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Home My WebLink About2101 COSTA DEL MAR RD; ; CB040932; Permit04-04'-2005 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Permit No CB040932 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 2101 COSTA DEL MAR RD CBAD RETAIN 2152101800 $000 Lot# 0 Construction Type NEW LA COSTA RESORT - RECONSTRUCT FAILING SLOPE/49 -12" x 24" CONC CAISSONS Status Applied Entered By Plan Approved Issued ABANDOND 03/22/2004 KMT Plan Check* Inspect Area Applicant K S L LA COSTA RESORT CORP ATTN JEFFROBERSON 50-905 AVENIDA BERMUDA LAQUINTACA 92253 760-929-6388 Owner K S L LA COSTA RESORT CORP 50-905 AVENIDA BERMUDA LAQUINTACA 92253 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 $000 $000 $000 $000 $1 00 $000 $000 $000 $000 $1 00 Total Fees $1 00 Total Payments To Date $0 00 Balance Due $1 00 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition' of fees dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review, set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPl Y 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 ol limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad CA 92008 PROJECT INFORMATION &IO) FOR OFFICE USE ONLY PLAN CHECK NO EST VAL Plan Ck Deposit Validated py Date , Arenal Lane. Approximately 150 Feet North of Arenal Road Address (include Bldg/Suite #) Business Name (at this address) A Portion of the Northeast Quarter of Section 35. Township 12 South Lot No Subdivision Name/Number Slope Unit No Slope Phase No Total # of units Assessor's Parcel S , , Existing UseReconstruction of Failing Slope Proposed Use Description of Work SO. FT # of Stones n of Bedrooms * of Bathrooms 2 CONTACT PERSON (if different from applica ,-t*J7? Name ' Address ' City State/Zip 'Telephone* 3 APPLICANT D Contractor D Agent for Contractor D Owner St Agent for Owner Jeff Roberson 2100 Costa Del Mar Road Carlsbad. CA 92009 760-929-6388 Name Address 4. PROPERTY OWNER KSL Development Corporation Name Crty State/Zip Telephone* 2100 Costa Del Mar Road Carlatrad. CA 92009 760-929-6^88City State/Zip Telephone* 5. CONTRACTOR-COMPANY NAME (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter improve demolish or repair any structure prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom and the basis For the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a crvil penalty of not more than five hundred dollars [$500]) Name State License # Address License Class City State/Zip C rty Business License # _ Telephone # Designer Name Address City State/Zip Telephone # State License *. 6 WORKER'S COMPENSATION Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations D 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 D I have and will maintain worker's 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 earner and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [J100] OR LESS) D CERTIFICATE OF EXEMPTION 1 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 c rtmlnal penalties and civil fines up to one hundred thousand dollars(*100,000) in addition to the cost of compensation, damages are provided for in Section 3706 of the Labor Code, interest and attorney's fees SIGNATURE . DATE 7 OWNER-BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for me following reason D I as owner of the property or my employees with wages as their sole compensation will d 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) t!)r I as owner of the property am exclusively contracting with licensed contractors to construct the project ('Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) 0 I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and matenals for construction of the proposed property improvement D YES 2 I (have/have not) signed an application for a building permit for the proposed work 3 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 / /ontractors license number) 5 I will provide some of the work, but I have contracted (hired) the following to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE .DATE WHITE Rle YELLOW Applicant PINK Finance PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad CA 92008 Page 2 of 2 COMPLETE THIS SECTION FOR NOfMESUXNTIM. BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration for or nsk management and prevention program under Sections 25505 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES ffl^NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? O YES B"NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? D YES O*flb IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 8. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(1) Civil Code) LENDER S NAME LENDER'S ADDRESS 9 APPLICANT CERTIFICATION I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Cart sbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CFTY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGEMENTS, 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 of 5 0" efe|&p arfd demolition or construction of structures over 3 stones in height EXPIRATION Every permit issued by the building Official /nfler trae 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 thirate o/such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 dags (Setitionnds 4 4/)niform Building Code) APPLICANTS SIGNATURE fl/f If, Of II (*JL/ */* DATE w[ WHITE File YELLOW Applicant PINK Finance 01/03/2005 K S L LA COSTA RESORT CORP ATTN JEFFROBERSON 50-905 AVENIDA BERMUDA LA QUINTA CA92253 Re Application Date 03/22/2004 0 00 00 Plan Check # CB040932 Address 2101 COSTA DEL MAR RD Expiration Date 03/22/2005 0 00 00 Permit Type RETAIN Description LA COSTA RESORT - RECONSTRUCT FAILING SLOPE/49 - 12" x 24" CONC CAISSONS You applied to have your plans checked on the date noted above To date, the related building permit has not been obtained The original plan review application will expire as no building permit has been issued Plans submitted and not retrieved from the building department prior to the plan check expiration date noted above will be destroyed The provisions of sections 304 (d) of the Uniform Building Code state "Section 304 9d) Expiration of Plan Review Applications for which no permit is issued within one year following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the Building Official In order to renew action on an application after expiration, the applicant shall resubmit plans and pay a new plan review fee " In order to provide better service, please indicate your handling choice for the plans originally submitted and return this letter to the Building Department Project Abandoned - I will pick up plans within 10 days Project Abandoned - Plans may be destroyed If you have any questions, please contact the Building Department at (760) 602-2702 Janean Hawney Building Department EsGil Corporation Jn Partnership with government for (Butfding Safety DATE 4/29/O4 JURISDICTION City of Carlsbad a FILE PLAN CHECK NO 04-0932 SET II PROJECT ADDRESS 2101 Costa Del Mar PROJECT NAME Slope Repair for Arenal Lane | | The plans transmitted herewith have been corrected wheie necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply v/ith 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 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 [Xj 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 XI REMARKS City to approve the special inspection program By David Yao Enclosures Esgil Corporation D GA D MB D EJ D PC 4/22 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 •» (858)560-1468 + Fax (858) 560-1576 City of Carlsbad 04-0932 3/31/04 City of Carlsbad . i _~ . . ,,—._ —^ ,, ,_ -™_, —"^-MM^I^^HIIiHMMHM^B^^MMg^^HHi^^^^^^^gHMi^^^^^B u i I d in g D e pa r.tm e n t BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From PUms Plan Check No. 04-0933 Job Address or Legal Description 2101 Costa Del mar Owner . 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) SO d Ofr 01 frOOZ T Jdd 9ZST09S8S8I.XEJ cMJD 1I9S3 City of Carlsbad 04-O932 3/31/04 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER:OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special Inspector), certify that I, or the architect/engineerof record, will be responsible for employing the special inspector(s) as required by Unrforrn Building Code (UBC) Section 1701 1 for the construction project located at the site listed above. UBC Section 106 3 5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above Signed 1. List of work requiring special Inspection: I Soils Compliance Prior to Foundation inspection j Structural Concrete Over 2500 PSI I Prestressed Concrete | Structural Masonry j Designer Specified D Field Welding High Strength Bolting Expansion/Epoxy Anchors I] Sprayed-On Fireproof Ing E3 Other caisson 2. Name(s) of individual(s) or firm(s) responsible for the special Inspections listed above: A. B. , C. 3. Duties of the special inspectors for the work listed above: B. C, 90 d 017 OT W02 I 1I9S3 City of Carlsbad 04-0932 3/31/04 <!itv_gf Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 04-0933 Job Address or Legal Description 2101 Costa Del mar Owner 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 approv e 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) SO d Of OT J 9iST098S. < 1I9S3 City of Carlsbad 04-0932 3/31/04 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER:OWNER'S NAME- 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 17011 for the construction project located at the site listed above, UBC Section 106 3 5. Signed I, as the engineer/architect of record, certify that I have prepared die following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above Signed 1. List of work requiring special Inspection: 3 Soils Compliance Prior to Foundation Inspection El Structural Concrete Over 2500 PSl Prestressed Concrete J Structural Masonry Designer Specified D Field Welding High Strength Bolting Expansion/Epoxy Anchors I] Sprayed-On Fireprooflng IE] Other caisson 2. Name(s) of individuals) or firm(s) responsible for the special Inspections listed above: A. _ B. , - C. : , 3. Duties of the special inspectors for the work listed above: B. C. 90 d Ot7 OT 9Z5T09S8S8T 1I9S3 EsGil Corporation In Partnership with government for (Building Safety Q APPLICANT a PLAN REVIEWER a FILE DATE 3/31/O4 JURISDICTION City of Carlsbad PLAN CHECK NO 04-0932 SET I PROJECT ADDRESS 21O1 Costa Del mar PROJECT NAME Slope Repair for Arenal Lane fl The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes (~~1 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 Q 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 [_J The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person [3 The applicant's copy of the check list has been sent to Raw Connely 5620 Friars Road San Diego , CA 921 10 P-ONJ 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 Raw Connely (v-^) Telephone # (619)291-0707 Date contacted *J/i/oH (by ^ ) Fax # (619)291-4165 Mail, Telephone-^ Fax —•" In Person D REMARKS By David Yao Esgil Corporation D GA D MB D EJ Enclosures PC 3/23 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 City of Carlsbad 04-0932 3/31/O4 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO 04-0932 JURISDICTION City of Carlsbad PROJECT ADDRESS 2101 Costa Del mar FLOOR AREA REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED 3/31/04 STORIES HEIGHT DATE PLANS RECEIVED BY ESGIL CORPORATION 3/23 PLAN REVIEWER David Yao 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 ordinance 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 Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02) The above regulations apply to residential construction, regardless of the code editions adopted by ordinance 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. City of Carlsbad O4-O932 3/31/04 . PLANS Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602- 2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 1 Plans shall be signed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction Specify expiration date of license (California Business and Professions Code) 2 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 form 3 Note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value Section 106 3 3 4 The spacing of the caisson shall be identified on the plan 5 The calculation shows section B-B requires 8-#9 for the caisson Detail B-B on sheet 7 shows 6-#10 which is less than 8-#9 Please check 6 The calculation shows section C-C requires 8-#10 for the caisson Detail C-C on sheet 7 shows 6-#11 which is less than 8-#10 Please check 7 UBC Section 107 2 requires the Building Official to determine the total value of all construction work proposed under this permit The value shall include all finish work, painting, roofing, electrical, plumbing, heating, air conditioning, elevator, fire extinguishing systems and any other permanent equipment Please provide the designer's or contractor's construction cost estimate of all work proposed City of Carlsbad O4-0932 3/31/04 City of Carlsbad iy lVl^H^^V^V^9^^H^^^P|^BIHi^^^^^M^^^^^^^^^^^Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No 04-0932 Job Address or Legal Description 2101 Costa Del mar Owner 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 dunng 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 m 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) City of Carlsbad O4-O932 3/31/04 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME. 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 mspector(s) as required by Uniform Building Code (UBC) Section 1701 1 for the construction project located at the site listed above UBC Section 106 3 5 Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106 3 5 for the construction project located at the site listed above Engineer's/Architect s Seal & Signature Here Signed 1. List of work requiring special inspection: [X] Soils Compliance Prior to Foundation Inspection Q Field Welding [>3 Structural Concrete Over 2500 PSI D High Strength Bolting n Prestressed Concrete D Expansion/Epoxy Anchors n Structural Masonry D Sprayed-On Fireproofing CU Designer Specified £3 Other caisson 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. C. 3. Duties of the special inspectors for the work listed above: A. B. C. City of Carlsbad 04-0932 3/31/04 Special inspectors shall check in with the City and present their credentials foi approval prior to beginning work on the job site City of Carlsbad 04-0932 3/31/O4 VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad PREPARED BY David Yao BUILDING ADDRESS 2101 Costa Del mar PLAN CHECK NO O4-O932 DATE 3/31/04 BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION slope repair Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Valuation Multiplier By Ordinance Reg Mod estimate VALUE ($) 100,000 100,000 1994 UBC Building Permt Fee :V 1994 UBC Plan Check Fee Type of Review jZ^Repetitive Fee -, Repeats Complete Review n Other |- Hourly I~ Structural Only Hour' Esgil Plan Review Fee Comments $546.56] $355 26 $306 07 Sheet 1 of 1 macvalue doc DATE BUILDING ADDRESS PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER City of Carlsbad Public Works — Engineering BUILDING PLANCHECK CHECKLIST PLANCHECK NO CB O I " / 3 <>/£/ EST VALUE ENGINEERING DEPARTMENT APPROVAL 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 LA Right-of-Way permit is required prior to construction of the following improvements By LI L-l — ' Ll G D L L1 P I] /) DENIAL Please /see^fhe (attached report of deficiencies markeoi wit/D Make necessary corrections to plans or specifications fp*, compliance with applicable codes and standards /Submit corrected plans and/or specifications to/frns gfrfice for review Date Date Date By By FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT Date ATTACHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet ENGINEERING IDEPT CONTACT PERSON Name KATHLEEN M FARMER Cify of Carlsbad Address 1635 Faraclay Avenue, Carlsbad, CA 92008 Phone (760) 602-2741 CFD INFORMATION Parcel Map No Lots Recordation Carlsbad Tract CA 92OO8|-7314 • (760) 602-2720 • FAX (76O) 602*85®® ^ BUILDING PLANCHECK CHECKLIST SITE PLAN H ST 2ND 3RD D D D 1 Provide a fully dimensioned site plan drawn to scale Show A North Arrow F Right-of-Way Width & Adjacent Streets B Existing & Proposed Structures G Driveway widths C Existing Street Improvements H Existing or proposed sewer lateral D Property Lines I Existing or proposed water service E Easements J Existing or proposed irrigation service D D O 2 Show on site plan A Drainage Patterns 1 Building pad surface drainage must mcamtam a minimum slope of one percent towards an adjoining street or an approved drainage course 2 ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building " B Existing & Proposed Slopes and Topography C Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception D Sewer and water laterals should not be located within proposed driveways, per standards L~H L~H CD 3 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc ) previously approved EXISTING PERMIT NUMBER DESCRIPTION H \WORD\DOCS\CHKLST\Bmldmg Plancheck CUst Form (Genetic) doc BUILDING PLANCHECK CHECKLIST 3rd DISCRETIONARY APPROVAL COMPLIANCE n 4a Project does not comply with the following Engmeenng^ondijtiqns of approval for Project No Q~ fl_ c£. EH D D 4b All conditions are in compliance Date D DEDICATION REQUIREMENTS 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $15,000. pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/z" x 11" plat map and submit with a title report All easement documents must be approved and signed by owner(s) prior to issuance of EJuildmg Permit Attached please find an application form and submittal checklist for the dedication process Submit the completed application form with the required checklist items and fees to the Engineering Department in person Applications will not be accept by mail or fax Dedication completed by Date ODD IMPROVEMENT REQUIREMENTS 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75.000. pursuant to Carlsbad Municipal Code Section 1840040 Public improvements required as follows Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the H WVORO\DOCS\CHKLST\Buclding Plancneck Cklsl Fonm (RIDDLE HARVEY 7 12 00) Doc Rev 12/26/96 BUILDING PLANCHECK CHECKLIST checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date EH CD CH 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 1840 Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit Future public improvements required as follows 6c Enclosed please find your Future Improvement Agreement Please return agreement signed and notarized to the Engineering Department Future Improvement Agreement completed by Date D D D 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code d O CH 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities (cut, fill import, export) D D D 7b Grading Permit required A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit Grading Inspector sign off by Date 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) H \WORD\DOCS(CHKLST\Building Plancheck Cklst Form (GENERIC 7 14 00) doc BUILDING PLANCHECK CHECKLIST H ST 2ND 3RD Q Q Q 7d No Grading Permit required G O Q 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS D D D 8 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 Types of work include, but are not limited to street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities Right-of-Way permit required for ^^ D D 9 INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Cammo Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7153, for assistance Industrial Waste permit accepted by Date D D D 10 NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first D D CD 11 Q Required fees are attached Q No fees required WATER METER REVIEW D D D 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during low-flow conditions If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service H \WORD\DOCS\CHKLST\BuiMingPlanctwdtCldst Form (Generic) Doc j- Rev 7/14AX) 1ST •>ND 3RD D 12b BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit • Maximum service and meter size is a 2" service with a 2" meter • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines 1 If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so, at the water meter station, the demand in gpm may be listed there Irrigation services are listed with a circled "I", and potable water is typically a circled "W" The irrigation service should look like STA 1+00 Install 2" service and 5 meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water H \WORD\DOCS\CHKLST\Bu9ding Plancheck CUsl Form (Generic) doc BUILDING PLANCHECK CHECKLIST isi 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future ^ Q Q 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this D D D 13 Additional Comments: H WVORD\DOCS\CHKLST\BulMing Plancheck Cklst Form (Gmenc) doc ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant D Calculation based on building plancheck plan submittal Address Bldg Permit No Prepared by Date Checked by Date EDU CALCULATIONS List types and square footages for all uses Types of Use Sq Ft /Units Sq Ft /UnitsTypes of Use APT CALCULATIONS List types and square footages for all uses Types of Use Sq Ft /Units Types of Use Sq Ft /Units EDU's EDU's ADT's ADT's FEES REQUIRED WITHIN CFD D YES (no budge & thoroughfare fee in District #1, reduced Traffic Impact Fee) D NO D 1 PARK-IN-LIEU FEE FEE/UNIT PARK AREA & # X NO UNITS = $ D 2 TRAFFIC IMPACT FEE ADT's/UNITS D 3 BRIDGE AND THOROl ADT's/UNITS D 4 FACILITIES MANAGE UNIT/SQ FT D 5 SEWER FEE EDU's FEE/ADT = $ JGHFARE FEE ^lENT FEE (DIST X ZONE X #1 DIST #2 FEE/ADT FEE/SQ FT /UNIT DIST = $ #3 ) $ BENEFIT AREA EDU's FEE/EDU FEE/EDU D 6 SEWER LATERAL ($2,500) D 7 DRAINAGE FEES PLDA_ ACRES = $_ = $_ = $ HIGH /LOW X FEE/AC = $ D 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION Word\Docs\Misforms\Fee Calculation Worksheet 1 of 2 Rev 7/14/00 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB. ADDRESS DATE .3 RESIDENTIAL RESIDENTIAL ADDITION MINOR « $10,000.00) TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING PLANNER DATE ENGINEER DATE BORM STRUCTURAL ENGINEERS PROJECT Structural Engineering for the Arenal Lane Slope Repair Project to be built in the City of Carlsbad, CA SUBJECT Plan Check Reply for Slope Stabilization CLIENT KSL Development Corporation 2100 Costa Del Mar Road Carlsbad, CA 92009 (760) 929-6361 Mr Jeff Roberson OWNER KSL Development Corporation 2100 Costa Del Mar Road Carlsbad, CA 92009 (760) 929-6361 Mr Jeff Roberson SOILS Sladden Engineering 6782 Stanton Ave Suite A Buena Park, CA 90621 Date 12/23/1999 No EGA 96-04-01 Bearing value 1500psf CODE 2001 California Building Code ENGINEER George Richards, P E Notice The content of these documents is understood to be an expression of professional opinion It is based on our best knowledge, information and belief No guarantee or warrantee is expressed or implied These documents are the property of Borm Associates, Inc File 5599 Date 04/19/04 Project Date File No Designer Revision Sheet C/C A- 2- -$ f^n. c-c <s /- -z -- !__[ Corporation 2ft Sartntrt/iip vJitA QavtmmtntfoT Quitting Safety FAX TRANSMITTAL Date. *-// ; /Q«-/ Number of Pages Being Transmitted (Including Fax Transmlttai) Time Sent. TO. E-OsJ tlfctOyOeXH From Phone # Hard Copy Mailed? YES Gp* NO Fax#- Remarks- Drive. Suite 208 «• S9n Diego, California 92123 4 f858) 560-1468 * Fax (858) 5604576 TO d 62-OT 17002 T ^ 9iST0998S8T XBJ cMJD 1I9S3 EsGil Corporation In Gartnershp witS government f or Quiffing Safety DATE- 3/31/04 a APPLICANT a JURIS. JURISDICTION: City of Carlsbad a PLAN REVIEWERa FILE PLAN CHECK NO. 04-0932 SET I PROJECT ADDRESS. 2101 Costa Del mar PROJECT NAME. Slope Repair for Arenal Lane The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith wilt substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for-the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Raw Connely 5620 Friars Road San Diego , CA 92110 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.RorJ / \ Person contacted: Raw Connely (y^/ Telephone*: (619)291-0707 Date contacted: »4 h /OH (by: i*~ ) Fax ft (619)291-4165 Mail , __ Telephone*— Fax i-" In Person REMARKS' By: David Yao Enclosures Esgil Corporation D GA D MB D EJ D PC 3/23 tmsmUdot 9320 Chesapeake Dnve, Suite 208 4> San Diego, California 92123 4 (858)560-1468 * Fax (858) 560-1576 6£ 01 17002 T ^ 9ZST09S8S8T *ej <£OD 1I9S3 City of Carlsbad 04-0932 3/31/04 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: O4-0932 JURISDICTION City ofCattebad" PROJECT ADDRESS' 2101 Costa Del mar FLOOR AREA: STORIES. HEIGHT: REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 3/23 DATE INITIAL PLAN REVIEW PLAN REVIEWER. David Yao COMPLETED; 3/31/04 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 Electncal 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 ordinance 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. Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes- 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02) The above regulations apply to residential construction, regardless of the code editions adopted by ordinance 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 for a copy) where each correction item has been addressed. I.e.. plan sheet number, specification section, etc. Ba sure to encloaa the marked up list when vou submit the revised plans. 1I9S3 City of Carlsbad 04-0932 3/31/04 • PLANS 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 ways1 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 Dnve, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Plans shall be stoned by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction Specify expiration date of license. (California Business and Professions Code) 2. 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 form. 3. Note on the plan the soils classification, whether or not the soil is expansive and note the allowable beanng value. Section 106.3.3. ' 4 The spacing of the caisson shall be identified on the plan. - 5. The calculation shows section B-B requires 8-#9 for the caisson. Detail B-B on sheet 7 shows 6-#10 which is less than 8-#9. Please check 1 6 The calculation shows section C-C requires 8-#10 for the caisson. Detail C-C on sheet 7 shows 6-#11 which is less than 8-#10. Please check. 7 UBC Section 107.2 requires the Building Official to determine the total value of all construction work proposed under this permit The value shall include all finish work, painting, roofing, electrical, plumbing, heating, air conditioning, elevator, fire extinguishing systems and any other permanent equipment. Please provide the designer's or contractor's construction cost estimate of all work proposed WTd Ofr OT WXK T -i* 9iST09S8S8r*ej d^OD 11983 City of Carlsbad 04-0932 3/31/04 City of Carlsbad Bui I d i n g Departm e h t BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove Fiom Plans Flan Check No. 04-0932 Job Address or Legal Description 3101 Costa Del mar Owner 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) SO d 017 01 fOOZ T -Jdy 9iSi;0998S8I.xej <MD "1I9S3 City of Carlsbad 04-0932 3/31/O4 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER:OWNER'S NAME- I, as the owner, or agent of the owner (contractors may not employ the special Inspector), certffy that I, or the architect/englneer.of record, will be responsible for employing the special inspector^) as required by Uniform Building Code (UBC) Section 17011 for the construction project located at the site listed above. UBC Section 106 3.5. Signed I, as the engineer/architect of iwoord, 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 Signed 1. List of work requiring special inspectfon: _ Soils Compliance Prior to Foundation Inspection HI Structural Concrete Over 2500 PSI Prostressed Concrete Structural Masonry Designer Specified 418UI Q Field Welding High Strength Bolting Expansion/Eppxy Anchors Sprayed-On Firaprooflng ^ Other caisson 2. Narne(s) of individual^) or firm(s) responsible for the special inspections listed above: A. B. C. 3. Duties of the special inspectors for the work listed above: A. ^ScTCf^ «s77?</c. B. 90 017 oi rooz i 9^510958581 1I9S3 City of Carlsbad 04-0932 3/31/04 Special Inspectors shall check In with the City and present their credentials for approval EDerto beginning work on the joe sits Tfr 01 170021 -Jdy &LSI09S8S8I x^J 'daOD 1I9S3 BORM STRUCTURAL ENGINEERS PROJECT Structural Engineering for the Arenal Lane Slope Repiar Project to be built in the City of Carlsbad, CA SUBJECT Calculations for Slope Stabilization CLIENT KSL Development Corporation 2100 Costa Del Mar Road Carlsbad, CA 92009 (760) 929-6361 Mr Jeff Roberson OWNER KSL Development Corporation 2100 Costa Del Mar Road Carlsbad, CA 92009 (760) 929-6361 Mr Jeff Roberson SOILS Sladden Engineering 6782 Stanton Ave Sutie A Buena Park, CA 90621 Mr Jeff Roberson Date 03/24/2003 No 544-2063 CODE 2001 California Building Code ENGINEER George Richards, P E Notice The content of these documents is understood to be an expression of professional opinion It is based on our best knowledge, information and belief No guarantee or warrantee is expressed or implied These documents are the property of Borm Associates, Inc File 5599 Date 02/04/04 BORM Project L/\ (n*rv> STRUCTURAL ENGINEERS Date Designer Mos^HnPotmS. fc?Revision Sheet / & BORM Project STRUCTURAL ENGINEERS Date File No Designer Revision Sheet DEY™ BELCW To? OF PILE , (FT) 0 4 v f? EDUCED DUI TE> S (. FWTP.niD OF flTEKflL DtTTH KflHb 4'V h \\\ct®(St or 0 fitSOOBNT l^ (o.r t 1.1)2. f / LiMCTe nT OF 085 Q3D £ESi5-mMC£ v^/ DEPTH DOT (jflUt T 20 5 ; 12 •J^"H — /v^ L ' U > BORM Project STRUCTURAL ENGINEERS Date File No Designer Revision Sheet _C£ W • LffKLflL I: \ A - 2 = 1 o S - <?' F.-FJ T- ^ - F,= ; 1 (+i }(4- 4- q- P. = 1 (2 t o.sii + a + o.^ ^ ^ v- ^ ( 4 + o 3 d; = (2. t o-l5<JL-4 Q 0 15" ^2 4' Qj t '.- Q 15 A, , 0= 14 +disi- ^dt, -0.154, -4 A, - o , - o '0-3 A d, Ust (3EE - UU t 31 33 ! La Costa - Pile Depth Calcs - A--A Section A - A Determination of d and d1 d 31.33 + 6.67d+.5cT 7 8 9 10 11 12 10252 11669 13186 148.03 1652 18337 d = 7 ** )W 54 5.45 55 5.55 56 565 57 5.75 58 -1378 -0169 1045 2264 3488 4717 5951 719 8.434 d = 8 d1 y(d,) 5.8 585 595 605 615 625 6.35 645 655 -5736 -4487 -1.974 0559 3.112 5685 8.278 10.891 13524 d = 9 d1 y(d1) 64 645 65 655 66 665 67 675 68 -5588 -4.279 -2965 -1646 -0322 1 007 2341 368 5024 d=10 d1 y(d1) 7 705 7.1 715 72 7.25 73 7.35 74 -572 -4351 -2977 -1.598 -0.214 1 175 2569 3968 5372 BORMSTRUCTURAL ENGINEERS Project Date File No Designer Revision Sheet F, L, « F2 USE oi - 10 ' YoWT Of ?.0to 0 15 x a?1 155.;* K.- FT FT f 0- 5 - # n . : £Kite.. 2 11 9 s BORM Project fl Designer STRUCTURAL ENGINEERS Date /- J5 -F'le No (i Revision Sheet f> / ' i rr.Pi Stt reD OF 5KTOU . ffcr ..... BORM Project STRUCTURAL ENGINEERS Date File No Designer Revision Sheet .ENTP.DtO OF L Ovte. Q'-2'l*z(«HB}2B ESISTRHCF, VHL FT 15 B2> 5 5' nr R^mx/t kei-.».<mM/'r-. w / , -f 2, (FT) f 8.5 B P = 0.122 tofc ics-f1 - 2 40' - if ) FPTH nr - o T- 15 83 BELOW Ds 10 BORM Project STRUCTURAL ENGINEERS Date File No Designer Revision Sheet T- IE S3 i »* 1 <?•I " f o t o. 0 - IS,83 f 15 0-15 ei1 3 Hi, - 0 |5 5 29 el, - p 0 Ust oM, (SlL F,L , +.t FT FT FT d, -M La Costa - Pile Depth Calcs - B-B Section B - B Determination of d and d1 d 0.5d* + 8.8d + 52.8 9 10 11 12 13 14 15 16 1725 1908 210.1 2304 251.7 274 297.3 3216 d=12 di Y(d,) 84 845 85 855 86 865 8.7 875 88 -12 -102775 -855 -68175 -508 -3 3375 -1 59 01625 1 92 dm 13 d1 y(d,) 9 9.05 91 9.15 92 9.25 93 935 9,4 -123 -105175 -8.73 -69375 -514 -3 3375 -1 53 02825 21 d=14 d1 y(d,) 9.7 975 98 985 9.9 9.95 10 1005 101 -9.19 -7.3375 -5.48 -36175 -175 01225 2 38825 577 d-15 d1 y(d1) 10.4 1045 105 1055 106 1065 107 10.75 10.8 -61 -41775 -225 -0 3175 162 3.5625 551 74625 942 BORM Project STRUCTURAL ENGINEERS Date File No Designer Revision Sheet IQ USE ol- t C -653-0 I583 103 FT K(wt, , PILE PILE Dm T FT-Y 2, t .i?6' 2 K3 BQRM,STRUCTURAL ENGINEERS Project Lfl UCTF1 . ^}LD?£ fynf)fc\LRF)TtONi Date File No Designer Revision Sheet II 7/5- (SEE FBDop ... fflRftiaLtEes ..J\!DI BORM Project Designer DEPTH O'-V fe'-pf K STRUCTURAL ENGINEERS Date .FNTP-DlD JDF LflTEBftL File No Revision Sheet ' DEPTH f3 331)13(2) - k QTFPHL KFSKTBMrF PFg LIHEBg TT OF..TT 10 ML OF ' \M/ Drptvi .1 B 5' 8' --—&• 23 154.. I B J CTL = OF 0 122 10' F2 - F, 21 U^ . o - FaL7 - F,L, T- 23 F2 = '/2 ^.5 f o 57 A t 1.5 f 0 -t- 0 374-, SA, BORM Project STRUCTURAL ENGINEERS Date File No Designer Revision Sheet 13hs_ 0 - o i . .. Q,,i8.5jet? ~-.~-H.-5oL. i 0,...JB5...drt ... ~ ..-.,.. i—... I -i '. ..!-• I ': :: '.: .""'- 0 * 23J-1 t -^.a & t ,a iS6.i2 - 4&.<L - 0 »2>5 4 23l I f 4.5rf. t OL 165 ol2 r <|jA, - o w 4* i f i ' i (/ 0 T w/1 :i f(Jt»| v^.it^uUi1 i;v»*^i/*-^'ir ^ i r(: ' : | | j "'""'" " "" " ' "' *" ' " " • " "':' . . . / / : ; 1 )£' L, ^ :- 4$ d, ( i + t) -F :1 o.3?Af-/:^T2 ^ ) 2 ' I \> £> X FT , 385' .. ..: I L ... ; " ! (•^.5 t o 2>i? oL.}(.d.-(L>}'( <k*' t at, t ^ ) +.> 2. ; / ' 500 8 g-rr : rT; F L - F L ; i USE dL-ft7 : j I 1 : j i ! La Costa - Pile Depth Calcs - C-C Section C - C Determination of d and d1 d 0.5df + 12.2d + 62.4 10 11 12 13 14 234.4 2571 2808 3055 33T2 d=10 d, y(d,) 72 725 73 7.35 7.4 745 75 755 76 -7.456 -5 5175 -3 574 •1.6255 0.328 22865 425 62185 8192 d=11 d, yfd,) 78 785 79 7.95 8 805 81 815 82 -6.564 -45655 -2562 -0.5535 146 34785 5502 75305 9564 d = 12 d, yfdj 82 825 83 835 84 845 8.5 8.55 86 -14136 -12 0975 -10054 -8.0055 -5952 -3 8935 -183 0.2385 2312 d = 13 d, y(d,) 8.9 895 9 905 9.1 9.15 92 925 93 -9842 -7 7335 -5,62 -35015 -1.378 0.7505 2884 50225 7166 BORM Project STRUCTURAL ENGINEERS Date File No Designer Revision Sheet (5 / l£~ IWniJFMT PQIMT or 225.1 "*-'+ 0 B 4 (28 t Hrttxv ...... FT Una* = 2-? 2 lOMWfllV, FT - £ /0-3 _? ,._^ ,i _ - " 7i- Project Date File No Designer Revision Sheet 7=7. /*?•>; S7 =7 rjr-'^* a--** £-. 01/28/04 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 1&:06 52 Licensed to Borm Associates, Inc, Costa Mesa, Calif Page 1 24 0000000 OO OO OOOOO OOOOO OOOOO OOOOO OO OO OO OO 00 OO OO 00 OO OO OO 00 00 OO OO OO OO OO OO 00 OOOOOOO OO OO OO OO OO OO 00 00 OO 00 OO OO OO OO OO OO OO OOOOOOO 00 OO 00 OO 00 OO OO OO 00 OO OO OO OO 00 00 OO 00 00 OO OO OOOOO OO OO OOOOO OOOOO OOOOO (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the PCACOL(tm) computer program Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the PCACOL(tm) program Although PCA has endeavored to produce PCACOL(tm) error free, the program is not and can't be certified infallible The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the PCACOL(tm) program. 01/28/04 PCACOL V3 00 - PORTLAND CEMENT ASSOCIATION - 10v06.52 Licensed to Borm Associates, Inc, Costa Mesa, Calif. General Information: Page 2 24 File Name- C.\PROGRA~1\PCACOL\DATA\24 COL Proj ect .- Column• Large Code: ACI 318-95 Run Option Investigation Run Axis X-axis Material Properties• f'c =4 ksi EC = 3605 ksi fc =34 ksi Ultimate strain = 0.003 in/in Betal = 0 85 Engineer: GR Units English Slenderness. Not considered Column Type. Structural fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Section. Circular Diameter = 24 in Gross section area, Ag = Ix = 16286 inA4 Xo = 0 in 452 389 in 2 ly = Yo = 16286 in 4 0 in Reinforcement 3= = = = = = = = =:=: = = = = Rebar Database: ASTM A615 Size Diam (in) Area Size Diam (in) Area (in^2) Size Diam (in) Area (in*2) ft 3 # 6 # 9 # 14 0 0 1 1 .38 .75 .13 .69 0.11 0 44 1 00 2.25 # 4 # 7 # 10 # 18 0 0 1 2 .50 .88 .27 .26 0.20 0 60 1.27 4 00 ft 5 ft 8 # 11 0 1 1 63 00 41 0 31 0 79 1 56 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars, phi(a) =0.8, phi(b) =09, phi(c) =0.7 Layout• Circular Pattern. All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 4 74 in^2 at 1 05% 6 #8 Cover = 4 in Control Points Axd Bending about X ® Pure compression @ Max compression @ fs = 0 0 ® fs = 0.5*fy @ Balanced point @ Pure bending © Pure tension Lai Load k 1264 1011 871 582 380 -0 -256 P IP .5 6 .7 8 3 0 0 X- Moment 1 k-ft 0 158 216 269 267 180 -0 f- Moment N k-ft -0 -0 0 0 0 0 0 A. de; 61 21 19 14 11 5 0 pth in 63 91 13 22 .32 50 00 *** Program completed as requested1 *** 24 in diam. Code ACI 318-95 Units English Run axis About X-axis Run option Investigation Slenderness Not considered Column type Structural Bars ASTMA615 Date 01/28/04 Time 100718 P (kip) 1400 T -400 -L 300 MX (k-ft) _PCACOL V3 00 (PCA 1999) - Licensed to Borm Associates, Inc. Costa Mesa, Calif File C \PROGRA~1\PCACOL\DATA\24 COL Project Column Large f c = 4 ksi EC = 3605 ksi fc = 3 4 ksi e u = 0 003 in/in fy = 60 ksi Es = 29000 ksi e_rup = Infinity Betal = 0 85 Engineer GR Ag = 452 389 mA2 As =474mA2 Xo =000 in Yo = 0 00 in Clear spacing = 6 13 in 6 #8 bars Rho = 1 05% lx = 16286mA4 ly = 16286mA4 Clear cover = 4 38 in 01/23/04 PCACOL V3 00 - PORTLAND CEMENT ASSOCIATION - 10:21.33 Licensed to. Borm Associates, Inc, Costa Mesa, Calif. General Information: Page 2 5599 File Name C.\PROGRA~1\PCACOL\DATA\5599 COL Pro^ ect. Column. Large Code: ACI 318-95 Engineer GR Units : English Run Option: Investigation Run Axis X-axis Material Properties- = = = = =: = = = =;=i = =i = === = = =:=: f'c =4 ksi EC = 3605 ksi fc =34 ksi Ultimate strain = 0.003 in/in Betal = 0 85 Slenderness Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Section- Circular Diameter = 24 in Gross section area, Ag = Ix = 16286 in^4 Xo = 0 in Reinforcement 452.389 in"2 ly = Yo = 16286 in'4 0 in Rebar Database ASTM A615 Size Diam (in) Area Size Diam (an) Area (in*2) Size Diam (in) Area # 3 # 6 # 9 # 14 0 0 1 1 .38 75 13 69 0.11 0 44 1.00 2 25 # 4 # 7 # 10 # 18 0.50 0.88 1.27 2 26 0 20 0 60 1.27 4 00 # # # 5 8 11 0 1 1 63 .00 41 0.31 0.79 1.56 Confinement. Tied; #3 ties with #10 bars, #4 with larger bars, phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.7 Pattern: Irregular Total steel area, As = 8 00 in*2 at 1.77% Area in^2 X (in) Y (in) Area inA2 X (in)Y (in) Area in*2 X (in) Y (in) 1.00 1.00 1.00 0 8 -4 4 -5.3 8 0 6 5 5 8 1 00 1.00 1.00 -0.8 5.3 -5.3 8 0 5 8 -5.8 1 00 1.00 4.4 5.3 6 5 -5.8 Control Points• Axial Load P Bending about kip X @ Pure compression @ Max compression @ fs = 0.0 ® fs = 0.5*fy ® Balanced point ® Pure bending ® Pure tension 1393 1114 907 545 267 0 -432 6 .9 .7 5 4 0 0 X- Moment Y- Moment N k-ft k-ft -96 89 203 315 368 399 131 0 0 0 0 0 0 0 A depth in 64 23 20 14 11 7 0 .44 89 00 87 .84 61 .00 *** Program completed as requested1 *** 24 in diam Code ACI318-95 Units English Run axis About X-axis Run option Investigation Slenderness Not considered Column type Structural Bars ASTMA615 Date 01/28/04 Time 102214 P (kip) 1400 -r 450 MX (k-ft) -600 _PCACOL V3 00 (PCA 1999) - Licensed to Borm Associates, Inc. Costa Mesa, Calif File C \PROGRA~1\PCACOL\DATA\5599 COL Project Column Large fy = 60 ksi Es = 29000 ksi e_rup = Infinity f c = 4 ksi Ec= 3605 ksi fc = 3 4 ksi e_u = 0 003 m/m Betal = 0 85 Engineer GR Ag = 452 389 mA2 As =800mA2 Xo = 0 00 in Yo = 0 00 in Clear spacing = 001 in 8 #9 bars Rho = 1 77% lx = 16286mM ly=16286mA4 Clear cover = 3 40 in 01/2£/04 PCACOL V3 00 - PORTLAND CEMENT ASSOCIATION - 10*23:00 Licensed to Borm Associates, Inc, Costa Mesa, Calif General Information: File Name C \PROGRA-1\PCACOL\DATA\5S99.COL Pro]ect• Page 2 5599 Column Code: Large ACI 318-95 Run Option Investigation Run Axis X-axis Material Properties. f ' c =4 ksi EC = 3605 ksi fc =34 ksi Ultimate strain = 0.003 in/in Betal =0.85 Engineer : GR Uni t s : Engl i sh Slenderness : Not considered Column Type Structural fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Section. Circular:Diameter = 24 in Gross section area, Ag = 452 389 Ix = 16286 inA4 Xo = 0 in ly = Yo = 16286 0 in Reinforcement• Rebar Database: ASTM A615 Size Diam (in) Area Size Diam (in) Area Size Diam (in) Area # 3 # 6 # 9 # 14 0.38 0 75 1 13 1 69 0 11 0.44 1.00 2.25 # 4 # 7 # 10 # 18 0.50 0.88 1.27 2.26 0 20 0 60 1 27 4 00 # 5 # 8 # 11 0 63 1 00 1 41 0.31 0.79 1.56 Confinement: Tied, #3 ties with #10 bars, #4 with larger bars, phi(a) =0.8, phi(b) =09, phi(c) =07 Pattern Irregular Total steel area, As = 10 16 in*2 at 2 25% Area in*2 X (in) Y (in) Area in*2 X (in)Y (in) Area in"2 X (in) Y (in) 1 27 1.27 1 27 0.8 -4 4 -5 3 8.0 6.5 5 8 1 27 1.27 1 27 -0.8 5 3 -5 3 8 0 5 8 -5.8 1 27 1.27 4.4 5.3 6.5 -5.8 Control Points: Ax: Bending about X @ Pure compression ® Max compression @ fs = 0.0 @ fs = 0.5*fy @ Balanced point @ Pure bending @ Pure tension ial Load k 1479 1183 932 537 224 -0 -548 P IP 2 4 .6 .6 .0 0 .6 X- Moment T k-ft -122 70 212 339 408 487 166 f- Moment N k-ft 0 0 0 0 0 0 -0 A de] 64 24 20 14 11 8 0 pth in 44 50 00 87 84 70 00 *** Program completed as requested' *** 24 in diam. Code ACI318-95 Units English Run axis About X-axis Run option Investigation Slenderness Not considered Column type Structural Bars ASTMA615 Date 01/28/04 Time 102314 P (kip) 1600T -600 -L _PCACOL V3 00 (PCA 1999) - Licensed to Borm Associates, Inc, Costa Mesa, Calif File C.\PROGRA~1\PCACOL\DATA\5599 COL Project Column Large f c = 4 ksi Ec= 3605 ksi fc = 3 4 ksi e u = 0 003 in/in fy = 60 ksi Es = 29000 ksi e_rup = Infinity Betal = 0 85 Engineer GR Ag = 452 389 mA2 As =1016mA2 Xo = 0 00 in Yo = 0 00 in Clear spacing = -0 13 in 8 #10 bars Rho =225% lx=16286mA4 ly = 16286mA4 Clear cover = 3 33 in flpr 1O 03 12:O3p sladden palm desert 760 772 3895 p.2 Sladden 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 March 24, 2003 Project No 544-2063 03-03-180 La Costa Resort & Spa 2100 Costa Del Mar Road Carlsbad, California 92009 Attn Mr JeffRoberson Project Arenal Lane Slope Repair La Costa Resort & Spa Carlsbad, California Subject Proposed Slope Repair Ref Geotechnical Investigation report prepared by Evans, Colbaugh & Associates, Inc Dated December 23, 1999, (ECA 96-04-01) As requested, this memo has been prepared to provide formal confirmation that we have reviewed the above referenced Geotechnical Investigation report prepared by Evans, Colbaugh & Associates, Inc (ECA) in order to evaluate the adequacy of the proposed slope repair program In addition, we have visited the project site to observe the present slope conditions as they may impact slope repair Based upon our review, it is our opinion that the investigation summarized within the referenced report accurately characterizes the slope failures experienced The report maps 2 distinct areas where minor landslides have occurred The landslides are confined within the near surface soils and appear to be the result of excess moisture intrusion at various locations along the slope The investigation also included the installation of several inclinometers within the landslide areas The initial inclinometer data suggests that the slope movement is confined to the upper 10 or 12 feet The proposed slope repair method includes the installation of drilled piles (caissons) along the toe of the existing slope to prevent downslopc movement The repair program indicates 3 areas where caissons are to be installed with somewhat differing depths and. spacing indicated on the slope repair plans Based upon our review, the proposed caisson depth and spacing appear appropriate to accommodate the varying slope conditions We recommend that the slope repair program be implemented as designed by ECA Sladden Engineering expects to monitor the caisson drilling and supplemental recommendations will be provided if varying soils conditions are encountered Based upon successful installation of the caissons and our involvement dunng slope repair, Sladden Engineering expects to accept responsibility as the Engineer of record for the slope repair program Ievans, colbaugh & assoc., inc. 2453 impala drive carlsbad, California 92008-7234 (760)438-4646 fax 438-4670 EGA 96-04-01 December 23, 1999 REPORT OF GEOTECHNICAL INVESTIGATION OF SLOPE FAILURES ARENAL LANE CARLSBAD, CALIFORNIA I I I I I I I f • 18400 Von Kantian, Suite 400 I • PREPARED BY. | EVANS, COLBAUGH & ASSOCIATES, INC 2453 Impala Drive • Carlsbad, California 92008 I 1 I PREPARED FOR- LA COSTA Resort and Spa Corporation %Allen, Matkins, Leek, Gamble & Mallory LLP WO Von Kantian, Suite 4 Irvine, California 92715 1 geotechnical engineering • engineering geology 1 1 ! I £ J I I I I I t i I I i I I I I I I I evans,colbaugh&assoc.,inc.2453 impala drive carlsbad, California 92008-7234 (760)438-4646 fax 438-4670 December 23, 1999 LA COSTA Resort and Spa Corporation % Allen, Matkins, Leek, Gamble & Mallory, LLP 18400 Von Karman, 4th Floor Irvine, California 92715-1597 EGA 96-04-01 Attention Mr TomGibbs Gentlemen- This letter transmits our "Report of Geotechnical Investigation of Slope Failures, Arenal Lane, Carlsbad, California ". Our work was performed upon the written request and authorization of Mr Robert Cathcart of your firm on behalf of La Costa Resort and Spa Corporation on May 29, 1996 In our opinion, the primary cause of the slope failures is the rise of the phreatic ground water levels which correlate to above normal rainy seasons as will as the establishment of a perched ground water zone as the direct result of surface water infiltration A major contributory source of the surface water is water which discharges through the area drain outlet pipes of the lots at the top of the slope The report has been prepared for your exclusive use in evaluating the cause of the slope failures and developing recommendations for stabilizing the slope, in accordance with generally accepted geotechnical engineering practice No other warranty, expressed or implied, is made Respectfully submitted, EVANS, COLBAUGH & ASSOCIATES, INC EDCsr Distribution: (3) Addressee E David Colbaugh Principal Geotechnical Engineer • geotechnical engineering •engineering geology I! I I 1 I I I I I I I I I I I I I I I EGA 96-04-01 Page i TABLE OF CONTENTS INTRODUCTION . . .... 1 PURPOSE 1 SITE DESCRIPTION .. 1 SCOPE 2 REFERENCES . . . . 2 FINDINGS .. 3 Site Development . . ... .... . 3 SLOPE FAILURES 3 SUBSURFACE CONDITIONS . . 5 ANALYSIS 6 SLOPE STABILITY . .. ..6 REPAIR/STABILIZATION METHODS 6 Removal and Replacement 6 Soil Nailing . . 7 Cassions .. ... . . .7 CONCLUSIONS ... . 8 RECOMMENDATIONS 9 GENERAL 9 SLOPE STABILIZATION .. 9 SECTION A-A' . .... 9 SECTION B-B' 10 SECTION C-C' 10 SURFACE DRAINAGE CONTROL ... . 11 FIGURES: Figure 1 - Site Location Map PLATES Plate 1 - Geotechnical Map Plate 2 - Cross Sections Plate 3 - Geotechnical Repair Plan Plate 4 - Geotechnical Repair Sections I 1 I I 1 I (I I I 1 I I I I I I I I EGA 96-04-01 APPENDIX A SUPPORTING DATA AND PROCEDURES SUPPORTING DATA AND PROCEDURES SUBSURFACE EXPLORATION PRESENTATION OF EXPLORATORY DATA TESTING General Moisture and Density Compaction . Gram Size Distribution Atterberg Limits . . Direct Shear ... INSTRUMENTATION Inclinometer . .... Piezometer ANALYSIS. PLATES: Plates A-1 1 thru A-1 4 Plates A-2 1 thru A-2 6 Plate A-3 Plate A-4 Plate A-5 Plates A-6 1 and A-6 2 Plate A-7 Plates A-8 1 thru A-8 4 Plates A-9 1 thru A-9 14 Plates A-101 thruA-10.13 Log of Boring Log of Test Pit Explanation of Logs Compaction Test Data Grain Size Distribution Direct Shear Test Data Residual Shear Test Data Slope Inclinometer Data Slope Stability Analyses Caisson Analyses Pageii A-l . A-l A-2 ..A-5 A-5 A-5 A-5 .A-6 .A-6 .A-6 .A-7 A-7 ..A-8 . A-9 I I I I I I I I il I 1 I I I I I INTRODUCTION PURPOSE The purpose of our study was to determine, to the extent possible, the cause and limits of the most recent failure (December, 1995) and to evaluate the previously failed portion of the subject slope to the west and develop repair/stabilization cntena SITE DESCRIPTION The subject slope is roughly 18 to 20 feet high and descends in a southeasterly direction from Mar Azul Way to Arenal Lane in the La Costa area of Carlsbad, California (see Figure 1 - Site Location Map) At the time of our initial visit to the site (January, 1996) and subsequent exploratory work (June and July, 1996), the slope was covered with a moderate growth of succulent type vegetation, a few shrubs and several large pine and eucalyptus trees There was a landscape irrigation pipe and sprinkler network on the slope which we understand was controlled by LaCosta Resort and spa (i.e , the Resort) Additionally, there were several PVC pipes at the top of the slope at various locations which appeared to be the discharge points of area drain systems of the lots at the top of the slope (i.e, 2054,2066 and 2072 Mar Azul Way) There were also sections of pipe lying on the slope surface at various locations as well as other pipes exiting the slope near the bottom These pipes appeared to have been and/or currently are connected to the area drain system of the lots at the top of the slope There is an 18-inch diameter reinforced concrete pipe (RCP) which is buried and acts as a storm drain which directs surface runoff from Mar Azul Way and Arenal Lane to a drainage device within the grounds of the golf course The location of all of the features described above are shown on the enclosed Plate 1 - Geotechnical Map I im EGA 96-04-01 Page 2 • SCOPE 11^ The scope of work performed during our investigation was as follows I » Review of available plans, maps, aerial photographs and other documents related to the development of the site «• Subsurface exploration consisting of two large-diameter bucket auger borings, two small-diameter hollow-stem borings and six test pits j • • Installation of geotechnical instrumentation in the borings consisting of four slope ' * inclinometers and three pneumatic peizometers Subsequent to the installation, the instrumentation has been monitored sixteen times as of the date of this report | • Surface geologic mapping of all geomorphic features exposed on the ground surface • • Laboratory testing of the samples retrieved from the subsurface exploration to determine the pertinent engineering characteristics of the underlying soil/rock. j | • Attendance during and review of video tape of the interior of the buried 1 8-inch diameter RCP storm drain pipe. 1 1 • Attendance at several progress/status meetings with the Resort personnel and/or legal counsel • Assimilation and transfer of the pertinent findings to the topographic base map provided by Rick Engineering I• • Geotechnical engineering and geologic review and analysis of all of the findings, results of laboratory testing and instrumentation monitoring. • • Slope stability analyses of the various sections of slope studied during this investigation • Analysis of several methods of repair/stabilization and development of design criteria I • Preparation of this report presenting our findings, conclusions and recommendations. • REFERENCES 1 . Topographic Map, by Rick Engineering, Flight dated September 23, 1 997. I I I II ,m EGA 96-04-01 Page 3 li iB 2 Strom Drain Video, dated September 17, 1997, source unknown 1"3. "Status Report, Arenal Lane Slope Failure Investigation", by Evans, Colbaugh & [• Associates, Inc., dated June 26,1997 4 San Diego County Assessor's Maps, Book 215, Pages 13 and 21, Revision dated 1987. • 5. "On the Manner of Deposition of The Eocene Strata in Northern San Diego County" San Diego Association of Geologists dated April 1985 > 6 "Soil Mechanics Design Manual 7.1", by Department of Navy, NAVFAC, dated May, _ 1982 7 Topographic Map, Sheet 338-1689, by San Diego County, Flight dated 9-18-75 I 8. Aerial Photographs - Fairchild Collection, Whittier College Date Flown 1939, Flight Number. C-5750, Frame Number 204-57-59 • Date Flown 1958, Flight Number C-23023, Frame Number SD. 10:66-68 FINDINGS I Site Development ^ Although the City of Carlsbad Building Department does not have any records regarding the j I civil and/or geotechnical engineering aspects of the residential tract development in the immediate • vicinity, they do have other records (Reference 4) that indicate that this tract was developed in the early to mid 1960's The subject slope was constructed as part of this tract as a cut slope in the Del • Mar/Fnars Formation bedrock unit as discussed below We undei stand the property comprising the ™ subject slope is owned by the Resort who also provides the landscape and slope maintenance. ' SLOPE FAILURES • Based on the results of our subsurface exploration, surface mapping and interpretation of the slope inclinometer and pneumatic piezometer data collected to date, there are two areas of the subject I slope which have failed in the recent past and another area which is suseptible to future landsliding activity. The estimated limits of the previous failures are shown on the enclosed Plate 1. The I I I I II I II 11 I I I I I I I I I I 1 1 I EGA 96-04-01 Page 4 westernmost failure occurred on the slope below the residence at 2072 Mar Azul Way A cursory search revealed that neither the Resort or the City of Carlsbad have any documentation pertaining to either the failure or its "repair" Personal communication with the residents at 7220 and 7242 Arena! Lane revealed that this area of the slope failed roughly 15 to 18 years ago Apparently, the slope was reshaped to roughly its current configuration and a series of concrete caissons were installed along the toe of the slope to arrest further movement During our investigation we located what appears to be the top of five of these caissons Based on our field measurements, they are spaced roughly twenty-five feet apart as shown on Plate 1. Our surface mapping revealed that at least the upper portion of this failure is still active as evidenced by bulging of the soil material above the retaining wall along the toe of the slope. The slope inclinometer data also indicated progressive movement at depth We understand that the most recent failure occurred in December, 1995 and is located below the residence at 2066 Mar Azul Way as shown on Plate 1 We initially observed this failure on January 17, 1996 at the request of personnel at the Resort This failure appears to be a rotational- type failure which has resulted in distress to the pavement along Arenal Lane in the form of bulging At the time of our initial site visit we observed one of the area drain pipes from the residence at 2066 Mar Azul Way discharging a significant (i e , the four-inch diameter pipe was flowing roughly one- half full) volume of water onto the slope/failure area Review of the video tape of the storm drain (Reference 2) indicates the section of pipe directly upslope from the storm dram inlet box in Arenal Lane is damaged (although still functional) apparently the result of the slope failure As discussed briefly above, the area of the subject slope adjacent to and northeast of the most recent failure is, in our opinion, susceptible to future failure. This is premised on our observations of numerous tension/shrinkage cracks in the surface of the slope at the time of our field investigation These features are indicative of a downslope creep movement and offer an avenue for surface water (i.e, rain, irrigation, etc.) to infiltrate into the soil mass resulting in the build-up of excess hydrostatic pressure. The gradient of the slope in this area is also somewhat steeper (i.e., greater than 2 1) than other areas which makes it more susceptible to creep I I i I I I III I I I II I I I I I I I EC A 96-04-01 PageS SUBSURFACE CONDITIONS Based on the results of our review of available publications and our subsurface exploration, the subject slope was constructed as a cut slope in the Del Mar/Friars Formation (undifferentiated) which consists of claystone/siltstone material which is landslide-prone (Reference 5) Our subsurface exploration consisted of excavating six test pits either manually or with a backhoe in June and July 1996, two large diameter borings (B-l and B-2) in July, 1996 and two hollow stem borings (B-3 and B-4) in September, 1997 The estimated locations of the excavations are shown on Plate 1 and the logs are presented in Appendix A as Plates A-1.1 through A-1.4 - Log of Boring and Plates A-2.1 through A-2 6 - Log of Test Pit The material encountered consisted predominantly of silty clay with varying concentrations of sand and was wet to saturated. For all practical purposes, there is no distinct differences in moisture and density between the in-place material and the landslide debris As evidenced by our laboratory shear strength testing, the subsurface soil/rock material has relatively high strength in-place and under high confining loads However, as the material is subject to deformation (i e, creep) and/or excess hydrostatic pressures it loses a significant amount of strength thereby reducing it's abibty to resist additional deformation Ground water was encountered in all of our borings and several of the test pits Both steady state phreatic as well as perched ground water conditions were observed at the time of the excavations The phreatic ground water surface has been continually monitored via the pneumatic piezometers installed in the boring excavations The results of our monitoring is presented in Appendix A of this report. Ground water was also observed seeping out of the toe of the slope within the most recent failure and beyond toward the northeast Based on our review of the video of the interior of the storm drain, both the phreatic and perched ground water levels are being influenced by surface runoff which apparently migrates into and down the trench within which the storm drain resides. This is evidenced by the presence of roots and debris inside the storm drain pipe at several locations as shown on the enclosed Plate 2 - Cross Sections Additionally, the open joints which allow debris to flow into the pipe also allow water to flow out of the pipe at these locations. Since this storm drain accommodates surface runoff (i.e., irrigation, rain, etc.) this supplies a relatively constant source of water. I 1 I 11 I I I I I I 1 I REPAIR/STABILIZATION METHODS _ Prior to receiving the topographic map of the site and monitoring of the instrumentation m installed in Borings B-3 and B-4, several methods of repair were considered as discussed in Reference 1 3. These and another method formulated subsequent to the review of the additional data are briefly discussed below. • Removal and Replacement - This method involves removing the landslide debris and replacing it • with compacted fill. In order to protect the residences and appurtenant structures at the top of the slope from any lateral movement due to secondary back-cut failure a row of free-headed caissons I would need be to be installed prior to proceeding with any excavation A drawback to this method is that the existing slope soil may be too wet to recompact and may have to be air-dried for serval • days prior to use or be replaced entirely with imported fill material with similar engineering I EC A 96-04-01 Page 6 ANALYSIS SLOPE STABILITY The failure paths of the existing slope failures have been defined by our interpretation of the inclinometer data and are depicted on Sections A-A' and B-B' which are presented on the enclosed Plate 2 The failures were analyzed utilizing the commercially available software PC STABL 5M from Purdue University The shear strength parameters resulting from our laboratory testing and our interpretation of the ground water level at the time of failure were used to backcalcuate the residual shearing strength required to reduce the static factor of safety to 1 0 (i.e., failure) These parameters (i e, phi = 7 degrees and c=130 psf) were then utilized in designing the repair/stabilization mechanism to elevate the factor of safety to 1 5 Section C-C' was analyzed to determine the strength parameters required to reflect our interpretation of the stability of this area of the slope. Our observations and findings indicates that this area of the slope exhibits an active deformation in the form of creep and a resulting static factor of safety on the order of 1 2 The strength parameters associated with these conditions were found to be phi=12 degrees and c=195 psf I I I I I I I I I I I I I I I I I I I EGA 96-04-01 Page 7 characteristics Additionally, this method may require more extensive work to repair Arenal Lane due to construction traffic associated with this type of work A rough cost guesstimate of this alternative is on the order of $200,000 which does not include the cost of repairing Arenal Lane or geotechnical observation and testing The geotechnical services can vary upwards of $50,000 depending on the scheduling of the contractor Soil Nailing - This method consists of drilling a series of four-inch diameter holes to a designed depth, inserting a steel rod and grouting the annulus These holes are drilled in a designed pattern (typically 5 to 7 feet on-center) so that they effectively stabilize the slope by nailing it to competent material below the failure A potential drawback to this method is that the finished slope surface is typically covered with gunite (concrete) so that the entire system of "nails" acts as a unit This will require some forethought in the design stage by the project civil engineer and/or contractor as to accommodate landscaping of the finished project Another potential drawback is that preliminary analysis of the soil nails required for this method indicates the required length of the nails would be such that they would encroach the vertical limits of the property lines of the properties at the top of the slope (i e, would require full and complete cooperation of the owner(s) of the property for encroachment) A rough cost guesstimate for this alternative is on the order of $200,000 which does not include the cost of repairing Arenal Lane or geotechnical observation and testing. The geotechnical services can vary upward of $30,000 depending on the final restoration design and scheduling of the contractor Caissons - Subsequent to receiving the topographic map, transferring all of our data onto it and review of the additional inclinometer data, a more direct approach to stabilizing the site would be to install a series of free-headed caissons along the slope in proximity to the base of the failure(s) This method of stabilization was analyzed using the procedures provided in Reference 6 These analyses are presented as Plates A-10.1 through A-10.13 in the appendix of this report The estimated locations of the proposed caissons are presented on Plate 3 - Geotechnical Repair Plan and are shown in detailed profile on Plate 4 - Geotechnical Repair Cross Sections The structural element details I I I I I I 1 I I I I I I I I I I I 1 EC A 96-04-01 PageS provided in the analyses and on Plate 4 will need to be refined by a qualified structural engineer The estimated cost of installing the caissons shown on Plate 3 is roughly $100,000 which does not include reshaping the slope surface, repairs to Arena! Lane or geotechmcal construction observation services The geotechnical services can vary upwards of $30,000 depending on the scheduling of the contractor CONCLUSIONS Based on our review and interpretation of the referenced documents, observations made during our various visits to the site and results of our subsurface exploration, laboratory testing, instrumentation monitoring and engineering and geologic analyses, we offer the following conclusions • The primary cause of the December, 1995 slope failure was an increase in hydrostatic pressures resulting from a combination of a rise in the phreatic ground water surface and an establishment of a perched water condition • The perched water is the direct result of infiltration of landscape irrigation and rain water and surface runoff from the lot above (2066 Mar Azul Way) which has been discharging directly onto this area of the slope for an unknown amount of time • Surface water runoff which is migrating down into the trench within which the City of Carlsbad's storm drain resides as well as water which is flowing out of open joints in the pipe, also contributes to both the phreatic and the perched water conditions observed and/or measured • Although we were unable to locate documentation related to the older slope failure to the west, the time frame within which the nearby residents recall it occurring (i e , 15 to 18 years ago) coincide with relatively wet winter seasons, particularly 1982-1983 when near- record rainfall totals were recorded Accordingly, a resulting rise in ground water coupled with surface runoff from the lot above were, most likely, the cause of this failure Although supposedly repaired previously, the existing surface expressions on the slope indicate a continual movement of at least the upper portion of this slide mass The reported method of stabilizing this portion of the slope is inadequate • The currently in-place area of the subject slope adjacent to and northeast of the December, 1995 slope failure is, in our opinion, subject to failure in the relatively near future in a manner similar to the two other failures discussed herein. Provisions are provided below to enhance the stability of this area. 1 I 1 1 I I I I I I il I I I I I I I I EC A 96-04-01 Page 9 RECOMMENDATIONS Based on our interpretation of our findings and engineering and geologic analyses presented herein, we present the following recommendations GENERAL Prior to the start of any construction activity related to the stabilization of the subject slope, all utilities should be properly located and, if necessary, temporarily relocated to accommodate the construction of the repair/stabilization elements recommended herein. SLOPE STABILIZATION For ease of discussion, we will refer to the slope areas by the section number presented on Plate 3 (i.e., Section A-A' refers to the December, 1995 failure area, etc ) SECTION A-A' As shown on Plates 3 and 4, we recommend the installation of reinforced free-headed concrete caissons two feet in diameter at a spacing of 4 5 feet center to center and 18 feet deep The last two caissons toward the northeast end of the row have increased spacing (i e., 10 feet on center) due to the reduction in landslide mass The reinforcement element of these caissons should be designed by a qualified structural engineer The caissons should be positioned as close as possible to the locations shown on Plate 3 Due to the highly corrosive environment of the turbidite zone through which the caissons will reside, we recommend the use of Type V cement with a maximum water/cement ratio of 0 45 be used for constructing these caissons Additionally, due to the anticipated presence of ground water in the lower, roughly one-third to one-half of the caisson excavations, we recommend that the concrete be placed via the tremie method Subsequent to the installation of the caissons, we recommend that a subdrain be installed along the toe of the slope as shown on Plate 3 (see Plate 4 for details) Also shown on Plate 3 is the estimated area of the pavement of Arenal Lane which has been damaged as a result of this failure I I 1 I il 1 I II I I II I I I I I I 1 I EC A 96-04-01 Page 10 Most likely, additional areas of pavement will be distressed by the construction equipment traffic during the stabilization work. In all areas of pavement to be replaced we recommend one of the following pavement sections be utilized, based on an assumed Traffic Index of 4 0. • 3 inches A.C / 6 5 inches Class II A.B. • 6Vi inches AC/ native As discussed above, it appears as though the last section of storm drain pipe directly upstream from the inlet structure in Arenal Lane is distressed and may require replacement (see Section D-D' on Plate 4). The decision to replace this segment should be coordinated with the City of Carlsbad SECTION B-B' This section represents the area of the slope failure which failed previously below the residence at 2072 Mar Azul Way Currently it appears as though a portion of this mass is still active in the form of creep. In order to arrest the movement of this slide mass we recommend that the excess soil/landslide debris which is bulged atop the low wall along the toe of the slope be removed to form a uniform gradient as shown on Plate 4 and a row of reinforced free-headed concrete caissons two feet in diameter at a spacing of 5.5 feet center to center and 22 feet deep be installed The same caisson installation procedures/guidelines presented above are applicable to this area as well Alternatively, since the continual movement of this mass is relatively slow, it may be desirous to reshape the slope surface as discussed above and continue to monitor the mass movement in lieu of installing the row of caissons. SECTION C-C' Due to the increased gradient of the slope in this area coupled with the presence of numerous shrinkage/tension cracks observed in the slope surface during our various visits to the site, we recommended a row of reinforced concrete caissons be installed as shown on Plates 3 and 4. In our opinion, this area of the slope will eventually fail and the purpose of the caissons is to arrest any further downslope deformation which will result in decreasing the shearing strength of the fbrmational 1 ii EC A 96-04-01 Page 11 • material to residual values inducing failure The installation of the caissons should follow the •'" procedures/guidelines presented above. II SURFACE DRAINAGE CONTROL | • As discussed above, a primary cause of the slope failures to date is the infiltration of surface water into the slope. The source(s) of a significant quantity of this water is the discharge of surface jl runoff of the lots above the slope We recommend that this water be controlled by connecting all of the existing outlet pipes at the top of the slope with pipes which extend down to the toe of the slope I and into a manifold system which discharges into the storm drain inlet structure on Arenal Lane. In lieu of surface pipes, an array of concrete lined ditches (i.e , terrace drains) could be designed by a i ,| qualified Civil Engineer which would collect and direct this water to a proper discharge area Either system will require a concerted effort to establish all of the outlet pipes exposed at the top of the Ll slope as well as the upslope components of all of the pipes which currently outlet near the toe of the slope. •H The Plates and Appendix which are attached and completes this report are listed in the Table _ of Contents. ; i™ oOo i i i i I I I 1 I I I II II I II I I I I I I I I I I I NOITTH t not to scale evans,coDi«iiib&a$so^lnc. Date December 1999 I Project Number. 96-04-01 Figure SITE LOCATION MAP Arenal Lane I I I I I 1 1 1 1 I I I I I II I I I I APPENDIX A SUPPORTING DATA. PROCEDURES AND ANALYSIS i i I I i l 1 i i i I i i i i i i i I EGA 96-04-01 APPENDIX A SUPPORTING DATA AND PROCEDURES SUPPORTING DATA AND PROCEDURES SUBSURFACE EXPLORATION PRESENTATION OF EXPLORATORY DATA TESTING General Moisture and Density Compaction Grain Size Distribution Atterberg Limits Direct Shear INSTRUMENTATION Inclinometer Piezometer ANALYSIS PLATES Plates A-1 1 thru A-1 4 Plates A-2 1 thru A-2 6 Plate A-3 Plate A-4 Plate A-5 Plates A-6 1 and A-6 2 Plate A-7 Plates A-8 1 thru A-8 4 Plates A-9 1 thruA-9 14 Plates A-101thruA-1013 Log of Boring Log of Test Pit Explanation of Logs Compaction Test Data Grain Size Distribution Direct Shear Test Data Residual Shear Test Data Slope Inclinometer Data Slope Stability Analyses Caisson Analyses A-l A-l A-2 A-5 A-5 A-5 A-5 A-6 A-6 A-6 A-7 A-7 A-8 A-9 i I I i I I i i i i i APPENDIX A SUPPORTING. DATA. PROCEDURES AND ANALYSIS SURFACE GEOLOGIC MAPPING Limited mapping of geologic and geomorphic features exposed on the ground surface was performed by a geologist from our staff This mapping was performed in June and July, 1996 using generally accepted procedures and techniques, on a field map produced from a San Diego County Assessor's map circa 1970, at a scale of one inch equals 100 feet obtained from the City of Carlsbad The results of this mapping were subsequently transferred and assimilated with the data obtained from subsurface exploration onto a topographic base depicted on Plate 1 -Geotechmcal Map SUBSURFACE EXPLORATION Subsurface exploration at the site consisted of the excavation of four borings (B-l through B-4) to depths ranging from roughly 26 to 51 feet below the grade existing at the time of the exploration The estimated locations of the borings are shown on Plate 1 - Geotechmcal Map The drilling of borings B-l and B-2 was accomplished using a specialized, "hillside", rotary, bucket-auger rig Borings B-3 and B-4 were excavated with a truck-mounted hollow-stem auger drill rig m Additionally, six test pits (TP-1 through TP-16) were excavated either manually or by means of a * backhoe to depths ranging from roughly 3 to 11 l/2-feet • The location of exploratory holes, selection of the type of equipment to be used for excavating and the depths to which the excavations are extended are usually sensitive to site - specific conditions v || In all cases, ASTM Test Standards D420-93, D1452-94, D1587-83 and D2113-83 are used as guidelines The logging of the exploratory holes was performed by a geologist from our staff 1 he logging was accomplished in all cases by preparing a graphic summary and visual classification of the sod and rock encountered in the exploratory hole based on examination of cuttings brought to the surface by the equipment Additionally, the geologist entered borings B-l and B-2 and prepaied I I I i I I 1 I 1 I I I I i i I EGA 96-04-01 A-2 more detailed summaries and descriptions of the m-situ soil and rock Relatively undisturbed samples were obtained by pushing and/or driving the D A Evans, Inc, steel, drive sampler which has an outside diameter of 3 2 inches and contains a 2 625-inch inside-diameter brass sleeve eight inches in length and/or a three-inch diameter shelby tube thirty inches in length The sampling devices are driven into the subsoil below the zone penetrated by the auger using the Kelly bar on the drill rig striking a piston-like jar which transmits the energy axially to the sampling shoe The shelby tubes were pushed utilizing the hydraulic system and weight of the truck mounted drill rig Bulk samples of the soil and rock encountered were also obtained from the borings All samples are sealed immediately upon extraction and transported to our laboratory PRESENTATION OF EXPLORATORY DATA I The results of the surface geologic mapping and subsurface exploration are assimilated and summarized on the logs of borings and test pits, map and cross sections included in this report The 11 purpose of the summary is to present a sufficiently accurate depiction of the geotechmcal framework , of the site The symbols used to depict that framework are defined on the Geotechmcal Map To the i • extent possible, standard nomenclature developed by the United States Geological Survey, United >States Army Corps of Engineers, United States Bureau of Reclamation and American Geological Institute are used The map is for illustrative purposes only It is not intended to be an accurate j H depiction of ground surface conditions The topographic base map was prepared by others and its 1' accuracy is unknown The geotechmcal symbols placed on the map to depict the presence of features • on or under the ground are based on either visual estimates by trained personnel or the results of crude surveys They are not intended to depict the precise location of certain features • The detailed logs of the subsurface explorations are presented As Plates A-l 1 through A-l 4 - Log of Boring and Plates A-2 1 through 2 6 - Log of Test Pit These logs provide a graphic summary of features observed by trained personnel That summary includes (a) a generic description of the earth material encountered, (b) an engineering description of the earth material encountered, (c) a graphic depiction of the relative position of these materials with respect to the ground surface and each other, (d) estimates of the relative position and vertical extent of free water or a zone of I I 1 I I I I 1 I 1 i i i i i i i I i EGA 96-04-01 A-3 saturation with respect to time, and (e) the results of certain laboratory tests and a symbolized summary of other laboratory tests performed The symbols and other descriptive characters used on the logs are defined on Plate A-3 - Explanation of Logs The engineering descriptions provided on the logs are the product of (1) visual classification by the geologist observing the exploration, (b) laboratory testing, and (c) interpretation of the results of (a) and (b) above by the project geotechmcal engineer Generic descriptions are based on United States Geological Survey and American Geological Institute terminology All normally consolidated earth material of secondary or tertiary origin (i e, all earth material which is the result of erosional and/or depositional processes within the present geologic framework) are provided generic classifications and also classified according to ASTM Test Procedure D2487-85 Primary earth material (i e, earth material which can be defined genetically as sedimentary, igneous or metamorphic rocks) are provided a generic classification and a classification (using ASTM Test Procedure D2487- 93) assuming the rock was converted to a soil composed of its irreducible aggregate constituents To accommodate local custom and provide descriptive phrases for rock material, Table 3 of ASTM Test Procedure D2488-93 has been modified and also some terminology for rock has been added as indicated below Description Criteria "dry" "damp" "moist" "wet" ;'saturated" Rock Hardness "soft" "moderately hard" - absence of moisture, dry to the touch - some moisture but less than optimum for soil - near optimum for the soil - above optimum for the soil - containing visible free moisture - can be dug by hand and crushed by fingers - friable, can be gouged deeply with knife and will crumble readily under light hammer blows 1 i i•F 1 i i i i i i iI^H i i i i :_Li i I i EC A 96-04-01 "hard" "very hard" Rock Stratification "thinly laminated" "laminated" "very thinly bedded" "thinly bedded" "thickly bedded" Rock Fracturing "intensely fractured" "very fractured" "moderately fractured" "slightly fractured" Rock Weathering "very" "moderately" "slightly" A-4 knife scratch leaves dust trace, will withstand a few hammer blows before breaking scratched with knife with difficulty, difficult to break with hammer blows - less than 1/10 inch - 1/10 to 1/2 inch - '/z to 2 inches - 2 inches to 2 feet - more than 2 feet less than 1 inch spacing 1 to 6 inch spacing 6 to 12 inch spacing 12 to 36 inch spacing abundant fractures coated with oxides, carbonates, sulfates, mud, etc, thorough discoloration, rock disintegration, mineral decomposition some fracture coating, moderate or localized discoloration, little to no affect on cementation, slight mineral decomposition a few stained fractures, slight discoloration, little to no affect on cementation, no mineral decomposition I I ,m EGA 96-04-01 A-5 "fresh" - unaffected by weathering agents, no appreciable /• change with depth TESTING I General The following sections describe the procedures for laboratory tests commonly used • by Evans, Colbaugh & Associates, Inc on soil and rock samples obtained during the exploratory phase of our investigation The selection of certain samples for laboratory testing is based primarily ' ™ on engineering judgement, and all laboratory tests described below have not necessarily been • performed on every sample obtained ,_ Moisture and Density. Field moisture content and in-place dry density were determined for each undisturbed sample of soil material obtained The field moisture content is determined according |P to ASTM Test Method D2216-92 by obtaining one-half the moisture sample from each end of the H tu^e ^^e m"P^ace dry density of the sample is determined by using the net weight of the entire sample 0 At the same time the field moisture content and m-place density are determined, the soil |tt material at each end of the sleeve is classified according to the Unified Soil Classification System The results of the field moisture content and in-place density determinations are presented on Plates • • A-l 1 through A-l 4 - Log of Boring and Plates A-2 1 through 2 6 - Log of Test Pit II Compaction A bulk sample representative of the formational material encountered was _H tested to determine the maximum dry density and optimum moisture content These compactive characteristics were determined according to ASTM Test Method D1557-91 The results are U summarized on Plats A-4 - Compaction Test Data I D I I ,-g I I ECA 96-04-01 A-6 Gram Size Distribution. As part of the engineering classification of the on-site soil, a • sample representative of the formational material encountered was tested to determine the distribution 0 of particle size The distribution is determined in general accord with ASTM Test Method D422-63 , particle size is determined by a wash sieving procedure using U S Standard Sieve Nos 3/4, 4, 10, 1 1 20, 40, 60, 100 and 200 A standard hydrometer test was not performed on the fraction of soil finer [tt than a No 200 sieve The results of the test are graphically summarized on Plate A-5 - Grain Size Distribution Atterberg Limits As part of the engineering classification of the on-site soil and to provide • a basis for estimating soil permeability, a sample representative of the formational material was tested . - to determine the relative plasticity This relative plasticity is based on the Atterberg Limits using " ASTM Test Method D43 18 95 The results of the test are summarized briefly on Plate A-4 - • Compaction Test Data, and Plate A-5 - Grain Size Distribution Data C « Direct Shear Direct shear tests were performed to obtain the drained peak, ultimate and 'II residual shear strength of undisturbed samples of the formational material The tests were performed If on cylindrical samples having a diameter of 2 625 inches and a height of one inch Prior to testing, !• the samples were soaked in a consohdometer under the same normal stress to be employed during the test to allow the sample to expand or consolidate and reach equilibrium under load Soaking ™ periods were at least three days After consolidation, the sample was placed in the direct shear box, 11 the normal stress is reapplied through a loading frame and lever system, and the sample submerged j Prior to testing, cohesive samples were allowed to re-stabihze During stabilization and shearing all II vertical movement and horizontal displacement are monitored electronically by an linear variable I _ ECA 96-04-01 A-7 displacement transducer (i e ,LVDT) The samples were sheared at a strain rate of 0 0002 inches !• per minute The normal force and shearing force are measured by means of electric load cells Shear • force, normal force, and vertical movement of the sample are all automatically plotted versus displacement on an X-Y recorder Each sample is sheared to a displacement of approximately one- II half inch | The same procedures to soak, consolidate and stabilize direct shear samples were used to f prepare residual shear samples for testing Additionally, the same monitoring equipment is used To *• ™ determine residual shear strength, the sample is sheared for a total displacement of 0 2 inches, and I the direction of shearing reversed for a total displacement of 0 4 inches This process is repeated until a constant shearing stress is obtained The results of the direct shear tests are presented on Plates A- 6 1 and A-6 2 - Direct Shear Test Data The results of the residual shear tests are summarized on i l Plate A-7 - Residual Shear Test Data INSTRUMENTATION Inclinometer Standard, SINCO "Digitilt" inclinometer casings were installed in Borings H B-1 through B-4 The tubes were oriented so that the +A (north) groove is in a downslope direction fll The annulus between the tubes and the boring walls was filled with either a two sack sand/cement slurry (Borings B-l and B-2) or a bentomte slurry (Borings B-3 and B-4) and the tube was provided with a covering enclosure The tubes were calibrated using a SINCO Digitilt sensor, model number II 50325 The results of the calibration and any subsequent readings were analyzed using the B commercially available computer software program DIGIPRO, and are summarized graphically on Plates A-8 1 through A-8 4 - Slope Inclinometer Data I i I I • EGA 96-04-01 A-8 Piezometer. SINCO pneumatic piezometers were installed in Borings B-l, B-2 and B-4 ' jj The piezometers were set at depths of 24 to 49 feet, respectively by strapping the readout tube to the • inclinometer casing prior to installation of the casing The piezometer is protected by a filter bag The annulus between the inclinometer casing, piezometers and the boring wall was filled with either 11 a two sack sand/cement slurry or a bentomte slurry to a depth of three feet, and the upper three feet A backfilled with native soil The piezometer is read using a standard Model 211, Sinco pressure indicator The panel uses a pressurized nitrogen gas reservoir to balance the pore pressure at the level ™ of the piezometer under no-flow conditions A summary of readings is included below • Ground Water Level ^ (Depth Below Ground Surface) DATE B-l B-2 B-4 I I I I II 1 I I I 07-19-96 08-22-96 10-10-96 12-03-96 02-07-97 04-02-97 05-23-97 08-01-97 10-15-97 11-19-97 12-04-97 02-11-98 03-10-98 04-08-98 06-12-98 12-03-98 02-17-99 12-02-99 179 18 1 179 172 156 163 173 173 111 173 170 156 154 163 163 174 172 184 207 207 21 0 205 192 200 204 207 21 1 21 1 204 192 196 198 197 210 205 217 - - - - - - - 116 109 109 - 109 104 113 114 11 1 11 1 I i m EGA 96-04-01 A-9 • ANALYSIS • The mathematical models used for analyses of the relative stability of the various sections of gj the subject slope were generated in the commercially-available computer software program PC STABL, version 5M, 1988, by Purdue University The failure paths analyzed on Sections A-A' and P B-B' are interpretations of the on-site observations and inclinometer data The failure path for | H Section C-C' was randomly generated based on soil strength parameters In all cases the static factor of safety was enhanced to at least 1 5 via the positioning of a block of material representing free- • headed caissons near the base of the failure surfaces The computer input/output data are presented • on Plates A-9 1 through A-9 14 - Stability Analyses The analyses and design of the free-headed caissons for each section was performed utilizing • the methodology presented in NAVFAC Soil Mechanics Design Manual 7 1 , May 1982 These I analyses are presented on Plates A-10 1 through A-10 13 - Caisson Analyses and are summarized ' n within the text of this report I I i i I i 1 1 I I 1 1 i i i i i i i i i i a i il Drilling Date Logged By $K - 2 - 4 - 6 - 8 _ in -12- -14- 16- 18- 20- 22- 24- 01~( ua aE 31rai-(0 1 i % D D D D Log of Boring No. B-l 7/9/96 Elevation 48' JMC Hoi BlowCount( /Fnr-i+- 111 41 30 18 Dt •M"D) Hd.i. in iD £ c > 0 ^Q 94 106 92 96 MoistureContent24 19 30 26 i- 1001 4J£ in 4-1 01 Ol- e Size/Ty COo<n CL SC CH CH CL GH- CL- CH CL" sc" CH" CL" u Hs: D jtf a =! 5 & ^ *£&. S 3- -& P S d£ Z= ^3» •9 3 & ^ ^ & X^/y/y///////•/////////// //j// */s/////, '//iyy ^// /y. $s/ / //.//.// ^\ //////////// DC 24" BUCKET Description 4- Ci- Ice plant on surface LANDSLIDE DEBRIS(Qls) Claystone Silty clay damp gray and brown oxidation staining weathered roots (Qls) Sandstone Silty sand dense damp to moist tan and gray : oxidation staining weathered fine grained pinhole porosity minor roots (Qls) Claystone Clay stiff moist olive gray and brown minor fine sand 1/16 to 1/8 inch wide open fractures to 3 5 feet (Qls) Claystone Clay stiff very moist olive gray Jarosite staining becomes wet ;[ ^Seepage all around boring Thinly bedded to laminated gray and brown oxidation staining manganese staining Bedding horizontal Slickensides blacky fracturing I DELMAR/FRIARS FORMATION(Td/f Undifferentiated) « Turbidite Claystone and gypsum hard 75 to 80 percent t gypsum penecontemporaneous deposition £ X>• >- (Td/f) Claystone Clay stiff very moist olive gray 2 to 3 inch , f Uhick / Q ((Td/f) Turbidite Claystone and Gypsum hard 75 to 80 percent i p (gypsum penecontemporaneous deposition i r £ ^(Td/f) Claystone clay stiff very moist olive gray ' g (Td/0 Claystone Sandy clay stiff moist brown abundant shell p fragments ^ Gradational contact ^ H (Td/0 Sandstone Clayey sand dense moist dark gray brown « fine to medium grained micaceous g Horizontal contact /• H [(Td/f) Claystone Silty clay stiff moist dark gray and black R 1(Td/0 Claystone Sandy clay stiff wet gray brown fine to g medium grained oxidation staining 8 Please Note Limitations Discussed on "Explanation of Logs" Drive Energy - 0 to 17 850 Ibs ' to Ibs 17 to 30 450 Ibs to Ibs 30 to 31 250 Ibs ' to Ibs ' to Ibs to Ibs evans, colbaugh & assoc me Date December 1999 a J H . 4->> ro14J: c< 01 to Ibs to Ibs to Ibs to Ibs Project No 96-04-01 Flate LOG OF BORING B-l A t + ARENAL LAISfE SLOPE FAILURE A-l . 1 1 of 2 Log of Boring No. B-l E Drilling Date Logged By 1 01-H 01aaE 31rai- 7/9/96 Elevation JMC Hoi BlowCount( /font •>DryDensity(nef 1MoistureContenti. in01 +J£ 104-> QlOH j Size/Ty] if)o 3 GraphicLog48' DC 24" BUCKET Description Instru-mentation• -28 -30 1D 45 102 24 CL SC C~H sc" :t 1 (Td/0 Claystone Silty clay stiff moist gray with brown ^mottling ' (Td/0 Sandstone Clayey sand dense wet light brown and medium brown fine to medium grained (Td/0 Claystone Clay stiff very moist gray (Td/0 Sandstone Clayey sand medium grained dense wet brown fine to TOTAL DEPTH 31 FEET SEEPAGE AROUND HOLE STARTING AT 9 FEET FREE WATER IN HOLE AT 22 5 FEET HOLE CAVED TO 26 2 FEET lease Note Limitations Discussed on "Explanation of Logs" Drive Energy - 0 to 17 850 Ibs to ' Ibs 17 to 30 450 Ibs to Ibs 30 to 31 250 Ibs to ' Ibs ' to Ibs to Ibs evans, colbaugh & assoc me Date December 1999 J ILL*. to Ibs to Ibs to Ibs to Ibs Project No 96-04-01 Pla LOG OF BORING B-l A t ARENAL LANE SLOPE FAILURE 2 of te .1 2 Drilling Date Logged By 55 &£at - 2 - 4 - 6 - 8 -12- -14- Ifi- -18- 9fl 22- 24- 26- 01 •H 01aa.E 3)UH(0 i % % $ D D D D Log of Boring No. B-2 7/9/96 Elevation 49' JMC Holf BlowCount(/fnnf)12 25 18 25 31 4J~m H<Hi. in uocaOl~a 98 98 90 95 "£D £ ^|5 25 23 31 28 s. inQJ-Mr in+J 01OH : Size/Ty (0oCO GraphicLoqCH SM CH CH ciT CH cY CL CH" • » & » * •& -e- «- ^ ^ :» s ^ » 3S » * pe 24" BUCKET Description Instru-mentationLANDSLIDE DEBRIS(Qls) Claystone Sandy clay stiff damp ; pale olive gray and pale brown oxidation staining highly : weathered • Horizontal contact r \ (Qls) Sandstone Silty sand dense moist to very moist gray and j tan very fine to fine grained micaceous roots weathered ; Gradational contact from 4 to 4 5 feet r ' (Qls) Claystone Clay stiff very moist gray oxidation staining j roots weathered fractured plastic ; (Qls) Claystone Clay stiff very moist gray oxidation staining roots weathered fractured plastic Jarosite staining 1/4 inch thick sand lenses Gradational contact r , (Qls) Claystone Clayey silt Silty clay stiff moist to very / vmoist olive gray micaceous ' (Qls) Claystone Clay stiff very moist gray and tan, oxidation staining (Qls) Claystone Clayey silt Silly clay stiff very moist to wet olive gray and olive brown Increasing in moisture DELMAR/FRIARS FORMATION(Td/f Undifferentiated) Turbidite Claystone and gypsum hard 75 to 80 percent gypsum penecontemporaneous deposition (Td/f) Claystone Clay stiff very moist grayish brown and olive brown thinly laminated 1/8 inch thick Sandstone bed TOTAL DEPTH 26 FEET SEEPAGE AROUND THE HOLE STARTING AT 18 5 FEET S j •O 'x ' 5 ' S * Be ' 1 i ( * r * Please Note Limitations Discussed on "Explanation of Logs" Drive Energy - 0' to 17 850 Ibs to Ibs ' to Ibs 17 to 26' 450 Ibs to Ibs to ' Ibs ' to Ibs to Ibs to Ibs to Ibs to Ibs to Ibs evans, colbaugh & assoc me Date December 1999 Project No 96-04-01 Hate LOG OF BORING B-2 A t ARENAL LANE SLOPE FAILURE '1 of 2i Log of Boring No. B-3 Drilling Date Logged By 9/29/97 JMC Elevation Hole Size/Type 40' 8" HOLLOW STEM <u H HIno. E 3IDH B,-P+J '§80 <i-o \ 3) . in oi c a a i. IDQ| +J £ Itt4J 01 OH o r CDaoID-I C3 DescriptionM I 0a H L.4-1+J IDlll-Pc cH 01E - 2- - 4- 6- -10 -12- -14^ -16- -18- 20 22- 24- 26- LBS: S2 D P2 P5 23 18 90 90 92 100 43 28 29 26 rj-mWf 3-1/2 inch thick asphalt ^™ DELMAR/FRIAR'S FORMAfION~(fd/f Ondifferen'tiated)" Silty clay firm moist grayish brown weathered jj ((( IO[ CL"M^ ~(fd7f)~ furbrdiTe~Ciaysion~e and gypsum" hafd ~75 to 80~pe~rcenT ~ ~ ^ | ft gypsum penecontemporaneous deposition i K CL (^%| (Td70 Claystone Silty clay firm to stiff very moist olive gray and brown \SC psH/x^l (Td/0 Sandstone Sandy clay Clayey sand dense wet tan fine to medium grained I = Water in boring SP H»|- (fd/T) "Claystone ~SiTty~cTay~ stiff "wet "ofwe gray Please Note Limitations Discussed on "Explanation of Logs" Drive Energy - to Ibs to to to to Ibs Ibs Ibs Ibs to to to Ibs Ibs Ibs Ibs to Ibs to Ibs to Ibs to Ibs evans, colbaugh & assoc me Date December 1999 Project No 96-04-01 LOG OF BORING B-3 ARENAL LANE SLOPE FAILURE Plate A-1.3 1 of 2 Log of Boring No. B-3 E Drilling Date Logged By ££*ss£ 01-1 01no.E 3)rai-01 9/29/97 Elevation JMC Hoh BlowCount(/foot)3•P/-D) H<hv. in uQ C DQJ ^ Q 5^^°i!5cis S. U)01*1r ui+J 01OH 40' ; Size/Ty (00(0 u Hr DD.Qro j (D pe 8" HOLLOW STEM Description Instru-mentation- -30 -32 -34 -36 -38- 40 -42- -44- -46- 48- 50- ^ * -fc 1 D NS D 31 49 100 116 24 15 e e e » «• » •• «- & •== » •^ -e ^g. •e •e & « «> « ^= - - - (Td/f) Sandstone Clayey sand brown fine to medium grained Fine to medium grained Medium to coarse grained dense very moist grayish j I\ >XS•»TYxIxx J5x I >->•>•>•>• MHH j TOTAL DEPTH 51 FEET SLOPE INDICATOR PIPE SET AT 49 1/2 FEET ANNULUS BACKFILLED WITH BENTONITE lease Note Limitations Discussed on "Explanation of Logs" Drive Energy - to Ibs to Ibs to Ibs to Ibs to Ibs to ' Ibs to Ibs to Ibs evans, colbaugh & assoc me Date December 1999 oij X c ppMr*O JH fc 1 fc g g fc to Ibs to Ibs to Ibs to ' Ibs Project No 96-04-01 Hate LOG OF BORING B-3 A t ARENAL LANE SLOPE FAILURE A~\'2 of 3 2 I Log of Boring No. B-4 Drilling Date Logged By 9/30/97 JMC Elevation Hole Size/Type 38' 8" HOLLOW STEM a.aE 3)IJH(0 -4 3 °"8^I. Ul 0oca L in01 4Jr in4J Q)01- £ Dlao CD Description C I 0D H S.+J•p mUI+Jc cH mE - 2 - 4 - 6 -10- -12- -14- -16- 18- 20 22- 24- S2 S2 D P2 P 1 21 19 76 87 94 104 44 30 31 22 3 1/2 inch thick asphalt **^ DEDvrAR/FRiARSFORMAflON(td/TOndiffeTentiated)~ Sandstone Clayey sand loose to medium dense moist medium brown medium grained weathered (Td/7) "Cfaystone SiTty day soft to firm moist To very moist ,. brown weathered ICL \^y^A (Td/f) Turbidite Claystone and gypsum hard 75 to 80 percent gypsum penecontemporaneous deposition \rA 1/2 inch thick Clay seam very moist brown plastic (Td/7) Claystone Silly day firm to stiff very moist olive brown and gray SC [*&{!?> (Td7f) Sandstone Clayey sand dense moist dark grayish y, brown fine to medium grained J CL f^/%] (Td/f) Claystone Silty clay firm to stiff very moist olive brown and gray minor caliche SP r^L SZ (Td7f) Sandstone Clayey sand dense wet grayish brown medium grained Please Note Limitations Discussed on "Explanation of Logs" Drive Energy - to Ibs to to to to Ibs Ibs Ibs Ibs to to to Ibs Ibs Ibs Ibs to to to to Ibs Ibs Ibs Ibs evans, colbaugh & assoc me Date December 1999 Project No 96-04-01 LOG OF BORING B-4 ARENAL LANE SLOPE FAILURE Plate A-1.4 1 of 2 Log of Boring No. B-4 Drilling Date Logged By Depth(feet)-28 -30 -32 -34- -36- -38- -40- -42- 44- 46- 48- «n 01H 010.0.E 31UH(0 I D 9/30/97 Elevation JMC Hol<BlowCount(Xfnnt>35 D)+J~3 H<i-L Ifl (JQ C C01^ Q MoistureContenti. inQJ+Jr u4J 01OH 38' 5 Size/Ty (0o01 GraphicLog-s @ = ^ gSl ^& e- » e- «• *• 9 •^ « •=== •» a w =i & s% » = * & & » » — : pe 8" HOLLOW STEM Description (Td/f) Sandstone Sand with clay dense wet brown medium to coarse grained minor small pebbles oxidation staining TOTAL DEPTH 50 FEET SLOPE INDICATOR PIPE SET AT 50 FEET PNEUMATIC PIEZOMETER SET AT 49 FEET ANNULUS BACKFILLED WITH BENTONITE SLURRY 1Instru-mentation| • : " • j Please Note Limitations Discussed on "Explanation of Logs" Drive Energy - to ' Ibs ' to ' Ibs to Ibs to Ibs ' to ' Ibs to Ibs to ' Ibs to Ibs evans, colbaugh & assoc me Date December 1999 to ' Ibs to Ibs to Ibs ' to ' Ibs Project No 96-04-01 Flat LOG OF BORING B-4 A t ARENAL LANE SLOPE FAILURE 2 of e .4 2 Revised 5/13/97 Log of Test Pit TP-1 Date Excavated 6/18/96 Elevation Logged By .IMC Pit Dimensions (Feet) 14L x 2 5W x 8 8D With __JBACJKHOE_ t (0 i. * oQ C Q OtherTeat*0 r a o Description 1 3 4- - 6- 8- 9- -10- 11- LB D LB D D --- 83 97 -S5. - 26 26 -35- . CH CH LANDSLIDE DEBRIS(Qls) CLAVSTONE Sandy clay, stiff, moist light olive gray and light tan, oxidation staining, fractured, roots © (QIs) CLAYSTONE Clay, stiff, moist, olive, oxidation staining, fractured, mterbedded coarse sandstone bed Minor fine grained sand from 4 S to 6 feet Water seeping in along sidewalls at 6 5 feet Coarse grained sand along fractures from 7 to 8 5 feet Free water at 8 5 feet TOTAL DEPTH 8 8 FEET SEEPAGE AT 6 5 FEET FREE WATER AT 8 5 FEET Not To Scale Please Note Limitations Discussed on "Explanation of Logs" evans, colbaugh & assoc me Date rDecember, 1999 Project No 96-04-01 LOG OF TEST PIT TP-1 ARENAL LANE SLOPE FAILURE Plate A-2.1 Revised 5/13/97 Log of Test Pit TP-2 Date Excavated 6/18/96 Elevation Logged Bv .IMC Pit Dimensions CFeeO 12L x 2 5VV $1Q *" • i • 3- - A- • 5- - 6- • 7- - 8- 9- - 10- 11- p Q. m m a LB D LB D JX _ . :^> Please Note Li a DM V-«. • UQ C Q• vQ 91 88 .S3. _ "+J *|J n 0z° 9 31 _29_ . t. HU-M £ H4J UOH (00(0 CH SC CH UHc a CLOa JL O i j 1 I 111 11 I1 1' 1 J 1 1 1 1 A 4> •& * «S» <i « «» •& 4 •» %'//. 1 % 1 % ^fy \ ^V/ 1 1 x 10 3D With BACKHOE Description LANDSLIDE DEBRIS(Qls) CLAYSTONE Sandy clay, stiff, damp, dark olive brown, roots caliche © (Qls) SANDSTONE Clayey sand, dense, moist, light gray, oxidation staining fine grained, micaceous CE) (Qls) CLAYSTONE Clay, stiff, very moist, olive, oxidation staining plastic fractured manganese staining along fractures, gypsum veins, interbedded coarse sand (IT) Seepage along side walls at 6 5 feet Free water at 10 feet TOTAL DEPTH 10 3 FEET SEEPAGE AT 6 5 FEET FREE WATER AT 10 FEET /T\ ^ ^J t) •* — _Tr^-— __ . — — ~"~ /" Not To Scale ^^-^7~~^ nitations Discussed on "Explanation of Logs" ^^^^^^^•^^^^^^^^^^^^^^^^^^^^H ^^^^^^L^^^^^^Bll^^^^^^•^i^^^Bi HBHHfc evans, colbaugh & assoc me Date December, 1999 Project No 96-04-01 nate LOG OF TEST PIT TP-2 A_2 2 ARENAL LANE SLOPE FAILURE Revised 5/13/97 Date Excavated 6/19/96 Logged By JMC Log of Test Pit TP-3 Elevation Pit Dimensions (Feet) 8L x 3VV x 11 5D With _BACJOtQE_ 4J ai«tur»Cont«nt4J IIOH- U Hr en 0.0 BJ o Description - 6 7 8 9- 10- 11- LB D 97 22 SC -- L£ru ! 7s.CH I LANDSLIDE DEBRIS(Qls) SANDSTONE Clayey sand, dense, damp, light yellow brown, oxidation staining, highly weathered, fine grained, micaceous, roots © (Qls) CLAYSTONE Clay stiff, moist dark olive, fractured oxidation staining manganese staining along fractures, gypsum veins Wet below 6 feet Interbedded sands from 6 to 8 5 feet, wet tan, fine grained, oxidation staining Clay, plastic, decayed roots TOTAL DEPTH 11 5 FEET Not To Scale Please Note Limitations Discussed on "Explanation of Logs" evans, colbaugh & assoc me Date December, 1999 Project No 96-04-01 LOG OF TEST PIT TP-3 ARENAL LANE SLOPE FAILURE Plate A-2.3 Revised 5/13/97 Date Excavated 7/1/96 Logged By JMC Log of Test Pit TP-4 Elevation Pit Dimensions (Feet) HAND EXCAVATED With 2 6L x 2 6VV x 3 sn -H • IIV) ?ltQ C Q L n GraphicLogDescription • 1- - 2 3- - 4- 5- - 6- 7- 105 SC SC Ice plant on surface LANDSLIDE DEBRIS(Qls) Cla pebbles, roots lavfiv ssand dense, damp, brown, fine grained, ^ '(Qls) Sandstone Clayey sand, dense, damp, yellow brown fine to medium grained, oxidation staining, weathered, minor roots manganese staining slightly micaceous TOTAL DEPTH 3 5 FEET Not To Scale Please Note Limitations Discussed on "Explanation of Logs" evans, colbaugh & assoc me Date December, 1999 | Project No 96-04-01 LOG OF TEST PIT TP-4 ARENAL LANE SLOPE FAILURE Plate A-2.4 Revised 5/13/97 Date Excavated Logged By 7/1/96 .TMC Log of Test Pit TP-5 Elevation Pit Dimensions (Feet) HAND EXCAVATED With 5 8L x 2 3W x 3D -i •aa, E 3• I-(0 3-4 *-I N UQ c a L nII+J£801- u £. 01 (9 Description • 1- - 2- - 4- 5- - 6- 7- SC SC Ice plant on surface LANDSLIDE DEBRIS(Qls) Clayey sa-ml;dense, dry to damp, brown, toots (Qls) Sandstone Clayey sand, dense, damp yellow brown, highly weathered oxidation staining, black manganese staining Vertical cracking in sidewalls TOTAL DEPTH 3 FEET Not To Scale Open Crack Please Note Limitations Discussed on "Explanation of Logs" evans, colbaugh & assoc me Date December, 1999 | Project No 96-04-01 LOG OF TEST PIT TP-5 ARENAL LANE SLOPE FAILURE Plate A-2.5 I Revised 5/13/97 Date Excavated 7/1/96 Logged By JMC Log of Test Pit TP-6 Elevation Pit Dimensions (Feet) HAND EXCAVATED With 6 1L x 2 SW x 3 S Iin .u DC Q| i. n 5*+J IIOH 0 r oi0.0 o Description • 1 _ 2 . 1-ij - 4- • 5- - 6- • 7- SC SP CH 11I 111 1 1< 111 1 ^ 11 1 t | !i j I % 1_ - - %rS LANDSLIDE DEBRIS(Qls) Clayey sand medium dense damp, yellow brown, roots, sandstone clasts, piece of glass 0 (Qls) Sandstone Clayey sand, dense, damp to moist, yellow brown, fine grained, highly weathered, caliche, roots (Qls) Claystone Sandy clay, stiff, moist, brown and gray, rootlets Not To Scale Please Note Limitations Discussed on "Explanation of Logs" evans, colbaugh & assoc inc Date A December, 1999 | Project No 96-04-01 LOG OF TEST PIT TP-6 ARENAL LANE SLOPE FAILURE Plate A-2.6 1 I I I I i I I I II I lA I I I I I I I EVANS, COLBAUGH & ASSOCIATES, INQ SOIL CLASSIFICATION PROCEDURE The tables included below are used by Evans Colbaugh & AssociaT the group symbol for a soil in accordance with ASTM test standard] with the group symbol is determined by using ASTM test method D COARSE MATERIAL (ASTM D2487) 12 V) 50 O) I<0 Z 70 85 100 SWorSP SWSMorSPSM (SM) (ML) (ML) (ML) SW SM/SC or SP-SM/SC (SM-SC) (ML-CL) (ML-CL) (ML-CL) SWSCorSP^ (SC) (CL or CH) •j (CLorCHJ' <c , (CL or CH j ,t MAJOR DIVISIONS I Coarsed-Gr«.ned Soils| More Than 50% Retained on No 200 SieveGravel50% or More of Coarse FractionRetained on No 4 SieveISandMore Than 50% olCoarse FractionPasses No 4 SieveClean Gravelll°s 1 Clean SandGROUP SYMBOLS QW GP GM GC SW SP TYPICAU Well-Graded Gravi Mixtures, Litt Poorly Graded Grai Matures, bill Silty Gravel Gravel-^ Clayey Gravels GraveK Well-Gradad Sand an<| or no1 Poorly Graded Sand ai FINER MATERIALS (More Than 50 Percent Passing No 4 Sieve) SWorSP SWSMorSPSM on fM,,^^ SWSCorSP-L i ~ - Level ol Free Water and Date Measured ~-< Seopago AI Tinw of Boring • TYPE OF SAMPLE OR SAMPLER & INTERVAL P = Standard Penetration Test Sample (ASTM) D = Evans Sampler (3 25 OD 26 10) CA = California Sampler (3 OO 2.375 ID) 51 = Shelby Tube (2.5 OD) 52 = Shelby Tube (30 O D) PB = Pitcher Barrel (3 O 0) NS = Unsuccessful Sampling Effort LB = Large Bulk SB = Small Bulk C = Chunk Sample NUMBER OF BLOWS FOR LOWER 12" OF DRIVE SAMPLE When PA Sampler Used Blows are Taken Using 140 Ib Hammer 30 Drop Energy Criteria on Log for Other Samplers P = Push Under Hammer Weight MOISTURE CONTENT (Percent Dry Weight) DRY DENSITY (Pounds Per Cubic Foot) (R) = Relative Compaction OTHER TEST PERFORMED SG » Specific Gravity DS o Direct Shear UC o Unconfined Compression TC = Tnaxial Compression RS » Residual Shear CN B Consolidation EX = Expansion El B Expansion Index MD = Maximum Density-Optimum Moisture SE = Sand Equivalent GS B Grain Siza Determination PM "Permeability AL B Attef burg Limits R > R Value CBR = California Bearing Ratio CH = Chemical Tests Colbaugh & Associates Inc interpretation of subsurface -ombmation with the results of laboratory examination and tests tfore, these logs contain both factual and interpretive information ns at the dates and locations indicated and are not bee conditions at other locations and times The horizontal lines "and/or lithologic boundary between types of soil and/or rock radual Please note that the logs summarize only a portion of or GH j be reproduced for distribution separated from the body of the ,the log should be used only in conjunction with the report ttend excavation practically/economically with exploration Fines PI < 4 Rnes = 4 < PI < 7 I Fines PI > 7 Notes 1 Does Not Distmqubh Between Silt Elastic Silt-Organio Silt. 2 Classification of CH (Fat Clay) Is Used When LL %.50 Classify As Lean Clay (CL)when LL < 50 ,_ 3. Assumes Less Than 15% Gravel iber, 1999 Project Number 96-04-01 EXPLANATION OF LOGS ARENAL LANE Plate A- 3 LJ IAR S IES S (psO 3000 2500 2000 1500 1000 500 500 1000 1500 NORMAL STRESS 2000 2500 3000 TEST CONDITIONS Tests performed on samples taken from boring B-l @ 25 AH samples submerged at least 3 days prior to testing Strain rate = 00017 RESULTS Peak = 15° C=710(psf) Ultimate = 15° C= 133 (psf) evans, colbaugh & assoc me Date December 1999 Project No 96-04-01 DIRECT SHEAR TEST DATA ARENAL LANE Plate A-6.1 sHEAR STR S(psf) 3000 2500 2000 1500 1000 500 30005001000 1500 NORMAL STRESS (psf) 2000 2500 TEST CONDITIONS Tests performed on samples taken from boring B-2 @ 20 All samples submerged at least 3 days prior to testing Strain rate = 00017 RESULTS Peak = 25° C= 1400 (psf) Ultimate = 26° C=0(psf) I evans, colbaugh & assoc me Date December 1999 Project No 96-04-01 DIRECT SHEAR TEST DATA ARENAL LANE Plate A-6.2 sIAR STR ESS(psi) 10 0 NORMAL STRESS (psi) 0 2 TEST CONDITIONS Tests performed on samples taken from test pit TP-2 @ 7 All samples submerged at least 3 days prior to testing Strain rate = 00017 10 RESULTS Residual = 19° C l(psi) evans, colbaugh & assoc me Date December 1999 Project No 96-04-01 RESIDUAL SHEAR TEST DATA ARENAL LANE Plate A-7 B-1, A-Axis B-1, B-Axis Oi 5- 10 o>0) Q.O>Q 15 20 25 J -*- 12/03/1996 -*- 02/10/1997 -o- 04/02/1997 -*- 05/22/1997 -o- 08/04/1397 -*- 10/16/1997 -+- 02/05/1998 03/10/1998 -»- 04/08/199(3 -Q- 06/12/1998 -*• 12/03/1998 -0- 02/17/1999 -*- 12/02/1999-I—i—i—I—I—i—I—i—r -12 -08 -04 00 04 08 -10 -06 -02 02 06 10 Cumulative Displacement (in) from 07/19/1996 10 <DO> H.OJQ 15 20 25-V 12/03/1996 02/10/1997 04/02/1997 05/22/1997 08/04/1997 -*- 10/16/1997 -+- 02/05/1998 ' 03/10/1998 -»- 04/08/1998 -*- 06/12/1998 *• 12/03/1998 o 02/17/1999 -»- 12/02/1999 -10 -06 -02 02 06 10 -08 -04 0,0 04 08 Cumulative Displacement (in) from 07/19/199( i i i SLOPE INCLINOMETER DATA PROJECT NO 96-044)1 Evans, Colbaugh and Associates, Inc Plate A-8 1 B-2, A-Axis B-2, B-Axis i i i 1 1 Oi 2 4 6 10 0) ,,0.(D 12 <D 1Aa 14 16 18 20- 22 24- 26 4 12/03/1996 02/10/1997 04/02/1997 05/22/1997 08/04/1997 10/16/1997 02/05/1998 03/10/1998 04/08/1998 06/12/1998 12/03/1998 02/17/1999 12/02/1999 -02 00 02 Cumulative Displacement (in) from 07/19/1996 Oi 2 6 o> 10 12 14 16 18 20 22 24 26 •*- 12/03/1996 -o- 02/10/1997 -o- 04/02/1997 * 05/22/1997 -o- 08/04/1997 *- 10/16/1997 -+-• 02/05/1998 * 03/10/1998 •+- 04/08/1998 o- 06/12/1998 * 12/03/1998 -o- 02/17/1999 -*- 12/02/1999 -02 00 02 Cumulative Displacement (in) from 07/19/199( SLOPE INCLINOMETER DATA PROJECT NO 96-04-01 Evans, Colbaugh and Associates, Inc Plate A-8.2 B-3, A-Axis B-3, B-Axis I I I : f I 10 15 20 o> M— c. 25 .CD Q 30 35 40 45 50 -*- 02/05/1998 -o- 06/12/1998 -°- 12/03/1998 -* 02/17/1999 -°- 12/02/1999 -05 -03 -01 01 03 05 Cumulative Displacement (in) from 12-4-97 5- 10 15 20 <D *+— C 25 cuQ 30 35 40 45- 50 -^- 02/05/1998 »- 06/12/1998 ° 12/03/1998 * 02/17/1999 -o- 12/02/1999 -05 -03 -01 01 03 05 Cumulative Displacement (m) from 12-4-97 SLOPE INCLINOMETER DATA Project No 96-04-01 Evans, Colbaugh and Associates, Inc Plate A-8.3 B-4, A-AXIS B-4, B-AXIS 5 10 15 20- fi c f. 0> Q 25 30 35 40 45 50 -»• 06/12/1998 -*- 12/03/1998 -» 02/17/1999 "*- 12/02/1999 -02 00 02 Cumulative Displacement (in) from 12/4/97 5 10- 15 20 0)(D 25 Q. (D Q 30 35 40 45 50 06/12/1998 12/03/1998 02/17/1999 12/02/1999 -02 00 02 Cumulative Displacement (in) from 12/4/97 SLOPE INCLINOMETER DATA PROJECT NO 96-04-01 Evans, Colbaugh and Associates, Inc Plate A-8 4 Percent Passing No 200 Sieve8o>Ol S1112,£1r—6"or—gO s•Cs"6r-gO r—S01—oO 0)>— '"w1"co COCOoCO•DCOSSW-SM/SCSP-SM/SC»' oCOCOOoCOTJ SWorSP•s -n^ HollIgCDCQCOCDpCO2.Sa.Containing Visible-nS £ i cf"Above Optimum FS—i w =: Q(/>mNear Optimum FoH I mO"o^Some Moisture BlOptimum For TheCO — CDW § atD•3Absenc e of MolstlDry To The Touch3 I omcoO2_ioz 1 m ^ O(0c33mooz m Co oaooco 4I x•o > O OQCO u o o 3 if Co Z1 co 02z a-tjPtow5 d^Or^CO r- TJ ^ " o coco g 5^CO Oo T3 >O zmco0) oo co o fit BOa> 9- S cr o f *|S.» 8 o<g idlHIflE l!!i?lll!lill^llslllillss s. I & s-ia|Hv^ w^- O w^.^ => 5^ aHU3 •= 3 11 =,. =. x -< § o g o i?S I 8 Si.8 o;g cr- H5 c Bi 2^ S " a.j-0iilliiiNgHill Coareod-GrtJled SoilsMore Than 50% Retained on No 200 SieveSandMore Than 60% ofCoarse FractionPasses No 4 SieveClean Sand0s*118 ?!CO iCO5 I°!?9n fj>"I Gravel50% or More of Coarse FractionRetained on No 4 SieveGravelWith Fines Clean Gravel0TJ•o8vel and Grtle or No For a|Io OIII O33> Z cnNmco Classification on Basis of Percentage of FinesLess Than 5% Passing GW GP SW SPNo 200 SieveMore Than 127 Passing GM GC SM SCNo 200 Sieve 57 lo 12% Passsing Borderline Classification Requiring No 200 Sieve Use ol Dual Symbols UJ£ $ O m 0 1 Oom2m>r~>co o 8 I 10 to 1 1 1 1 1 1 1 1 X 0 1 <r> -> > ^ V,Is 1 \ O" 1 1 (- ->o, is - DEPTH (Feet) SAMPLE TYPE BLOW COUNT (Per Foot) DRY DENSITY (PCI) MOISTURE CONTENT OTHER TESTS uses* GRAPHIC LOG 1 V m OO SS:^ISSIssgSclgSg 3 =§ y ?ilfi3 s ?--• &!' s1!?»l 3 S I"?* «m&I*«£f| L*Sfr 36) o I B-4, A-Axis B-4, B-Axis 5 10 15 20 25 .cuQ 30 35 40 45 50 06/12/1998 12/03/1998 02/17/1999 12/02/1999 -02 00 02 Cumulative Displacement (in) from 12/4/97 5 10 15 20 w **—c .C•5. Q 25 30 35 40 45 50 •»• 06/12/1998 •* 12/03/1998 *> 02/17/1999 *- 12/02/1999 -02 00 02 Cumulative Displacement (m) from 12/4/97 SLOPE INCLINOMETER DATA PROJECT NO 96-04-01 Evans, Colbaugh and Associates, Inc Plate A-8 4 1III11 II I i i i 11 i i i I i I i C O H to o (D C (D ro C (Dc_ 00 I 00 09 00 St7 00 OE 00 SIXV - A oooC\Jooino oo oen g mr-- oo o UD O O in oo om oo in M- co \—\ X X 0 o Plate A-9.1 .OFIL lal Lane 96-04-01 Section A Caisson 7 4 k !9 21. 20 1 20. 57 33 1 33 70 41 1 70 41 120. 41 1 [•) 23 32. 23 4 ift 14. 120. 15 2 0. 8.5 120. 12 3 jgDIL rL5 115. 130 7 0. 0 1 y.5 115 0. 40. 0 0 1 '•.5 115. 385 12 0 0 1 Jlo 150. 5000. 0. 0 0 1 WATER 1°23. 21.«0 25 RFAC 19. 20. 5 17 15 30 14.5 H. 17.5 U. 19.5 • 5 23. <B>. 28. 62 5 34. §.6 36 5 HLECUTE I I 1 I I I I Plate A-9.2 I I I I I I 11 I I I II II I I I I II II ** PCSTABL5M ** by Purdue University --Slope Stability Analysis-- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date Time of Run Run By Input Data Filename. Output Filename 04/24/98 0920 edc 9604acl dat 9604acl.out PROBLEM DESCRIPTION Arenal Lane 96-04-01 Section A Caisson BOUNDARY COORDINATES 4 Top Boundaries 7 Total Boundaries Boundary No 1 2 3 4 5 6 7 X-Left (ft) .00 21 00 57 00 70 00 30 00 00 .00 Y-Left (ft) 19 00 20 00 33.00 41.00 23 00 14.00 8.50 X-Right (ft) 21 00 57 00 70.00 120.00 32.00 120 00 120.00 Y-Right (ft) 20.00 33 00 41 00 41 00 23 00 15 00 12 00 Soil Type Below Bnd 1 1 1 1 4 2 3 ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 2 3 4 115 0 115.0 115.0 150.0 115.0 115.0 115.0 150.0 130.0 .0 385.0 5000.0 7.0 40.0 12.0 .0 00 .00 .00 .00 ,0 ,0 0 0 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED 1 1 1 1 Plate A-9.3 I Unit Weight of Water = 62 40 Piezometric Surface No 1 Specified by 2 Coordinate Points1 11^^ 1 1 I 1 1 1w1 1 1" 1 1 1 1 Point No. 1 2 X-Water (ft) 23.00 120 00 Y-Water (ft) 21 00 25 00 Trial Failure Surface Specified By 12 Coordinate Points Point No. 1 2 3 4 5 6 7 8 9 10 11 12 X-Surf (ft) 19.00 22.50 26 00 30 00 40 00 45 00 49 00 53.00 56 50 60.00 62.50 62.60 Factor Of Safety For The X 15. A 30. Y A 00 15 00 nn a. * *-i- - - 00 + — S- s 00 + S - Y-Surf (ft) 19.90 17.00 15.00 14 50 15 00 16 00 17 50 19.50 23.00 28.00 34.00 36 45 Preceding Specified Surface = 1.624 X I S FT 30.00 45.00 60.00 75.00 •k 4- —4~ — 4- 4- * w * * Plate A- fc «LOFIL _jenal Lane 96-04-01 Section B Caisson '' 4 k ll.5 25. 18. 1 18 28. 22. 1 . 22. 63.5 36. 1 63.5 36. 100. 36. 1 , 24. 36 24. 4 12 100 16.5 2 0 8.5 100. 12. 3 IT'jL~5. 115 130 7 0 0. 1 ,U5. 115. 0. 40. 0. 0 1 J5. 115 1000. 20 0. 0. 1 IJlO 150. 5000 0 0. 0. 1 WATER • • i WA1; I 0. 8.5 rW>. 12. 19.4 17 91.9 15.7 .8 14.4 33.8 14 0 .7 14.6 .5 16.1 47.9 18.5 U.8 21.6 •.0 25.5 IP.4 29 8 58 8 31.2 '•ECUT j j , 7. I I I i I i i i Plate A-9.6 1 il 1 I 1I I II I I I I I I I I I II ** PCSTABL5M ** by Purdue University —Slope Stability Analysis— Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date- Time of Run: Run By: Input Data Filename Output Filename* Plotted Output Filename. 07/07/98 0835 edc 9604b2c.dat 9604b2c.out 9604b2c.plt PROBLEM DESCRIPTION Arenal Lane 96-04-01 Section B Caisson BOUNDARY COORDINATES 4 Top Boundaries 7 Total Boundaries Boundary No. 1 2 3 4 5 6 7 X-Left (ft) .00 25 00 28 00 63 50 34.00 00 00 Y-Left (ft) 17 50 18 00 22 00 36.00 24.00 12 00 8 50 X-Right (ft) 25.00 28.00 63 50 100 00 36.00 100.00 100 00 Y-Right (ft) 18 00 22.00 36 00 36 00 24.00 16.50 12 00 Soil Type Below End 1 1 1 1 4 2 3 ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 2 3 4 115.0 115.0 115.0 150.0 115.0 115.0 115.0 150.0 130.0 .0 1000.0 5000.0 7.0 40.0 20.0 .0 .00 .00 .00 .00 .0 .0 .0 .0 1111 Plate A-9.7 1 1 1 1 i i I l1 • I i *^ii i 1 i!• i i i I 1 PIEZOMETRIC SURFACE Unit Weight of Water Piezoraetric Surface N Point X-Water No. (ft) 1 .00 2 100 00 Trial Failure Surface Point X-Surf No . ( f t ) 1 19.40 2 23.90 3 28 80 4 33 80 5 38.70 6 43.50 7 47 90 8 51.80 9 55 00 10 57.40 11 58.80 Factor Of Safety For 1 Y .00 12 X 00 + * - - 12.50 + _ : A 25.00 + - (S) HAVE BEEN SPECIFIED = 62 40 o 1 Specified by 2 Coordinate Points Y-Water (ft) 8 50 12 00 Specified By 11 Coordinate Points Y-Surf (ft) 17 89 15 70 14.40 14 00 14.60 16.10 18 50 21 60 25 50 29.80 34 15 'he Preceding Specified Surface = 1 544 AXIS FT 50 25 00 37 50 50.00 62 50 *— * + — — ^4- 4- 4. S S * * S Plate fi IIIIIII(I II I I I I I I I i i i i C O(nen M (O CJ CJ Co r-l -P O 0)en QJ C CD (0 C CD £_ I 00 <=>L 00 09 00 9t7 00 Ob 00 SIXV - A oooC\JOOino oo oen oo inr-- oo oUD oo in oo om oo in Cfi I—I X X 0 o Plate A-9.9 tOFIL enal Lane Section C Caisson 10 3 R 21 35. 21 1 21. 72. 40 1 40 120. 40 1 X. 25. 46. 25. 4 14.5 44 15 2 15 46. 15 4 46. 15. 120. 16. 2»9. 44. 10 3 10 46. 10. 4 46 10 120. 11 3 ILi;5 115 195. 12. 0. 0. 1 U5. 115 0. 40. 0 0. 1 »5. 115. 1000. 20. 0. 0 1 mO. 150 5000. 0 0. 0. 1 WATER 0.I0. 17.5 10 28. RCL2 5 2J>. 35 72 100 .5500I I i i i *i i i i i Plate A-9 10 I I I I I (I I I I I I I I I I I I I I ** PCSTABL5M ** by Purdue University —Slope Stability Analysis-- Simplified Janbu, Simplified Bishop Or Spencer's Method of Slices Run Date. Time of Run: Run By Input Data Filename Output Filename. Plotted Output Filename- 07/02/98 0720 edc 9604ccl dat 9604ccl.out 9604ccl pit PROBLEM DESCRIPTION Arenal Lane Section C Caisson BOUNDARY COORDINATES 3 Top Boundaries 10 Total Boundaries X-Left (ft) Y-Left (ft) X-Right (ft) Y-Right (ft) Boundary No. 1 2 3 4 5 6 7 8 9 10 ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 00 35.00 72 00 44.00 00 44.00 46.00 .00 44.00 46 00 21 00 21 00 40.00 25.00 14.50 15 00 15 00 9 00 10.00 10.00 35 00 72.00 120 00 46.00 44.00 46 00 120 00 44.00 46.00 120 00 21.00 40.00 40 00 25.00 15.00 15 00 16 00 10.00 10 00 11.00 Soil Type Below Bnd 1 I 1 4 2 4 2 3 4 3 1 2 3 4 115.0 115.0 115.0 150.0 115.0 115.0 115.0 150.0 195.0 .0 1000.0 5000 0 12.0 40.0 20.0 .0 .00 .00 .00 .00 .0 .0 .0 0 11 Plqte A-9 1 1 I I I PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED ' ,^ Unit Weight of Water = 62 40 i V • Piezometnc Surface No. 1 Specified by 2 Coordinate Points I Point X-Water Y-Water No (ft) (ft) 1 00 17 50 2 120.00 28.00 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified1• 1 1 I 1 50 Trial Surfaces Have Been Generated 5 Surfaces Initiate From Each Along The Ground Surface Between and Each Surface Terminates Between and Unless Further Limitations Were At Which A Surface Extends Is Y Of 10 Points Equally Spaced X = 25.00 ft X = 35.00 ft X = 72.00 ft X = 100 00 ft Imposed, The Minimum Elevation = 14.50 ft 5 00 ft Line Segments Define Each Trial Failure Surface Following Are Displayed The Ten Most Critical Of The Trial 1" i•ii• Failure Surfaces Examined. They First Are Ordered - Most Critical * * Safety Factors Are Calculated By The Modified Bishop Method * * Failure Surface Specified By 15 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 31.67 21.00 2 36.14 18.76 Plate A-S I , -£^B I I I I I 3 4 5 6 7 8 9 10 11 12 13 14 15 Circle Center At X = 40.87 45.77 50.75 55 74 60.65 65.39 69 88 74 04 77.80 81 09 83.87 86.08 86.30 17 16 15 16 17 18 20 23 26 30 34 39 40 13 14 79 10 .06 66 .86 .64 93 69 .85 34 00 50 9 Y = 53 9 and Radius, 38 1 ***1 692 *** Individual data on the 20 slices • §ice o 1 12 3 4 5 I6 «7 8 ^ 9 0 12 K 3JU|4 15 1 18»9 0 ,1 |+ 1M Width Ft(m) 1 2 1 4 3 1 4 5 4 4 4 2 2 3 3 2 2 .2 .1 .1 .7 .1 .8 .2 .8 .0 .9 .7 .5 1 .0 4 3 .3 .8 .2 2 Water Force Weight Top Lbs(kg) Lbs(kg) 44 3 275.1 294.0 2636.3 2884.1 2518.1 354.7 6512 9 8278.5 9214.4 9550.2 9287.8 4366.8 3992.2 804.2 5560.4 4241.7 2307.5 737 5 8 5 .0 0 .0 .0 .0 0 0 0 0 .0 0 .0 .0 .0 .0 0 .0 0 .0 .0 Water Tie Tie Earthquake Force Force Force Force Surcharge Bot Norm Tan Hor Ver Load Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) 89 .0 .3 123.8 907 874 572 78 1711 1931 1868 1601 1136 338 141 6 Failure Surface Specified Point No. 1 2 3 4 5 6 7 X-Surf (ft) 26.11 30.52 35.21 40.10 45.08 50.07 54.98 .7 4 .5 .7 .4 3 .1 6 .3 .7 .6 1 0 .0 .0 0 0 By 15 0 0 0 0 .0 0 .0 0 0 0 .0 0 0 0 0 0 0 .0 0 .0 Coordinate .0 .0 .0 0 .0 .0 .0 0 .0 .0 0 .0 .0 .0 .0 .0 .0 0 0 .0 Points 0 .0 0 0 0 0 .0 0 .0 0 0 .0 .0 .0 .0 0 .0 .0 .0 .0 .0 0 .0 .0 0 .0 0 0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 0 .0 0 .0 .0 0 0 0 0 0 .0 0 0 0 .0 0 0 0 .0 0 .0 .0 Y-Surf (ft) 21.00 18.64 16.91 15.84 15.44 15.73 16.70 Plate A-9.13 I I I I I I 1 I I I I I 1 1 I I I 1 I Sheet .of ^c< 0 L? o 3. 0,1 t,7 evans, colbaugh& assocjnc Plate A-10.1 Prepared by Reviewed by Date Date Project No I I I * I I I tt I I c = a x e. /l "H 4- 2 - . wans, colbaugh & assot, inc. Prepared by Reviewed by Date Sheet - ' of "2-T. Plate A-10 2 Project No I 1 ' • I I I I I I I I I I i i i i i n Sheet of \ , ^ v. x% \— o .1 1\' U evans, colbaugh & assoc. Inc. Plate A-10.3 Prepared by Reviewed by Date "VlU-' Date Project. Project No K-K I 1 I '* § • I 1 ilk I I I Sheet .of. , -7 s A wans, colbaugb & assoc, inc. Plate A-10.4 Prepared by Rev.ewedby Date Date Project No I I 1 I I I I I I I v_h\- W \4-x~s 4 I Sheet ^ of. •\ ^ X I I ^f^F t *~i Vr'yaA.^-JS" ^v*»f KjfT" • V/v/ I I I -^B^H|B^ Plate A-10.5 H ^^B^^B^^k nans, colbaugh&assoo. Inc. Project No I Prepared by ^ -—- Date '" ' =» ' ^ Project Reviewed by Date I ,1 I 1 1 1 I 1 II 1 I I I I I I I II I ./ 7 "D^U \ ^^1 C/*\Vi fc'~ / V / Sheet of o Q."7 5 Cc I ")•?> ll PJate A-10.6 evans, colbaugh & assoo, inc. Prepared by Reviewed by ' Date Date Project Project No I 1 1 I. 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O -< I I I I II B — * ^I III I I bovVAv. \Tvr s \ st-A~ic\ i l*-^'-^ ' £I 2^of " / :c O-\.0 \<1 t t-0 y I I I ' G7 -~iLT>O ' I I • ^B^B^^ evans.colbaugh&assoo,inc. Plate A-10.11 I Prepared by ^ Date __L^±1^L Pnnpnt: |^\v.%c^^s. WA>^fe: . ^. i . — - / Reviewed by I I i i " I Sheet of. -= 1[ 4- -- ,4ft i^vt i-- ' d -- - '4 '- x 7 e K"^' * )I __ "^- ^~ "^ - A /r P,urri ^ Plate A-10.12 wans, colbaugh&assoc, inc. PPO)tNo Prepared by g: "" Reviewed by _ Date _ Suhjact-. O»-\S.S><av-* i I I 1 I I 1 I I I I I I I -.™< I Sheet T of J> a.c Plate A-10.13 inc Project No • PnfinanBHhv ^V Dats 1 \^'^K Proisct |-^^E^jV.\«. VfeM^Prepared by ~ Pate- PnoJRCl-. Reviewed by Date-"-a . C-O