLBAD BLVD) MAT SLAB Special Instructions/Remarks 19 - 3@30 -1 Hold Compression Laboratory Data Sample Age Lab No. Date Tested Average Diameter * Cross Section Test Area Max Load Compressive Strength mdlv Average Fracture Type 9 28A 12/11/2017 4.00 in 12.57 ire 66,300 lbs 5,274 psi 5,270 psi 5 Comments: Sampling and testing conducted in accordance with ASTM Standard designations: C31, C39, C78, C138, C143, C1 72, C231, C617, C1231 "Average diameter in accordance with ASTM C39 Sections 6.2 and 6.3 "'A singular test result at a given age is rounded to the nearest lops, Checked by: Date: Reviewed by.-_d('- AJ"\ Date:_______ Erik Campbell, Lab Manager cc: Matthew Jackson (City of Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: Q.20 0005 Project Address: _2O Cci-i'(ti ELv(i. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder (If you checked as owner-builder you must als Zcomete Section B of this agreement.) (Please print // Mailing Address: Pmil I am: XProperty Owner U Property Owner's Agent of Record DArchitect of Record UEngineer of Record State of California Registration Number: Expiration Date:_____________________ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise-t7comply with the City of Carlsbad requirements for special inspections, structural observations, construction m teri,61's testing and off-site fabrication of building components, as prescribed in the statement of special inspections noteçi'fhe ap oed plans and, as required by the California Building Code. Signature: Date: CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name:____________________________ Name: (Please print) (First) Mailing Address:___________________________ Email: State of California Contractor's License Number Please check if you are Owner-Builder 0 (Last) Phone: Expiration Date: I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will orovide a final report / letter in compliance with CBC Section 1704.1.2 prior to requesting final inspection. Sig natu B-45 Page 1 of 1 Rev. 08/11 Phone: cfP EsGil Corporation In (Partnership with Government for Bui(&ng Safety DATE: November 17, 2016 JuRlSDICTlONcij7 PLAN CHECK NO.: C2016-0005 SET:! PROJECT ADDRESS: 2802 Carlsbad Blvd. U APPLICANT '—zJtJ RIS. U PLAN REVIEWER U FILE PROJECT NAME: Water Storage Tanks Carlsbad Alkaline Water The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's 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. Lii 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: (b) Email: Mail Telephone Fax In Person REMARKS: 1. All sheets of the plans must be signed by the designer. 2. The applicant shall submit to the city the Carlsbad Special Inspection form. 3. Provide a letter from the soils engineer confirming that the foundation plan has been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (required by the soil report). By: Kurt Culver Enclosures: EsGil Corporation LI GA 1 EJ LI MB LI PC 11/10/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: C2016-0005 PREPARED BY: Kurt Culver DATE: November 17, 2016 BUILDING ADDRESS: 2802 Carlsbad Blvd. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICb IBY Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance I $362.501 Type of Review: U Complete Review LII Structural Only Repetitive Fee Repeats * Based on hourly rate El Other Hourly 2.5 Hrs. * EsGil Fee $116.00 I $290.001 Comments: Sheet 1 of 1 macvalue.doc + ENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers 2091 Las Palmas Dr. Suite D Carlsbad, CA. 92011 Tel/Fax: (760)438-1188 www.sunse-inc.com Structural Calculations Carlsbad Alkaline Water Tanks Pad and Anchorage 2802 Carlsbad Boulevard (3 Carlsbad, CA 0ESSj EXP. 6/30/2017 o 2802 CARLSBAD BLVD CARLSBAD ALKALINE WATER: RELOCATE 4 EXISTING TANKS & RECONNECT TO EXISTING WATER LINES 2031730100 11/8/2016 CBC20I6-0005 '-4 I . Carlsbad Alkaline Water Date: 10/2016 SUN Structural Engineering By: C.S. Sheet- 3 ENGINEERING Consulting Structural Engineers PES(4J Of 1 SSMIC-; A f61A61 TL TAtIk PiA o' . sic k. Tw-_ (6— 7 -t 1 2- - -S OF AATf Vi*cTY &2 ôPo -25 qO 'I fls 6.c(\1\ :2 65)( -ç 4 I Carlsbad Alkaline Water U Date: 11)12016 SUN Structural Engineering By: C.S. Sheet- 4- ENGINEB1NG Consulting Structural Engineers Ds oç. 7- Th&fis .1 - 21 - -7: - - - '-t' L9 (5) -r !° • _______ • 6) : - Io: ----I r 'kJcRs \J/ Mitj "• I1If -1w=- 14 Vs — 10. 3 1c, • ,03) v_/O _ Il • • CIA SUN Ib'uciaI Engjnssrk By CL PE5(r4 14rj tos- ra MUT W/ ctE.. cAr4ctr( .. VSk'I7I7 P4 am 0.7 Ir x1.10 1. 61+0 z$L CJCR $SM otJf ~ptaJt!f Ak 4Ucà. r' 54 Y'c.f#4 • ikwc.o JS 14 yç • C*:; ors,s I7iO SL - ....... 7, 25~- '13c. • . I a7I:.LL$ . *.•..... -• / L] IUN Sw Engg A k ByC.S - cir-I pej) itMJ7I/ cb. AVSL - cAPAcrfl' tVs io. oca1' °X RJT4 9M1 ti /1 dI/l / ,A 0 Yc, V %v OL •• V LDJ ,/ t'.O•' • V '43" (•(.- )Itf ) X. )f '&)" : V V V V x.I.O1Ij4.. icCf)'3 L_L :. •V •VV V VIP ILJTC' (CYV=,tt01CJ Vht(t)' .. #V Lc371L9S I Carlsbad Alkaline Water Date: 10/2016 SUN Structural Engineering By: C.S. Sheet- 7 ENGINEERING Consulting Structural Engineers ()f-F ____ \J45fO6fr ALJ3L7 coiL Akwk 1-t22V L\ ?$4t61S f (22-xr .L114 TIC1)4) 4'7b, I 2 0C, A. rrp. _JQ tTt7* Pedestal dimensions... px : parallel to X-X Axis = 248.0 in pz: parallel to Z-Z Axis 256.0 in Height - in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite#'D and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project Descr: Protect ID: Description: Design of Pad for the Tanks Calculations per ACI 318-I1, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 - Material Properties Soil Design Values fc : Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing 2.0 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = .250.0 pcf Concrete Density . = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 w Values Flexure = 0.90 Shear = 0.750 Analysis Seth ngs Increases based on footing Depth Footing base depth below soil surface = ft Mn Steel % Bending Relnf. = Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.00090 when footing base is below = ft Mm. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor - = 1.0 :1 Increases based on footing plan dimension Add Ftg WI for Soil Pressure : Yes Allowable pressure increase per foot of dept ksf Use ftg wt for stability, moments & shears Yes when maximum length or width is greater* if - Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability, mom & shear : No - Width parallel to X-X Axis = 24.0 ft Length parallel to Z-Z Axis =. 22.0 ft Footing Thicknes = 18.0 in Bars parallel to X-X Axis Number of Bars 22.0 Reinforcing Bar Size. = # 5 Bars parallel to Z-Z Axis Number of Bars = 24.0 Reinforcing Bar Siz( = # 5 / Bandwidth Distribution Check (ACI 15.4.4.2)/ Direction Requiring Closer Separationig Z-Z AXIS # Bars required within zone 95.7% # Bars required on each side of zone 4.3% D Lr L S - W E -H P: Column Load = 440.0 k OB : Overburden ksf MAX = S k-ft M-zz = ' 1,600.0 k-ft V-x =.S •- 106.0 k V-z = k Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite# D and then using the Printing & Title Block' selection. Project Title: Engineer: Project ID: Project Descr: 9ztTi Description: Design of Pad for the Tanks Design OK Mm. Ratio item Applied Capacity Governing load Combination PASS 0.8120 Soil Bearing 1.624'ksf 2.0 ksf +0+0.70E+H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 3.244 Overturning - Z-Z 1,231.30 k-ft 3994.85 k-ft 40.60D-+0.70E40.60H PASS 1.570 Sliding - X-X 74.20 k 116.516 k 40.60D-+0.70E40.60H PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1207 Z Flexure (+X) 2.487 k-ft 20.607 k-ft +1,20D+.50L-,20S-+E+1.0H PASS 0,07851 Z Flexure (-X) 1.618 k-ft 20.607 k-ft +1,4D+1.60H PASS 0.003114 X Flexure (+Z) 0.06417 k-ft 20.607 k-ft +1.400+1.60H PASS 0.003114 X Flexure (-Z) 0.06417 k-ft 20.607 k-ft +1.400+1,60H PASS 0.02733 1-way Shear (+X) 2.593 psi 94.868 psi +1.40D+1.60H PASS 0.02733 1-way Shear (-X) 2.593 psi 94.868 psi +1.40D+1.60H PASS n/a 1-way Shear (+Z) 0.0 psi 94.868 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 94.868 psi n/a PASS 0.03164 2-way Punching 3.845 psi 121 .517 psi +1.40D+1.60H Soil Bearinci Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom, -z Top, +Z Left, -x Right, +X Ratio X-X. +O+H 2.0 n/a 0.0 1.051 1.051 n/a n/a 0.526 X-X. +D-i.U+H 2.0 n/a 0.0 1.051 1.051 n/a n/a 0.526 X-X. +04.r44 2.0 n/a 0.0 1.051 1.051 n/a n/a 0.526 ' X-X, +DeS-+H 2.0 . n/a 0.0 1.051 1.051 n/a n/a 0.526 X-X, +0+0.750Lr40.750L41 2.0 n/a 0.0 1.051 1.051 n/a n/a 0.526 X-X. +040,750L40.750S41 2.0 n/a 0.0 1.051 1.051 n/a n/a 0.526 X-X, +D0.60W+H 2.0 n/a 0.0 1.051 1.051 nla n/a 0.526 X-X. +D-+0.70E+H 2.0 n/a 0.0 1.051 1.051 n/a n/a 0.526 X-X. +040.750Lr'0.750L40.450W41 2.0 n/a 0.0 1.051 1.051 n/a n/a 0.526 X-X. +040.750L40.750S-+0.450W-+H 2.0 n/a 0.0 1.051 1.051 n/a n/a 0.526 X-X, +0+0.750L+0.750S.0.5250E41 2.0 n/a 0.0 1.051 1.051 n/a n/a 0.526 X-X, 40.60D40.60W'+0.60H 2.0 n/a 0.0 0.6305 0.6305 n/a n/a 0.315 X-X, 40.60D40.70E40.601-i 2.0 n/a 0.0 0.6305 0.6305 n/a n/a 0.315 Z-Z, +041 2.0 0.0 n/a n/a n/a 1.051 1.051 0.526 Z-Z. +0++H 2.0 0.0 n/a n/a n/a 1.051 1.051 0.526 Z-Z. +D+Lr4I 2.0 0.0 n/a n/a n/a 1.051 1.051 0.526 Z-1 +O+S4I 2.0 0.0 n/a n/a n/a 1.051 1.051 0.526 Z-Z. 40'+0.750Lr+0.750L41 -2.0 0.0 n/a n/a n/a 1.051 1.051 0.526 Z-Z. +040.7501-40.750S#1 2.0 0.0 n/a n/a n/a 1.051 1,051 0.526 Z-Z. +00.60W41 2.0 0.0 n/a n/a n/a 1.051 1.051 0.526 Z-Z, 4040.70E41 2.0 26.630 n/a n/a n/a 0.4775 1.624 0.812 Z-Z, +O+0.750Lr-f0.750L+0.450W#1 2.0 0.0 n/a n/a n/a 1.051 1.051 0.526 Z-Z, +040.750L40.750S+0.450W41 2.0 0.0 (n/a n/a n/a 1.051 1.051 0.526 Z-Z. +040.750L40.750540.5250E41 2.0 19.973 n/a n/a n/a 0.6209 1.481 0.741 Z-Z. .0.60D+0.60W'+0.60H 2.0 0.0 n/a n/a - n/a 0.6305 0.6305 0.315 Z-Z..460,p-.7OE4O.60H 2.0 44.384 n/a n/a n/a 0.05722 1.204 0.602 Rotation Axis & Load Combination... Overturning Moment Resisting Moment. Stability Ratio Status X-X, +041 None 0.0 k-ft Infinity OK X-X. +D'+141 None 0.0 k-ft Infinity OK X-X. +O+1J4H . None 0.0 k-ft Infinity OK X-X. 404S#1 None 0.0 k-ft Infinity OK X-X, 4040.750Lr+0,750L-*I None 0.0 k-ft Infinity OK X-X, +0+0.750L40.750S41 None 0.0 k-ft Infinity OK X-X. +O0.60W41 None 0.0 k-ft Infinity OK X-X. +O+0.70E*1-1 None 0.0 k-ft Infinity OK X-X. +D40.750Lr40.750L'0.450W#1 None 0.0 k-ft Infinity OK X-X. +D-+O.750L40.750S-+0.450W41 None 0.0 k-ft Infinity OK Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite# 0 and then using the Printing & Title Block selection. Project Title: Engineer: Project Descr: Project ID: Description: Design of Pad for the Tanks Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X. +D'+0.750L40.750S40,5250E+H None 0.0 k-ft Infinity OK X-X. 40.60D40,60W40.60H None 0,0 k-ft Infinity OK U. 40.60D+0.70E40.60H None 0.0 k-ft Infinity OK Z-Z 40+H None 0.0 k-ft Infinity OK Z-Z. +D4L+H None 0.0 k-ft Infinity OK Z-Z, +D+r+H None 0,0 k-ft Infinity OK Z-Z. +D+S+H None 0.0 k-ft Infinity OK Z-Z, 4040,750Lr'+0,750L+H None 0.0 k-ft Infinity OK Z-Z. +D+0.750L40.750S+H None 0.0 k-ft Infinity OK Z-Z. +D.+0.6w4 None 0.0 k-ft Infinity OK Z-Z. +0+0.70E+H 1.231 .30 k-ft 6,658.08 k-ft 5.407 OK Z-Z, +D(),75QLs.+0,750L-+0,450W+f1 None 0.0 k-ft Infinity OK Z-Z, 4040.750L40.750S40.450W+H None 0.0 k-ft Infinity OK Z-Z. 1O#0,750L40.750S40.5250E+H 923.48 k-ft 6,658.08 k-ft 7,210 OK Z-Z. 40.60040.60W40.60H None 0.0 k-ft Infinity 01< ..ZZ,.60D4O,70E#O$OH,..1231.30 k-ft 3.99485 k-ft 3,244 OK All units K Force Application Axis Load Combination... . Sliding Force Resisting Force Sliding SafetyRatio Status X-X, O+i-I 0.0k 194.194k No Slidina OK U. D+L'4-1 0.0 k 194.194 k No Slidino OK X-X. +D4Lr+H 0.0k 194.194k No Slidina OK X-X,+D+S41 . 0.0k 194,194k NoSlidin OK X-X, 4040.750Lr40,750L4f1 0.0 k 194.194 k No Slidina OK X-X. 4040.750L40.750S+H 0.0 k 194.194k No Slidina 01< X-X, 00.60W+H 0.0 k 194.194 k No Slidina OK X-X, 4040.70E-I-H 74.20k 194.194k 2.617 OK x-x. 40+0.750Lr40.750L40.450W+H 0.0k 194.194 k No Slidina 01< X-X, +D40.750L40.750S+0.450W41 0.0k 194.194k No Slidina OK X-X. +D+0.750L40.750S+0.5250E+H 55.650k 194.194k 3.490 OK X-X, 40.6000.60W40.60H 0.0k 116.516 k No Slidina 01< X-X. 40.60040.70E40.60H 74.20k 116.516k 1.570 OK Z-Z. +0+4-I 0.0k 194.194k No Slidina 01< Z-Z. +0+L4I 0.0k 194.194k No Slidina OK Z-Z. +D+Lr+H 0.0k 194.194 k No Slidina OK Z-Z, +D+S+H 0.0k 194.194k No Slidina OK Z-Z. +O40.750Lr4.750L+H 0.0k 194.194 k No Slidina OK Z-Z. +040.750L+0.750S+H 0.0 k 194.194 k No Slidina OK Z-Z. 4O40.750L40.750S'4450W+H 0,0k 194.194k No Slidina OK Z-Z. 4040.750L40.750S40.5250E+H 0.0 k 194.194 k No Slidina OK Z-Z. "0.60040.60W40.60H 0.0k 116.516k No Slidina 01< Z-Z. '+0.60040.70E40.60H 0.0k 116.516 k No Slidina OK Z-Z. +0460W41 0.0k 194.194 k No Slidina OK Z-Z, +D+0.70E-+H 0.0k 194.194 k No Slidina 01< z-z, -t.040.750Lr4ç7501.40.450W#1 0.0k 194.194k No Slidina 01< Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gym. As Actual As PhrMn status k-ft Side? Sot or Too? inA2 inA2 inA2 k-ft X-X. +1.400+1.60H 0.06417 +Z Bottom 0.1944 Min lemo% 0.310 20.607 OK U. +1.400+1.60H 0.06417 -Z Bottom 0.1944 Min Temo % 0.310 20.607 OK X-X. +120040.50Lr+1.60L+1.60H 0.0550 +Z Bottom 0.1944 Min Temo% 0.310 20.607 OK X-X. +1.201)40.50Lr+1.60L+1.60H 0.0550 -Z Bottom 0.1944 Min Temo % 0.310 20.607 01< X-X. +1.20D+1.60L'+0.50S+1.60H 0.0550 +Z Bottom 0.1944 Min Temo % 0.310 20.607 OK X-X. +1.200+1.60L+0.50S+1.60H 0.0550 -Z Bottom 0.1944 Min Temo % 0.310 20.607 OK .X-X, +1.20D+1.60Lr.+0.50L+1.60H 0.0550 +Z Bottom 0.1944 Min Temo % 0.310 20.607 OK X-X. +1.200+1.60Lr40.50L.l-1.60H 0.0550 -Z Bottom 0.1944 Min Temo % 0.310 20.607 OK X-X, +1.200+1.60Lr40.50W+1.60H 0.0550 +Z Bottom 0.1944 Min Temo% 0.310 20.607 OK X-X. +1.20D+1.6OLr40.50W'-1,60H 0.0550 -Z Bottom 0.1944 Min Temo % 0.310 20.607 OK X-X. +1.2D40.50L+1.60S+1.60H 0.0550 +Z Bottom . 0.1944 Min Temo% 0.310 20.607 OK U. .i-1.200-+0.50L+1.60S+1.60H 0.0550 -Z Bottom 0.1944 Min Temo% 0.310 20.607 OK X-X. +1.200+1.605.+0.50W+1.60H 0.0550 +Z Bottom 0.1944 Min Temo% 0.310 20.607 01< Protect ID: Sun Structural Engineering, Inc. 2091 Las Palmas Drive Sulte# D and then using the Printing & Title Block selection. Project Title: Engineer: Project Descr: Description: Design of Pad for the Tanks ilffi 5A., Flexure Axis & Load Combination Mu Which Tension , As Reqd Gym. As Actual As Phi'Mn Status k-ft Side? Bot or Top? lnA2 inA2 in 2 k-ft X-X. +1.20D+1.60S40.50W+1.60H 0.0550 -Z Bottom 0.1944 Min Temp% 0.310 20.607 OK X-X. +1.20D40.5OLr0.50L+W+1.60H 0.0550 +Z Bottom 0.1944 Min Temp % 0.310 20.607 OK X-X. +1.20D40,50Lr40.50L+W+1.60H 0.0550 -Z Bottom 0.1944 Min Temp % 0.310 20.607 OK X-X. +1.20D40.50L40.50S+W+1.60H 0.0550 +Z Bottom 0.1944 Min Temo % 0.310 20.607 OK X-X. +1.20D40.50L0.50S+W+1.60H 0.0550 -Z Bottom 0.1944 Min Temp % 0.310 20.607 OK X-X, +1.20D40.50L'+0.20S+E+1.60H 0.0550 +Z Bottom 0.1944 Min TemD% 0.310 20.607 01< X-X. +1.20D+0,50L0.20S4€+1.60H 0.0550 -Z Bottom 0.1944 Min Temp % 0.310 20.607 OK X-X. 40.903+W40.90H 0.04125 +Z Bottom 0.1944 Min Temp % 0.310 20.607 01< U. 40.90D+W'+0.90H 0.04125 -Z Bottom 0.1944 Min Temp % 0.310 20.607 01< X-X. 40.900-fE40.90H 0.04125 +Z Bottom 0.1944 Min Temp % 0.310 20.607 OK X-X.90.900+€40,90H 0.04125 -Z Bottom 0.1944 Min Temo% 0.310 20.607 01< Z-Z. +1.400+1.60H 1.618 -X Bottom 0.1944 Min Temp% 0.310 20.607 OK Z-Z. +1,4QD+1Q 1.618 +)( Bottom 0.1944 Mm Two % 0.310 20.607 OK Z-Z. +1.20O+,50Lr+1,60L+1.60H 1.387 -X Bottom 0.1944 Min Temo % 0.310 20.607 OK Z-Z. +1.20040.50Lr+1.60L+1 .60H 1.387 +X Bottom 0.1944 Min TemP % " 0.310 20.607 OK Z-Z. +1.201)+1.60L40.505-..1,60H 1.387 -X Bottom 0,1944 Min Temo % 0.310 20.607 OK Z-Z. +1.20D+1.60L40.50S+1.60H 1.387 +X Bottom 0.1944 Min Temp % 0.310 20.607 OK Z-Z. +1.20D+1.60Lr+0.50L+160H 1.387 -X Bottom 0,1944 Min Temo% 0.310 20.607 OK Z-Z. +1.20D+1.60Lr+0.50L+1.60H 1,387 +X Bottom 0.1944 Min Temp% 0.310 20.607 01< Z-Z. +1.20D+1.60Lr+0,50W+1.60H 1.387 -X Bottom 0.1944 Min Temo % 0.310 20.607 OK Z-Z, +1.20D+1.60Lr40.50W-.-1.60H 1.387 +X Bottom 0.1944 Min Temo% 0,310 20.607 OK Z-Z. +1.20D40.50L+1.60S-0.60H 1.387 -X Bottom 0.1944 Min Temp % 0.310 20.607 01< Z-Z, +1.200+0.50L+1.605+1.60H 1.387 +X Bottom 0.1944 Min Temo% 0.310 20.607 01< Z-Z, +1.200+1.60S40.50W+1.60H 1.387 -X Bottom 0.1944 Min Temp % 0.310 20.607 OK Z-Z ~1.200+1.60S+0.50W+1.60H 1.387 +)( Bottom 0.1944 Min Temp % 0.310 20.607 01< Z-Z. +1.20D40.50Lr+0,50L+W-.-1.60H 1.387 -X Bottom 0.1944 Min Temo % 0.310 20.607 OK Z-Z. +1.20.50Lr.50L+W+1.60H 1.387 +X Bottom 0.1944 Min Temp % 0.310 20.607 OK Z-Z. +1.20D40.50L40.50S+W+1.60H 1.387 -X Bottom 0.1944 Min Temp % 0.310 20.607 OK Z-Z. +1.20D+0,50L..43,505+W+1.60H 1.387 +X Bottom 0.1944 Min Temp % 0.310 20.607 OK Z-Z, +1.20D40.50L40.20S+E+1.60H 0.2866 -X Bottom 0.1944 'Min Temp % 0.310 20.607 OK Z-Z. +1.20D40.50L+0.205+E-'-1.60H 2.487 +X Bottom 0.1944 Min Temp% 0.310 20.607 OK Z-Z. +0.900+W+0.90H 1.040 -X Bottom 0.1944 Min TemP% 0.310 20.607 OK Z-Z +0.90D+W+0.90H 1.040 +X Bottom 0.1944 Min Temo% 0.310 20.607 OK Z-Z. +0.90D+Ei0,90H 0.06012 -X Top 0.1944 Min Two % 0.310 20.607 OK 244Q +X Bottom 0.1944 Min lemo% 0.310 20.607 OK o w Load Combination Vu @ -x Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu! Phi*Vn Status +1.400+1.60H ,2.593 psi 2.593 psi 0 psi 0 psI 2.593 psi 94.868 psi 0.02733 OK +1.200'+0.50Lr+1.60L+1.60H 2.222 DSI 2.222 osi 0 DSI 0 psi 2.222 psi 94.868 psi 0.02342 OK +1,200+1,60L40,50S+1.60H 2.222 psi 2.222 psi 0 psm 0 psi 2.222 psi 94.868 osl 0,02342 OK +1,200+1.601j4O,50L+1.60H 2.222 psi 2.222 Ds! 0 psi 0 psi 2.222osm 94.868 psi 0.02342 OK +1,200+1,60Lr40.50W+1,60H 2.222 psi 2.222 psi 0 osi 0 psi 2.222 psm 94.868 psi 0.02342 OK +1.200+0.50L+1.60S+1.60H 2.222 psi 2.222 psi 0 psi 0 osl 2.222 psi 94.868 psi 0.02342 OK +1,200+1,60540,50W+1.60H 2.222 psi 2.222 psi 0 psi 0 psi 2.222 osm .94.868 psi 0.02342 OK +1,200+0,50Lr40,50L+W+1,60H 2,222 psi 2.222 psi 0 psi 0 psi 2.222 psi 94.868 psi 0.02342 OK +1.200+0.50L+0.50S+W+1.60H 2.222 psi 2.222 psi 0 psi 0 psi 2.222 psi 94.868 psi 0.02342 OK +1.200+0.50L4.20S+E+1.60H 2.222 psi 2.222 psi 0 psi 0 psi 2,222 psi 94.868 psi 0.02342 OK 40.90D+W40.90H 1.667 psi 1.667 psi 0 psi 0 psi 1.667 psi 94.868 psi 0.01757 OK 40.90Q+E.90l1...167 psi . 1.667 psi 0 psi 0 psi 1,667 psi 94.868 psi 0.01757 OK All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.400+1,60H 3.845 psi 121.517osi 0.03164 OK +1.200.0,50Lr+1.60L+1.60H 3.296 psi 121.517psi 0.02712 OK +1.20DA.601-.5OS+1.601-1 3.296 psi 121.517psi 0.02712 OK +1.20D+1,6Otj4Q,50L+1.60H 3.296 psi 121.517psi 0.02712 OK +1.20D+1.60Lr40.50W+1,60H 3.296 psi 121 .517psi 0.02712 OK +1.20D40,50L+1,605+1,60H 3.296 psm 121.517psi 0.02712 01< +1.200+1.605.0.50W+1.60H 3.296 psi 121.517 psi 0.02712 OK +1,20D*,5OLr.,50L+W+160H 3.296 psi 121.517psi 0.02712 OK +1.20D+0.50L-.50S+W+1.60H 3.296 psi 121.517psm 0.02712 OK +1.20D#0,50L.0,20S+€+1,60H 3.296 psi 121.517psi 0.02712 OK Project ID: Sun Structural Engineering, Inc. ' 2091 Las Palmas Drive Suite# D and then using the Printing & Title Block" selection. Project Title: Engineer: Project Descr: K@ jLW All units k Load Combination... Vu PhiVn Vu! Phi*Vn Status 40.900+W40.90H - 2.472 osi 121 .517os1 0.02034 OK -0.90D*E40.90H 2.472 osi 121.517 Dsi 0.02034 OK LIMITED GEOTECHNICAL EVALUATION WATER TANK FOUNDATION CARLSBAD ALKALINE WATER i?1Ls BfrDi UtEVA RO) CAR LSBAD, SN DIEGO COUNTYQAIFORNIA.92O( DA m AT ER C/O KARNAK PLANNING AND DESIGN 614 CALLE VICENTE SAN CLEMENTE, CALIFORNIA 92573 W.O. 7105-A-SC OCTOBER 28, 2016 O,Ac-.o 0—to I (o r xcr Geotechnical. Geologic. Coastal • Environmental 5741 Palmer Way • Carlsbad, California 92010 • (760) 438-3155 • FAX (760) 931-0915 • www.geosoilsinc.com October 28, 2016 W.O. 7105-A-SC Carlsbad Alkaline Water do Karnak Planning and Design 614 Calle Vicente San Clemente, California 92573 Attention: Mr. Robert Richardson Subject: Limited Geotechnical Evaluation, Water Tank Foundation, Carlsbad Alkaline Water, 2802 Carlsbad Boulevard, Carlsbad, San Diego County, California 92008, Assessor's Parcel Number (APN) 203-173-01 Dear Mr. Richardson: In accordance with your request and Mr. Ludvik Grigoris's authorization, GeoSoils, Inc. (GSl) has performed a limited geotechnical evaluation of the existing water storage tank foundation at the subject property. The principle focus of this study was to obtain data relative to the construction characteristics and suitability of the existing foundation currently supporting four (4), approximately 10-foot diameter by 20-foot high water storage tanks. Based on communication with you, it is our understanding that the aforementioned foundation and tanks were constructed several years ago without a permit from the City of Carlsbad (City). Further, there were no observations and testing services provided by geotechnical and construction materials testing firms during their construction. Lastly, we understand that the property owner is seeking after-the-fact approval from the City. SITE DESCRIPTION The study site consists of an approximately 575 square foot area, near the southwesterly property corner of 2802 Carlsbad Boulevard, Carlsbad, San Diego County, California 92008 (see Figure 1, Site Location Map). The site area currently contains four (4), approximately 10-foot diameter by 20-foot high stainless steel water storage tanks resting on relatively level to very gently sloping concrete slabs-on-grade. According to the 20-scale site plan prepared by Karnak Planning and Design ([KP&D], 2016), the elevation of the study site is approximately 58 feet (unknown survey datum). The concrete slabs-on-grade, supporting the water storage tanks are immediately bounded by free-standing masonry walls to the north and south, by gravel-covered yard area to the east, and by gravel-covered yard area and thence a free-standing rock and mortar wall to the west. Site drainage appears to be accommodated by sheet-flow runoff, directed to the east where it is collected by approximately 4-inch diameter drop inlets. GSI understands TIM VIP AW Base Map: TQPO! @ ©2003 National Geographic, U.S.G.S. San Luis Rey Quadrangle, California -- San Diego Co., 7.5 Minute, dated 1997, current, 1999. case Map: uoogie Maps, i.opyngnr ZU1b ioogie, Map uata uopyngnt zu1 b uoogle This map is copyrighted by Google 2016. it is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. All rights reserved. W.O. 7105-A-SC 4 SITE LOCATION MAP NJ Figure 1 that the existing concrete slab-on-grade foundation, supporting the water storage tanks, consists of three (3) generations of construction, with the middle concrete slab, supporting the westerly two (2) tanks, being constructed first. Two (2) additional concrete slabs-on-grade were then constructed along the northerly and southerly sides of this slab. The final phase of construction included the concrete slab supporting the easterly water storage tanks. FIELD EXPLORATION On September 22, 2016, GSI conducted a field study at the subject site. This included coring through the concrete slab-on-grades in four (4) different locations selected by Sun Structural Engineering (Project Structural Engineer) and at one (1) additional location per the request of Mr. Grigoris. Subsequent to coring, a GSI geologist advanced a shallow hand-auger boring into the underlying soils at the four (4) locations requested by the project structural engineer. The slab cores were photo-documented and the hand-auger borings were logged by a geologist of this firm. Samples of the earth materials encountered in the borings were collected for laboratory testing. The logs of the hand-auger borings are presented in Appendix B. The approximate location of the slab cores/hand-auger borings are shown on Figure 2, which uses KP&D (2016) as a base. SITE GEOLOGIC CONDITIONS Regional Geologic Setting The subject property lies within the coastal plain physiographic section of San Diego County. The entire County of San Diego is located within a prominent geomorphic province of southern California known as the Peninsular Ranges. The coastal plain physiographic section consists of dissected, mesa-like terraces that transition inland to rolling hills. The encompassing Peninsular Ranges are characterized as elongated mountain ranges and valleys that trend northwesterly (Norris and Webb, 1990). This geomorphic province extends from the base of the east-west aligned Santa Monica - San Gabriel Mountains, and continues south into Baja California. The mountain ranges within this province are underlain by basement rocks consisting of pre-Cretaceous metasedimentary rocks, Jurassic metavolcanic rocks, and Cretaceous plutonic (granitic) rocks. In the Southern California region, deposition occurred during the Cretaceous Period and Cenozoic Era in the continental margin of a forearc basin. Sediments, derived from Cretaceous-age plutonic rocks and Jurassic-age volcanic rocks, were deposited during the Tertiary Period (Eocene-age) into the narrow, steep, coastal plain and continental margin of the basin. These rocks have been uplifted, eroded, and deeply incised. During early Pleistocene time, a broad coastal plain was developed from the deposition of marine terrace deposits. During mid to late Pleistocene time, this plain was uplifted, eroded and Carlsbad Alkaline Water W.O. 7105-A-SC 2802 Carlsbad Boulevard, Carlsbad October 28, 2016 File: e:\wpl2\7100\7105a.Ige GeoSoils, Inc. Page 3 Dfu& 'p ir .. 41 WE &1MUJII II II - S HA-4/ Core •4 '311t2° Ito W It - 91, "-1 3'r HA .2 I I Core No.2 <1 SLAB AREA / II 11 II q #2A ammi L6-21W. (( ... eIIe SLAB AREA 3 HA -3/Core No. 3— (Upper & Lower)un are No. 3A— SLAB AREA #1' #4TU (U er & L aid itom PP ower) / / I/ 1/1 I Qop - L L HA-1 / A6 AREA Tsa, Core No. I 12 Core No5, 1111-3" ltize df ImbWtWok lbraftion 13 4-trn fame df cuibtb 11aiè Site Main Level Plastic II -J /4 S1EP1N1L!ES W11flBR r RELOfl8D Z41 (N — a 47 / 4- r=1olou GSI LEGEND AN - ARTIFICIAL FILL - UNDOCUMENTED Qo - QUATERNARY OLD PARALIC DEPOSITS, CIRCLED WERE BURIED Tsa - TERTIARY SAN 17AGO FORMATION, CIRCLED WERE BURIED HA-4/ Core No.4 - APPROXIMATE LOCATION OF HAND—AUGER BORING 0 /CONCRETE SLAB CORE GRAPHIC SCALE 10 0 5 10 20 I I I 1'= 10' ALL LOCATIONS ARE APPROXIMATE This document or efile is not a part of the Construction Documents and should not be relied upon as being an accurate depiction of design. incised. Alluvial deposits have since filled the lower valleys, and young marine sediments are currently being deposited/eroded within coastal and beach areas. Regional geologic mapping by Kennedy and Tan (2007) indicate the site is underlain by Quaternary-age old paralic deposits (formerly termed "terrace deposits" on older geologic maps), which is considered bedrock, or formational soil, at the site. Older sedimentary rocks belonging to the Eocene-age Santiago Formation underlie the old paralic deposits. Site Geologic Units The geologic units encountered during our field work consist of undocumented artificial fill, Quaternary colluvium (topsoil), and old paralic deposits (weathered and unweathered). Although not encountered during this study, the Eocene-age Santiago Formation was encountered below the old paralic deposits during a previous evaluation of the adjacent easterly property. These earth materials are further described below from the youngest to the oldest. Their distribution across the study area is shown on Figure 2 (Boring Location Map). Artificial Fill - Undocumented (Map Symbol - Afu) Undocumented artificial fill underlies the existing 71/2 to 171/2-inch thick concrete slabs-on-grade, supporting the water storage tanks. The fill consists of dark brownish gray, dark grayish brown, and light grayish brown poorly and well graded sand with local traces of silt and gravel; and brown and dark gray silty sand. Fill soils were generally dry to wet, and very loose to loose. The fill soils contained organic materials, locally. Field measurements indicate that the existing fill extends to depths on the order of 24 to 33 inches below the top of the concrete slabs-on-grade. Quaternary Colluvium (Not Mapped) With the exception of Hand-Auger HA-2, Quaternary colluvium was observed directly underlying the fill, and extended to depths of approximately 30 and 44 inches below the top of the concrete slabs-on-grade. As observed, the colluvium consisted of dark brownish gray and dark grayish brown poorly graded sand that was dry to damp, and very loose to loose. The colluvium contained organic materials and locally, trace silt. Quaternary Old Paralic Deposits (Map Symbol - Qop) Quaternary old paralic deposits were observed beneath surficial fills and colluvium in all hand-auger borings at depths ranging between approximately 30 and 44 inches below the top of the existing concrete slabs-on-grade. As observed, the upper approximately 5 to 18 inches of these deposits were weathered, and consisted of dark yellowish brown poorly graded sand that was generally dry to damp and loose to medium dense. Unweathered old paralic deposits were encountered at. approximately 41 to 49 inches below the top of the concrete slabs-on-grade, and consisted of reddish yellow and dark yellowish brown Carlsbad Alkaline Water W.O. 7105-A-SC 2802 Carlsbad Boulevard, Carlsbad October 28, 2016 File: e:\wpl2\7100\7105a.lge GeoSoils, Inc. Page 5 poorly graded sand with local traces of silt. Unweathered old paralic deposits were generally damp to moist, and medium dense to dense. Tertiary Santiago Formation Sedimentary bedrock, belonging to. the Tertiary Santiago Formation, was previously encountered beneath the old paralic deposits in borings, advanced within the adjoining easterly property. As observed in those borings, the Santiago Formation generally consisted of light gray silty sandstone with interbeds of light olive brown and greenish gray sandy claystone, and light brown and light olive brown clayey sandstone. The Santiago Formation was moist to wet and dense to very dense/hard. Based on the subsurface data obtained from the study performed on the adjoining easterly property, GSI estimates that the Santiago Formation occurs at depths greater than 30 feet below the top of the existing concrete slabs-on-grade. EXISTING WATER STORAGE TANK FOUNDATION As previously reported, the existing water storage tank consists of three generations of concrete slabs-on-grade. These are referred to hereinafter as Slab Areas 1, 2A, and 2B, and 3 (see Figure 2, Boring Location Map). Per the direction of the project structural engineer, GSI had each slab area cored to evaluate their thickness, steel reinforcement, and compressive strength. Compression testing of the core samples is discussed in the "Laboratory Testing" section of this report. GSI also performed a pachometer survey to evaluate the spacing, size, and depth of steel reinforcing bars in the concrete slabs-on-grade. Slab Area 1 Observations of the concrete cores collected at Slab Area 1 indicate that this slab consists of approximately 4 inches of concrete placed atop an older concrete slab that was approximately 31/2 inches thick. Steel reinforcing bars were not observed in the core samples. During our pachometer survey of the upper slab, equipment readings did not readily detect the presence of metallic objects within this slab. Thus, given the lack of steel reinforcing bars in the core samples and absence of magnetic objects, within the upper slab, GSI concludes that it is unlikely this slab contains steel reinforcing bars. Both the upper and lower cores primarily contained fine aggregate (i.e., approximately 1/8 inch or less in dimension). However, they did contain some aggregate particles up to approximately 3/4 inch in dimension. A roughly east-west trending crack was observed running through the entire width of the concrete slab, near its approximate center. The crack exhibited a maximum horizontal separation of approximately 716-inch and local minor amounts of vertical separation. Another smaller east-west trending crack was also observed just to the south of the aforementioned crack. Carlsbad Alkaline Water W.O. 7105-A-SC 2802 Carlsbad Boulevard, Carlsbad October 28, 2016 Fi1e:e:\wp12\7100\7105a.Ige GeoSoils, Inc. Page 6 Slab Area 2A The concrete core collected from Slab Area 2A was approximately 171/2 inches thick and contained one (1) No. 4 steel reinforcing bar positioned approximately 81/2 inches below the top of the slab. The pachometer survey of this slab suggested possible steel reinforcing bars arranged at approximately 16 inches in roughly two perpendicular directions. The concrete core sample generally exposed concrete consisting of fine aggregate with no aggregate particles greater than about ½ inch in dimension. / Slab Area 213 Two concrete cores were collected from Slab Area 213, near its southwesterly and southeasterly corners. The thickness of the core collected near the southwesterly corner of this slab was approximately 121/2 inches. The thickness of the core collected near the southeasterly corner of this slab was approximately 12% inches. GSI observed two side by side No. 4 steel reinforcing bars in the core collected near the southwesterly corner of this slab. The reinforcing bars in this core were positioned approximately 5 inches below the top-of-slab. Steel reinforcing bars were not observed in the core collected near the southeasterly corner of this slab. Due to the very limited area of the exposed slab, we were unable to obtain reliable readings with the pachometer. Therefore, the pattern of steel reinforcing bars beyond the core sample, collected near the southwesterly corner of the slab, is unknown, and may be similar to the pattern observed in the core sample. The concrete core sample generally exposed concrete consisting of fine aggregate with no aggregate particles greater than about ½ inch in dimension. SIih Arci The collected concrete core sample from this slab was approximately 121/8 inches thick and contained two (2), No.6 steel reinforcing bars arranged nearly perpendicular to each other. The upper reinforcing bar was positioned approximately 8 inches below the top-of-slab. The lower reinforcing bar was positioned approximately 8% inches below the top-of-slab. The slab core generally exposed concrete consisting of a mixture of fine and coarse (i.e., greater than approximately 1/8 inch or less in dimension) aggregates. The pachometer survey of this slab suggested north-south trending steel reinforcing bars positioned at approximately 12 inches on-center and east-west trending steel reinforcing bars arranged at approximately 10 inches on-center. LABORATORY TESTING General Laboratory testing was performed on representative onsite earth materials and concrete slab cores in order to evaluate their physical characteristics. The test procedures utilized and laboratory results obtained are presented below: Carlsbad Alkaline Water W.O. 7105-A-SC 2802 Carlsbad Boulevard, Carlsbad October 28, 2016 Fi1e:e:\wp12\7100\7105a.Ige GeoSoils, Inc. Page 7 Classification Soils were classified visually according to the Unified Soils Classification System (Sowers and Sowers, 1979). The soil classifications are shown on the Hand-Auger Boring Logs in Appendix B. Moisture-Density Relations The field moisture contents and dry unit weights were determined for selected, relatively undisturbed samples in the laboratory in general accordance with ASTM D 2937. The dry unit weight was determined in pounds per cubic foot (pcf), and the field moisture content was determined as a percentage of the dry unit weight. The results of these tests are indicated on the Hand-Auger Boring Logs in Appendix B. Laboratory Standard/Relative Compaction The maximum dry density and optimum moisture content was determined for a representative, composite soil sample. The laboratory standard utilized wasASTM D1557. The moisture-density relationship obtained for this soil is shown below: SAMPLE LOCATION MAXIMUM DRY OPTIMUM MOISTURE SOIL TYPE AND bErH(iN) DENSITY (PCF) I ONTENT(%) HA-1 @ 121/2-61 and Dark Brown, Silty Sand 129.5 10.0 HA-3 @ 171/2-60 Expansion Index A representative sample of site soils was evaluated for expansion potential. Expansion Index (El.) testing and expansion potential classification was performed in general accordance with ASTM Standard D 4829, the results of the expansion testing are presented in the following table. SAMPLE LOCATION EXPANSION INDEX EXPANSION POTENTIAL HA-3 @ 131/2-61 <5 Very Low Carlsbad Alkaline Water W.O. 7105-A-SC 2802 Carlsbad Boulevard, Carlsbad October 28, 2016 File: e:\p12\71O0\71O5a.lge GeoSoils, Inc. Page 8 Corrosivity (Saturated Resistivity, pH, Soluble Sulfates, and Soluble Chlorides GSI conducted sampling of onsite earth materials for general soil corrosivity and soluble sulfates, and chlorides testing. The testing included evaluation of soil pH, soluble sulfates, chlorides, and saturated resistivity. Test results are presented in Appendix C and the following table: SAMPLE LOCATION SATURATED SOLUBLE SOLUBLE AND DEPTH (Fr) pH RESISTIVITY SULFATES CHLORIDES (ohm-cm) (% by weight) (ppm) HA-3 9 131/2-61 6.94 3,700 0.0072 28 Corrosion Summary The laboratory test indicates that the tested sample of the onsite soils is neutral with respect to soil acidity/alkalinity; is moderately corrosive to exposed, buried metals when saturated; presents negligible ("not applicable" per Table 4.2.1 of American Concrete Institute [ACI] 318-11 [ACI, 2011]) sulfate exposure to concrete; and has relatively low, but not negligible concentrations of soluble chlorides. It should be noted that GSI does not consult in the field of corrosion engineering. Thus, the client and project structural engineer should agree on the level of corrosion protection required for the project and seek consultation from a qualified corrosion consultant as warranted. Local practice recognizes the potential for chlorides in near-shore soils. Thus, the use of corrosion protection on steel reinforcing bars or other metals in contact with the onsite soils should be considered. Concrete Compressive Strength Selected concrete cores were tested in the laboratory to evaluate the compressive strength of the concrete. Testing was performed in general accordance with ASTM C 39. The test results are presented in the following table: SAMPLE LOCATION COMPRESSIVE STRENGTH (POUNDS PER SQUARE INCH [PSI]) Core No. 1 @ HA-1 3,390 Core No. 2 @ HA-2 4,770 Core No. 4 @ HA-4 4,890 Carlsbad Alkaline Water . W.O. 7105-A-SC 2802 Carlsbad Boulevard, Carlsbad October 28, 2016 File:e:\wpl 2\71 00\7105a.Ige GeoSoils, Inc. - Page 9 FINDINGS The most significant findings obtained from our field studies, and laboratory testing of collected soil and core samples are listed below: The existing water storage tank foundation consists of at least three to perhaps four different concrete slabs-on-grade of variable thickness, reinforcement, and composition. The existing water storage tank foundation is underlain by very loose to loose undocumented fill placed above potentially compressible natural soils (i.e., colluvium and weathered old paralic deposits). Thus, it does not appear that remedial earthwork was performed prior to foundation construction. Slab Area 1 exhibits minor cracking with some vertical separation. This may be the product of settlement, a lack of steel reinforcement, or a combination of the two. Concrete compression testing on selected concrete core samples indicates that the concrete used in the existing water storage tank slabs-on-grade has compressive strengths ranging between 3,390 and 4,890 psi. PRELIMINARY CONCLUSIONS Our preliminary findings were discussed with representatives of Karnak Planning and Design (Project Architect) and Sun Engineering (Project Architect) during a September 29, 2016 meeting. During that meeting, it was concluded that the existing water storage tank foundation was unsuitable to remain the primary support of the tanks. Mitigation, including anchoring the tanks to steel plates connected to helical piers and reconstruction of the tank foundation, were discussed. Based on communication with a representative of Karnak Planning and Design, GSI understands that the owner is requiring the construction of a newtank foundation, easterly of the existing foundation (see Figure 2) in order to avoid removing and reconstructing site walls in close proximity to the existing water storage tank foundation. PRELIMINARY RECOMMENDATIONS The following recommendations should be incorporated into the design and construction of the new water storage tank foundation. Carlsbad Alkaline Water W.O. 7105-A-SC 2802 Carlsbad Boulevard, Carlsbad October 28, 2016 File: e:\wpl2\7100\7105a.Ige GeoSoils, Inc. Page 10 Remedial Earthwork General All earthwork should conform to the guidelines presented in Appendix Chapter "J" of the 2013 California Building Code ([2013 CBC], California Building Standards Commission [CBSC], 2013), the requirements of the City of Carlsbad, and the General Earthwork and Grading Guidelines presented in Appendix D, except where specifically superceded in the text of this report. Prior to earthwork, a GSI representative should be present at the preconstruction meeting to provide additional earthwork guidelines, if needed, and review the earthwork schedule. This office should be. notified in advance of any fill placement, supplemental regrading of the site, or backfilling underground utilitytrenches and retaining walls after rough earthwork has been completed. This includes grading for pavements and hardscape. During earthwork construction, all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GSI. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and, if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act (OSHA), and the Construction Safety Act should be met. It is the onsite general contractor and individual subcontractors responsibility to provide a save working environment for our field staff who are onsite. GSI does not consult in the area of safety engineering. Demolition/Grubbing Vegetation, existing hardscape, and any miscellaneous debris should be removed from the areas to receive remedial earthwork. Any existing subsurface structures uncovered during the recommended remedial earthwork should be observed by GSI so that appropriate remedial recommendations can be provided. Cavities or loose soils remaining after demolition and site clearance should be cleaned out and observed by the geotechnical consultant. The cavities should be replaced with a 2- to 3-sack sand-cement slurry or fill materials that have been moisture conditioned to at least optimum moisture content and compacted to at least 95 percent of the laboratory standard (ASTM D 1557). Onsite septic systems (if encountered) should be removed in accordance with San Diego County Department of Environmental Health (DEH) standards/guidelines. Carlsbad Alkaline Water W.O. 7105-A-SC 2802 Carlsbad Boulevard, Carlsbad - . October 28, 2016 File:e:\wp12\7100\7105a.lge . GeoSoils, Inc. Page 11 5. Any existing, abandoned wells, located in the area of work, should be destroyed in accordance with DEH standards/guidelines. Remedial Excavation In orderto provide uniform supportofthe new water storage tank foundation, all potentially compressible undocumented fill, colluvium, and weathered old paralic deposits should be removed to expose unweathered old paralic deposits. Based on the available data, unweathered old paralic deposits are anticipated to occur at depths on the order of 41 to 49 inches below the existing grade. However, they may occur deeper, locally. If located shallower than 5 feet (60 inches) from the tank foundation subgrade, the unweathered old paralic deposits should be overexcavated to a depth of at least 5 feet below the tank foundation subgrade, such that a minimum 5-foot thick layer of compacted fill occurs beneath the tank building pad area. Remedial grading excavations should be completed to at least 5 feet outside the footprint of the new tank foundation, unless constrained by existing improvements that need to remain in serviceable use both during and following construction. Where remedial excavation is to occur below a 1:1 (horizontal:vertical [h:v]) plane projected down from the bottom outboard edge of existing improvements, alternating slot excavations should be used. The bottom the remedial excavation should be sloped toward the street or toward the deeper end of the excavation. Following completion, the bottoms of remedial excavations should be observed by a GSI representative and then lightly scarified, moisture conditioned to at least optimum moisture content, and then compacted to at least 95 percent of the laboratory standard (ASTM D 1557). Alternating Slot Excavations Remedial grading excavations extending below a 1:1 (h:v) plane down from the bottom, outboard edge of any existing improvement to remain in serviceable use or property lines should be performed in alternating (A, B, and C) slots. Slot excavations should be a maximum of 6 feet in width. Multiple slots may be simultaneously excavated provided that open slots are separated by at least 6 feet of approved engineered fill or undisturbed soils. Perimeter Conditions On a preliminary basis, any portion of the tank foundation, located within approximately 5 feet from the property lines or existing improvements to remain in serviceable use would require deepened foundations or additional reinforcement by means of ground improvement or specific structural design, if the aforementioned constraints do not allow for remedial grading to be performed below a 1:1 (h:v) plane projected down from the bottom outboard edge of the tank foundation. Otherwise, the tank foundation may be subject to deformation and associated distress and a reduced serviceable lifespan. This would require proper disclosure to all interested/affected parties should this condition exist at the conclusion of grading. Carlsbad Alkaline Water W.O. 7105-A-SC 2802 Carlsbad Boulevard, Carlsbad October 28, 2016 File: e:\wpl2\7100\7105a.lge GeoSoils, Inc. Page 12 Temporary Slopes Temporary slopes for excavations greater than 4 feet, but less than 20 feet in overall height should conform to CAL-OSHA and/or OSHA requirements for Type "B" soils. Temporary slopes should be constructed at gradients no steeper than 1:1 (h:v), or flatter, provided groundwater, seepage, or other adverse conditions are not exposed. Construction materials, soil stockpiles, and heavy equipment should not be stored and/or operated within 'H' of any temporary slope where 'H' equals the height of the temporary slope. All temporary slopes should be observed by a licensed engineering geologist and/or geotechnical engineer prior to worker entry into the excavation. Based on the exposed field conditions, inclining temporary slopes to flatter gradients or the use of shoring or alternating slot excavations may be necessary if adverse conditions are observed. Fill Placement The excavated onsite earth materials may be reused as compacted fill provided that major concentrations of organic materials have been removed prior to placement. Fill materials including any import should be moisture conditioned and mixed to achieve at least optimum moisture content, throughout, placed in relatively thin lifts, and mechanically compacted to achieve aminimum relative compaction of 95 percent of the laboratory standard (ASTM D 1557). Fill materials should be very low expansive (E.l. = 20 or less) with a plasticity index (P.1.) of 14 or less. Fill placement should be observed and selectively tested by the geotechnical consultant. Import Fill Materials Fill materials should be very low expansive (E.l. = 20 or less) with a plasticity index (P.1.) of 14 or less. The geotechnical consultant should review any environmental studies pertaining to the import source site and evaluate, through testing, the compatibility with the onsite soils. The use of subdrains at the bottom of the fill cap may be necessary, and may be subsequently recommended based on compatibility with onsite soils. At least five (5) business days of lead time is recommended for all import submittals. No import should be delivered to the site without approval from the geotechnical consultant. Excavation Observation and Monitoring (All Excavations) When excavations are made adjacent to an existing improvement (i.e., utility, wall, road, building, etc.) there is a risk of some damage even if a well designed system of excavation is planned and executed. We recommend, therefore, that a systematic program of observations be made before, during, and after construction to determine the effects (if any) of construction on existing improvements. This may include field surveys, photo-documentation, video recordings, and crack monitoring. Carlsbad Alkaline Water W.O. 7105-A-SC 2802 Carlsbad Boulevard, Carlsbad October 28, 2016 File: e:\wpl2\7100\7105a.lge GeoSoils, Inc. Page 13 We believe that this is necessary for two reasons: First, if excessive movements (i.e., more than ½ inch) are detected early enough, remedial measures can be taken which could possibly prevent serious damage to existing improvements. Second, the responsibility for damage to the existing improvement can be determined more equitably if the cause and extent of the damage can be determined more precisely. Monitoring should include the measurement of any horizontal and vertical movements of the existing structures/improvements. Locations and type of the monitoring devices should be selected priorto the start of construction. The program of monitoring should be agreed upon between the project team, the site surveyor and the Geotechnical Engineer-of-Record, prior to excavation. Reference points on existing walls, buildings, and other settlement-sensitive improvements. These points should be placed as low as possible on the wall and building adjacent to the excavation. Exact locations may be dictated by critical points, such as bearing walls or columns for buildings; and surface points on roadways or curbs near the top of the excavation. For a survey monitoring system, an accuracy of a least 0.01 foot should be required. Reference points should be installed and read initially prior to excavation. The readings should continue until all construction below ground has been completed and the permanent backfill has been brought to final grade. The frequency of readings will depend upon the results of previous readings and the rate of construction. Weekly readings could be assumed throughout the duration of construction with daily readings during rapid excavation near the bottom of the excavation. The reading should be plotted by the Surveyor and then reviewed by the Geotechnical Engineer. In addition to the monitoring system, it would be prudent for the Geotechnical Engineer and the Contractor to make a complete inspection of the existing structures both before and after construction. The inspection should be directed toward detecting any signs of damage, particularly those caused by settlement. Notes should be made and pictures should be taken where necessary. Observation It is recommended that all excavations be observed by the Geologist and/or Geotechnical Engineer. Any fill which is placed should be approved, tested, and verified if used for engineered purposes. Should the observation reveal any unforseen hazard, the Geologist or Geotechnical Engineer will recommend treatment. Please inform GSI at least 24 hours prior to any required site observation. Carlsbad Alkaline Water W.O. 7105-A-SC 2802 Carlsbad Boulevard, Carlsbad October 28, 2016 File: e:\wpl2\7100\7105a.Ige GeoSoils, Inc. Page 14 New Water Storage Tank Foundation Design Mat Foundations Owing to the potential for the tank foundation to receive eccentric loading conditions from storage tanks containing differing water levels and because existing improvements and property lines have the potential to constrain the recommended lateral extent of remedial grading, a mat foundation is considered favorable foundation support. A mat foundation may consist of either reinforced uniform thickness foundation (UTF) slabs with turned down edges or may incorporate interconnected, interior stiffening beams. The latter is commonly referred to as a "waffle slab." The UTF approach is typically preferred by under-slab utility installers in order to reduce penetrations through the interior beams. UTF may be used in the mat design if the structural consultant can demonstrate that the alternative is equivalent to the recommended waffle slab/footings. The structural engineer may supersede the following recommendations based on the planned building loads and use. WRI (Wire Reinforcement Institute, 1996) methodologies for design may be used. Reinforcement bar sizing and spacing for mat slab foundations should be provided by the structural engineer. The parameters herein may require modification to mitigate the effects of the estimated total and differential settlements reported herein. Mat Foundation Design The design of mat foundations should incorporate the vertical modulus of subgrade reaction (Ks). This value is a unit value for a 1-foot square footing and should be reduced in accordance with thefollowing equation when used with the design of larger foundations. This is assumes that the tank foundation subgrade soils will consist of a minimum 5-foot thick layer of engineered fill, compacted to at least 95 percent of the laboratory standard (ASTM D 1557), overlying dense, non-saturated unweathered old paralic deposits. K=Kj1 2 L2B where: Ks = unit subgrade modulus KR = reduced subgrade modulus B = minimum or smallest foundation width of the mat (in feet) Mat Foundation Vertical Bearing For a matfoundation bearing uniformly on engineered fill, compacted to at least 95 percent of the laboratory standard (ASTM D 1557), overlying dense, non-saturated unweathered old paralic deposits, a maximum allowable vertical net bearing capacity of 2,000 psf is Carlsbad Alkaline Water 2802 Carlsbad Boulevard, Carlsbad File:e:\wpl2\7100\7105a.Ige GeoSoils, Inc. W.O. 7105-A-SC October 28, 2016 Page 15 recommended. This value may be increased by one-third for short-term loads including wind or seismic and include a factor-of-safety of 3.0 for bearing capacity.. The structural mat foundation slab should have a double mat of steel (minimum No. 5 reinforcing bars located at 12 inches on center each way, top and bottom). The thickness of the mat foundation slab should be defined by the structural consultant but not be less than 8 inches thick. Non-UTF mat foundations should incorporate an edge footing that is at least 12 inches wide and minimally extends 18 inches below the lowest adjacent grade into approved engineered fill. UTF mat embedment should beat least 18 inches below the lowest adjacent grade into approved engineered fill. Deeper perimeter beams may be necessary to avoid surcharging the adjacent retaining wall(s). The need and arrangement of grade beams will be in accordance with the structural consultant's recommendations. Mat Foundation Lateral and Frictional Resistance Provided that remedial grading can be performed to at least 5 feet outside the perimeter of the tank foundation, mat foundations may use passive earth pressure for level conditions in recompacted fill (engineered fill), computed as an equivalent fluid pressure having a density of 250 pounds per cubic foot (pcf) per foot of embedment, to a maximum lateral earth pressure of 2,500 psf. If existing improvements or property lines do not allow for the recommended lateral extent of remedial earthwork, the lateral bearing pressure and passive resistance should be reduced proportionally with the reduction of the lateral extent of remedial grading to a minimum value of 150 pcf and a maximum lateral earth pressure of 1,500 psf. In other words, if remedial grading can only be completed 4 feet outside the perimeter of the tank foundation, the percentage of lateral remedial grading would be reduced by 20 percent; and thus, the passive resistance should be reduced by 20 percent from the maximum value of 250 pcf and a maximum lateral earth pressure of 2,500 psf. 2. An allowable coefficient of friction between soil and concrete of 0.35 may be used with the dead load forces. Subgrade Modulus and Effective Plasticity for Mat Foundation Design The modulus of subgrade reaction (Ks) and effective plasticity index (P].) to be used in mat foundation design (ACI 318-11 or WRI [1996]) for very low expansive nature of the onsite soils are presented in the following table. Carlsbad Alkaline Water W.O. 7105-A-SC 2802 Carlsbad Boulevard, Carlsbad October 28, 2016 File:e:\wp12\7100\7105a.Ige GeoSoils, Inc. Page 16 MODULUS OFSUBGRADEREACTiON (Ky. I . EFFECTIVE PLASTICITY INDEX 100 pci/inch I 14 * - K5 for very low to low expansive fill compacted to at least 95 percent of the laboratory standard (ASTM D 1557) Tank Foundation Settlement Settlement of the foundation system is expected to occur on initial application of loading. The maximum total settlement is expected to be on the order of 2 inches and occur below the tank foundation. Differential settlement is not expected to exceed 1 inch between similar elements. Dynamic or seismic-induced settlement of the relatively thin engineered fill soils overlying unweathered old paralic deposits is not anticipated to exceed 1/4 inch differential across the tank foundation. Proper seismic design of the tanks should be performed in accordance with the 2013 CBC (CBSC, 2013), American Water Works Association (AWWA), and San Diego County Water Authority (SDCWA) guidelines, as applicable. Seismic Shaking Parameters Based on the site conditions, the following table summarizes the site-specific design criteria obtained from the 2013 CBC (CBSC, 2013), Chapter 16 Structural Design, Section 1613, Earthquake Loads. The computer program "U.S. Seismic Design Maps, provided by the United States Geological Survey (http://geohazards.usgs.gov/ designmaps/us/application.php) was utilized for design. The short spectral response utilizes a period of 0.2 seconds. Based on the subsurface data acquired during our field exploration and the regional geologic setting, GSI estimates that Site Class "D" conditions are appropriate for the proposed new tank site. 2013 CBC SEISMIC DESIGN PARAMETERS PARAMETER VALUE 2013 CBC AND/OR REFERENCE Site class D Section 1613.3.2/ASCE 7-10 (Chapter 20) Spectral Response -(0.2 sec), Ss 1.164 g Figure 1613.3.1(1) Spectral Response -(1 sec), S 0.446 g Figure 1613.3.1 (2) Site Coefficient, Fa 1.034 Table 1613.3.3(1) Site Coefficient, F 1.554 Table1613.3.3(2) Maximum Considered Earthquake Spectral Response Acceleration (0.2 sec), 5MS . 1.204 g Section 1613.3.3 (Eqn 16-37) Carlsbad Alkaline Water W.O. 7105-A-SC 2802 Carlsbad Boulevard, Carlsbad October 28, 2016 File:e:\wpl2\7100\7105a.Ige GeoSoils, Inc. Page 17 2013 CBC SEISMIC DESIGN PARAMETERS PARAMETER VALUE I 2013 CBC AND/OR REFERENCE Maximum Considered Earthquake Spectral Section 1613.3.3 Response Acceleration (1 sec), 5M1 . 0.694 g (Eqn 16-38) 5% Damped Design Spectral Response 0.80 3 g Section 1613.3.4 Acceleration (0.2 sec), 5Ds (Eqn 16-39) 5% Damped Design Spectral Response 0.462 g Section 1613.3.4 Acceleration (1 sec), 5 (Eqn 16-40) Seismic Design Category D Section 1613.3.5/ASCE 7-10 (Table 11.6-1 or 11.6-2) PGAM 0.481 g ASCE 7-10 (Eqn 11.8.1) Conformance to the above criteria for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur in the event of a large earthquake. The primary goal of seismic design is to protect life, not to eliminate all damage, since such design may be economically prohibitive. Cumulative effects of seismic events are not addressed in the 2013 CBC (CBSC, 2013) and regular maintenance and repair following locally significant seismic events (i.e., M5.5) will likely be necessary, as is the case in all of southern California. Foundation Excavations Excavations for the new tank foundation should be observed by a GSI representative prior to placing steel reinforcement and concrete. Prior to placing concrete, the tank foundation excavations should be cleaned of all loose and/or deleterious debris, and be lightly moisture conditioned. Trench Backfill The excavated soils may generally be suitable as trench backfill provided they are screened of organic matter, and cobble-size rock constituents over 4 inches in diameter. Trench backfill should conform to criteria of the governing agency, which may supercede the criteria provided herein. Other Considerations/Recommendations Where the tank foundation is located within "H" of existing retaining walls (where "H" equal the height of the retaining wall), the tank foundation should extend below a 1:1 (h:v) plane projected up from the heel of the adjacent retaining wall footing so that the foundation does not surcharge the wall. Alternatively, the elevation of the tank foundation may be lowered below the aforementioned plane. In previous Carlsbad Alkaline Water - W.O. 7105-A-SC 2802 Carlsbad Boulevard, Carlsbad October 28, 2016 File:e:\wpl2\7100\7105a.Ige , GeoSoils, Inc. Page 18 design team correspondences, GSI suggested the use of a pre-fabricated concrete vault if the elevation of the tank foundation is to be lowered in lieu of deepened foundations. Some exploration is recommended either prior to, or during construction to evaluate potential surcharge conditions and the required depth of tank foundations should potential surcharge conditions exist. Although likely similar to those beneath the existing tank foundation footprint, GSl recommends that the subsurface conditions be evaluated within the footprint of the new tank foundation. This work could be performed prior to the start of construction. Based on the findings of this study, revised or supplemental recommendations may be provided. If not removed prior to earthwork construction, the existing walls near the perimeter of the new tank foundation footprint may receive damage by virtue of the remedial work recommended herein as well as during excavation for the new tank foundation. The potential for damage to the existing walls during construction should be acknowledged and accepted by the Client. From a geotechnical perspective, removing the existing walls, prior to earthwork construction, and incorporating the construction of new walls into proposed project would benefit the quality of construction and speed of installation. Retaining Wall Design Parameters General The following recommendations are provided if the project will include the demolition of the adjacent retaining walls and their subsequent replacement with new concrete masonry unit (CMU) or cast-in-place concrete retaining walls. Specialty retaining walls (i.e., crib, earthstone, geogrid, etc.) are not recommended due to their proximity to the new tank foundation and their flexible design. Conventional Retaining Walls The design parameters provided below assume that either very low, expansive soils (typically Class 2 permeable filter material or Class 3 aggregate base) or native onsite materials with an expansion index up to 20 are used to backfill any retaining wall. The type of backfill (i.e., select or native), should be specified by the wall designer, and clearly shown on the plans. As previously indicated, the onsite soils generally do not possess the properties of a select backfill. Thus, the walls should be either designed for the equivalent fluid pressures, recommended herein for native backfill, or receive select import backfill. The decision to design the wall for native backfill conditions or to import select backfill should be based on a cost versus benefit evaluation. Carlsbad Alkaline Water W.O. 7105-A-SC 2802 Carlsbad Boulevard, Carlsbad October 28, 2016 Fi1e:e:\wp12\7100\7105a.Ige GeoSoils, Inc. Page 19 Although not anticipated at this time, building walls, below grade, should be water-proofed. Waterproofing should also be provided for site retaining walls in order to reduce the potential for efflorescence staining. Preliminary Retaining Wall Foundation Design Preliminary foundation design for retaining walls should incorporate the following recommendations: Minimum Footing Embedment - 18 inches below the lowest adjacent grade (excluding landscape layer [upper 6 inches]). Minimum Footing Width - 24 inches Allowable Bearing Pressure - An allowable bearing pressure of 2,500 pcf may be used in the preliminary design of retaining wall foundations provided thatthe footing maintains a minimum width of 24 inches and extends at least 18 inches into approved engineered fill overlying dense unweathered old paralic deposits. For a wall footing embedded 18 inches into unweathered old paralic deposits, an allowable bearing pressure of 3,000 psf may be used in the design of the wall foundation. These pressures may be increased by one-third for short-term wind and/or seismic loads. Passive Earth Pressure - A passive earth. pressure of 250 pcf with a maximum earth pressure of 2,500 psf may be used in the preliminary design of retaining wall foundations provided the foundation is embedded into properly compacted granular fill or unweathered old paralic deposits. Lateral Sliding Resistance - A 0.35 coefficient of friction may be utilized for a concrete to soil contact when multiplied by the dead load. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. Backfill Soil Density - Soil densities ranging between 115 pcf and 120 pcf may be used in the design of retaining wall foundations. This assumes an average engineered fill compaction of at least 95 percent of the laboratory standard (ASTM D 1557). Any retaining wall footings near the perimeter of the site will likely need to be deepened into unweathered old paralic deposits for adequate vertical and lateral bearing support. All retaining wall footing setbacks from slopes should comply with Figure 1808.7.1 of the 2013 CBC. GSI recommends a minimum horizontal setback distance of 7 feet as measured from the bottom, outboard edge of the footing to the slope face. Carlsbad Alkaline Water 2802 Carlsbad Boulevard, Carlsbad Fi1e:e:\wp12\7100\7105a.Ige GeoSoils, Inc. W.O. 7105-A-SC October 28, 2016 Page 20 Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressure (EFP) of 55 pcf and 65 pcf for select and very low to low expansive native backfill with a P.1. of 14 or less, respectively. The design should include any applicable surcharge loading. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall (2H) laterally from the corner. Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 10 feet high. Design parameters for walls less than 3 feet in height may be superceded by San Diego Regional Standard Design. However, regional standard walls require the use of backfill consisting of clean crushed gravel or a gravel-sand mixture, owing to the low equivalent fluid pressures used in their design. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions due to the new tank foundation, existing structures, traffic, seismic events or adverse geologic conditions. When wall configurations are finalized, the appropriate loading conditions for superimposed loads can be provided upon request. For preliminary planning purposes, the structural consultant/wall designer should incorporate the surcharge of traffic on the back of retaining walls where vehicular traffic could occur within horizontal distance "H" from the back of the retaining wall (where "H" equals the wall height). The traffic surcharge for light passenger vehicles may be taken as 100 psf/ft in the upper 5 feet of backfill. For heavy emergency vehicle loads, a traffic surcharge of 300 psf/ft should be applied. This does not include the surcharge of parked vehicles which should be evaluated at a higher surcharge to account for the effects of seismic loading. Equivalent fluid pressures for the design of cantilevered retaining walls are provided in the following table: SURFACE SLOPE OF EQUIVALENT EQUIVALENT RETAINED MATERIAL FLUID WEIGHT P--Cf. FLUID WEIGHT P.C.F. (HORIZONTAL VERTICAL) (SELECT BACKFILL)(2) (NATIVE BACKFILL)3> Level(')1 38 50 2to1 J 55 65 Level backfill behind a retaining wall is defined as compacted earth materials, properly drained, without a slope for a distance of 2H behind the wall, where H is the height of the wall. SE > 30, P.1. < 15, E.I. < 21, and < 10% passing No. 200 sieve. E.I. = 0 to 50, SE >30, P.1. < 15, E.I. < 21, and < 15% passing No. 200 sieve. Carlsbad Alkaline Water W.O. 7105-A-SC 2802 Carlsbad Boulevard, Carlsbad October 28, 2016 File: e:\wpl2\7100\7105a.)ge GeoSoils, Inc. Page 21 Seismic Surcharge For engineered retaining walls with more than 6 feet of retained materials, as measured vertically from the bottom of the wall footing at the heel to daylight or those that could potential restrict ingress/egress in the event of failure, GSI recommends that the walls be evaluated for a seismic surcharge (in general accordance with 2013 CBC requirements). The site walls in this category should maintain an overturning Factor-of-Safety (FOS) of approximately 1 .25 when the seismic surcharge (increment), is applied. For restrained walls, the seismic surcharge should be applied as a uniform surcharge load from the bottom of the footing (excluding shear keys) to the top of the backfill at the heel of the wall footing. This seismic surcharge pressure (seismic increment) may be taken as 19H where "H" for retained walls is the dimension previously noted as the height of the backfill to the bottom of the footing. The resultant force should be applied at a distance 0.6 H up from the bottom of the footing. For the evaluation of the seismic surcharge, the bearing pressure may exceed the static value by one-third, considering the transient nature of this surcharge. For cantilevered walls, the pressure should be applied as an inverted triangular distribution using 19H. For restrained walls, the pressure should be applied as a rectangular distribution. Please note this is for local wall stability only. The 19H is derived from a Mononobe-Okabe solution for both restrained cantilever walls. This accounts for the increased lateral pressure due to shakedown or movement of the sand fill soil in the zone of influence from the wall or roughly a 450 - /2 plane away from the back of the wall. The 19H seismic surcharge is derived from the formula: Ph = • a• yH Where: Ph = Seismic increment ah = Probabilistic horizontal site acceleration with a percentage of = total unit weight (110 to 115 pcf for site soils @ 90% relative compaction). H = Height of the wall from the bottom of the footing or point of pile fixity. Retaining Wall Backfill and Drainage Positive drainage must be provided behind all retaining walls in the form of gravel wrapped in geofabric and outlets. A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height. Details 1, 2, and 3, present the backdrainage options discussed below. Backdrains should consist of a 4-inch diameter perforated PVC or ABS pipe encased in either Class 2 permeable filter material or 3/4-inch to 1½-inch gravel wrapped in approved filter fabric (Mirafi 140 or equivalent). The backdrain should flow via gravity (minimum 1 percent fall) toward an approved drainage facility. For select backfill, the filter material should extend a minimum of 1 horizontal foot behind the base of the walls and upward at least 1 foot. For native backfill that has up to E.I. = 20, continuous Class 2 Carlsbad Alkaline Water W.O. 7105-A-SC 2802 Carlsbad Boulevard, Carlsbad October 28, 2016 File: e:\wpl2\7100\7105a.lge GeoSoils, Inc. Page 22 Structural footing or settlement-sensitive improvement Provide surface drainage via an (1) Waterproofin engineered V-ditch (see civil plans membran for details) CMU or j 2_1 (h:v) slope reInforced-concrete wall .Slop eorlevel. ±12 inches - 12 inches :() Gravel . Proposed grade I . . sloped to drain . •. .. .: . . . .. \ per precise civil /• ):Filt fabri Native backfill .• S \ drawings . / : . .S•• \ (5) Weep hole S ,r- '(4) Pipe \\\\\\\- (S.. . ......•. 1:1 (h:v) or flatter backcut to be Footing and wall . . properly benched design by others (6) Footing Waterproofing membrane. Gravel: Clean, crushed, 3/4 to 172 inch. Filter fabric: Mirafi 140N or approved equivalent. Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient sloped to suitable, approved outlet point (perforations down). Weep hole: Minimum 2-inch diameter placed at 20-foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. Footing: If bench is created behind the footing greater than the footing width, use level fill or cut natural earth materials. An additional "heel" drain will likely be required by geotechnical consultant. Ainc. RETAINING WALL DETAIL - ALTERNATIVE A Detail Structural footing or (1) Waterproofing settlement-sensitive improvement membrane (optional) Provide surface drainage via engineered / V-ditch (see civil plan details) CMU or / c— 2:1 NO slope reinforced-concrete wall Slope or level 6 inches S .....•, .' S... T . .• . - (2) Composite..' drain• •... (5) Weep hole— •.... . :.' ,i— Proposed grade . . Filter fabri Native backfill / sloped to drain . : . . • . •. / per precise civil ... .. S... drangs .. •.. . . 1:1 NO or flatter backcut to be Footing and wall properly benched i . design by others - . (6) 1 cubic foot of 3/4-inch crushed rock - (7) Footing Waterproofing membrane (optional): Liquid boot or approved mastic equivalent. Drain: Miradrain 6000 or U-drain 200 or equivalent for non-waterproofed walls; Miradrain 6200 or J-drain 200 or equivalent for waterproofed walls (all perforations down). Filter fabric: Miraf I 140N or approved equivalent; place fabric flap behind core. Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient to proper outlet point (perforations down). Weep hole: Minimum 2-inch diameter placed at 20-foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. Gravel: Clean, crushed, 3% to iY2 inch. Footing: If bench is created behind the footing greater than the footing width, use level fill or cut natural earth materials. An additional ?Iheel! drain will likely be required by geotechnical consultant. I G4 RETAINING WALL DETAIL - ALTERNATIVE B I Detail 2 - (8) Native backfill (6) Clean sand backfill 1:1 (h:v) or flatter backcut to be properly benched (3) Filter fabric - (2) Gravel (1) Waterproofing membrane CMU or reinforced-concrete wall ±12 inches 1 (5) Weep hole H Proposed grade sloped to drain I er precise civil J drawings Footing and wall Structural footing or settlement-sensitive improvement Provide surface drainage 2:1 WO slope -Slope or level ____ • ••' : minimum :. . '. Heel UII1 L)Y OtHers width Pipe (7) Footing Waterproofing membrane: Liquid boot or approved masticequivalent. Gravel: Clean, crushed, 3/4 to 1Y2 inch. Filter fabric: Mirafi 140N or approved equivalent. Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient to proper outlet point (perforations down). Weep hole: Minimum 2-inch diameter placed at 20-foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. Clean sand backfill: Must have sand equivalent value (S.E.) of 35 or greater; can be densified by water jetting upon approval by geotechnical engineer. Footing: If bench is created behind the footing greater than the footing width, use level till or cut natural earth materials. An additional ?Iheel?? drain will likely be required by geotechnical consultant. Native backfill: If E.I. (21 and S.E. )35 then all sand requirements also may not be required and will be reviewed by the geotechnical consultant. Ge'óSdii4?nc0 RETAINING WALL DETAIL - ALTERNATIVE C Detail 3 permeable drain materials should be used behind the wall. This material should be continuous (i.e., full height) behind the wall, and it should be constructed in accordance with the enclosed Detail 1 (Typical Retaining Wall Backfill and Drainage Detail). For limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backfill and Subdrain Detail Geotextile Drain). Materials with an expansion index (E.l.) potential of greater than 20 should not be used as backfill for retaining walls. For more onerous expansive situations, backfill and drainage behind the retaining wall should conform with Detail 3 (Retaining Wall And Subdrain Detail Clean Sand Backfill). Retaining wall backfill should be moisture conditioned to 1.1 to 1.2 times the soil's optimum moisture content, placed in relatively thin lifts, and compacted to at least 95 percent of the laboratory standard (ASTM D 1557). Outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than ± 100 feet apart, with a minimum of two outlets, one on each end. The use of weep holes, only, in walls higher than 2 feet, is not recommended. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native soil (E.l. :~ 50). Proper surface drainage should also be provided. For additional mitigation, consideration should be given to applying a water-proof membrane to the back of all retaining structures. The use of a waterstop should be considered for all concrete and masonry joints. Wall/Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Should wall footings transition from cut to fill, the civil designer may specify either: A minimum of a 2-foot overexcavation and recompaction of cut materials for a distance of 2H, from the point of transition. Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that a angular distortion of 1/360 for a distance of 2H on either side of the transition may be accommodated. Expansion joints should be placed no greater than 20 feet on-center, in accordance with the structural engineer's/wall designer's recommendations, regardless of whether or nottransition conditions exist. Expansion joints should be sealed with a flexible, non-shrink grout. C) Embed the footings entirely into native formational material (i.e., deepened fobtings). If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation "a" (above) and until such transition is between 45 and 90 degrees to the wall alignment. Carlsbad Alkaline Water W.O. 7105-A-SC 2802 Carlsbad Boulevard, Carlsbad October 28, 2016 File:e:\wpl 2\71 00\7105a.Ige GeoSoils, Inc. Page 26 PLAN REVIEW Final project plans (grading, precise grading, foundation, retaining wall, etc.), should be review by this office prior to construction, so that construction is in accordance with the conclusions and recommendations of this report. Based on our review, supplemental recommendations and/or further geotechnical studies may be warrented. LIMITATIONS The conclusions and recommendations presented herein are professional opinions regarding the residential structure only. These opinions have been derived in accordance with current standards of practice and no warranty is express or implied. Standards of practice are subject to change with time. GSI assumes no responsibility for work, testing, or recommendations performed or provided by others. Carlsbad Alkaline Water W.O. 7105-A-SC 2802 Carlsbad Boulevard, Carlsbad October 28, 2016 File:e:\wpl 2\71 00\7105a.Ige GeoSoils, Inc. Page 27 4 Andrew T. Guatelli fl< t4a.CiE232OTh *\. Ex.t4iu/* OF C Geotechnical Engineer, GE 2320 The opportunity to be of service is greatly appreciated. If you have any questions, please do not hesitate to call our office. Respectfully subm $jOAL 'o''\ GeoSoils, Inc. I No. 1340 N Certified j tngnaonrt / p 7 Geologist y'l O~ hri P. Sranklin OFCA ngineering Geologist, CEG 1340 RBB/J PF/ATG/jh Attachments: Appendix A - References Appendix B - Hand Auger Boring Logs Appendix C - Laboratory Data Appendix D - General Earthwork and Grading Guidelines Distribution: (3) Addressee (1) Sun Structural Engineering, Attention: Mr. Changua Sun Carlsbad Alkaline Water 2802 Carlsbad Boulevard, Carlsbad File:e:\wpl2\7100\7105a.Ige GeoSoils, Inc. W.O. 7105-A-SC October 28, 2016 Page 28 APPENDIX A REFERENCES GeoSoils, Inc. APPENDIX A REFERENCES American Concrete Institute, 2011, Building code requirements for structural concrete (ACI 318-11), an ACI standard and commentary: reported by ACI Committee 318; dated May 24. American Water Works Association, 2013, M42 Steel Water Storage Tanks, Revised Edition. California Building Standards Commission, 2013, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, Based on the 2012 International Building Code, 2013 California Historical Building Code, Title 24, Part 8; 2013 California Existing Building Code, Title 24, Part 10. Karnak Planning and Design, 2016, Site - main level plan, Sheet A-001, scales: 1/8-inch = 1 foot and 1 inch = 1 foot, dated October 7. Kennedy, M.P., and Tan, SS., 2007, Geologic map of the Oceanside 30' by 60' quadrangle, California, regional map series, scale 1:100,000, California Geologic Survey and United States Geological Survey, www.conservation.ca.gov/ cgs/rghm/rgm/preliminary_geologic_maps.html. Norris, R.M. and Webb, R.W., 1990, Geology of California, second edition, John Wiley & Sons, Inc. Romanoff, M., 1957, Underground corrosion, originally issued April 1. Sowers and Sowers, 1979, Unified soil classification system (After U. S. Waterways Experiment Station and ASTM 02487-667) in Introductory Soil Mechanics, New York. Wire Reinforcement Institute, 1996, Design of slab-on-ground foundations, an update, dated March. GeoSoils, Inc. APPENDIX B HAND-AUGER BORING LOGS 11 1 GeóSoils, Inc. UNIFIED SOIL CLASSIFICATION SYSTEM CONSISTENCY OR RELATIVE DENSITY Major Divisions Group Typical Names CRITERIA Symbols Well-graded gravels and gravel- GW sand mixtures, little or no fines Standard Penetration Test a) > a) U) -U Poorly graded gravels and CD 16 C U) . o Penetration U)GP gravel-sand mixtures, little or no Resistance N Relative (a a)2 Z fines (blows/It) Density U)' Silty gravels gravel-sand-silt 0 -4 Very loose ' 8 - GM mixtures -D 0 4-10 Loose GC Clayey gravels, gravel-sand-clay C mixtures 10-30 Medium Well-graded sands and gravelly U) 30 -50 50 Dense ()j ' 0 0 a) t) SW sands, little or no fines 0"' is a) C _____ _______________ > 50 Very dense 0 .2 U) - U) SID Poorly graded sands and C , 0 gravelly sands, little or no fines C Z SM Silty sands, sand-silt mixtures COU) o(n 0o E C C U) Clayey sands, sand-clay SC mixtures Inorganic silts, very fine sands, Standard Penetration Test ML rock flour, silty or clayey fine sands Unconfined o Inorganic clays of low to Penetration Compressive -u CL medium plasticity, gravelly clays, Resistance N Strength 0 0 oR Cr sandy clays, silty clays, lean (blows/It) Consistency (tons/ft') LO clays U0 Organic silts and organic silty -o <2 Very Soft <0.25 C OL clays of low plasticity .050 2 - 4 Soft 0.25 -050 Inorganic silts, micaceous or . 0 MH diatomaceous fine sands or silts, 4-8 Medium 0.50 -1.00 E >' 0 to elastic silts 5 E C 8 -15 Stiff 1.00-2.00 Inorganic clays of high plasticity, 0 -o U, CH fat clays cc) 15-30 Very Stiff 2.00-4.00 Organic clays of medium to high c5 0) >30 Hard >4.00 OH plasticity Highly Organic Soils PT Peat, mucic, and other highly organic soils 3" 3/4" #4 #10 #40 #200 U.S. Standard Sieve I Gravel I Sand I Silt or Clay Unified Soil Classification Cobbles 111 I fine coarse coarse medium fine I MOISTURE CONDITIONS MATERIAL QUANTITY OTHER SYMBOLS Dry Absence of moisture: dusty, dry to the touch trace 0 -5% C Core Sample Slightly Moist Below optimum moisture content for compaction few 5 -10% S SPT Sample Moist Near optimum moisture content little 10-25% B Bulk Sample Very Moist Above optimum moisture content some 25 -45% V Groundwater Wet Visible free water; below water table Op Pocket Penetrometer BASIC LOG FORMAT: Group name, Group symbol, (grain size), color, moisture, consistency or relative density. Additional comments: odor, presence of roots, mica, gypsum, coarse grained particles, etc. EXAMPLE: Sand (SP), fine to medium grained, brown, moist, loose, trace silt, little fine gravel, few cobbles up to 4" in size, some hair roots and rootlets. File:Mgr: c;\SoilClassif.wpd PLATE B-i W.O. 7105-A-SC Carlsbad Alkaline Water 2802 Carlsbad Boulevard, Carlsbad Logged By: RBB September 22, 2016 LOG OF EXPLORATORY HAND-AUGER BORINGS HAND ELEV DEPTH GROUP SE MOISTURE FIELD DRY - SYMBOL Ty - (in ) 1' - !°) (prf) - - HA-1 ±58 0-121/2 CONCRETE SLAB-ON-GRADE; predominantly fine aggregate, reinforced with two (2) No. 4 reinforcing bars positioned side by side (in profile) and approximately 5 inches below the top of slab. 121/2-24 SP/SW BULK @ 121/2-61 ARTIFICIAL FILL - UNDOCUMENTED: SAND, dark brownish gray, moist, loose; predominately fine grained with trace coarse grains, trace silt, trace gravel. 24-30 SP QUATERNARY COLLUVIUM: SAND, dark brownish gray, dry, loose; very fine to fine grained, trace silt, trace organics. 30-42 SP UND @ 30 WEATHERED OLD PARALIC DEPOSITS: SAND, dark yellowish brown, dry, loose becoming medium dense at approximately -34; very fine to fine grained. 42-61 SP UND @ 46 QUATERNARY OLD PARALIC DEPOSITS: SAND, reddish yellow, moist, medium dense; very fine to fine grained. UND = Undisturbed Total Depth = 61 No Groundwater/Caving Encountered Backfilled 9/22/16 PLATE B-2 W.O. 7105-A-SC Carlsbad Alkaline Water 2802 Carlsbad Boulevard, Carlsbad Logged By: RBB September 22, 2016 LOG OF EXPLORATORY HAND-AUGER BORINGS HANfl AUGER NC). ELIV DEPTH - .• RUP SAMPLE DEPTH -- MOISTURE.-, . JDF(ft $RIPTIQN : D1VI DENSITY (pof) -'-' - - - - I HA-2 ±58 0-171/2 BULK @ 171/2-60 CONCRETE SLAB-ON-GRADE: predominantly fine aggregate, reinforced with one (1) No.4 reinforcing bar positioned approximately 81/2 inches below the top of slab. 171/2-30 SP ARTIFICIAL FILL - UNDOCUMENTED: SAND, dark brownish gray, dry, very loose; very fine to fine grained, trace silt, trace organics, and trace gravel. 30-42 SP UND @ 30 WEATHERED OLD PARALIC DEPOSITS: SAND, dark yellowish brown, dry, loose; very fine to fine grained, trace organics. 42-48 SP SAND, dark yellowish brown, damp, medium dense; very fine to fine grained, trace silt. 48-60 SP QUATERNARY OLD PARALIC DEPOSITS: SAND, reddish yellow, damp, dense; very fine to fine grained, trace silt. Total Depth = 60' No Groundwater/Caving Encountered Backfilled 9/22/2016 PLATE B-3 W.O. 7105-A-SC Carlsbad Alkaline Water 2802 Carlsbad Boulevard, Carlsbad Logged By: RBB September 22, 2016 LOG OF EXPLORATORY HAND-AUGER BORINGS HAND AUGER NO ELEV (if) DEPTH (In.)',SYMBOL GROUP SAMPLE DEPTH (in) MOISTURE ON FIELD DRY DENSITY (pa?) DESCRIPTION HA-3 ±58 0-4 CONCRETE SLAB-ON-GRADE:, predominantly fine aggregate with trace aggregate particles up to approximately 3/4-inch in dimension, no evidence of steel reinforcement in core sample. 4.71/2 CONCRETE SLAB-ON-GRADE, predominantly fine aggregate with trace aggregate particles up to approximately 3/4-inch in dimension, no evidence of steel reinforcement in core sample, plastic sheeting at the base of the core sample, crack near the base of the sample, widens near the base of the sample. 71/2-131/2 Voidspace. 131/2-27 SM UND @ 17 ARTIFICIAL FILL- UNDOCUMENTED: SILTY SAND, brown and dark gray, SM BAG @ 131/2 61 wet, very loose: very fine to fine grained, abundant organics. 27-30 SP QUATERNARY COLLUVIUM: SAND, dark brownish gray, damp, loose: very fine to fine grained trace silt and trace organics. 30-38 SP WEATHERED OLD PARALIC DEPOSITS: SAND, dark yellowish brown, dry, loose: very fine to fine grained, trace silt. 38-41 SP SAND, dark yellowish brown, damp, medium dense; very fine to fine grained. 41-61 SP QUATERNARY OLD PARALIC DEPOSITS: SAND, reddish yellow, damp, dense: very fine to fine grained, trace silt. Total Depth = 61" No Groundwater/Caving Encountered Backfilled 9/22/2016 PLATE B-4 T W.O. 7105-A-SC . Carlsbad Alkaline Water 2802 Carlsbad Boulevard, Carlsbad Logged By: RBB September 22, 2016 LOG OF EXPLORATORY HAND-AUGER BORINGS HAND P*' AUER NO - ..(ft) DEPTH (in) GROUP SYMBOL AMPLE DEPTI I 1 1 (In) r MOISTURE FIELD'DRY F DENCITV - DECCflIPTlON HA-4 ±58 0121/8 CONCRETE SLAB-ON-GRADE: coarse aggregate, reinforced with two (2) roughly perpendicular No. 6 reinforcing bars positioned approximately 8 inches and 8/8 inches below the top of slab. 121/8-24 SP • ARTIFICIAL FILL - UNDOCUMENTED: SAND, dark grayish brown, moist, loose; very fine to fine grained. 24-33 SW • SAND, light brownish gray, dry, very loose; fine to coarse grained: 33-44 SF . QUATERNARY COLLUVIUM: SAND, dark grayish brown, damp, very loose; very fine to fine grained, trace organics. 44-49 SF WEATHERED OLD PARALIC DEPOSITS: SAND, dark yellowish brown, - damp, loose; very fine to fine grained, trace organics. 49-60 SF UND @ 9 9.6 97.9 QUATERNARY OLD PARALIC DEPOSITS: SAND, dark yellowish brown, BULK @ 9-26 7.8 . moist, dense; very fine to fine grained, trace silt. Total Depth = 60" No Groundwater/Caving Encountered Backfilled 9/22/2016 PLATE B-5 APPENDIX C LABORATORY DATA GeoSoils, Inc. Cal Land Engineering, Inc. dba Quartech Consultant Geotechnical, Environmental, and Civil Engineering SUMMARY OF LABORATORY TEST DATA GeoSoils, Inc. 5741 Palmer Way, Suite D Carlsbad, CA 92010 W.O. 7105-A-SC Project Name: Carlsbad Alkaline H20 Client: N/A QCI Project No.: 16-029-0091 Date: October 3, 2016 Summarized by: KA Corrosivity Test Results Sample pH Chloride Sulfate Resistivity Sample ID Depth C1532 CT-422 CT417 CT-532 (643) (ft) (643) (ppm) % By Weight (ohm-cm) HA-3 13.5-61 6.94 28 0.0072 3700 W.O. 7105-A-SC PLATE C-I 576 East Lambert Road, Brea, California 92821; Tel: 714-671-1950; Fax: 714-671-1090 APPENDIX D GENERAL EARTHWORK AND GRADING GUIDELINES GeoSoils, Inc. GENERAL EARTHWORK AND GRADING GUIDELINES These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans, including preparation of areas to be filled, placement of fill, installation of subdrains, excavations, and appurtenant structures or flatwork. The recommendations contained in the geotechnical report are part of these earthwork and grading guidelines and would supercedethe provisions contained hereafter in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new or revised recommendations which could supercede these guidelines or the recommendations contained in the geotechnical report. Generalized details follow this text. The contractor is responsible for the satisfactory completion of all earthwork in accordance with provisions of the project plans and specifications and latest adopted Code. In the case of conflict, the most onerous provisions shall prevail. The project geotechnical engineer and engineering geologist (geotechnical consultant), and/or their representatives, should provide observation and testing services, and geotechnical consultation during the duration of the project. EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the purpose of observing earthwork procedures and testing the fills for general conformance with the recommendations of the geotechnical report(s), the approved grading plans, and applicable grading codes and ordinances. The geotechnical consultant should provide testing and observation so that an evaluation may be made that the work is being accomplished as specified. It is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes, so that they may schedule their personnel accordingly. All remedial removals, clean-outs, prepared ground to receive fill, key excavations, and subdrain installation should be observed and documented by the geotechnical consultant prior to placing any fill. It is the contractor's responsibility to notify the geotechnical consultant when such areas are ready for observation. Laboratory and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test method ASTM designation D 1557. Random or representative field compaction tests should be performed in GeoSoils, Inc. accordance with test methods ASTM designation D 1556, D 2937 or D 2922, and D 3017, at intervals of approximately ±2 feet of fill height or approximately every 1,000 cubic yards placed. These criteria would vary depending on the soil conditions and the size of the project. The location and frequency of testing would be at the discretion of the geotechnical consultant. Contractor's Responsibility All clearing, site preparation, and earthwork performed on the project should be conducted by the contractor, with observation by a geotechnical consultant, and staged approval by the governing agencies, as applicable. It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction of the geotechnical consultant, and to place, spread, moisture condition, mix, and compact the fill in accordance with the recommendations of the geotechnical consultant. The contractor should also remove all non-earth material considered unsatisfactory by the geotechnical consultant. Notwithstanding the services provided by the geotechnical consultant, it is the sole responsibility of the contractorto provide adequate equipment and methods to accomplish the earthwork in strict accordance with applicable grading guidelines, latest adopted Codes or agency ordinances, geotechnical report(s), and approved grading plans. Sufficient watering apparatus and compaction equipment should be provided by the contractor with due consideration for the fill material, rate of placement, and climatic conditions. If, in the opinion of the geotechnical consultant, unsatisfactory conditions such as questionable weather, excessive oversized rock or deleterious material, insufficient support equipment, etc., are resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory. During construction, the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. SITE PREPARATION All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material, should be removed and disposed of off-site. These removals must be concluded prior to placing fill. In-place existing fill, soil, alluvium, colluvium, or rock materials, as evaluated by the geotechnical consultant as being unsuitable, should be removed prior to any fill placement. Depending upon the soil conditions, these materials may be reused as compacted fills. Any materials incorporated as part of the compacted fills should be approved by the geotechnical consultant. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures not located prior to grading, are to be removed Carlsbad Alkaline Water Appendix 0 File: e:\wpl2\7100\7105a.Ige GeoSoils, Inc. Page 2 or treated in a manner recommended by the geOtechnical consultant. Soft, dry, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to firm ground and approved by the geotechnical consultant before compaction and filling operations continue. Overexcavated and processed soils, which have been properly mixed and moisture conditioned, should be re-compacted to the minimum relative compaction as specified in these guidelines. Existing ground, which is determined to be satisfactory for support of the fills, should be scarified (ripped) to a minimum depth of 6 to 8 inches, or as directed by the geotechnical consultant. After the scarified ground is brought to optimum moisture content, or greater and mixed, the materials should be compacted as specified herein. If the scarified zone is greater than 6 to 8 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about 6 to 8 inches in compacted thickness. Existing ground which is not satisfactory to support compacted fill should be overexcavated as required in the geotechnical report, or by the on-site geotechnical consultant. Scarification, disc harrowing, or other acceptable forms of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollows, hummocks, mounds, or other uneven features, which would inhibit compaction as described previously. Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical [h:v]), the ground should be stepped or benched. The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material, and approved by the geotechnical consultant. In fill-over-cut slope conditions, the recommended minimum width of the lowest bench or key is also 15 feet, with the key founded on firm material, as designated by the geotechnical consultant. As a general rule, unless specifically recommended otherwise by the geotechnical consultant, the minimum width of fill keys should be equal to 1/2 the height of the slope. Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable material. Benching may be used to remove unsuitable materials, although it is understood that the vertical height of the bench may exceed 4 feet. Pre-stripping may be considered for unsuitable materials in excess of 4 feet in thickness. All areas to receive fill, including processed areas, removal areas, and the to of fill benches, should be observed and approved by the geotechnical consultant prior to placement of fill. Fills may then be properly placed and compacted until design grades (elevations) are attained. Carlsbad Alkaline Water Appendix D File: e:\wpl2\7100\7lO5aige GeoSoils, Inc. Page 3 COMPACTED FILLS Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been evaluated to be suitable by the geotechnical consultant. These materials should be free of roots, tree branches, other organic matter, or other deleterious materials. All unsuitable materials should be removed from the fill as directed by the geotechnical consultant. Soils of poor gradation, undesirable expansion potential, or substandard strength characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill material. Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other approved material. Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact. Oversized materials defined as rock, or other irreducible materials, with a maximum dimension greater than 12 inches, should not be buried or placed in fills unless the location of materials and disposal methods are specifically approved by the geotechnical consultant. Oversized material should be taken offsite, or placed in accordance with recommendations of the geotechnical consultant in areas designated as suitable for rock disposal. GSI anticipates that soils to be utilized as fill material for the subject project may contain some rock. Appropriately, the need for rock disposal may be necessary during grading operations on the site. From a geotechnical standpoint, the depth of any rocks, rock fills, or rock blankets, should be a sufficient distance from finish grade. This depth is generally the same as any overexcavation due to cut-fill transitions in hard rock areas, and generally facilitates the excavation of structural footings and substructures. Should deeper excavations be proposed (i.e., deepened footings, utility trenching, swimming pools, spas, etc.), the developer may consider increasing the hold-down depth of any rocky fills to be placed, as appropriate. In addition, some agencies/jurisdictions mandate a specific hold-down depth for oversize materials placed in fills. The hold-down depth, and potential to encounter oversize rock, both within fills, and occurring in cut or natural areas, would need to be disclosed to all interested/affected parties. Once approved by the governing agency, the hold-down depth for oversized rock (i.e., greater than 12 inches) in fills on this project is provided as 10 feet, unless specified differently in the text of this report. The governing agency may require that these materials need to be deeper, crushed, or reduced to less than 12 inches in maximum dimension, at their discretion. To facilitate future trenching, rock (or oversized material), should not be placed within the hold-down depth feetfrom finish grade, the range of foundation excavations, future utilities, or underground construction unless specifically approved by the governing agency, the geotechnical consultant, and/or the developer's representative. If import material is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the geotechnical consultant to evaluate it's physical properties and suitability for use onsite. Such testing should be performed three (3) days prior to importation. If any material other than that Carlsbad Alkaline Water Appendix D Fi1e:e:\wp12\7100\7105a.Ige GeoSoils, Inc. Page 4 previously tested is encountered during grading, an appropriate analysis of this material should be conducted by the geotechnical consultant as soon as possible. Approved fill material should be placed in areas prepared to receive fill in near horizontal layers, that when compacted, should not exceed about 6 to 8 inches in thickness. The geotechnical consultant may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction. Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification, or should be blended with drier material. Moisture conditioning, blending, and mixing of the fill layer should continue until the fill materials have a uniform moisture content at, or above, optimum moisture. After each layer has been evenly spread, moisture conditioned, and mixed, it should be uniformly compacted to a minimum of 95 percent of the maximum density as evaluated by ASTM test designation D 1557, or as otherwise recommended by the geotechnical consultant. Compaction equipment should be adequately sized and should be specifically designed for soil compaction, or of proven reliability to efficiently achieve the specified degree of compaction. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been attained. No additional fill shall be placed in an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the geotechnical consultant. In general, per the latest adopted Code, fill slopes should be designed and constructed at a gradient of 2:1 (h:v), or flatter. Compaction of slopes should be accomplished by over-building a minimum of 3 feet horizontally, and subsequently trimming back to the design slope configuration. Testing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed. Special efforts may be necessary to attain the specified compaction in the fill slope zone. Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment. A final evaluation of fill slope compaction should be based on observation and/or testing of the finished slope face. Where compacted fill slopes are designed steeper than 2:1 (h:v), prior approval from the governing agency, specific material types, a higher minimum relative compaction, special reinforcement, and special grading procedures will be recommended. If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 10 feet of each lift of fill by undertaking the following: Carlsbad Alkaline Water Appendix D File: e:\wpl2\7100\7105a.Ige GeoSoils, Inc. S Page 5 An extra piece of equipment consisting of a heavy, short-shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes continuously as fill is placed. The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope. Loose fill should not be spilled out over the face of the slope as each lift is compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling. Field compaction tests will be made in the outer (horizontal) ±2 to ±8 feet of the slope at appropriate vertical intervals, subsequent to compaction operations. After 'completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face. Subsequent to testing to evaluate compaction, the slopes should be grid-rolled to achieve compaction to the slope face. Final testing should be used to evaluate compaction after grid rolling. Where testing indicates less than adequate compaction, the contractor will be responsible to rip, water, mix, and recompact the slope material as necessary to achieve compaction. Additional testing should be performed to evaluate compaction. SUBDRAIN INSTALLATION Subdrains should be installed in approved ground in accordance with the approximate alignment and details indicated by the geotechnical consultant. Subdrain locations or materials should not be changed or modified without approval of the geotechnical consultant. The geotechnical consultant may recommend and direct changes in subdrain line, grade, and drain material in the field, pending exposed conditions. The location of constructed subdrains, especially the outlets, should be recorded/surveyed by the project civil engineer. Drainage at the subdrain outlets should be provided by the project civil engineer. EXCAVATIONS Excavations and cut slopes should be examined during grading by the geotechnical consultant. If directed by the geotechnical consultant, further excavations or overexcavation and refilling of cut areas should be performed, and/or remedial grading of cut slopes should be performed. When fill-over-cut slopes are to be graded, unless otherwise approved, the cut portion of the slope should be observed by the geotechnical consultant prior to placement of materials for construction of the fill portion of the slope. Carlsbad Alkaline Water Appendix D File: e:\wpl2\7100\7105a.Ige GeoSoils, Inc. Page 6 The geotechnical consultant should observe all cut slopes, and should be notified by the contractor when excavation of cut slopes commence. If, during the course of grading, unforeseen adverse or potentially adverse geologic conditions are encountered, the geotechnical consultant should investigate, evaluate, and make appropriate recommendations for mitigation of these conditions. The need for cut slope buttressing or stabilizing should be based on in-grading evaluation by the geotechnical consultant, whether anticipated or not. Unless otherwise specified ingeotechnical and geological report(s), no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. Additionally, short-term stability of temporary cut slopes is the contractor's responsibility. Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the geotechnical consultant. COMPLETION Observation, testing, and consultation by the geotechnical consultant should be conducted during the grading operations in order to state an opinion that all cut and fill areas are graded in accordance with the approved project specifications. After completion of grading, and after the geotechnical consultant has finished observations of the work, final reports should be submitted, and may be subject to review by the controlling governmental agencies. No further excavation orfilling should be undertaken without prior notification of the geotechnical consultant or approved plans. All finished cut and fill slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect. Such protection and/or planning should be undertaken as soon as practical after completion of grading. JOB SAFETY General At GSI, getting the job done safely is of primary concern. The following is the company's safety considerations for use by all employees on multi-employer construction sites. On-ground personnel are at highest risk of injury, and possible fatality, on grading and construction projects. GSl recognizes that construction activities will vary on each site, and that site safety is the prime responsibility of the contractor; however, everyone must be safety conscious and responsible at all times. To achieve our goal of avoiding accidents, cooperation between the client, the contractor, and GSI personnel must be maintained. Carlsbad Alkaline Water Appendix D File:e:\wpl2\7100\7105a.lge GeoSoils, Inc. Page 7 In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on grading and construction projects: Safety Meetings: GSI field personnel are directed to attend contractor's regularly scheduled and documented safety meetings. Safety Vests: Safety vests are provided for, and are to be worn by GSI personnel, at all times, when they are working in the field. Safety Flags: Two safety flags are provided to GSI field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. Flashing Lights: All vehicles stationary in the grading area shall use rotating or flashing amber beacons, or strobe lights, on the vehicle during all field testing. While operating a vehicle in the grading area, the emergency flasher on the vehicle shall be activated. In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Test Pits Location, Orientation, and Clearance The technician is responsible for selecting test pit locations. A primary concern should be the technician's safety. Efforts will be made to coordinate locations with the grading contractor's authorized representative, and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractor's authorized representative (supervisor, grade checker, dump man, operator, etc.) should direct excavation of the pit and safety during the test period. Of paramount concern should be the soil technician's safety, and obtaining enough tests to represent the fill. Test pits should be excavated so that the spoil pile is placed away from oncoming traffic, whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates the fill be maintained in a driveable condition. Alternatively, the contractor may wish to park a piece of equipment in front of the test holes, particularly in small fill areas or those with limited access. A zone of non-encroachment should be established for all test pits. No grading equipment should enter this zone during the testing procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established for safety and to avoid excessive ground vibration, which typically decreases test results. When taking slope tests, the technician should park the vehicle-directly above or below the test location. If this is not possible, a prominent flag should be placed at the top of the Carlsbad Alkaline Water Appendix D Fi1e:e:\wp12\7100\7105a.Ige GeoSoils, Inc. Page 8 slope. The contractor's representative should effectively keep all equipment at a safe operational distance (e.g., 50 feet) away from the slope during this testing. The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern. The contractor should inform our personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety. In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any of the above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor. The grading contractor's representative will be contacted in an effort to affect a solution. However, in the interim, no further testing will be per-formed until the situation is rectified. Any fill placed can be considered unacceptable and subject to reprocessing, recompaction, or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we requestthatthe contractor bring this to the technician's attention and notify this office. Effective communication and coordination between the contractor's representative and the soil technician is strongly encouraged in order to implement the above safety plan. Trench and Vertical Excavation It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Our personnel are directed not to enter any excavation or vertical cut which: 1) is 5 feet or deeper unless shored or laid back; 2) displays any evidence of instability, has any loose rock or other debris which could fall into the trench; or 3) displays any other evidence of any unsafe conditions regardless of depth. All trench excavations or vertical cuts in excess of 5 feet deep, which any person enters, should be shored or laid back. Trench access should be provided in accordance with Cal/OSHA and/or state and local standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify his/her supervisor. The contractor's representative will be contacted in an effort to affect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation, we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation. If corrective steps are not taken, GSI then has an obligation to notify Cal/OSHA and/or the proper controlling authorities. Carlsbad Alkaline Water Appendix D File:e:\wpl2\7100\7105a.lge GeoSoils, Inc. Page 9 Toe of slope as shown on grading plan Natural slope to - be restored with compacted fill— Backcut varies Proposed grade _ Compacted fill kef \a ..0 oot minimum e e Rnh width 1--may vary -----I - Bedrock or 3-foot minimum I (4-foot minimum) I approved native material 4- Subdrain as recommended by geotechnical consultant 2-foot minimum in bedrock or approved earth material : -[---- -I / 2-Percent Gradient --- 15-foot minimum or H/2 where H is the slope height I NOTES: Where the natural slope approaches or exceeds the design slope ratio, special recommendations would be provided by the geotechnical consultant. The need for and disposition of drains should be evaluated by the geotechnical consultant, based upon exposed conditions. Ge(jw. FILL OVER NATURAL (SIDEHILL FILL) DETAIL Plate D-7 Prrrd finish rirci ____ Natural grade 3-f oot minimum I 15-1 pot minimum \ - H = height of slope (see Note 1) \\\ \' Typical benching (4-foot minimum) 2-Percent Gradient 2-foot minimum key depth or H/2 if H>30 feet Subdrain as recommended by geotechnical consultant NOTES: 1. 15-foot minimum to be maintained from proposed finish slope face to backcut. Bedrock or approved native material The need and disposition of drains will be evaluated by the geotechnical consultant based on field conditions. Pad overexcavation and recompaction should be performed if evaluated to be necessary by the geotechnical consultant. Go I SKIN FILL OF NATURAL GROUND DETAIL Plate D-10 Natural grade Proposed pad grade vBtemove tat mater'SLX Subgrade at 2 percent gradient, draining toward street 1-1 Bedrock or approved native material Typical benching 3- to 7-foot minimum* overexcavate and recompact per text of report CUT LOT OR MATERIAL-TYPE TRANSITION Proposed pad grade Natural grade > Subarade at 2 Dercent aradient. drainina toward street \- '-\ 3- to 7-foot minimum* overexcavate and recompact per text of report * Deeper overexcavation may be recommended by the geotechnical - Bedrock or consultant in steep cut-fill transition approved native areas, such that the underlying Typical benching material topography is no steeper than 31 (HV) (4 foot minimum) CUT-FILL LOT (DAYLIGHT TRANSITION) - TRANSITION LOT DETAILS • Plate D-12 \-:;J ecr'c? te'' SIDE VIEW poil pile Test pit TOP VIEW D-20