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2100 COSTA DEL MAR RD; ; CB023762; Permit
01-30-2003 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Permit No CB023762 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 2100 COSTA DEL MAR RD CBAD RETAIN Lot# 0 $54,432 00 Construction Type NEW LA COSTA SPA-3456 SF RETAIN WALL@VALET LOOP-PER 3 DESIGN METHODS Status Applied Entered By Plan Approved Issued Plan Check# ISSUED 12/13/2002 RMA 01/30/2003 01/30/2003 Inspect Area Applicant MIKE CUSICK 931-7575 Owner 700!; 01/30,03 0002 1 CGP 02 378.72 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Strong Motion Fee Renewal Fee Add'l Renewal Fee Other Building Fee Additional Fees TOTAL PERMIT FEES $373 31 $000 $242 65 $000 $544 $000 $000 $000 $000 $621 40 Total Fees $621 40 Total Payments To Date $242 68 Balance Due $378 72 Jnspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICHTRafapproval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 f PROJECT INFORMATION FOR OFFICE USE ONLY PLAN CHECK EST VAL Plan Ck Deposit Validated By Date 2 Address (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor s Parcel #Existing Use Proposed Use Description of Work SQ FT #of Stories # of Bedrogms c-3 # of Bathrooms Name Address City ;3T APPLICANTS Cjcpntractor CD Agent Tor .Cjmtrjctor, . Q 'Owner' vQ'Agenrfor Swner' State/Zip Telephone #Fax # Name 4~ Telephone # Cltv State/Zip^ 12./ ( Telephone # (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is eramAt thqrefr^rpnajridj&ha^asis for tbe^alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty ofndt mo^tharffiveHiujranMtdeiars l$509|)f~ Name State License # Address License Class A-City State/Zip City Business License # Telephone # Designer Name Address City State/Zip Telephone State License #,_^_^R._g..r^^^__...,,::.,, :jj, „. .... . .. ,-,- - .-,... ._..._ _. ._,, ..._,,. .... _ . , .... Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations n I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued n I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worker's compensation insurance carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) CD CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 000) in addition to the cost of compensation damages as provided for in Section 3706 of the Labor code interest and attorney s fees SIGNATURE DATE :P "OWNER-BUILDER DECLARATION •'" """'„ . *''".•?! "/i T ' ""_"*:; """ ~"""f T"' J'••••;£" '"' I hereby affirm that I am exempt from the Contractor's License Law for the following reason CD 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) \J3i I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor s License Law) CD I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement l~l YES l~lNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) „ A / / PROPERTY OWNER SIGNATURE L^ -^ -T L^"^ ^ DATE :cMfLlTi;fHiS.SiEpTO^ '"' >;L :, -•* ...;:;-'--,. -{ ii/aiBs.. ""f 1L '::.- y'W Cj 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? CD YES l~l NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? CD YES CD NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? CD YES CD MO 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 fe_ _ CQINSTRUCTON LENDING. AGJENCVJ " '.... 2L ... u. '. L... .'.'. :.. .. . S, : ' '7 5; ; • iT :' : „. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(0 Civil Code) LENDER'S NAME f^ff £~&^jf)f^(l—- LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5 0" deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is jpuspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106 4 4 Uniform Building Code) APPLICANT'S SIGNATURE DATE WHITE File YELLOW Applicant PINK Finance City of Carlsbad Bldg Inspection Request For " Permit* CB023762 Title LA COSTA SPA-3456 SF RETAIN Description WALL@VALET LOOP-PER 3 DESIGN METHODS Inspector Assignment RB Type RETAIN Job Address Suite Location APPLICANT MIKECUSICK Owner Remarks Sub Type 2100 COSTA DEL MAR RD Lot 0 Phone 7608995628 Inspector Total Time CD Description 69 Final Masonry Requested By KIM Entered By CHRISTINE Act Comment Associated PCRs/CVs Date 03/31/2003 03/26/2003 03/26/2003 03/25/2003 03/25/2003 03/17/2003 03/10/2003 03/07/2003 03/07/2003 03/04/2003 03/04/2003 02/25/2003 02/24/2003 Inspection History Description 65 Retaimn 61 Footing 66 Grout 62 Steel/Be 66 Grout 63 Walls 61 Footing 61 Footing 66 Grout 61 Footing 62 Steel/Be 61 Footing •) Walls id Beam id Beam id Beam Act AP we AP AP PA CA AP NR PA PA we CA NR Insp PD RB RB RB RB RB RB RB RB RB RB RB RB Comments DRAIN ALL LIFTS COMPLETED FINAL LIFT ON STRAIGHT WALLS OK CANCEL BY KIM FTG COMPLETED 4FT SIN LIFT OK FROM 0 00 TO 0 OK FROM 0 00 - 1 05 ON PLANS RAINING 829 City of Carlsbad Bldg Inspection Request For 03/26/2003 Permit* CB023762 Title LA COSTA SPA-3456 SF RETAIN Description WALL@VALET LOOP-PER 3 DESIGN METHODS Inspector Assignment RB Type RETAIN Job Address Suite Location APPLICANT MIKECUSICK Owner Remarks Sub Type 2100 COSTA DEL MAR RD Lot 0 Phone 7608995628 Inspector Total Time CD Description 61 Footing Requested By KIM Entered By KAREN Act Comment Associated PCRs/CVs Inspection History Date Description Act Insp Comments 03/17/2003 63 Walls CA RB CANCEL BY KIM 03/10/2003 61 Footing AP RB 03/07/2003 61 Footing NR RB 03/07/2003 66 Grout PA RB 03/04/2003 61 Footing PA RB 03/04/2003 62 Steel/Bond Beam WC RB 02/25/2003 61 Footing CA RB 02/24/2003 12 Steel/Bond Beam NR RB FTG COMPLETED 4FT SIN LIFT OK FROM 0 00 TO 0 82 9 OK FROM 0 00 - 1 05 ON PLANS RAINING City of Carlsbad Bldg Inspection Request For 03/10/2003 Permit* CB023762 Title LA COSTA SPA-3456 SF RETAIN Description WALL@VALET LOOP-PER 3 DESIGN METHODS Inspector Assignment RB Type RETAIN Job Address Suite Location APPLICANT MIKE CUSICK Owner Remarks Sub Type 2100 COSTA DEL MAR RD Lot 0 Phone 7608995628 Inspector Total Time CD Description 61 Footing Act Comment Requested By KIM Entered By ROBIN /4^~4~*>r Associated PCRs/CVs Inspection History Date Description Act Insp Comments 03/04/2003 61 Footing PA RB OK FROM 0 00 - 1 05 ON PLANS 03/04/2003 62 Steel/Bond Beam WC RB 02/25/2003 61 Footing CA RB RAINING 02/24/2003 12 Steel/Bond Beam NR RB City of Carlsbad Bldg Inspection Request For 03/04/2003 Permit* CB023762 Title LA COSTA SPA-3456 SF RETAIN Description WALLOVALET LOOP-PER 3 DESIGN METHODS Inspector Assignment RB Type RETAIN Sub Type Job Address 2100 COSTA DEL MAR RD Suite ' Lot 0 Location APPLICANT MIKECUSICK Owner Remarks PARTIAL R W STEEL INSPECTION Total Time CD Description Steel/Bond Beam _Act Comment ofr Phone 7608995628 Inspector Requested By KIM Entered By CHRISTINE 0.00 Associated PCRs/CVs Inspection History Date Description Act Insp Comments 02/25/2003 61 Footing CA RB RAINING 02/24/2003 12 Steel/Bond Beam NR RB Slodclen engineering 6782 Stanton Ave , Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 39-725 Garand Ln , Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 « Date - Project Name Site Address Job Phone Job No </'Z-'Z~-<2.i7g COSTA FIELD MEMO Client KSL Work Done Test Summary ffjfSflffnqs^nspecftefl^^. Test No Location • in Elev Dry Density - Moist % % Relative Compaction Ref Max pcf Moist % Comments f^- r Field Tech Super or Agent 24 hour notice requested to schedule Field Technician Thank you for the opportunity to be of service Slcidclen engineering 6782 Stanton Ave , Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 39-725 Garand Ln , Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 Date _; Job No Project Name Site Address Job Phone FIELD MEMO Ghent Work Done Test Summa Test No ' •* < — !» '• ' ja- ' ' Location Elev Dry Density Moist % % Relative Compaction Ref Max pcf Moist % Comments Field Tech Super or Agent 24 hour notice requested to schedule Field Technician Thank you for the opportunity to be of service < SOIL A TESTING me SOUTHERN, CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET, POST OFFICE BOX 600327, SAN DIEGO, CA 92160-0627 Phone (619) 280-4321, FAX (619) 280-4717 SCS&T FILE NO ^ 1/S P O NO PL NC FIX PAGE / OF / FIELD INSPECTION REPORT FOR (p] REINFORCED CONCRETE DREINFORCED MASONRY QWELDING QFIREPROOFING DQC CONCRETE D ROOFING/WATERPROOFING D P T CONCRETE/STRESSD EPOXY ANCHORS D H S BOLTING D. PROJECT TITLE J ~^> (""" |DSAFILENO |DSAAPP NO PROJECT ADDRESS PERMIT NO PLAN FILE NO ARCHITECT ENGINEER GENERAL CONTRACTOR SUB CONTRACTOR LOCATION OF WORK INSPECTED MATERIAL CLASSIFICATION DATE DESCRIPTION OF WORK INSPECTED TIME ARRIVED TIME DEPARTED T -/—•*.**if S fTS** I i >> i /• i f~* cs // 11 ft*I. 3 I O\t,r>$ - ro/s y-f »->., /rS\S J—3f^ I PE REVIEW I hereby certify that I have inspected the above reported work Unless noted otherwise, the work inspected is to the best of my knowledge in compliance with the approved plans, specifications and applicable sections of the governing building laws Inspector Initials. authon •SUPERINTENDENTS SIGNATURE REGISTRATION No DATE signature authorizes the above work Ji* < SOIL ft TESTING INC SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET, POST OFFICE BOX 600327, SAN DIEGO, CA 92160-0627 Phone (619)280-4321, FAX (619) 280-47 1 7 SCS&T FILE NO P O NO y PL NC FIX PAGE OF FIELD INSPECTION REPORT FOR D REINFORCED CONCRETE EfREINFORCED MASONRY DWELDING DFIREPROOFING DQC CONCRETE PROOFING/WATERPROOFING DPT CONCRETE/STRESSD EPOXY ANCHORS D H S BOLTING _Q PROJECT TITLE D 0<Y DSA FILE NO DSAAPP NO PROJECT ADDRESS PLAN FILE NO ARCHITECT ENGINEER /{ GENERAL CONTRACTOR I •' f~SUBCONTRACTOR^^ LOCATION OF WORK INSPECTED fcn/qi>OnJ& AJ/U*. M'£.fir SERIAL CLASS.F.CATION DATE DESCRIPTION OF WORK INSPECTED TIME ARRIVED TIME DEPARTED \) \P E REVIEW 1 hereby certify that 1 have inspected the above reported work Unless noted otherwise, the work inspected is to the best of my knowledge in compliance with the approved plans, specifications and applicable sections of the governing building laws Inspector Initials / t ,/ u INSPECTORS SIGNATURE •SUPERINTENDENTS SIGNATURE REGISTRATION No DATE 'signature authorizes the above work < SOIL a TESTING SOUTHERNCALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET, POST OFFICE BOX 600327, SAN DIEGO, CA 92160-0627 Phone (6 1 9) 280-432 1, FAX (6 19) 280-47 17 SCS&T FILE NO P O NO PL NC FIX PAGE Z- OF FIELD INSPECTION REPORT FOR D REINFORCED CONCRETE fflREINFORCED MASONRY DWELDING DFIREPROOFINGr* DOC CONCRETE D ROOFING/WATERPROOFING DPT CONCRETE/STRESSED EPOXY ANCHORS D H S BOLTING D PROJECT TITLE L/\ 0 A DSA FILE NO DSAAPP NO PROJECT ADDRESS PERMIT NO A PLAN FILE NO ARCHITECT ENGINEER >. GENERAL CONTRACTOR SUB CONTRACTOR LOCATION OF WORK INSPECTED <; MATERIAL CLASSIFICATION DATE DESCRIPTION OF WORK INSPECTED TIME ARRIVED TIME DEPARTED PE REVIEW I hereby certify that I have inspected the above reported work Unless noted otherwise, the work inspected is to the best of my knowledge in compliance with the approved plans, specifications and applicable sections of the governing building laws Inspector Initials. INSPECTORS SIGNATURE •SUPERINTENDENTS SIGNATURE REGISTRATION No DATE 'signature authorizes the above work SiSOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET, POST OFFICE BOX 600327, SAN DIEGO, CA 92160-0627 Phone (619) 280-4321, FAX (619) 280-4717 SCS&T FILE NO P O NO nrrrn r^n i r^nm FIX PAGE /OF / FIELD INSPECTION REPORT FOR 0.REINFORCED CONCRETE 0REINFORCED MASONRY OWELDING DFIREPROOFING D Q C CONCRETE D ROOFING/WATERPROOFING D P T CONCRETE/STRESSD EPOXY ANCHORS D H S BOLTING D . PRO.ECTTITLE DSA FILE NO DSAAPP NO PROJECT ADDRESS PERMIT NO PLAN FILE NO ARCHITECT ENGINEER /A GENERAL CONTRACTOR SUB CONTRACTOR LOCATION OF WORK INSPECTED 0*00 ( MATERIAL CLASSIFICATION DATE 7""DESCRIPTION OF WORK INSPECTED TIME ARRIVED K TIME DEPARTED A/' /JtJf CQt/e/iri&f /lit fifi/.* /V ./P E REVIEW \ hereby certify that 1 have inspected the above reported work Unless noted otherwise, the work inspected is to the best of my knowledge in compliance with the approved plans, specifications and applicable sections of the governing building laws Inspector Initials r REGISTRATION No 'SUPERINTENDENTS SIGNATURE •signature authorizes the above work < SOIL ft TESTING jijgs Southern California Soil and Testing, Inc. Street, P O Box 600627, San Diego, CA 92160 (619) 280-4321 Grout Compressive Strength Test Report File Number Project Title Project Location Architect Engineer Contractor 0312092 La Costa Spa 2100 Costa Del Mar Road Flores Lund Consultants KSL Development/Sabor Masonry Permit No Plan File No CB02-3762 Location In Structure Material Supplier Mix Designation Admixture(s) lime in Mixer Air Temp Truck Number Samples Made By 12" CMU wall/3rd expansion to club Superior Ready Mix 366G 75 Mins 0 667 JB house TOF to 4'-8" Slump Inches Ticket Number Samples Tested By 1000 235654 CN Laboratory Number Mark Date Made Date Received Date Tested Nominal Size, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Required 28 Day Strength, psi 0801 03/20/03 03/25/03 03/26/03 967 27,000 2,790 6 2,000 0802 04/17/03 996 42,000 4,420 28 0803 04/17/03 994 41 ,000 4,120 28 Specimen compressive strength testing were performed by this agency in accordance with the ASTM C1019 standards This agency makes no other warranties express or implied Distribution (2) KSL Development Corp (1) City of Carlsbad \ Reviewed By -^ J&3L- Edward C Trasoras, RCE #44233 4/23/2003 ^jg. Southern California Soil and Testing, Inc. Riverdale Street, P O Box 600627, San Diego, CA 92160 (619) 280-4321 Mortar Compressive Strength Test Report File Number Project Title Project Location Architect Engineer Contractor 0312092 La Costa Resort & Spa 2100 Costa Del mar Road Raymond A Flores Permit No CB 023762 Sabore Masonry Plan File No Location In Structure Material Supplier Mix Designation Admixture(s) Time in Mixer Samples Made By Retaining wall section, straight wall section, 2nd lift next to 1st semi-circle - east to west Type II/V Mms Air Temp ° TRS Samples Tested By CN Laboratory Number Mark Date Made Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Required 28 Day Strength, psi 0804 03/22/03 03/25/03 03/29/03 200 314 6,750 2,150 7 1,800 0805 04/1 9/03 1 1 ,500 3,660 28 0806 04/19/03 12,000 3,820 28 Specimen sampling, transportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM C780 standards This agency makes no other warranties express or implied Distribution (2) KSL Development Corporation (1) City of Carlsbad Reviewed By v^' Edward CTrasor'as, RCE # 44233 4/23/2003 < SOIL & TESTING Southern California Soil and Testing, Inc. 6280 Riverdale Street, P O Box 600627, San Diego, CA 92160 (619) 280-4321 Grout Compressive Strength Test Report File Number Project Title Project Location Architect Engineer Contractor 0312092 La Costa Spa 2100 Costa Del Mar Road Flores Lund Consultants Permit No KSL Development/Sabor Masonry Plan File No CB02-3762 Location In Structure Material Supplier Mix Designation Admixture(s) Time in Mixer Air Temp Truck Number Samples Made By 2nd lift, retaining wall, final 3rd of wall from wall end Superior Ready Mix 866G 60 Mms Slump Inches 0 Ticket Number 229 Samples Tested By JT 900 CN Laboratory Number Mark Date Made Date Received Date Tested Nominal Size, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Required 28 Day Strength, psi 1292 03/26/03 03/31/03 04/01/03 933 25,500 2,730 6 2,000 1293 04/23/03 888 33,000 3,720 28 1294 04/23/03 966 35,250 3,650 28 1295 Discard Specimen compressive strength testing were performed by this agency in accordance with the ASTM C1019 standards This agency makes no other warranties express or implied Distribution (2) KSL Development Corp (1) City of Carlsbad Reviewed By Edward C TTrasorasTRCE # 44233 4/25/2003 This is a Patch T type separator sh» i or I- Portrait Feed New Document Follows* Printed on 5/25/00 at 10:08. Copyright CKotax lmag« Products 1994-1999 <0 i I£s| c «o i ocuo EsGil Corporation In Partnership with Government for Building Safety DATE January 28, 2003 Q APPUCANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 02-3762 SET III PROJECT ADDRESS 2100 Costa del Mar Rd. PROJECT NAME Retaining Wall XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes I | 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 I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck I | The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Kurt Culver Enclosures Esgil Corporation D GA D MB D EJ D PC 1/23/03 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 4 Fax (858) 560-1576 EsGil Corporation In Partnership with Government for Building Safety DATE January 15, 2003 a APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 02-3762 SET II PROJECT ADDRESS 2100 Costa del Mar Rd. PROJECT NAME Retaining Wall | | The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Mike Cusock 2100 Costa del Mar Rd Carlsbad 92009 Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Mike Cusock Telephone* (760) 931-7575 Date contacted il/sfoj> (by P^y) Fax # (760) 929-6313 Mail ^-Telephone Fax <-^ In Person REMARKS By Kurt Culver Enclosures Esgil Corporation D GA D MB D EJ D PC 1/10/03 trnsmtldot 9320 Chesapeake Drive, Suite 208 ^ San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad 02-3762 January 15, 2003 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO . 02-3762 PROJECT ADDRESS 2100 Costa del Mar Rd. SET II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 1/10/03 January 15, 2003 REVIEWED BY Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans B The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items C Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list' Q Yes a No Carlsbad 02-3762 January 15, 2003 • GENERAL 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments FOUNDATION 6 Provide a copy of the project soil report prepared by a California licensed architect or civil engineer The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804 7 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (when required by the soil report) 8 Shouldn't tho walls bo dosignod for surcharge9 Was this addressed in the soils report9 EsGil Corporation In Partnership with Government for Building Safety DATE December 20, 2O02 OAPPUQANT djURISJ JURISDICTION Carlsbad d"pTAN~REVlEWERa FILE PLAN CHECK NO 02-3762 SET I PROJECT ADDRESS 2100 Costa del Mar Rd. PROJECT NAME Retaining Wall I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes J 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 I | The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck 1X1 The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person 1X1 The applicant's copy of the check list has been sent to Mike Cusock 2100 Costa del Mar Rd Carlsbad 92009 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 Mike Cusock (\/H) Telephone #• (760) 931-7575 Date contacted/2,| Z5/02. (by ^ ) Fax #-(760) 929-6313 Mail -^Telephone./ Fax*/' In Person REMARKS By Kurt Culver Enclosures Esgil Corporation D GA D MB D EJ D PC 12/16/02 tmsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 4 Fax (858) 560-1576 Carlsbad O2-3762 December 20, 2002 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO O2-3762 OCCUPANCY TYPE OF CONSTRUCTION ALLOWABLE FLOOR AREA SPRINKLERS'? REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED December 20, 2002 JURISDICTION Carlsbad USE ACTUAL AREA STORIES HEIGHT OCCUPANT LOAD DATE PLANS RECEIVED BY ESGIL CORPORATION 12/16/02 PLAN REVIEWER Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Code sections cited are based on the 1997 UBC The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 02-3762 December 20, 2002 • GENERAL' 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments • PLANS 2 All sheets of the plans are required to be signed by the California licensed architect or engineer responsible for the plan preparation Please include the California license number, seal, date of license expiration and the date the plans are signed Business and Professions Code 3 Additionally, "plans" for the retaining walls must be provided The details in the structural calculations are part of those calculations They are not plans 4 On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec 1701 of the Uniform Building Code ITEM REQUIRED? REMARKS • STRUCTURAL MASONRY • SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 2500 PSI 5 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached City of Carlsbad form Carlsbad 02-3762 December 2O, 2002 • FOUNDATION 6 Provide a copy of the project soil report prepared by a California licensed architect or civil engineer The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804 7 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (when required by the soil report) 8 Shouldn't the walls be designed for surcharge9 Was this addressed in the soils report9 • ADDITIONAL 9 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc 10 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list9 Please indicate Q Yes a No 11 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation Thank you 01/06/2003 12 10 FAX 760 929 6313 LA COSTA RESORT & SPA 0006 Carlsbad O2-3762 December 2O, 2002 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No 02-3762 Job Address or Legal Description 2100 Costa del Mar Rd. Owner )fet. (?fefl6ATH)(4 Cotf. Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet (over) 01/06/2003 12 10 FAX 760 929 6313 LA COSTA RESORT & SPA 0007 Carlsbad 02-3762 December 2O, 2002 ISPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION:2-1 DO CoSTfl Qgt PLAN CHECK NUMBER: _ OWNER'S NAME: ICSl I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701 1 for the construction project located at the site listed above UBC Section 1 06 3 5. Signed I, as the(|ngjneer^architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3 5 for the construction project located at the site listed above <J^ A. i Seal t Sfeiulura H«r» Signed 1. List of work requiring special inspection: D Soils Compliance Prior to Foundation Inspection D Field Welding 0. Structural Concrete Over 2500 PSI Q High Strength Bolting D Prestressed Concrete D Expansion/Epoxy Anchors TJBf Structural Masonry D Sprayed-On Fireproofing D Designer Specified m. Other v/82>ft/ Seic 2. Name(s) of Indlvidual(s) or firm(s) responsible for the special Inspections listed above: B. C. 3. Duties of the special Inspectors for the work listed above: A. P£ovJi06 MsPg^fiof^ py?fo»j*i go^STRvdno^ ON TUC TVPES gf B. C. Special inspectors shall chack in with the City and present their credentials for approval prior to beginning work on the job site Carlsbad 02-3762 December 20, 2002 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PREPARED BY Kurt Culver BUILDING ADDRESS 2100 Costa del Mar Rd. PLAN CHECK NO 02-3762 DATE December 20, 2002 BUILDING OCCUPANCY Wall TYPE OF CONSTRUCTION Mas. BUILDING II AREA PORTION (Sq Ft) Ret Wall Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb Valuation Multiplier By Ordinance Reg Mod VALUE ($) 54,432 54,432 Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review CD Repetitive FeeRepeats Complete Review D Other i—i Hourly Structural Only Hour* Esgil Plan Review Fee Comments $364.31 $236.80 $204.01 Sheet 1 of 1 macvalue doc FLORES LUND CONSULTANTS PROFESSIONAL ENGINEERS January 8, 2003 K5L Recreation Corp 2100 Costa Del Mar Rd Carlsbad, CA 92009 Attention Mr Mike Cusick Project: Spa La Costa Valet Loop - Retaining Walls Dear Mike The following are itemized responses to the City of Carlsbad (via Esgil Corp ) plan review comments Also attached is a set of revised calculations Responses are limited to structural items and are separated by individual plan review headings General 1 defer to owner Plans 2 plans are signed by Ray Flores 3 complete set of retaining wall plans, independent of grading plans, completed (4 sheets) 4 special inspection table included on cover sheet Required Special Inspections 5 special inspection form completed 6 defer to owner or soils engineer 7 defer to soils engineer 8 A "generic" walkway surcharge of 72 psf is applied in the calculations The road is more than 10' away from the wall and is not considered to have lateral influence 9 response letter addresses this comment 7220 TRADE STREET, SUITE 120 • SAN DIEGO, CALIFORNIA 92121-2325 • (858) 566-0626 • FAX (858) 566-0627 KSL Recreation Corp Spa La Costa Valet Loop - Retaining Walls January 8, 2003 Page 2 10 No changes have been made to details or retaining wall plans, submittal has been repackaged Please forward this letter, along with the original plan review sheets to the Esgil reviewer This will help to speed along the review process Should you have any questions, please call Very truly yours, FLORES LUND CONSULTANTS Michael A McNeff, P E Structural Project Engineer C \DESIGN\LA COSTA RESORT\SPA LA COSTA\PLAN CHECK RESPONSE RETAINING WALLS DOC FLORES LUND CONSULTANTS PROFESSIONAL ENGINEERS RAYMOND H FLORES S E CHIEF EXECUTIVE OFFICER WILLIAM R LUND PEPRESIDENT HAMID LIAGHAT S ESR ASSOCIATE JOSE R GOMEZ PE ASSOCIATE To KSL Recreation Corp 2100 Costa Del Mar Rd Carlsbad, CA 92009 ATTN. Mike Cusick SUBJECT- PLAN CHECK RESUBMITTAL DATE 1 /09/03 PROJECT Spa La Costa - Valet Loop Retaining Wall Plans FLC No 02030 TRANSMITTING Original Drawmg(s) D Prints of Drawings D Copies of Calculations D sketch FOR YOUR. D Review / Comments D Information As Requested D TRANSMITTING BY Courier / Hand Delivered D US Mail / Overnight Mail D Fax No TOTAL PAGES Also included are the special inspection form and plan check response letter CC:BY: MICHAEL, A. MCNEFF, P E CONFIDENTIALITY NOTICE The infbmnaton contained in this transmittal is legally pnvileged and confidential information intended only for the use of the individual or entity named If you are not the intended recipient you are hereby notified that you should not further disseminate distribute or copy this message In addition if items transmitted are not noted or legible please notify us at once 7220 TRADE STREET, SUITE 120-SAN DIEGO CALIFORNIA 92121-2325 • [858)566-0626 • FAX [858] 566-0627 City of Carlsbad Pu b I i c W6 r kis -- - En g i h ee ri n g BUILDING PLANCHECK CHECKLIST RETAINING WALL BUILDING PLANCHECK NUMBER BUILDING ADDRESS PROJECT DESCRIPTION Retaining Wall ASSESSOR'S PARCEL NUMBER ENGINEERING DEPARTMENT APPROVAL DENIAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore, any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build By Date Please seeNhfe^attached report of deficiencies marked wfirTSsK-^/lake necessary corrections to plans or •"speorfications for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review ATTACHMENTS Right-of-Way Permit Application ENGINEERING DEPT CONTACT PERSON NAME JOANNE JUCHNIEWICZ City of Carlsbad ADDRESS 1635 Faraday Avenue Carlsbad, CA 92008 PHONE (760) 602-2775 H \WnRn\nnrS\l-HKI S-nRplJimng Wall HlliMing Planrhcr* f-.Hkf Fnrm I I rtnr 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (76O) 602-2720 • FAX (76O) 602-8562 ® BUILDING PLANCHECK CHECKLIST RETAINING WALLS 1ST/ Q Q oND/ Q RD/ 1 Provide a fully dimensioned site plan drawn to scale Show A North Arrow B Existing & Proposed Structures (dimensioned from street) C Property Lines 2 Show on site plan A Drainage Patterns B Existing & Proposed Slopes C Existing Topography Include on title sheet D Easements E Retaining Wall (location and height) o f A B C D Site Address Assessor's Parcel Number Legal Description Grading Quantities Cut Fill Import/Export (Grading Permit and Haul Route Permit may be required) 4 Project does not comply with the following Engineering Conditions of approval for Project No Conditions were complied with by Date MISCELLANEOUS PERMITS 5 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way A separate Right-of-Way issued by the Engineering Department is required for the following Please obtain an application for Right-of-Way permit from the Engineering Department \\USPALMAS\SYS\LIBRARY\ENG\WORD\DOCS\CHKLST\Retaining Wall Building Planctieck Cklst Form JJ doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB - 3 7 G 2-DATE / ADDRESS RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR « $10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER \SMUs PLANNER DATE ENGINEER DATE Docs/MisfarmVPlanning Engineering Approvals STRUCTURAL CALCULATIONS LA COSTA RESORT VALET LOOP RETAINING WALLS CARLSBAD, CA Prepared For: LA COSTA RESORT & SPA FLC Project No.; 02030 Date Issued: I 1/06/02 Revision Dates: ^wsSN"™ ~/c&4%'t&^ FLORES LUND CONSULTANTS PROFESSIONAL ENGINEERS 7220 TRADE STREET, SUITE 120 • SAN DIEGO, CALIFORNIA 92121-2325 • (858) 566-0626 • FAX [858] 566^627 F 1— C FLORESLUND CONSULTANTS TMO.TRAO€ 8TOKT. BUTE OO. SAN OCOO CALFORMA (2121 PROJECT SPA LA COSTA - VALET LOOP RETAINING HALLS SHEET NoJ OF_J CHECKED BY_ C F N DATE SCALE l-fe-02 PROJECT NO FLC02030 >" MAX WALL SECTION F I— C FL.ORES LUND CONSULTANTS = g»IROFEOailOINI>ML. : OO. SAN DCOO. CAUFORMA 12121iw-oerr PROJECT SPA LA COSTA - VALET LOOP RETAINING HALLS SHEET NoJ OF_? CHECKED BY__ C F N DATE H-fe-02 SCALE - PROJECT NO FLC<2>2<Z>3<2> COMPACT COHESION LESS BAC<FILLTO •30% R C ll'-0" MAX WALL SECTION Flores Lund Consultants 7220 Trade St Suite 120 San Diego, CA 92121 (858) 566-0626 Title Spa La Costa Job # 02030 Dsgnr MM Date 9 03AM 6 NOV 02 Description Site Retaining Walls - Valet Loop Scope Rev 550100 User KW 0602950 Ver 5 5 0 25 Sep 2001 (c)19B3 2001 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 c \design\la costa resorttspa la costa'.spa la Description 11' Max Wall 1 Criteria | Soil Data 1 [Footing Strengths & Dimensions | Retained Height = 1150ft Allow Soil Bearing = 3,500 Opsf fc ... „ . .. . . nnna Equivalent Fluid Pressure Method MWall height above soil = 000ft Heel Active Pressure =400 , Slope Behind Wall = 0 00 1 Toe Active Pressure =00 H Height of Soil over Toe = 6 00 in Passive Pressure = 250 0 j Soil Density = HOOOpcf Water height over heel = 00ft p Footmg||Soil Friction = 0 400 Wind on Stem = 0 0 psf Soil height to ignore K for passive pressure = 1200m *K C Lateral Load Applied to Stem J Lateral Load = 720#/ft Design Summary^^^^^^^^Jj |_ Total Bearing Load = 12,231 Ibs resultant ecc = 14 55 in Soil Pressure @ Toe = 2,920 psf OK Soil Pressure @ Heel = 138 psf OK Allowable = 3,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 4417 psf ACI Factored @ Heel = 209 psf Footing Shear @ Toe = 177psi OK Footing Shear @ Heel = 64 7 psi OK Allowable = 93 1 psi Vail Stability Ratios Overturning = 2 59 OK Sliding = 1 54 OK lidmg Calcs (Vertical Component Used) Lateral Sliding Force = 4,231 3 Ibs less 100% Passive Force= - 1,632 8 Ibs less 100% Friction Force= - 4,892 6 Ibs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Footing Design Results I Toe Heel Factored Pressure = 4417 209 psf Mu1 Upward = 3,718 0 ft-# Mu1 Downward = 395 0 ft-# Mu Design = 3,323 25,193 ft-# Actual 1 -Way Shear = 1766 64 74 psi Allow 1 -Way Shear = 9311 93 1 1 psi Toe Reinforcing = #4@1800m Heel Reinforcing = #6 @ 12 00 in <ey Reinforcing = #6 @ 12 00 in Stem Construction 8 Top stem Design height ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = fb/FB + fa/Fa Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht m = Wall Weight psf = Rebar Depth 'd1 in = Masonry Data — f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio n - Short Term Factor = Equiv Solid Thick in = Masonry Block Type = Medium f c psi = Fy psi = Other Acceptable Sizes & Spaclngs Toe Not req'd, Mu < S * Fr Heel #4@ 5 75 in, #5@ 8 75 in Key #4@ 12 50 in, #5@ 1925 aiem ur, 666 Masonry 800 # 5 1600 Edge 0756 8170 1,5992 2,1159 146 387 3000 3000 780 525 1,500 24000 Yes Yes 2578 1 000 760 Weight #6@ 1225 in, #6@ 27 : = 3,0 in As % De Width eel Width ntal Footing jotmg Thick =y Width 3y Depth jy Distance over @ Top Height to Tc Height to B 2nd 333 Masonry 1200 # 5 800 Edge 0922 1,9232 6,038 6 6,548 8 202 387 3000 3000 1240 900 1 500 24,000 Yes Yes 2578 1 000 11 62 m,#7@ 16 00 psi Fy = 60,000 psi 00018 1 00ft 700 Width = 8 00 ness = 21 00 in 1200m 1800m from Toe = 0 00 ft = 3 00 in @ Btm = 3 00 in )p = 1 1 50 ft attorn = 1 50 ft 3rd Stem OK 000 Masonry 1600 # 8 800 Edge 0910 3,365 0 14,8192 16,2877 254 38 7 4800 800 1640 1300 1,500 24000 Yes Yes 2578 1 000 1562 75 in, #8@ 22 00 in, #9@ 27 Flores Lund Consultants |^M • fi^ 722° Trade St 9"""" LM^MP Suite 120 .l'.'...r",,!.i „!,...,'."! ' — San DiHqo, CA 92121 ' (858)566-0626 Rev 550100 User KW-0602950 Ver 5 5 0 25 Sep 2001 CafltlleVered(c)1983 2001 ENERCALC Engineering Software WHI im»» • wi »•»• Title Spa La Costa Job # 02030 Dsgnr MM Date 9 03AM, 6 NOV 02 Description Site Retaining Walls - Valet Loop Scope Retaining Wall Design Page 2 1 c \design\la costa resort\spa la costa\spa la I Description 11' Max Wall ' SummaryofOverturnmg_& Resisting Forces &Moments OVERTURNINGForce Distance Moment Item Ibs ft ft-# Heel Active Pressure = 3,5113 442 15,508 Toe Active Pressure = 0 75 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 720 0 8 25 5,940 Load @ Stem Above Soil = SeismicLoad = Total = 4231 3 OTM = 21,448 Resisting/Overturning Ratio = 2 59 Vertical Loads used for Soil Pressure = 12,231 4 Ibs Vertical component of active pressure used for soil pressure 0 Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = 0 Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 0 Earth @ Stem Transitions= Footing Weight = Key Weight Vert Component = Total = .»<!m_^^ RESISTINGForce Distance Moment Ibs ft ft-# 7,1683 517 37,0364 000 55 0 0 50 27 5 1,3366 1 52 2,032 9 477 0 2 04 974 4 2,1000 400 8,3999 2250 050 1125 869 5 8 00 6,956 3 12,231 4 Ibs RM= 55,5400 8 in Mas w/ #5 @ 16 in o/c Solid Grout Spc Insp 12 in Mas w/#5 @ 8 in o/c Solid Grout, Spc Insp 16 in Mas w/#8 @ 8 in o/c Solid Grout Spc Insp 6'T #4@18m @Toe Designer select] #6@12m allhoriz remf j @Heel 11-6' 11'-6" 72 psi Pp=16328# 3511 3# 13826psf 29196psf Floras Lund Consultants 7220 Trade St Suite 120 San Diego, CA 92121 (858) 566-0626 Title Spa La Costa Job # 02030 Dsgnr MM Date 9 04AM 6 NOV 02 Description Site Retaining Walls - Valet Loop Scope Rev 550100 User KW-0602950 Ver 5 5 0 25-Sep 2001 (c)1963 2001 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 c \design\la costa resortAspa la costa\spa la Description 9' Max Wall i Criteria Soil Data Footing Strengths & Dimensions Retained Height = 950ft A Wall height above soil = 000ft , Slope Behind Wall = 0 00 1 T Height of Soil over Toe = 6 00 in P Soil Density = 11000pcf v F Wind on Stem = 0 0 psf S i Lateral Load Applied to Stem | L ! I , Total Bearing Load = 7,617 Ibs resultant ecc = 15 38 in Soil Pressure @ Toe = 2,955 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,51 1 psf ACI Factored @ Heel = 0 psf Footing Shear® Toe = 21 2 psi OK Footing Shear @ Heel = 46 7 psi OK Allowable = 93 1 psi Wall Stability Ratios Overturning = 2 00 OK Sliding = 1 59 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 3, 1040 Ibs less 100% Passive Force= - 1,8750 Ibs less 100% Friction Force= - 3,046 8 Ibs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK |_Footmg Design Results | Toe Heel Factored Pressure = 4,51 1 0 psf Mu' Upward = 3,239 0 ft-# Mu' Downward = 306 0 ft-# Mu Design = 2,933 1 5,240 ft-# Actual 1 -Way Shear = 2116 46 73 psi Allow 1 -Way Shear = 9311 93 11 psi Toe Reinforcing = # 4 @ 1 8 00 in Heel Reinforcing = #5@1200m Key Reinforcing = #5@1200m Jlow Soil Bearing = 3,000 0 psf fc iquivalent Fluid Pressure Method Mu leel Active Pressure = 40 0 JQI oe Active Pressure =00 |_|e 'assive Pressure = 250 0 To, Vater height over heel = 0 0 ft Foiootmg||Soil Friction = 0 400 ioil height to ignore Kfor passive pressure = 1200m £ Co .ateral Load = 72 0 #/ft H h Stem Construction 1 Top Stem -tttmSM^^!fSE&eK^!V^smS>K<f^W^S'9Br<S^^fSSKyfXf^ Design height ft = Wall Material Above "Ht1 Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = fb/FB + fa/Fa = Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht in = Wall Weight psf = Rebar Depth 'd' in = Stem OK 466 Masonry 800 # 5 1600 Edge 0756 8170 1,5992 2,1159 146 387 3000 3000 780 525 fm psi= 1,500 Fs psi = 24 000 Solid Grouting = Yes Special Inspection = Yes Modular Ratio 'n' = 25 78 Short Term Factor = 1 000 Equiv Solid Thick in = 7 60 Masonry Block Type = Medium Weight Concrete Data - - - - - fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe Not req'd, Mu < S * Fr Heel #4@ 7 75 in, #5@ 12 00 in, #6@ 16 75 Key #4@ 1250m, #5@ 1925m,#6@27 «™*™™CTw*™«5feiB!*i^^ = 3,000 psi Fy = 60,000 psi i As% = 00018 e Width = 1 00 ft el Width = 5 00 tal Footing Width = " " 6"0'0 otmg Thickness = 1800m y Width = 1200m y Depth = 24 00 in y Distance from Toe = 0 00 ft ver @ Top = 3 00 in @ Btm = 3 00 in leight to Top - 9 50 ft teight to Bottom = 0 00 ft 2nd Stem OK 000 Masonry 1200 # 8 800 Edge 0981 2,489 0 8,964 8 9,1342 268 387 4800 800 1240 930 1 500 24,000 Yes Yes 2578 1 000 11 62 in #7@ 23 00 in, #8@ 30 25 in, #9@ 38 Flores Lund Consultants 7220 Trade St Suite 120 San Diego, CA 92121 (858) 566-0626 Title Spa La Costa Job # 02030 Dsgnr MM Date 9 04AM 6 NOV 02 Description Site Retaining Walls - Valet Loop Scope Rev 550100 User KW06C2950 Ver 5 5 0 25 Sep 2001 ic)19832001 ENERCALC Engineering Software Retaining Wall Design Page 2 c \design\la costa resort\spa la costa\spa la Description 9' Max Wall [Summary of Overturning & Resisting Forces & Moments 1 OVERTURNING Force Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total Resisting/Overturning Ratio Vertical Loads used for Soil Ibs 2,420 0 6840 3,1040 Pressure Distance ft 367 067 625 OTM = = 7,617 Moment ft-# 8,873 3 4,2750 13,1483 200 1 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight Vert Component = Total = RESISTING Force Ibs 4 1800 550 9554 1775 1,3500 3000 5993 7,6171 Distance ft 400 000 0 50 1 43 1 83 300 050 600 Ibs R M = Moment ft-# 16,7200 275 1 370 1 3254 4,050 0 1500 3,595 8 26,238 7 8 in Mas w/#5 @ 16 in o/c Solid Grout, Spc Insp 12 in Mas w/ #8 @ 8 in o/c Solid Grout, Spc Insp 6" #4@18 in @Toe Designer select #5@12m a||horiz remf ©Heel 9'-6" „• r-o" ~* *" ^ *, - ! -. • -1', *| ' v / ' * >-"- '". '; " '» ^ .,:: ^ " :" V - , :. ...j. ^-..-V -f • ' -s '. •' • 5'-0" 5'-0" "* ^" 6'-0" ^. _!_-_.I "__31_. 2'-0" 72 ps Pp= 1875* 2420 # 2954 9psf GEOTECHNICAL INVESTIGATION PROPOSED NEW SPA & BALLROOM BUILDINGS LA COSTA RESORT & SPA COSTA DEL MAR ROAD CARLSBAD, CALIFORNIA -Prepared By- Sladden Engineering 39-725 Garand Lane, Suite G Palm Desert, California 92211 (760) 772-3893 Slddden Engm&eruig Sladden Engineering 6782 StantonAve, Suite E, Buena Park, CA 90621 (562)864-4121 (714)523-0952 Fax (714) 523-1369 39-725 Garand Ln , Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 June 28, 2002 Project No 544-2063 02-06-361 La Costa Resort and Spa KSL Development Corporation 2100 Costa Del Mar Road Carlsbad, California 92009 Attention Mr Mike Cusick Project Proposed New Spa & Ballroom Buildings La Costa Resort & Spa Costa Del Mar Road Carlsbad, California Subject Geotechnical Soil Investigation Presented herewith is the report of our Geotechnical Investigation prepared for the new spa and ballroom buildings proposed for the La Costa Resort & Spa complex located in the City of Carlsbad, California This report was prepared in order to provide lecommendations for design and construction of the new building foundations This report presents the results of our field investigation and laboratory testing along with conclusions and recommendations for design and construction This report completes our agreed upon scope of services as described in our proposal dated May 10, 2002 We appreciate the opportunity to provide service to you on this project regarding this report, please contact the undersigned If you have any questions Respectfully submitted, SLADDEN ENGINEERING Brett_L Andersc Principal Engineer SER/pc . _: - _ __ . Copies" 6/La Costa Resort and Spa Engineering GEOTECHNICAL INVESTIGATION PROPOSED NEW SPA & BALLROOM BUILDINGS LA COSTA RESORT & SPA COSTA DEL MAR ROAD CARLSBAD, CALIFORNIA June 28, 2002 TABLE OF CONTENTS INTRODUCTION SCOPE OF WORK PROJECT DESCRIPTION REGIONAL SEISMICITY LIQUEFACTION SUBSURFACE CONDITIONS CONCLUSIONS AND RECOMMENDATIONS Foundation Design Settlements Lateral Design Retaining Walls Expansive Soils Concrete Slabs-on-Grade Soluble Sulfates Tentative Pavement Design Shrinkage and Subsidence General Site Grading 1 Clearing and Demolition 2 Preparation of Building and Foundation Areas 3 Placement of Compacted Fill 4 Preparation of Slab and Pavement Areas 5 Testing and Inspection GENERAL 1 1 1 2 2 2 3 4 4 4 5 5 5 5 5 6 6 6 6 7 7 7 APPENDIX A - APPENDIX B - Site Plan & Boring Logs Field Exploration Laboratory Testing Laboratory Test Results APPENDIX C - 1997'UBC Seismic Design Criteria June 28,2002 - -1- Project No 544-2063 02-06-361 INTRODUCTION This report presents the results of a Geotechnical Investigation performed in order to provide recommendations for the design and construction of the proposed new spa and ballroom buildings and the various associated site improvements The La Costa Resort & Spa is located on the northeast corner of El Cammo Real and Costa Del Mar Road in the City of Carlsbad, California It is our understanding that the project will consist of a new spa building a new ballroom and a new main entryway along with reconfigured driveways, walkways and parking areas and other related site improvements A preliminary site plan provided by the KSL Development Corporation was used during our investigation SCOPE OF WORK The purpose of our investigation was to determine certain engineering characteristics of the near surface soils on the site in order to develop recommendations for foundation design and site preparation Our investigation included field exploration, laboratory testing, literature review, engineering analysis and the preparation of this report Evaluation of hazardous wastes was not within the scope of services provided" Our investigation was performed in accordance with contemporary geotechmcal engineering principles and practice We make no other warranty, either express or implied PROJECT DESCRIPTION The La Costa Resort and Spa complex is located on the northeast corner of El Cammo Real and Costa Del Mar Road in the City of Carlsbad, California The proposed project will include a new spa building, a new ballroom building and a reconfigured mam entryway along with various associated site improvements The associated improvements will include reconfigured walkways, driveways and parking areas, landscaped areas and underground utilities. It is our understanding that the proposed spa building will be of relatively lightweight wood-frame and/or steel frame construction and the proposed ballroom will be of steel-frame and reinforced masonry construction The proposed buildings will be supported by conventional shallow spread footings and concrete slabs on grade Based upon preliminary foundation loading information provided by KSL, we assumed isolated column loads of up to 180 kips and wall loads of up to 5 0 kips per linear foot for the ballroom building We also assumed isolated column loads of up to 50 kips and wall loads of up to 3 0 kips per linear foot for the proposed spa building Grading is assumed to include cutting and filling of the to construct level building pads and to provide for proper site drainage The-proposed new spa building will be located within~a paved parking area southwest of the existing -administration building and the proposed "new-ballroom will be located within the exisfing~employee-~ parking lot west of the administration building The existing parking lots are paved with asphalt and'are- surrounded by landscape areas The building sites and adjacent areas slope gently downward towards the south The new entryway will include reconfigured driveways'and-parking areas along with a'covered -^entry structure There are'numerous exis'ting.bulldtngjrwithinlhe La Costa Resort and-Spa complex to:., the e'ast- and-south of the site "There-are numerous-underground" utilities servicing the existing-buildings and transecting the new building areas -, Sladdgn Engineering June 28,2002 -2- - Project No 544-2063 02-06-361 REGIONAL SEISMICITY A computer program was utilized to compile data related to earthquake fault zones in the region and related seismic activity that may affect the site E Q Fault Version 3 00 (Blake 2000) provides a compilation of data related to earthquake faults in the region The program searches available databases and provides both distances to causitive faults and the corresponding accelerations that may be experienced on the site due to earthquake activity along these faults The attenuation relationship utilized for this project was based upon Boore (1997) attenuation curves The output data from this program is included in Appendix C The information generated was utilized in our liquefaction evaluation As indicated on the summary page of the E Q Fault output data, the Rose Canyon fault is the closest to the site (approximately 8 8 kilometers) The Newport-Inglewood (offshore) fault is located approximately 16 8 kilometers west of the site The maximum site acceleration is estimated to be 0 332g This acceleration is based upon a maximum event of magnitude 6 9 LIQUEFACTION Liquefaction occurs with sudden loss of soil strength due to-rapid increases in pore pressures within cohesionless soils as a result of repeated cyclic loading during seismic events Several conditions must be present for liquefaction to occur including, the presence of relatively shallow groundwater, generally loose soils conditions, the susceptibility of soils to liquefaction based upon grain-size characteristics" and the generation of significant and repeated seismically induced ground accelerations Liquefaction affects primarily loose, uniform grained cohesionless sands with low relative densities As previously indicated the soils underlying the site consist primarily of a thin layer of silty clays and clayey silts overlying dense silty sands Groundwater was not encountered within our borings that extended to a depth of approximately 51 feet below existing grade Based upon the depth to groundwater and the dense conditions of the deeper native silty sands, it is our opinion that the potential for liquefaction occurring beneath the site is negligible SUBSURFACE CONDITIONS The site soils consist primarily of a generally thin layer of silty clays and clayey silts overlying native silty sands, sandy silts, silty clays and clayey silts The sandy silts and silty clays were encountered within the upper 5 to 10 feet within the majority of our borings The surface silts were underlain primarily by dense silty sand layers overlying deeper sandy silt and and silty clay layers The site soils appeared fairly consistent in composition and stratigraphy The native soils underlying the site were found to be firm throughout the depth of each of our borings The relatively undisturbed samples obtained indicated dry density .varying from 92 to 123 pcf Sampler penetration resistance indicates that density within the underlying native soils generally increases with depth The soils were found to be moist throughout the depth of o'ur borings" with measured moisture content varying from 1-0 to 29 0 percent - -- -LaboratoryJestirigzmdieates that .the surface soils"consist.pnmarily""of;5aridy5iRs:^ncfsiJfy clays that were- found to be moderately expansive Expansion testing indicates an expansion index of 67 for the artificial fill soils that fall within the "medium" expansion-category in accordance with.the Uniform Building Code classification system. CoTisojidation testing indicates that some of the near surface silts and clays remain - . susceptibie-to consolidation -and/or compression related settlements - "- '" - ~ ~'--__'-.-__—'- -- Slqddeh Engineering -__ _ June 28,2002 - -3- - Project No 544-2063 02-06-361 Groundwater was not encountered within our borings that extended to a depth of approximately 51 feet below the existing ground surface Groundwater should not be a factor in foundation design or construction CONCLUSIONS AND RECOMMENDATIONS Based upon our field investigation and laboratory testing, it is our opinion that the proposed new spa building and ballroom building are feasible from a soil mechanic's standpoint provided that the recommendations included in this report are considered in building foundation design and site preparation Due to the presence of compressible soils near the surface and the probable cut/fill transition nature of the proposed building areas, remedial grading including overexcavation and recompaction of the surface soils is recommended It is our opinion that remedial grading within the proposed building areas should include the removal and recompaction of the compressible surface soils and the primary foundation bearing soils Specific recommendations for site preparation are presented in the Site Grading section of this report No groundwater was encountered within our borings that extended to a depth of approximately 51 feet below the existing ground surface Due to the depth to groundwater and the relatively dense condition of the near surface soils, the potential for liquefaction affecting the site is considered to be negligible In our opinion, liquefaction related mitigation measures in addition to the site grading and foundation design recommendations included in this report should not be necessary The site is located in a seismically active area as is all of Southern California Design professionals should be aware of the site setting and the potential for earthquake activity during the anticipated life of the structure should be acknowledged The accelerations that may be experienced on the site (as previously discussed) should be considered in design Seismic design parameters as outlined in the 1997 UBC are summarized in Appendix C Caving did not occur within our borings but the potential for caving should be considered within deeper excavations All excavations should be constructed in accordance with the normal CalOSHA excavation criteria On the basis of our observations of the materials encountered, we anticipate that the near surface clayey silts and the underlying silty sands will be classified by CalOSHA as Type B and Type C soils, respectively Soil conditions should be verified in the field by a "Competent person" employed by the Contractor The surface soils encountered during our investigation were found to be moderately expansive Laboratory testing indicated an Expansion Index of 67 for the near surface silty clays and clayey silts which corresponds with the "medium" "expansion category in accordance with UBC Standard 18-2 Special expansive soil design cnteria~_as outlined in the Uniform Building Code should not" be the controlling factor in the design of foundations and slabs on grade for this project but should be^considered in design The following recomrnendatibns'-presenrrriore"detailed design criteria-that have beerf^eS/eraped on~th"e basis af"bur-field arrd-labojatory-mves&gafionv. --~ ~- -"" --'-._-~---::_ -_"----^ -.; . ~-"-----_ -Foundation Design The results of our investigation indicate that either conventional shallow continuous .footings or" isolated, pad footings, which are supported upon properly" recompacted --"-"- soils, maybe-expected to "provide-satisfactory support forthe proposed, structure -foundations-' = Sladden .Engineering _: June 28,2002 - -4- Project No-544-2063 02-06-361 Footings should extend at Ieast24>xnches beneath lowest adjacent grade Isolated square or rectangular footings at least 2 feet square may be designed using an allowable bearing value of 2500 pounds per square foot Continuous footings at least 12 inches wide may be designed using an allowable bearing value of 2000 pounds per square foot The allowable bearing pressures may be increased by 200 psf for each additional one foot of width and 250 psf for each additional 6 inches of depth The maximum allowable bearing pressure should be 3500 psf The allowable bearing pressures are for dead and frequently applied live loads and may be increased by 1/3 to resist wind, seismic or other transient loading Care should be taken to see that bearing or subgrade soils are not allowed to become saturated from the ponding of rainwater or irrigation Drainage from the building area should be rapid and complete The recommendations provided in the preceding paragraph are based on the assumption that all footings will be supported upon properly compacted soil All grading should be performed under the testing and inspection of the Soils Engineer or his representative Prior to the placement of concrete, we recommend that the footing excavations be inspected in order to verify that they extend into compacted soil and are free of loose and disturbed materials Settlements Settlements may result from the anticipated foundation loads and fill placement These estimated ultimate settlements are calculated to be approximately one inch when using the recommended bearing values As a practical matter, differential settlements between footings can be assumed as one-half of the total settlement Lateral Design Resistance to lateral loads can be provided by a combination of friction acting at the base of the slabs or foundations and passive earth pressure along the sides of the foundations A coefficient of friction of 0 40 between soil and concrete may be used with dead load forces only A passive earth pressure of 250 pounds per square foot, per foot of depth, may be used for the sides of footings that are poured against properly compacted native soils Passive earth pressure should be ignored within the upper 1 foot except where confined (such as beneath a floor slab) Retaining Walls Retaining walls may be necessary to accomplish the proposed construction Lateral pressures for use in retaining wall design can be estimated using an equivalent fluid weight of 40 pcf for level free-draining native backfill conditions For walls that are to be restrained at the top, the equivalent fluid weight should be increased to 60 pcf for level free- draining native backfill conditions Backdrams should be provided for the full height of the walls Expansive Soils Due to the presence of "medium" expansion category soils near the'surface, special expansive soil-design'cnteria should not control the design of foundations and concrete slabs-on-grade but should be considered in determining the final foundation and floor slab design- Expansion potential should be reevaluated after grading - - ~ - ; Concrete Slabs-on-Grade ~ All^uffac'es-to recewe'eonerete -slabs-on-grade should "bejund by a minimum compacted fill thickness of 12 inches, placed as described in the Sjte Grading Section of this report Where slabs are to receive moisture sensitive floor coverings or where dampness of the floor slab is not desired, we recommend-the use of an appropriate vapor barrier or an adequate-'c'apillary break " Vapor barriers should be-protected~by sand~Th order to Feduce the~ possibihty of puncture and to "aid in obtaining uniform concrete curing Sladden Engineering -V; jr-^.-^f June 28, 2002 -5- - Project No 544-2063 02-06-361 Reinforcement of slabs-on-grade in order to resist expansive soil pressures may be necessary and reinforcement will also have a beneficial effect in containing cracking due to concrete shrinkage Temperature and shrinkage related cracking should be anticipated in all concrete slabs-on-grade Slab reinforcement and the spacing of control joints should be determined by the Structural Engineer based upon post-grading expansion test results Soluble Sulfates The soluble sulfate concentrations of the surface soils were determined to be 40 and 90 parts per million (ppm) which is considered non-corrosive with respect to concrete The use of Type II cement should be adequate and the use of Type V cement and specialized sulfate resistant concrete mix designs should not be necessary Tentative Pavement Design All paving should be underlain by a minimum compacted fill thickness of 12 inches (excluding aggregate base) This may be performed as described in the Site Grading Section of this report Based upon the surface soil conditions observed, an R-Value in excess of 30 is expected Based upon a design R-Value of 30, a preliminary pavement design section of 3 0 inches of asphalt on 6 0 inches of Class 2 base material is recommended for parking areas and areas limited to auto and light truck traffic (Traffic Index = 50) In driveway areas and areas where heavy truck traffic is expected (Traffic Index = 6 5), the pavement section should be increased to 4 0 inches of asphalt on 6 0 inches of base material Pavement should be confined by curbs Subgrade should be compacted to 90 percent and base material should be compacted to at least 95 percent of maximum density Final design for asphalt pavement should be based upon R-Value testing performed after rough grading Aggregate base should conform to the requirements for Class 2 Aggregate Base in Section 26 of CalTrans Standard Specifications, January, 1992 Asphaltic concrete should conform to Section 39 of the CalTrans Standard Specifications The recommended sections should be provided with a uniformly compacted subgrade and precise control of thickness and elevations during placement Drainage from paved areas should be rapid and complete It should be noted that the pavement sections recommended above are minimum sections, if heavily loaded vehicles are expected to cross automobile parking and driving areas, thicker pavement sections may be desired at these locations Pavement design sections are tentative and should be confirmed at the completion of site grading when the subgrade soils are m-place This will include sampling and testing of the actual subgrade soils and an analysis based upon the specific use Shrinkage and Subsidence Volumetric shrinkage of-the material that is excavated and replaced "as controlled compacted fill should be anticipated" We expect that the shrinkage could vary from - 1.0 to 15 percent Subsidence of the surfaces tha't are scarified and compacted should be between 1 tenth and 2 tenths of a foot This will vary depending upon the type of equipment used, the moisture content of'the soil at the time of grading and the actual degree of compaction attained These=values for shrinkage and subsidence are exclusive of losses, thaT will occur due to the site --elearmg-ami "demolition or the removal of-other deletencms-rrtateriars- -':-~-~ -~ : \ General Site Grading All grading should be performed in accordance with the grading ordinance of the City of Carlsbad, California- The -following recommendations have been " developed "on the basis of our fiehf and Jaboratory"festing 'r ----- - --- _- -X^-_-^Lf --. ~_-Sladden Engineering _ 7 June 28,2002 -6- - Project No 544-2063 - - - - 02-06-361 1 Clearing and Demolition Proper clearing will be very important All previous pavements, slabs, foundations, trees and the associated root systems should be removed from the building areas Underground utilities should be removed from the future building areas Soils that are disturbed during site clearing should be removed and replaced as controlled compacted fill under the direction of the Soils Engineer 2.' Preparation of Building and Foundation Areas The remedial grading recommended should include the overexcavation and recompaction of the compressible surface soils and the primary foundation bearing soils Removals within the spa building area should extend a minimum depth of 2 feet below existing grade or 2 feet below the bottom of the footings, whichever is deeper Removals within the ballroom building area should extend a minimum depth of 3 feet below existing grade or 3 feet below the bottom of the footings, whichever is deeper Subsequent to removal, the exposed surface should be scarified to a depth of 1 foot, moisture conditioned and recompacted to at least 90 percent relative compaction The excavated material may then be replaced as controlled compacted fill S Placement of Compacted Fill Fill materials consisting of on-site soils or approved imported granular soils, should be spread in shallow lifts, and compacted at near optimum moisture content to a minimum of 90 percent relative compaction Imported material shall be of equal or greater quality that the native surface soils The contractor shall notify the Soils Engineer at least 48 hours in advance of importing soils in order to provide sufficient time for the evaluation of proposed import materials The contractor shall be responsible for delivering material to the site that complies with the project specifications Approval by the Soils Engineer will be based upon material delivered to the site and not the preliminary evaluation of import sources Our observations of the material encountered during our investigation indicate that compaction will be most readily obtained by means of heavy rubber tired equipment and sheepsfoot compactors A uniform and near optimum moisture content should be attained during fill placement and compaction \ Preparation of Slab and Paving Areas All surfaces to receive asphalt concrete paving or exte'nor concrete slabs-on-grade, should be underlain by a minimum compacted fill thickness of 12 inches This may be accomplished by a combination of overexcavation, scarification and recompaction of the surface, and replacement of the excavated^rrfaTeTfah--^ as controlled compacted fill Compaction of the slab areas should be to a minimumpf 90 ^' percent relat^e'COrnp^ae.tion Compaction within the proposed pavement areas should be to a minimum of'95" percent relative compaction - ~ ~ > Testing and Inspection- During grading tests and observations should be performed by . the Soils- Engineer or his representative in order to verify that the^grading is being . " performed ifraccor-dance wittfthe project specifications. "Field-density'testing "Shall b~e-;'~ ~ '-performed in accordanee-with- applicable'ASTNftest-standards"- The:mmimTirrraccepta_5Ie- .~ degree of compaction shall be 90 percent of the maximum dry density as obtained by the ASTM D1557-91 test method Where testing-indicates insufficient density, additional -compactive effort shall be applied until retestmg indicates satisfactory compaction. ~ Sladden-Engineering _ June 28,2002 " - -7- Project No 544-2063 02-06-361 GENERAL The findings and recommendations presented in this report are based upon an interpolation of the soil conditions between boring locations and extrapolation of these conditions throughout the proposed building area Should conditions encountered during grading appear different than those indicated in this report, this office should be notified This report is considered to be applicable for use by La Costa Resort and Spa for the specific site and project described herein The use of this report by other parties or for other projects is not authorized The recommendations of this report are contingent upon monitoring of the grading operations by a representative of Sladden Engineering All recommendations are considered to be tentative pending our review of the grading operations and additional testing, if indicated If others are employed to perform any soil testing, this office should be notified prior to such testing in order to coordinate any required site visits by our representative and to assure indemnification of Sladden Engineering We recommend that a pre-job conference be held on the site prior to the initiation of site grading The purpose of this meeting will be to assure a complete understanding of the recommendations presented in this report as they apply to the actual grading performed Sladden Engineering, -_'_[/- '-_ - APPENDIX A Site Plan Borings Logs - ^ -"_ ; Sladden Engineering- APPENDIX A FIELD EXPLORATION For our field investigation, 12 exploratory borings were excavated on May 21 and May 30, 2002, using a truck mounted hollow stem auger rig (Mobile B61) in the approximate locations indicated on the site plan included in this appendix Continuous logs of the materials encountered were prepared during drilling by a representative of Sladden Engineering Boring logs are included in this appendix Representative undisturbed samples were obtained within our borings by driving a thin-walled steel penetration sampler (California split spoon sampler) or a Standard Penetration Test (SPT) sampler with a 140 pound hammer dropping approximately 30 inches (ASTM DI586) The number of blows required to drive the samplers 18 inches was recorded in 6 inch increments and blowcounts are indicated on the boring logs The California samplers are 3 0 inches in diameter, carrying brass sample rings having inner diameters of 2 5 inches The standard penetration samplers are 2 0 inches in diameter with an inner diameter of 1 5 inches Undisturbed samples were removed from the sampler and placed in moisture sealed containers in order to preserve the natural soil moisture content Bulk samples were obtained from the excavation spoils and samples were then transported to our laboratory for further observations and testing Samples were then transported to our laboratory for further observations and testing ~--~~~-§lq<fden Engineering North ^ Approximate Boring Locations Proposed Spa La Costa Resort Ballroom & Spa Costa Del Mar Road Carlsbad, California Sladden Engineering PioiectNumber 544-2063 [Date 7-1-02 Lft' O2_ CT2-- 1 2 :" North (^ Approximate Boring Locations Proposed Ballroom La Costa Resort Ballroom & Spa Costa Del Mar Road Carlsbad, California Sladden Engineering Project Number 544-2063 | Date 7-1-02 .La Costa Resort & Spa Parking Lot Costa Del Mar Road / Carlsbad, California Date 5-30-02 " Boring No 1 Job No 544-2063 4-: '-u' aa."" O -£- 0 - 5 10 15 20 , 25 - 30 - 35 40- 1 - - 45 i- _' _ 50 " . 55 - 'o E w /// ^V a) 0 / / / / / / / ' Is om ///•• 12/2 1/26 • • ••20/36/38 ••50/50-3"n ••20/50-6" V/JB35/50 5" //••40/60-6" //4\— \ \ _ -_ - — - • - - - - . - DESCRIPTION Silty Clay Brown, sandy Sandy Silt Brown, slightly clayey Silty Sand Brown, very silty, fine grained Silty Sand Brown, fine grained Silty Clay Brown, trace gravel Silty Clay Brown with mterbedded silty sand layers •^ Recovered Sample - _ -- - - - ' _^ - _--_ ". ~ --_- - ~'-~~~--'~ - - ~. - . -7- - " "- -""~~ ~" ~~ -. cua o 03 CL ML SM SM CL CL - _ r" --_ - - ~- - g >>*!H Q C ^Jtb •£; 121 114 108 102 112 99 I - - " _- .. .-•"---_ -"' = '-' - -- --. - : - « d4-7 CO o 0? 11 1 136 81 20 156 87 - .- -. - - - > ° cd as <& S §x O - -_ - - . REMARKS Asphalt 2 5" thick Total Depth = 31 5' No Bedrock No Groundwater - - _~ - -_ - ; ~=" - ~ ~ - 7 ~ ~~*~. ~~ ~^ ~ *• •-. ' .. -r — -- ~" _~ - --- Note The stratification lines .represent the appEoximate ^-- £ -J- bo.undahes between the soil types, _" the transitions may be gradual _ - La Costa Resort & Spa Parking Lot Costa Del Mar Road / Carlsbad, California Date 5-21-02 Bonne No 2 Job No 544-2063 -C "S3•£3 dja,"-1 n£ 0 5 10 15 20 25 30 35 40 " 45 1-^I - -"'*' 50 55 'o ,0 S >> COI1 ~ -- — a>!-ioa _ 1 -_ —Blows/ft14/32/44 28/50 5' 24/34/36 14/18/36 -- DESCRIPTION Silty Clay Brown, sandy „ Silty Clay Brown with fine to coarse grained sand Silty Sand Brown, very silty, fine grained H| Recovered Sample • Standard Penetration Sample - _- o>a JoCO CL - CL SM - -"- - -u ^£Q S^^)£; 120 119 ... r •• '"• -._ _ - --• ,^'~ -% Moisture130 87 53 36 '- ' _.. - - ~~% RelativeCompaction— - - - ' "-' "• REMARKS AsphaltS" thick - Total Depth = 21 5' No Bedrock No Groundwater " ...._.- / Note The stratification lines represent the approximate ___ boundaries between the soil types, - the transitions may be gradual La Costa Resort & Spa Parking Lot Costa Del Mar Road / Carlsbad, California Date 5-21-02 Boring No 3 Job No 544-2063 •& ?U<201 cQ^- 0 5 10 15 20 25 30 35 i 40 45 50 55 i— iO,£>a>>C/3 \ • - ^% -~~- OJ!-.0O - 1 1 1 1 1 1 1 1 1 Blows/ft'13/36/50 8/10/10 10/20/26 13/23/23 30/50-6" 18/22/30 18/18/24 8/10/12 28/30/35 15/28/30 " -- .-- DESCRIPTION Silty Clay Brown, sandy Silty Sand Brown, fine grained with scattered gravel Sand Brown, slightly silty, fine grained Silty Clay Brown with interbedded silty fine sand layers Silty Clay Brown Clayey Silt Brown, sandy ^ ------ . - . - Sandy Silt Brown, clayey f^ Recovered Sample - II Standard Penetration . - Sample . 0>a>, EH Ora CL SM SP/SM CL CL ML ML £ >>SH Q tie-C oP3i 121 - — - -..% Moisture124 8 1 47 58 1 5 10 130 290 "136.. •• - _- 163 % RelativeCompaction... -. - ... --.: ~"~~:.-~ -... ^Jote The stratification lines epresent the. approximate - __ )oundaries~ between the soil types,he transitions may be gradual REMARKS Asphalt3 5" thick 53% passing #200 39% passing #200 12% passing #200 37% passing #200 16% passing #200 7% passing #200 72% passing #200 98%-passmg#200 41-%passmg-#200 ..-. ,-_*_" --- - ".-• - s 33% passing #200 " - Total:De-p~th-5L5V "- No Bedrock ^o Groundwater La Costa Resort & Spa Parking Lot Costa Del Mar Road / Carlsbad, California Date 5-21-02 BonmrNo 4 Job No 544-2063 -Ia,14-1Q£ 0 5 10 15 20 25 30 35 i 40 [ 45 50 -" .- -55 - "o J3 >> CO - Q>SHOa -L L- —Blows/ft13/30/40 30/50-6' 18/40/50 30/50-6" - - _J~~~- - DESCRIPTION Sandy Silt Brown, clayey „ „ Sand Grey brown, fine grained Silty Sand Grey brown, fine grained ^H Recovered Sample .•.--...-•-•--. - - -~-_ — - - .-- -i _ ^ ^— — - ^- o>a £f-io CO ML " " SP SM "- _ - -'" = - £>^ ^HQ z?^a 107 104 99 95 _-_ - ~"% Moisture87 70 26 10 - _% RelativeCompaction... -- . - --~~ REMARKS Asphalts 5 "thick Total Depth = 21 5' No Bedrock No Groundwater -' - - _ --_"- -- _ - _ _ ^ Note The stratification lines represent the- a.pproxHnate; --- .. - - boundaries between the-sod types, . the transitions may be gradual .: " La Costa. Resort & Spa Parking Lot Costa Del Mar Road / Carlsbad, California Date 5-21-02 Bonne No 5 Job No 544-2063 *f0) c Q •£> 0 - 5 10 15 20 - - 25 30 35 . 40 45 50 - &6 _ - "o c^CO - (U oO ' $~co £O PQ 13/24/36 ••14/24/36 •I 16/32/50n - - IH - : - - - - 18/34/50 _ " - -.. - • - , DESCRIPTION Sandy Silt Brown, clayey „ Sand Grey brown, slightly silty, fine grained Silty Sand Grey brown, fine grained Sand Grev brown, slightly silty, fine grained IB Recovered Sample . - - _ - --~_ " 0)a oCO ML •• SP/SM SM SP/SM - - - - .. £ >1SHQ C <JID -3> 105 95 93 98 : . „ ' •--- - - _ (D•ft3+}en 8 ^•»?0s 8 1 36 47 15 _ - - . c ^ -O-f-s o "a a 0 o ... -- -- ~ - -- " - - - REMARKS Asphalts 5 "thick , Total Depth = 21 5' No Bedrock No Groundwater - ..." - - Note- The stratification lines _ -represent the approximate ~ ~r boundaries between the soil types; the "transitions may lie gradual" — ._._- La Costa Resort & Spa Parking Lot Costa Del Mar Road / Carlsbad, California Date 5-21-02 Boring No 6 Job No 544-2063 o cQo 0 5 10 15 20 25 30 - 35 40 45 --" 50 . 1 55_- 13J2 S CflI.// \ • - !H0O Blows/ft! 26/36/50 ••24/38/45 HI 20/50-5" 1 30/38/50 40/50 5" 35/45/50 1 -..: - •- - - ''•"- - DESCRIPTION Silty Clay Brown, trace sand „ „ Silty Sand Grey brown, fine grained, slightly clayey „ Sand Grey brown, fine grained Silty Sand Grey brown, fine grained HI Recovered Sample - -.- - r.v .---.=-.: .--- • •i • ':- - - - — ^~. ~ ~~ ~ O)a ^o03 CL •• " SM " SP SM •- Q C oi—~* n,P C3 115 116 100 94 98 103 i -" --.: -% Moisture17 7 163 105 47 15 42 "~ - - — "_% RelativeCompaction... ... - -'"" - - REMARKS Asphalt 8" thick Total Depth = 31 5' No Bedrock No Groundwater -- " Note The stratification lines representfehe-approximate - boundaries between the soil types, • the transitions may be gradual La Costa Resort & Spa Parking Lot •• Costa Del Mar Road / Carlsbad, California _ Date 5-21-02 Boring No 7 Job No 544-2063 Jt a-u .<!)a*~£* 0 5 10 15 20 25 30 . 35 40 45 50 - 55 -oJ2E >>COI'^ - <D »Hoa / / / H Blows/ft14/50-6" 15/38/50 24/50-6" 30/50-6" - DESCRIPTION Silty Clay Brown „ Silty Sand Brown, very silty, fine to coarse grained, clayey Silty Sand Grey brown, fine grained Silty Sand Brown, fine grained, slightly clayey |j| Recovered Sample - "--_ ""- .1 - ' -_ _-— _- <oo,>. EH»— » 0CO CL •• SM SM SM . - -.. - -u£>> Q S^C o P v& 113 108 92 95 ; "-".% Moisture183 99 36 53 % RelativeCompaction- - - - -: REMARKS Asphalt 2" thick - - Total Depth = 21 5' No Bedrock No Groundwater - _- '_ " - _ - _- ~—_ , — - - ;- Note The stratification lines .represeHtJ>he"approximate -_- -- boundaries between the soil types, the transitions may be gradual " La Costa Resort & Spa Parking Lot Costa Del Mar Road / Carlsbad, California Date 5-21-02 Bonne No 8 Job No 544-2063 -s £-t-J CD 0,^ 03 0 5 10 15 20 25 30 35 ; 40 45 1 " _ r 50 55 - "o J3sXM • • - - <D?-<O U 1 Blows/ft'12/25/29 23/40/50 28/50-6" 28/50-5" - _- DESCRIPTION Silty Sand Brown, very silty, fine to coarse grained, clayey „ Sand Brown, slightly silty, fine to coarse grained with scattered gravel Silty Sand Brown, fine grained Sand Brown, slightly silty, fine grained |H Recovered Sample - -- ..,-. - - - -7- - o> PH £rHOCQ SM » SP/SM SM SP/SM - .. -• _--— . -O £ bQ tsoC o5-3 116 123 96 v _ - _: -~% Moisture87 26 36 36 - :. -% RelativeCompaction... — - ' -~ - REMARKS Asphalt 2 5 "thick , Total Depth = 21 5' No Bedrock No Groundwater ~ - - . Note The stratification lines represent the approximate - - ~" boundaries between the 561! types, _ " the transitions may be gradual _~ La Costa Resort & Spa Parking Lot Costa Del Mar Road / Carlsbad, California Date 5-21-02 Boring No 9 Job No 544-2063 •£ \ 0 5 10 15 20 25 30 35 40 45 50 55 1-^O 1CQ - I -. <ut-loOj -~~Blows/ft12/18/20 20/28/46 25/40/50 - - - -- - DESCRIPTION Sand Brown, slightly silty, fine grained „ Sand Grey brown, slightly silty, fine grained Silty Clay Brown with mterbedded sandy silt layers Sand Grey brown, slightly silty, fine grained •• Recovered Sample ...- -- ---_---.. - _ oCO SP/SM •• SP/SM CL SP/SM - - Qa| 102 116 110 111 - .-.% Moisture36 47 19 1 150 - -- - __ ._—% RelativeCompaction- - - '_„_ - -- = REMARKS Asphalt 3" thick Total Depth = 21 5' No Bedrock No Groundwater - -- _- _-_ s _ Note The stratification lines -represent the- approximate - . boundaries between the soil types, the transitions may be gradual La Costa Resort & Spa Parking Lot Costa Del Mar Road / Carlsbad, California Date 5-30-02 Boring No 10 Job No 544-2063 Ji "£ -4J 0}a""p£< 0 5 10 15 20 25 30 35 40 45 50 "• 55- 0n£ Z>^ 0n o • • H -J -Blows/ft30/50-6" 24/40/50 32/36/50 31/50-5" 40/50-5" I - - -" DESCRIPTION Silty Sand Brown, fine to coarse grained „ Sand Brown, slightly silty, fine to coarse grained Silty Sand Brown, fine to coarse grained, clayey Silty Sand Brown, fine grained, clayey Sand Grey brown, slightly silty, fine grained {HI Recovered Sample -_ ~__ . .'_-_. / : - " " — -" ~ - _ - <Da>>E- o C/2 SM " SP/SM SM SM SP/SM . """ -u££Q ^G~C o P^ 108 103 111 100 97 ' :"-"% Moisture36 53 75 87 42 _ - = -% RelativeCompaction- - - -" REMARKS Asphalt 4" thick Total Depth = 26' 5' No Bedrock No Groundwater __- _j; ~_. . " - - _,_- S Note The stratification hues represent the approximate- - • - ~ - "boundaries between the soil types,the transitions may be graduaL _ La Costa Resort & Spa Parking Lot Costa Del Mar Road / Carlsbad, California Date 5-21-02 Bonne No 11 Job No 544-2063 A a 4J ,CUa<" Q£ 0 5 10 - 15 20 25 30 35 40 45-- 50 -.55 - "3XI >.C/3 • • - ---_ CD >HO O " F - "Blows/ft15/34/44 10/12/15 8/12/14 .- • DESCRIPTION Silty Sand Brown, fine grained „ Sand Brown, slightly silty, fine to medium grained JH Recovered Sample _ -" _---_ - ~ --"_- - :~~ __ - _ ~-~" '"---}'"- CDa fi-HO CQ SM - SP/SM -_ - "__ ~ _ +J ^>>!-i Q -Soa oPB 117 110 111 _ _ ._ _ -" - - :~ :"•'.% Moisture11 l 87 105 - ." - - ':''% RelativeCompaction-- - - - REMARKS Grass area Total Depth =115' No Bedrock No Groundwater - - - _ - Note The stratification lines represe"ntthf-approximat&-~~~ — ~ = .boundaries between'the soil types;- - the transitions may be. gradual ~ _ La Costa Resort & Spa Parking Lot Costa Del Mar Road / Carlsbad, California Date 5-21-02 Boring No 12 Job No 544-2063 "^ Ja'"-' 0 5 10 15 20 25 30 35 40 45 50 55, 'o CO 1I 0O : ~ <-Blows/ft9/10/15 18/24/34 -- ; — i -- DESCRIPTION Silty Clay Brown, slightly silly, trace fine to medium grained sand SilryClay Brown ii ii m Recovered Sample - ---..---- cu i — i oCO CL CL „ -~ o C o 119 112 124 - --% Moisture130 163 99 ,-— — j> *-*r-t +J-u o,2 * ... - - .J £ •- REMARKS Grass Area Total Depth = 11 5' No Bedrock No Groundwater - . -Note The stratification lines repr_esent_the, approximate - " --""- boundaries between the soil types, the transitions may be gradual - _ APPENDIX B Laboratory Testing Laboratory Test Results -JSladdea-Engineering - APPENDIX B LABORATORY TESTING Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our laboratory for additional observations and testing Laboratory testing was generally performed in two phases The first phase consisted of testing in order to determine the compaction of the existing natural soil and the general engineering classifications of the soils underlying the site This testing was performed in order to estimate the engineering characteristics of the soil and to serve as a basis for selecting samples for the second phase of testing The second phase consisted of soil mechanics testing This testing including consolidation, shear strength and expansion testing was performed in order to provide a means of developing specific design recommendations based on the mechanical properties of the soil CLASSIFICATION AND COMPACTION TESTING Unit Weight and Moisture Content Determinations Each undisturbed sample was weighed and measured in order to determine its unit weight A small portion of each sample was then subjected to testing in order to determine its moisture content This was used in order to determine the dry density of the soil in its natural condition The results of this testing are shown on the Boring Logs Maximum Density-Optimum Moisture Determinations Representative soil types were selected for maximum density determinations This testing was performed in accordance with the ASTM Standard D1557-91, Test Method A The results of this testing are presented graphically in this appendix The maximum densities are compared to the field densities of the soil in order to determine the existing relative compaction to the soil This is shown on the Boring Logs, and is useful in estimating the strength and compressibility of the soil Classification Testing Soil samples were selected for classification testing This testing consists of mechanical grain size analyses and Atterberg Limits determinations These provide information for developing classifications for the soil in accordance with the Unified Classification System This classification system categorizes the soil into groups having similar engineering characteristics The results of this testing are very useful in detecting variations in the soils and in selecting samples for further testing SOIL MECHANIC'S TESTING Direct Shear Testing Two bulk samples were selected for Direct Shear Testing This testing measures the shear strength of the soil under various normal pressures and is used in developing parameters for foundation design and lateral design Testing was performed using recompacted test specimens, which were saturated prior to testing Testing was performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300 pounds per-square foot Expansion Testing Two bulk samples-was selected for Expansion testing Expansion testing was performed in accordance with the UBC Standard 18-2 This testing consists of remolding 4-inch diameter by 1-mch thick test specimens_to a moisture content and dry density corresponding to "approximately 50 percent saturation The samples are subjected-to..a surcharge of 14.4 pounds per square fojorand.ajtewed'- to-reach, equilibrium At. that-point-"the.- specimens--are, inundated with distiTled-wateF ~- -The-'tmear-. expansion is then measured until complete - ' Consolidation Testing: Eight jelativejy undisturbed samples were selected for consolidation testing -For- this testing ..one-inch thick test speGlmens^are subjected to vertical load's varying" from "575 psT'to 11520 psf applied progressively Trie consolidation at each load increment was recorded prior to placement of each, subsequent load ----The--spsctmens_-were saturated-at the-575 psf-or 720tpsf~load mcrement - ~ -- " - - ~_ ~ " : . v -- -"- ~ - O2 02, 12i36p — ~~ ~ .-- -"-- -- Pressure m.KIPS per Square Foot ^ ' '"'"_ 0010-"" "575 - -- -2300 4600, ~ -. 00 - - 01 - 02 03 £. 04 D, 2 05 C c 060 oj "O "3 07CO§O 08 09 1 11 12 I - - — r ' ~T~ ~ •-'•'- trj -_' _ -_ "1. . - ~ -_- :--.EEgTT^^=-2 ^EflSlALF "^ = z — r — "~ ~ r ~ - - = i: — _ ~ . 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T"_ ~ *" '~. i ~ z^ ~~ n; r ~ J•— ^ ^ -j . _ _ -._ Consolidation Diagiam _ [^ _ _ _ ,_~ r -- - La Costa Resort & Spa Boung 11 @ 5' SLADDEN ENGINEERING Date 6/11/02 J Job No 544-2063 - 02- 02" - O'OIO Pressure=m KIPS per Square Foot 576 " 230QL ~J9200 . 04 03 02 01 <n Ji 01uc 02 1 °3 oO 04 08 09 • i '"]''. — r - i =: ^ •"'" ~ ~r " ~ (__ ^ ~y~~ ~^_ _ p Consolidation Diagram La Costa Resort & Spa Boring 7 @ 5' SLADDEN ENGINEERING Date 6/11/02 job No 544-2063 d .U2 12 : 3.5p_ ~ -_—-^=3?- i---_" O6l0 Pressure in KIPS per Square Foot 575 2 300 9~200 Xoc q>—tc c«CO ^ 04 o 02 u ft9 no Ub /\>06 07v/ * Ub f\Q 7— r — "" r ~ \ - z :rr :: - ± - — "^ _ _ _ r~U "~ "Z^~ ~ :r~! ! 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KIPS per Square Foe O'OIO ~ 0 720 ,2 880 — - — - — \- - — - — | — - — - 4- - —- -_ - — +- r — = ± =. = ^^ _ ^_ _ ~--~— -r^--_^=L - ^~~^~^=~*-3 ^Rffect-ofiythnfe:. : - — - - - - - - - - ^^" - - - - — - _ i. .- — - i _SsSSs=__ - ft ; ^^•W^ ' - -V. . - -, - - - ._^->«^__^ _ ==. "- — ~z- ^qz --^r=. = ^=- T — - ~ = ^T~-s^. _-_ - __ Rebound- _ r : ± _r r _: i .Er r--= - - - ^ - — L ' - - - . ' i - j - .. ,. __ — - — 1 . — - i — _ — - - -i. ., - — ^ _ _ — _ j_ _ _ -L I ^ _ ~ 1 , _ _t _ — — - - — - — _ „ i __ __)_ ' _ _t. ' __„!_ _ { _ 1 _^J_ . ., - i . - X.. Z — ~ _ . - ' j ' ~[1 ' . ' I H — — . _ _4— 1 , _ — _1_ _ — _ ^- — _ _ ._^_ _ L __ _ ] _• • _j •— _ " .-- - -_-t : - i - - - 1 • -— - } i i —- . _ .. _ _ -_ —. -.- j _ _._ , - — ; ^z^ - — - ;^^r: i ^r ; ; ^r i rrr- - — - r - — - '• — - - ~t- - = - — -r =^r - — - ==; ] — - -== - ^ - -== p - — r — - __ -. -— — - f— .- - rL z : — z rrzz: - zzz - zzzzz _ . . _ . ^ ; _ _ . _L -— — i- ~ — j. — - -j_ _ — zr. . L _ _ i : _ _ i _ - — - L -. — _ i — _ _ _|_ _ !_ _ j ____ ; ___ _ __;; - '- - __; | ---=-== = z £ = ^ z - - =^: : = = 1 = - ; qr ; Consolidation Diagram t - 5760 "-" - - f___ 1 _.__3 ? rzrr " -f--^-^- --:-:----: .- - — - — ^- - — - = — ._ _ t- — ... r - - - — - -•- "•^•~-=HP^_ 1 .... E _- - — -_1 . - __ ^_ _.. - __ — ; _ - _ — J _ _r _:_ •—- i ~ - - [ - - - — - i- -'- ~ -"" ~-1_ - — _ _. —i — .- - [ JL~ * „ _ j - - — I ;_.. — t i - - L _ ."-_~ - — i L . — _ — _ _ — — . ; - '--•-. L r - --- ,. — - — ~ La Costa Resort & Spa Boring 5 @ 10' SLADDEN ENGINEERING Date 6/11/02 j Job No 544-20G3 T>2 1 2:-34p; 0010 Pressure in KIPS per Square Foot. 0~72Q, " .2880 6 760 .- _- .— r °,F1 — ..--- m 02 1 Do Jd s rid 0,wa> oc-jz 05od C _ r\(:C "DO.2 CO-o O U 1CO O 09 i 1 9 1 •} — _r ; r= :-^=t = zzr i + = z — — r it z zrrzr _ - -| - _ -r — _ _j _ -- . _ _ _^zz = — - = : = - =rr - — _ -_ _ — r ' " . ~^r~- • } =p,f" ~— -- T- -~ _-_-- -___L . _ . _^ -^.-.-^ffe^LAiLLug; .- - -T- z zzi i — i IzrSs^rz- - — - -;— _ —-:. " ~ =4^ - — - — 3 — ~ -=^ETSi^Et I --- - i- -^ ^ -^ -r~^- E — - -7 — ;z-^~~^s- :--• i--- :: =t : ,: : ..__ i. - E -- _- ± = ^ _ _ _ .j.. _ j __ _ _ _i_ _ — t i '.. i i ~ _ - . _ — - —_ — - — _ — _ _ — _ — _ —_ ~ — f- — - — j i —- - - — - — •- - — - — -1 -- -i- - —— . — _ — .. _ — _ ._ , . — _ .,_ . — "-- - ~ '- =f - = - =- | — . j_ . _ !_-_-- — 1 _. = — E ± : — — _ — • ..____ . _ _ — _ _ — - — - — — — — - —, i ' ' • .. ... - rir _ — _ _ — _ .. — .' - j_ _ _ { — _ _ _j _ — - - — ' — _ _ — _ — - _ J_ . 1 i 1- - - t J— . ~ - r— — - = - ± •= - — — _ 1 r :- - - - - rzzz_ i — _ — 1_ _ :L: - 7=^=. -4 i. ~[~ ~~ i T ~ - "r'~TZZ _ _ ~ i~~ ~ ~ '. - - k - _ _1 — __ _ _ _ _ - j j _ -j_ _ _ - ^ - ^_ r = i — - --- ^- — r - ~ ; ~ - — - - — - — i- - - -=-- f = - zrrm £ tp - irr. - —— 1 — - : ±. - — — _ ._. - - — - - j_ - __— ^z_ _ -_z _ _zzq_ - -=. ~ TZZTTT t =1 - - - -_ j_ -_ nrr: - _™ z=± ; z= z i rz: z _ _[~ - Lonsolidation Diagram L . _ — i .- .. ... - z-.— E .T - — - — ' ._ :_ _^ . ~ _ _---:- _ - - - ~ - - _ _ 1 "— «-»iL r - = !.. - -^ 'r E En f - — - _. _ — .- — _ — - — — _ — __ — i- - —_ — i-. — — - — - — r - - - -" |- : = L- — — _ — z — z zzzr . - - - — — t - — - - --_ — j_. — — _ — _ — — _ — L — --!—-- 1 ~ " i . _ C z = c. -— — - ~ - = = r — : . .1 " ~ ".. — t- — - — -_ — —— - - -- - r - - _"_,-_.-L - — r -333 - — r - - La Costa Resort & Spa Boring 5@ 5' SLADDEN ENGINEERING Date 6/11/02 J Job No 544-2063 0 010 Pressure in KIPS per Square Foot 0,720 2 88Q_ '' ."5 760 03 05 c 06o a •Q 07 ao 08 09 01 11 12 13 _ _ ""~~ __ .__ — -T..-- - Ifo?boanri~~- f — - ^^r- - n : -= -. =- — "Ji ™ r~ i ~ TTZ £ I= 1 ^ -- l Consolidation Diagram La Costa Resort & Spa Bonng2@ 10' SLADDEN ENGINEERING Date 6/11/02 job No 544-2063 . l_2:3-4p ._- — _ u u - 01 02 03 •g£ n.i t- £U (AS (tt c c c 060 C3•3 -£ O7 CO o 08 09 0 1 11 l^i 13 Pressure in KIPS per Square Foe ""; - " o oib" "~ o 720 - - - - 2 sso - - J I - '_ _ _j. _ J _ i — - - Effect oEAgldiHg — - r — r — - --""'b' - — VVatci^ ~ — ~ ~-~- ~~*~~ ~ '—^'--. —'- - -•^r~^~**^Lr-~' XM?""? -^~ -" 3= = —= :- -• - . .-^-- - •=- = -'^=si4- ^2s<sv^ - "-1= - - _ , A . _ ^^-fc^l " ^ ~ =3lebotH5el^ "r -3: -" — — - -J - rr~ z — =SS — - — - — r - -_ — -t — - — _ 4- - —- - — '- - — - — ' --— - -±- - — __• ; ^ _ Z-^_L . _ 1 — - - 1_ -^-^.i±t:_E-=i = i=::-£ = ^ ( _ J _ ._ _ _i _ - .. - - _ L :. • _ • — H r r | I •-1- - — L — -" — - -^ - — _ _ - } — - ^ — _ _ _1_ _ "~ - ~ "" " 7 "" • • " P - rr r -- T = i — r nr : — .- J-- = •- E 1 ~ = — - - J --: - ! 5: = -- = i = i = =-:^=- = - : - _f r— j - = — ; - = — - i 1 - - i — - : : ip .- =^. z =^. - -- i = r == = -^ - — : . --^- , ^ , — 1 _-= = ± : — --:.---- £f - - - | - H - ^~- ~'— . 1 - - — - 1 — _ — -|= - — „ . — . ,1 i ]— ___j_ _ j _ —i — — "" "" r~ ~ '-—-~ "-, _~ X. ~' n -T.I-J- — '^r _ ~_~ .. Consolidation Diaeram »t _".--"_ 5 760 , " i - - , — - _— - ~. ~". .. - _ ., ^ _ .._-. ^ — . JL — " .- — : i _- - - - .__ ^^_^ P — — | - ' ~ - — r -- - — " --- r ~ ~ ~ ~~ c _ r — - zrr" _ — .._ — ^. — ~ "~ ' - -_- _ — - ~nr r T7_~ _" - _ . _ - - — '- •- — ~' ~ j_ ~ '^^! !1 ~*" — - r _ _- _ >- — . -- - - . . -- .- ~ . ' _ — ,. 1 — _ 1. .. La Costa Resort & Spa Boring 2 @ 5' SLADDEN ENGINEERING Date 6/11/02 Ijob No 544-2063 - ba-02 Job No 544-2063" 127 75 -V- 8 85 9 Moisture Content (°/.) 95 METHOD OF COMPACTION ASTM D-1557-91, METHOD A OR C BORING MAXIMUM UNIT WEIGHT 10® 1-5' 126 10 105 OPTIMUM MOISTURE CONTENT 87 MAXIMUM DENSITY-OPTIMUM MOISTURE CURVE J-uT O2 02 \Z :p. 5= 118 35 45 5 55 6 Moisture Content (%) METHOD OF COMPACTION ASTM D-1557-91, METHOD A OR C BORING MAXIMUM UNIT WEIGHT 9@7 12' 122 Job No 544-2063- OPTIMUM MOISTURE CONTENT 53 MAXIMUM DENSITY-OPTIMUM MOISTURE CURVE JCT1 -02 02 . - Job No 544-2063 95 10 105 11 Moisture Content (%) 115 12 METHOD OF COMPACTION ASTM D-1557-91, METHOD A OR C BORING MAXIMUM UNIT WEIGHT 1 @ 1 - 5' 123 OPTIMUM MOISTURE CONTENT 105 MAXIMUM DENSITY-OPTIMUM MOISTURE CURVE &2"-Ip.-9 --_ DIRECT SHEAR TEIST i -o" - -"- - " -~- 1:8 _ L.6 ' "H 14oo5: 12 00PMi— i W 10 0000 Wf£ 8 00o 6 < oo °( --. - - ^^ i - r <* "1 " _ X* - - | >x 1-x'f - X _.S ^ / ~" * :." -.; "" - - _. .-r~'~ - "- _ - ~ * ) 2 4 6 8 10 12 14 16 1 NORMAL LOAD (KIPS / FOOT2 ) ^ = 27° C = 100/M/ where ^ = i r — 1 Shear Angle Cohesion 8 Boring 10® I - 5' La Costa Resort & Spa Costa Del Mar Road Carlsbad, California Sladden DATE 7 1 02 Engineering JOB NO 544 2063 - 02!-02 DIRECT SHEAR TEST \SHEARING STRESS (KIPS /FOOT2)io ^ **• ON *° o to *>. i ON ' cjX • • Jfxi I • _-~" - 4X _ ' X :_ - t X -• XIX x ;" X x * "" -_ - -• - - ) 2 4 6 8 10 12 14 16 1 NORMAL LOAD (KIPS / FOOT2 ) ^ = 32° c= 105 psf where <f> = ! /^ — i Shear Angle Cohesion - " 8 Bormg 9 @ 7 - 12' La Costa Resort & Spa Costa Del Mar Road Carlsbad California Sladden Engineering DATE 7 1 02 JJOB NO 544 2063 j 33E : DIRECT SHEAR TEST ' , .' • :':SHEARING STRESS (KIPS / FOOT2 ) , ,O ' ^ -fc* cr\ oo O N> ^ Q\ ' t?-- .» i i! ^x* . -t J^P - ^ •-"-"~ 1 L^"^^ ii ^^ — — - .;. ^^ -__ - ^ __i a K^ ' .-. -~J :- - ) 2 4 6 8 ]0 12 14 16 1 NORMAL LOAD (KIPS / FOOT2 ) ^ = 23° c = 300/w/ where ^ = ! /" — / Shear Angle Cohesion 8 Boring 1 @ 1 5' La Costa Resort & Spa Costa Del Mar Road Carlsbad, California Sladden Engineering DATE 7 1-Ut JJOB NO 544 2063 TO ANAHEIM TEST LABORATORY 3008 S ORANGE AVENUE SANTA ANA, CALIFORNIA 92707 PHONE (714) 549-7267 SLADDEN ENGINEERING: 6782 STANTON AVE. SUITE E BUENA PARK, CA. 90621 ATTN: BRETT/DAVE PROJECT: #544-2063 DATE 5/30/02 PO No Chain of Custody Shipper No lab No A-1 372 Specification Material SOIL ANALYTICAL REPORT CORROSION SERIES SUMMARY OF DATA pH SOLUBLE SULFATES SOLUBLE CHLORIDES MIN. RESISTIVITY per Ca. 417 per Ca, 422 per Ca. 643 ppm ppro ohm-cm Bulk 1 § 1-5'7.8 90 760 600 max '#2- Bulk H9 @ 7-12.1 8.6 40 322 4,380 FORM-#2 POBPV BMDGER ' C&wf Chemist APPENDIX C 1997 UBC Seismic Design Criteria - v~ ~^^Slgdden_ Engineering - . 1997 UNIFORM BUILDING CODE SEISMIC DESIGN INFORMATION The International Conference of Building Officials 1997 Uniform Building Code contains substantial revisions and additions to the earthquake engineering section in Chapter 16 Concepts contained in the 1997 code that will be relevant to construction of the proposed structures are summarized below Ground shaking is expected to be the primary hazard most likely to affect the site, based upon proximity to significant faults capable of generating large earthquakes Major fault zones considered to be most likely to create strong ground shaking at the site are listed below Fault Zone Newport - Inglewood Rose Canyon Fault Approximate Distance From Site 168km 8 8km Fault Type (1997 UBC) B B Based on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this" site is SD, generally described as stiff or dense soil The site is located within UBC Seismic Zone 4 The following table presents additional coefficients and factors relevant to seismic mitigation for design is accordance with the 1997 code Seismic Source Newport Inglewood Rose Canyon Fault Near-Source Acceleration . Factor, Na 1 0 1 0 Near-Source Velocity Factor, Nv 1 0 1 05 Seismic Coefficientc. 044Na 044Na Seismic Coefficient Cv 064NV 064NV JHaddeirfrigineefjng _ E Q F A U L T Version 3 00 DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER 544-2063 JOB NAME Costa Del Mar Road / Carlsbad CALCULATION NAME Test Run Analysis FAULT-DATA-FILE NAME CDMGFLTE DAT SITE COORDINATES SITE LATITUDE 33 0889 SITE LONGITUDE 117 2678 SEARCH RADIUS 100 mi DATE 06-23-2002 ATTENUATION RELATION 5) Boore et al UNCERTAINTY (M=Median, S=Sigma) M -DISTANCE MEASURE cd_2drp SCOND 0 Basement Depth 5 00 km Campbell SSR COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED CDMGFLTE DAT MINIMUM DEPTH VALUE (km) 0 0 1997) Horiz - SOIL (310) Number of Sigmas 0 0 Campbell SHR EQFAULT SUMMARY DETERMINISTIC SITE PARAMETERS Page 1 ABBREVIATED FAULT NAME ROSE CANYON NEWPORT-INGLEWOOD (Offshore) CORONADO BANK ELSINORE-TEMECULA ELSINORE-JULIAN ELSINORE-GLEN IVY EARTHQUAKE VALLEY PALOS VERDES SAN JACINTO-ANZA SAN JACINTO-SAN JACINTO VALLEY SAN JACINTO-COYOTE CREEK NEWPORT-INGLEWOOD (L A Basin) CHINO-CENTRAL AVE (Elsinore) ELSINORE-COYOTE MOUNTAIN WHITTIER COMPTON THRUST SAN JACINTO - BORREGO SAN JACINTO-SAN BERNARDINO ELYSIAN PARK THRUST SAN ANDREAS - San Bernardino SAN ANDREAS - Southern SAN JOSE SAN ANDREAS. - Coachella PINTO MOUNTAIN CUCAMONGA SIERRA MADRE SUPERSTITION MTN (San Jacinto) BURNT MTN NORTH FRONT AL-FAULT" -ZON-E (West) .EUREKA PEAK ELMORE 'RANCH CLEGHORN "- - NORTH -FRONTAL. FAULT ZONE .."(East) SUPE-RSTrTrON "HILLS" r (§an Jacirvto) -DAGDNA- -SALADA-- ~ .--".- -- -"-. - - SAN ANDREAS - 1857 Rupture SAN ANDREAS --Mojave RAYMOND .-_".. CLAMSHELL-SAW-PITz. ~~ :'---_ "- VERDUGO APPROXIMATE DISTANCE mi (km) 5 5( 88) 10 4 ( 16 8) 20 6( 33 2) 24 8 ( 39 9) 24 8( 39 9) 38 6( 62 1) 40 3( 64 8) 41 1 ( 66 1) 47 7 ( 76 7) 49 3( 79 4) 50 8( 81 8) 52 2( 84 0) ESTIMATED MAXIMUM EARTHQUAKE MAG (Mw) 6 9 6 9 7 4 6 8 7 1 6 8 6 5 7 1 7 2 6 9 6 8 6 9 52 8( 84 9) I 67 53 1 ( 85 5) 6 8 57 0( 91 8) | 68 61 8 ( 99 5 ) ] 68 62 6( 100 8)| 66 64 1( 103 2) 67 64 5( 103 8) | 67 67 4 ( 108 4) 73 67 4 ( 108 4) | 74 73 8( 118 8) | 65 73 8 ( 118 8)| 71 74 0( 119 1)1 70 76 2 ( 122 7) | 70 76 5( 123 1) I 70 78 2( 125 8) | 66 78 5( 126 3) 64 79 5( 128 -0) | - -7 -0 81 2 ( 130.7) | . 6 4 81 9( 131 8) | 66 - 81 9( 131 8) | 65 -" 82 7( 133 -1) I -67 83 Q(-133~5H_- 6_~-6v:_ 84 1 (-•135-=3>|; "T-O'.' -' 85 7( 138 0) I 78 85 7( -138 0) | 7-1 85 9_( 138 2) | _6 5 86 .!--{- 138 5} \F. -65---- 88 4 ( 142 3) | .67- MAX EARTHQUAKE EVENT PEAK 1 SITE 1 ACCEL g I 0 332 0 220 1 0 173 1 0 110 I 0 129 I 0 078 I 0 065 I 0 087 1 0 082 I 0 068 1 0 063 |EST SITE INTENSITY MOD MERC IX IX VIII VII VIII VII VI . VII VII VI VI 0 065 VI 0 071 | VI 0 061 0 058 1 - 0 066 1 0 048 I 0 050 0 061 1 0 066 0 070 I 0 049 1 0 055 1 0 052 I 0 062 I 0 062 I 0 041 1 - 0 037 ' i -0--0-60 - VI VI VI VI VI VI VI VI VI VI VI VI VI V V VI f ..0 036 | V 1 "o 039 | V I- 0 037. | .V I -_ -0 050 _ J" . VI | -"" _QfO-39_ 1 ." ."-"'" V . f "-^0 "64-8~--H "VI - I 0 071 | 'VI | 0 049 I VI- f _ 0 044 " | . VI I rL 0-04:4 - 1_' "-VI -- " |_-" 0 047 | VI DETERMINISTIC SITE PARAMETERS Page 2 ABBREVIATED FAULT NAME LANDERS HOLLYWOOD HELENDALE - S LOCKHARDT BRAWLEY SEISMIC ZONE LENWOOD-LOCKHART-OLD WOMAN SPRGS SANTA MONICA EMERSON So - COPPER MTN JOHNSON VALLEY (Northern) MALIBU COAST IMPERIAL rtrrrvjAifirti c, DISTANCE mi 89 1( 90 4 ( 91 5( 92 1 ( 94 8( 95 2( 96 8( 97 3( 97 9( 99 2( (km) 143 145 147 148 152 153 155 156 157 159 4) 5) 3) 2) 5) 2) 8) 6) 6) 6) MAXIMUM EARTHQUAKE MAG (Mw) 7 3 6 4 7 1 6 4 7 3 6 6 6 9 6 7 6 7 7 0 PEAK |EST SITE SITE (INTENSITY ACCEL g 0 053 0 040 0 047 0 032 0 051 0 043 0 040 0 036 0 044 0 042 MOD MERC VI V VI V VI VI v V VI VI ESTIMATED MAX EARTHQUAKE EVENT -END OF SEARCH- THE ROSE CANYON 50 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS FAULT IS CLOSEST TO THE SITE IT IS ABOUT 5 5 MILES (8 8 km) AWAY LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION 0 3317 g CALIFORNIA FAULT MAP Costa Del Mar Road / Carlsbad 1100 1000 -- 900 -- 800 -- 700 -- 600 -- 500 -- 400 -- 300 -- 200 100 -- 0 - - --100-r i -i i i i i i j i i i i i i LI L-i -i i i -400 -300 -200 -100 100 200 300 400 500 600 STRIKE-SLIP FAULTS 5) Boore et al. (1997) Horiz. - SOIL (310) co "-I— • 03 0oo .001 -' ta-"-"-"- --- -'•"•- Distance [adistl (krn) DIP-SLIP FAULTS 5) Boore et al. (1997) Horiz. - SOIL (310) M=5 M=6 M=7 M=8 1 --' co ".+— • 0oo .1 -= .01 ~ .001 1 - ••-- 'to -' : -"- Distance [adistl (km) BLIND-THRUST FAULTS 5) Boore et al. (1997) Horiz. - SOIL (310) M=5 M=6 M=7 M=8 * : co 0)oo 1 -- .01 -- .001 TOO Distance [adlstl (km) MAXIMUM EARTHQUAKES Costa Del Mar Road / Carlsbad 1 co '-»— • 03 CDOO .1 .01 .001 f foo Distance (mi) EARTHQUAKE MAGNITUDES & DISTANCES Costa Del Mar Road / Carlsbad 7.75 7.50 7.25 CD •E 7.00 D) 03 6.75 6.50 1 -------•-"----to Distance (mi) -TOO CALIFORNIA FAULT MAP Costa Del Mar Road / Carlsbad 1100 1000 -- 900 -- 800 -- 700 -- 600 -- 500 -- 400 -- 300 -- 200 -- 100 -- 0 -- -100 -400 -300 -200 -100 100 200 300 400 . 500 600 STRIKE-SLIP FAULTS 5) Boore et al. (1997) Horiz. - SOIL (310) M=5 M=6 M=7 M=8 4 c mo "-+-• CD CDOO .01 -- .001 100 Distance fadist] (km) DIP-SLIP FAULTS 5) Boore et al. (1997) Horiz. - SOIL (310) -i : co "•+-» 03 0oo .01 ™ .001 ad Distance [adistl _(km) BLIND-THRUST FAULTS 5) Boore et al. (1997) Horiz. - SOIL (310) M=5 M=6 M=7 M=8 1 —' co CDoo .1 -= .01 -= .001 10 -' --'-:-"- Distance fadistl (km) MAXIMUM EARTHQUAKES Costa Del Mar Road / Carlsbad 1 Co '~t— > 03 CDOO .1 -- .01 .001 x X Distance (mi) EARTHQUAKE MAGNITUDES & DISTANCES Costa Del Mar Road / Carlsbad 7.75 7.50 7.25 0) T3 i 7.00 O) 03 6.75 6.50 .1 100 Distance (mi)