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2719 YORK RD; ; CB021664; Permit
City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 06-07-2002 Retaining Wall Permit Permit No: CB021664 Building Inspection Request Line (760) 602-2725 Job Address: 2719 YORK RD CBAD Permit Type: RETAIN Status: ISSUED Parcel No: 1673924200 Lot #: 0 Applied: 05/31/2002 Valuation: $9,086.00 Construction Type: NEW Entered By: MDP Reference #: Plan Approved: 06/06/2002 Issued: 06/07/2002 Project Title: HASAN RESIDENCE Inspect Area: 616 SF RETAINING WALL W/CALCS Applicant: Owner: SHANE A ENTWISTLE HASAN SAMIR&DONNA 627 BOYSENBERRY 92057 760 758-0999 2719 YORK RD 8757 06/07/02 0002 01 02 CARLSBAD CA 92008 LOF 10069 Total Fees: $165.49 Total Payments To Date: $64.80 Balance Due: $100.69 Building Permit Addl Building Permit Fee Plan Check AddI Plan Check Fee Strong Motion Fee Renewal Fee AddI Renewal Fee Other Building Fee Additional Fees TOTAL PERMIT FEES $99.69 $0.00 $64.80 $0.00 $1.00 $0.00 $0.00 - $0.00 $0.00 .4 4 $165.49 FINAL Clearance: Inspector: Date:_____________________________________________________ NOTICE: Please take NOTICE that approval of your project includes the'Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any Address (include Bldg/Suite #) FOR OFFICE USE ONLY PLAN CHECK NO. 02—` EST. VAL. CD . Plan Ck. Deposit Ad Ino Validated By ___ 5 ftt -- Business Name (at this address) PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units R.7 05/31 /02 0o0 01 0" Assessor's Parcel # Existing Use - - - - Proposed Use - - - - BusLc- 64 -80 Description of work f - ; / SQ. FTI I I #of Stories # of Bedrooms - # of Bathrooms -- ----t------,---,---------------------'-, Name Address State/Zip Telephone # Fax # Name - Address Cit State/Zip - Telephone Name Address City - - State/Zip - - Telephona. - iI',Tb S-- - - - --------------------------- - -- (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 ap licant for a permit subjects the applicant to a civil-penalty of not more than five hundred dollars L$5001). - - H1Ct4E E.1Tt'.)t1Li 21 A.iWt Mc C4 loSi cc Name - - Address City - State/Zip - elepho e # State License # License Class 4 C8 City Business License # - - Designer Name - - -. Address City - State/Zip Telephone - State License # - _WORKER%QN]JOj4 -* " Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the foflowing declarations: C3 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 tJe work for which this permit is issued. - I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: - - Insurance Company S7cV'1 JSJL Policy No. 1610011 62.2.... - Expiration Date 06-Ot ''63 (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) - C3 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Ljws of California. - - WARNING: Failure to se re or$s' coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 0) a4tlition t',tf3tIof compensation, damages as provided for In Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE ywi4' 11 ',. DATE S _3 _6)... (braw-NER!B DE ION- -r I hereby affirm that I am exempt from the Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: - The Contr ctor'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). -- - S o I am exempt under Section Business and Professions Code for this reason: - 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES N0 2. (9i have not) signed an application for a building permit for the proposed work. - - 3. I hay,p..pontracted with the following person (firm) to provide the proposed construction (include name I address / phone number / contractors license .number): --S - I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): - - I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number-I type of work): - - - . - PJOPERTY OWNER DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES - 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air 'quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO - - - IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. _CONSTRUCTION_LENDIGGENCY ' * I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). - LENDER'S NAME LENDER'S ADDRESS - IT APPLICLI!ICMI91 = 3 I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit, of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY - AND KEEP HARMLESS -THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, - JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" d ep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by th biilding ificial u - e provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not 0 day the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is-co me d f a rod of (Section 106.4.4 Uniform Building Code). - - APPLICANT'S SIGNATURE OATF WHITE: File YELLOW: Applicant PINK: Finance List 1- Permit-Type From the following list, determine the permit-type that best describes the work you propose to do. Please put the code of that permit-type in the blank at the top of the page on the front of this application. Residential permits (only) also require the identification of the structure-type to be associated with the permit. Choose a structure-type from 'List 2 - Structure-Types' and put its code in the appropriate blank on the front of this application. Residential Permits Code Description APT Apartments - new construction. CONDO Condominiums - new construction. CVNNR Conversion. Convert all or a portion of a non-residential building to residential use, creating one or more new residential units. CVNRN Conversion. Convert one or more residences in a building to non-residential usage. CVNRR Conversion. Increase or reduce the number of dwelling units in a residential structure through interior modifications (i.e.: a four bedroom house converted to a duplex, with 2 bedrooms each). DEMO Demolition permit. (Also specify type of structure from List 2). DUP Duplex - new construction. MOHO Mobile home, renovation, repair, or addition of accessory structure not yielding a new living unit. MOHON Mobile home, pre-fabricated house, or trailer installed (plumbed, wired) in a mobile home park (see distinction from single-family residence, below). RAD Residential addition/alteration, creating no new dwelling unit(s). RREISSUE Residential permit re-issue. RREPAIR Residential building repair. Damage, fire, etc. RREPLACE Residential building replacement (no additional units). SFA Single-family, attached - new construction. A one-family house attached to one or more other houses, with one or more common walls extending from foundation to roof at, or forming, a lot line. Has own plumbing and heating system (e.g.: townhouse, row house, half-plex) SFD Single-family, detached - new construction: A one-family house with open area on all four sides. May have an attached or detached garage, or a business. May be a detached 'granny flat'. May be a mobile home or trailer on an individual lot, but not in a mobile home park. Non-Residential/Accessory Permits Code Description COM Commercial structure, new construction. CREISSUE Commercial permit re-issue. CREPAIR Commercial building - repair. Damage, fire, etc. CREPLACE Commercial building - replacement. CT! Commercial tenant improvement. DEMO Demolition permit. ELEC Electrical permit, for electrical work only. HOTEL Hotel or motel (including Managed Living Unit hotel) - new construction. HOTELR Hotel renovation. INDUST Industrial structure, new construction. lii Industrial tenant improvement. MECH Mechanical permit, for mechanical work only. MISC Miscellaneous. Use only if proposed work doesn't fit another activity type. PATIO Patio and/or deck. PLUM Plumbing permit, for plumbing work only. POOL Gunite pools and spas. RETAIN Retaining wall permit. SIGN Sign construction/installation permit. SOLAR I Solar energy system installation permit (specify structure type to be served). SPA Factory-made or Gunite. List 2 - Structure-Type (Use with Residential Permit Only) From the following list, determine the type of residential structure that best describes the structure on which you will be working. Please put the code of that structure-type in the appropriate blank at the top of the page on the front of this application. Code Description SFA Single-family, attached. A one-family house attached to one or more other houses, with one or more common walls extending from foundation to roof at, or forming, a lot line. Has own plumbing and heating system (e.g.: townhouse, row house, half-plex). SFD Single-family detached: A one-family house with open area on all four sides. May have an attached or detached garage, or a business. May be a detached granny fiat'. May be a mobile home or trailer on an individual lot, but not in a mobile home park. M172-4 Multi-family, 2 to 4 units. A residential structure on a single lot, containing two, three, or four dwelling units. Units may share master heating, plumbing, or electrical service (e.g.: duplex, triple; quad-plex). MF5+ Multi-family, 5 or more units. Same as MF2-4, except the building has a t least five attached units on the same lot. MOHO Mobile home, pre-fabricated house, or trailer installed (plumbed, wired) in a mobile home park (see distinction from single-family residence, above). City of Carlsbad Bldg Inspection Request For: 06/19/2003 Permit# CB021664 Title: HASAN RESIDENCE Description: 616 SF RETAINING WALL W/CALCS Type: RETAIN Sub Type: Job Address: 2719 YORK RD Suite Lot 0 Location: APPLICANT SHANE A ENTWISTLE Owner: HASAN SAMIR&DONNA Remarks: AM-PLEASE--- Total Time: Inspector Assignment: SR Phone: 7607293576 Inspector: JV Requested By: SAM Entered By: ROBIN CD Description Act Comment 69 Final Masonry Associated PCRs/CVs Inspection History Date Description Act lnsp Comments 06/21/2002 62 Steel/Bond Beam AP SR STEEL OK/POUR 1ST LIFT OK 06/14/2002 61 Footing AP SR OK TO POUR FTG Jor EsGil Corporation In Partnership with government for rBui(iuing Safety DATE: June 4, 2002 JURISDICTION: Carlsbad PLAN CHECK NO.: 02-1664 PROJECT ADDRESS: 2719 York Rd. SET:I LI APPLICANT LI PLAN REVIEWER 0 FILE PROJECT NAME: Retaining Wall at Hasan Residence E The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a completerecheck. 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. fl The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant thatthe plan check has been completed. Esgil Corporation staff did advise' the applicant that the' plan check has been completed. Person contacted: Tlephone #' Date contacted: (by: ) fax #: Mail Telephone Fax In Person REMARKS: Each sheet of the PIaAQ1t be signed/sled by the engineer. By: Kurt Culver Enclddures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 6/4/02 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 I Carlsbad 02-1664 June 4, 2002 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 02-1664 PREPARED BY: Kurt Culver DATE: June 4, 2002 BUILDING ADDRESS: 2719 York Rd. BUILDING OCCUPANCY: Ret. Wall TYPE OF CONSTRUCTION: Mas. BUILDING PORTION AREA (Sq. Ft..) Valuation Multiplier Reg. Mod. VALUE ($) Ret. Wall 616 9,086 Air Conditioning Fire Sprinklers TOTAL VALUE 9,086 Jurisdiction Code 1cb By Ordinance Bldg._Perrrit Fee by ordinance I $1 I $64Plan Check Fee by Ordinance .801 Type of Review: 2 Complete Review 0 Structural Only 0 Other 0 Repetitive Fee Repeats Hourly f '1 Hour * Esgil Plan Review Fee $55.831 Comments: Sheet I of I macvalue.doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB 'C) t DATE c (4/ 6 L ADDRESS 01 J k €ENTIA TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR PLAZA CAMINO REAL (<$10,000.00) CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER 1icQi2 PLANNER ENGINEER DATE (D i/O2 . DATE oocslMisromls/planning Engineering Approvals 13 HUSHMAND ASSOCIATES, INCORPORATED Geotechnical, Earthquake and Environmental Engineers GEOTECHNICAL INVESTIGATION TO EVALUATE BACKYARD SLOPE CONDITIONS SAM HASAN RESIDENCE 2719 YORK ROAD, CARLSBAD SAN DIEGO COUNTY, CALIFORNIA Prepared for: Mr. Sam Hasan 2719 York Rd. Carlsbad, California 92008 December 2001 15451 Red Hill Avenue, Suite A - Tustin, California 92780• (714) 247-1655• Fax (714) 247-1652 www.hushmand-associates.com c coo. t1( 'WM I I December 3, 2001 HUSHMAND ASSOCIATES, INCORPORATED Geotechnical, Earthquake and Environmental Engineers I I I I I I I I I Mr. Sam Hasan 2719 York Road Carlsbad, California 92008 SUBJECT: GEOTECHNICAL INVESTIGATION TO EVALUATE BACKYARD SLOPE CONDITIONS SAM HASAN RESIDENCE 2719 YORK ROAD, CARLSBAD HAl Project No. 01-0815 Dear Mr. Hasan: Hushmand Associates, Inc. (HAl) is pleased to submit a copy of the Geotechnical Investigation report for the subject project, in accordance with HAT's proposal dated August 15, 2001. HAl appreciates the opportunity of being of service to you. Should you need additional information or clarifications please call me at your convenience. Sincerely yours, HUSHMAND ASSOCIATES, ThJC I Julio E. adel, RCE # 51326 Principal Engineer I I 15451 Red Hill Avenue, Suite A - Tustin, California 92780• (714) 247-1655• Fax (714) 247-1652 www.hushmand-associates.com I. I TABLE OF CONTENTS I . 1.0 INTRODUCTION .. 1 I 1.1 1.2 Scope of Services ..................................................2 Distress Conditions ................................................2 1.3 Review of Available Data ...........................................3 I 1.4 1.5 Subsurface Investigation.............................................3 Manometer Survey .................................................4 1.5.1 Procedure Description ........................................4 I 1.5.2 Plot Survey ..................................................4 1.6 Laboratory Testing .................................................4 1.7 Site and Soil Conditions ..............................................5 I 1.8 Groundwater Conditions ............................................5 2.0 CONCLUSIONS AND RECOMMENDATIONS .................................6 I 2.1 General ............................................................6 2.2 Proposed Improvements .............................................7 I 2.2.1 . Bearing Capacity for Retaining Wall Foundation ...................7 2.2.2 Resistance to Lateral Loads ....................................7 2.2.3 Drainage and Lateral Earth Pressures ............................8 I 2.2.4 Soil Corrosion Potential .......................................8 3.0 GENERAL CONDITIONS .................................................10 4.0 CLOSING ...............................................................10 I FIGURES Figure 1 Site Location Map Figure 2 Site Plan I Figure 3 Photographs of Surface Conditions in Backyard Area Figure 4 Manometer Survey Plot I Figure Figure 5 6 Cross Section A-A' Retaining Wall Drainage I APPENDICES Appendix A Boring Logs Appendix B Laboratory Test Results I I Hai02d.Projccts-200/ Sa,n HasanSa,nHasnn-rpt-F. wpd December 2001 I I. I I GEOTECHNICAL INVESTIGATION TO EVALUATE BACKYARD SLOPE CONDITIONS SAM HASAN RESIDENCE 2719 YORK ROAD, CARLSBAD SAN DIEGO COUNTY, CALIFORNIA I 1.0 INTRODUCTION This report presents the results of the Geotechnical Investigation conducted by Hushmand Associates, Inc. at the subject residence located at 2719 York road, Carlsbad, San Diego County, I California (Figure 1, Site Location Map) to investigate backyard slope conditions and some minor distress problems observed around the swimming pool. The objectives of the geotechnical investigation were: Provide an evaluation of the potential cause(s) of and contributing factors to the ground I deformationlmovement pattern. Assess the direction of ground movement and evaluate the engineering properties of the subsurface soils in the vicinity of the pool deck (backyard area) I . Determine thickness of fill and depth to bedrock and, based on field and laboratory data, develop geotechnical design parameters required to evaluate: - Potential settlement problems, I - The stability of existing slopes, and - Lateral loads and resistance to lateral loads. I . Provide recommendations to remediate the problem. Based on our site visits and discussions with Mr. Sam Hasan, the residence owner, we understand I that as part of the remediation activities the following improvements are proposed: Removing the pool and filling up the air space within the pool walls to the existing ground I surface to provide a landscape area in the backyard. Constructing retaining walls to enlarge the backyard area. Building retaining walls which may be required to minimize ground movement and prevent I the development of future surface cracks in the backyard area that may compromise the integrity of the house. I ri Hai021d.Projec1s.200ItSan1 !-fasanSarnHason-rpt-F.wpd December 2001 n Sam Hasan's Residence Geotechnical Investigation to Evaluate 2719 York Road Backyard Slope Conditions Carlsbad, San Diego County, California 1.1 Scope of Services The scope of services performed for this project , in accordance with our proposal dated August 15, I 2001, included: Manometer Survey: Perform a manometer survey and develop a contour map of the backyard I area to assess in detail the magnitude and direction of ground movement Topographic Survey: Perform a topographic survey of the subject property to determine I dimensions and inclination of existing slopes and location of existing structures. Field Exploration: Drill two exploratory borings using a limited access bucket auger rig I within the back yard to a depth of about 35 feet into competent bedrock. I4. Geotechnical Laboratory Testing: Perform appropriate laboratory tests on soil samples including determination of in-situ dry density and moisture content, soil classification (particle size, Atterberg limits), index and engineering property testing (shear strength, I consolidation, corrosivity). - 5. Engineering Analysis: Perform subsurface material property characterization, stratigraphy I (layering) determination, and slope stability analyses to evaluate an appropriate alternative solution to restrain the creep movement of the existing fill. 6. Report Preparation: Prepare design drawing and a report presenting the results of Tasks 1 through 5. 1.2 Distress Conditions I A detailed description of distress problems at the property is presented in the Damage Assessment Report prepared by S. Gordin Structural Design & Engineering Services (SGE), dated October 2000. This report presents: I . Engineering observations of the subject property. Discussions about cause(s) of distortions in the swimming pool and pool deck area. Discussions about the relevance of the distortions to the leaks from the skimmer pipe and the I pool shell. . Recommendations to remediate the problem. We have reviewed SGE's report and incorporated their observations and relevant data in our analysis as deemed appropriate. Hai02d.Projects-20011Sam HasanSa,nHasan-rpi-F.wpd 2 December 200/ I I. Sam Hasan's Residence Geotechnical Investigation to Evaluate 2719 York Road Backyard Slope Conditions Carlsbad, San Diego County, California 1.3 Review of Available Data Documents reviewed as part of this investigation include: Brian Smith engineers, Inc. "Grading Plans for Templin Heights Unit 1, Carlsbad Tract No. 74-14(A)". California Department of Conservation, Division of Mines and Geology "Recent Slope Failures, Ancient Landslides, and Related Geology of the North-Central Coastal Area, San Diego County, California, 1982. S. Gordin Structural Design and Engineering Services (SGE), "Damage Assessment Report, Property of Sam Hasan", prepared for Ms. Kim Kronberger Interinsurance Exchange of the Autoclub of Southern California, October 2000. Soil and Material Testing Laboratory, "Preliminary Soil Investigation, Proposed Templin Heights Subdivision, Carlsbad, California, 23 August 1976. Based on the information from the above documents, supplemented by the results of our geotechnical investigation and our Manometer Survey (See Figure 4), we developed the discussions and recommendations presented in Section 2.0 of this report. 1.4 Subsurface Investigation Two exploratory borings (B-i and B-2) were drilled on August 24, 2001 at the locations shown on the Site Plan (Figure 2). Borings B-i and B-2 were drilled on relatively flat areas (near the pool deck and adjacent to the existing slopes) to depths of 36 and 35 feet, respectively. The boreholes were drilled by Al Roy Drilling, Inc. using a limited-access bucked auger rig. Hushmand Associates' Project Geologist directed the drilling operations and collected bulk and drive soil samples for visual examination and subsequent laboratory testing. Relatively undisturbed soil samples were collected by driving a modified California sampler into the subsurface soils at approximately 5-foot depth intervals. Disturbed (bulk samples) were also taken at different depths within the borehole. The logs of the borings are presented in Appendix A. These logs are based on inspection of the samples obtained, laboratory test results, and the field logs. Soil classification in the field was conducted by visual-manual procedures in general accordance with ASTM standard practice D2488. Following the investigation for geotechnical purposes, Mr. Ramon Chavez, Project Geologist, downhole logged both borings to evaluate the conditions of the existing engineering fill, the alluviumlcolluvium layer below the fill and the gradational contact to competent bedrock. Haj02W.Projects-200/Sarn HasanSainHasaz-rpt-Fwpd 3 December 2001 I I I I I n I I I I I I I I I. Sam Hasan's Residence Geotechnical Investigation to Evaluate 2719 York Road Backyard Slope Conditions Carlsbad, San Diego County, California 1.5 Manometer Survey 1.5.1 Procedure Description The floor level survey was performed using a device known as a water manometer. This device uses a water-filled tube that is open at both ends. One end is attached to a scale and the other end is attached to a reservoir of water fixed to a tripod. The tripod was held stationary while the scale end of the tube was moved around the backyard to selected grid points on the floor. At each point, the scale was held in place until the water reached equilibrium and the water level was then measured. The device provides the relative elevation of the floor point with an accuracy of approximately 0.1 inch. These relative elevations are not referenced to any particular benchmark but they provide differences- in elevation between one location of the floor to another. 1. 5.2 Plot Survey Measurements were taken, generally, at even intervals throughout the study area. The data collected was graphically displayed as relative elevation contours using the computer. program Surfer by Golden Software. The program utilizes a Kriging method to interpolate the elevation data and generate a representative surface of the floor, which is depicted by contour lines on a scale plot. These lines are shown on Figure 4, using an incremental change of V2 inch for each line. Contour lines are interpreted as lines of equal elevation. A negative number on the contour line indicates settlement and a positive number on the contour line indicates heave relative to the point designated as having zero elevation. The direction perpendicular to the contour lines is interpreted as the potential direction of movement. 1.6 Laboratory Testing Soil samples were tested for selected index and engineering properties. Results from moisture content (per ASTM D2216), dry density (ASTM D2937), Atterberg Limits (ASTM D4318) and percent-of-fines tests (soil fraction passing standard sieve No. 200, ASTM Dl 140) are summarized in Table B-i (Appendix B). Corrosion potential of metallic underground structures and aggression of sulfate soils to concrete structures was evaluated by conducting a suite of tests, including minimum soil resistivity and pH, as well as soluble sulfate and soluble chloride contents in soils (per California Test Methods 643, 417 and 422, respectively). Shear strength of near-surface soils were evaluated by conducting two Direct Shear tests (ASTM D3080). Compressibility of foundation soils was evaluated by conducting two Consolidation tests (ASTM D2435). Upon completion of laboratory testing, field classifications of soils were confirmed or adjusted, per ASTM D2487 test method. HaiO2d:%Projec(s-20011Sam Hasa,ilSan:Hasan-rpt-F.wpd 4 December 2001 I I I I I I I I I I Li I. I I I Sam Hasan's Residence 2719 York Road Carlsbad, San Diego County, California 1.7 Site and Soil Conditions Geotechnical Investigation to Evaluate Backyard Slope Conditions Information from the boring logs and grading plans indicates that near-surface soils, from the existing ground surface to depths of about 16 and 20 feet at the locations of borings B2 and B-i, respectively, mostly consist of dense, engineered fill classified as Silty Sand (SM) and Silt (ML). This layer is underlain by a 2 to 3 feet of alluviumlcolluvium, which is soft, porous, (highly compressible), saturated, and contains abundant thin roots. The alluviumlcolluvium layer is underlain by a gradational contact to a competent Siltstone to Sandstone bedrock formation to the maximum explored depth of 36 feet. 1.8 Groundwater Conditions Groundwater was not encountered to the maximum explored depth of 36 feet. Saturated conditions were encountered in both borings at a depth of about 20 feet at the bottom of the existing fill, specifically, at the alluvium-colluvium layer above the gradational contact to the competent bedrock. I 1 I I I I Hai02d:Projects-200/ Sanz KasaniSarnHasan.rpt-F. wpd 5 December 200/ I I I I I I I I I I Sam Hasan's Residence Geotechnical Investigation to Evaluate 2719 York Road Backyard Slope Conditions Carlsbad, San Diego County, California I 2.0 CONCLUSIONS AND RECOMMENDATIONS 2.1 General Based on the results of our geotechnical investigation and review of the available data, the following I observations are made: The engineered fill appears to be relatively uniform and competent based on the in- situ moisture contents, dry densities and direct shear test results. This layer is I relatively thick with a thickness in the pool area ranging from 10 to 20 feet. Surface distress associated with this layer is due to compression under its own weight, which I is estimated to be 1 to 2 inches, approximately. The alluviumlcolluvium layer underlaying the fill is highly compressible and appears I to be the primary cause of surface distress. This layer underwent primary consolidation after the residence and the pool were built and probably it is undergoing secondary consolidation at this time. Consequently, excessive settlements I . caused by the compression of this layer under the weight of underlying fill, is considered to be the primary cause of surface distress. We believe, based on our engineering judgment and the state of practice in the field of geotechnical I .engineering, that this layer is not adequate to support fill and should have been removed during rough grading operations conducted in the late 1970's. . Because more than 20 years has occurred between the construction of the house (late 1970's) and today (year 2,001) it is our opinion that most of the settlement has I occurred and the integrity of the house is.not compromised. Creeping, however, will continue at a slower rate yielding "more" but relatively minor additional deformations with time. I Construction of remedial measures to prevent further creeping and surface distress is deemed unpractical because the competent bedrock is relatively deep. Any I retaining structure designed to prevent further creeping should develop passive resistance in competent bedrock. Since the rock is relatively deep construction costs will become unfeasible. We believe that it is in the owner's best interest to repair in U the future any potential damage to the house than providing, at this time, costly measures to completely remediate the problem. The cost of future repairs will be significantly less than the cost of constructing deep retaining structures to prevent I ground movement. Since at this stage most of the primary consolidation settlements have occurred and no sign of shearing of the foundation soils, which would indicate Hai021d:Projects-20011Sarn I-fasa,zSamHasan-rpt-F.wpd 6 December 200/ I I. Sam Hasan's Residence Geotechnical Investigation to Evaluate 2719 York Road Backyard Slope Conditions Carlsbad, San Diego County, California U slope instability, were encountered during this investigation, we believe that the "overall" integrity of the house is not compromised. 2.2 Proposed Improvements Construction of shallow retaining walls are proposed to enlarge the flat portion of the backyard. This wall would be 7 feet high and 125 feet long, approximately and will be founded on engineered fill (See Figure 2, Site Plan). Geotechnical design parameters for the design of the wall are provided below. It should be point out that foundation soils for this wall are undergoing compression with time. However, the magnitude of future settlements are considered to be small and will not compromise the integrity of the wall. Some minor shifting, however, is expected. 2.2.1 Bearing Capacity for Retaining Wall Foundation Based on the generally competent fill soils encountered at the location of the proposed shallow I retaining wall, we recommend that the proposed wall be supported by shallow spread footings. We recommend that minimum footing width be 1.5 feet, and minimum footing embedment below lowest I adjacent grade be 1.5 feet. For footings constructed in accordance with these recommendations, an allowable net bearing pressure of 2,000 pounds per square foot (psf) may be used for foundation design. This bearing pressure is for total dead-plus-live loads. For transient loads such as seismic or wind loads, the allowable net bearing pressure may be increased by 33 percent of the static value. Shallow foundation settlement will be a function of foundation load, footing area, and characteristics of underlying soils. We estimate total and differential settlements of shallow foundations constructed in accordance to these recommendations to be less than about 1 inch and V2 inch, respectively. 2.2.2 Resistance to Lateral Loads For shallow foundations, soil resistance to lateral loads may be provided by a combination of frictional resistance between the bottom of mass concrete foundation and by passive pressure acting on the embedded portions of the footings. For frictional resistance, a coefficient of 0.35 maybe used for design. In addition, an allowable passive pressure may computed using an equivalent fluid weighing 200 pound per cubic foot (pci) may be used for foundations, provided the foundations are poured tightly against firm soils. This values may be used in combination without reduction. The upper 1 foot of passive resistance should be neglected unless the soil is confined by pavement or slab. Kai02td.Projects-2001lSa;n Hnsa,iSanzHasan-rpt-Fwpd 7 December 2001 I Li El I I I I. I Sam Hasan's Residence Geotechnical Investigation to Evaluate 2719 YorkRoad Backyard Slope Conditions I Carlsbad, San Diego County, California 2.2.3 Drainage and Lateral Earth Pressures A positive drainage system such as manufactured drainage geocomposite, miradrain or equivalent should be provided as shown in Figure 6. Drainage from behind the walls should be provided by a perforated subdrain running along the base of the wall. The outlet of the subdrains should be at locations where free drainage will be permitted. Retaining walls with 2:1 (H:V) sloped backfill, free to deflect at the top, should be designed for lateral earth pressures computed using an equivalent fluid weighing 105 pcf. This pressure assumes no hydrostatic pressures and contain no safety factor. Surcharge loads behind retaining walls or sloping fill surfaces will increase these pressures. 2.2.4 Soil Corrosion Potential Corrosion potential characteristics of onsite soils were evaluated to minimize the potential for: a) corrosion to underground metallic structures, and b) degradation of concrete structures due to the presence of soluble sulfates in soils. The potential for soil corrosion of metals and aggression to concrete structures was assessed by performing tests of water-soluble sulfates and chlorides in soils, as well as pH and electrical resistivity. Soluble sulfate concentrations greater than about 150 ppm and lower than about 1,000 ppm, generally indicate that Type II Portland cement, instead of Type I, is needed to minimize the potential for aggression of sulfate soils to concrete. Soluble chlorides concentrations less than seawater (approximately 18,000 ppm) generally indicate low potential for aggressiveness of chloride soils to concrete, and is not considered a problem (Schiff, 1975). However, soluble chlorides and sulfates can prevent formation of protective types of corrosion products, and soluble chlorides in excess of 100 ppm are corrosive to steel. Electrical resistivity tests are also generally used as a measure of soil resistance to the flow of corrosion currents. Corrosion currents are generally high in low resistivity soils. The electrical resistivity of a soil decreases primarily with an increase in its chemical and moisture contents. A commonly accepted correlation between electrical resistivity and corrosivity for buried ferrous metals is presented below. I I Hai02d:Projects-2001 Sa,n Hasa,,SwnHasa,g-rpf-F. wpd December 2001 I I I 1 I I I I I I I I I Sam Hasan's Residence Geotechnical Investigation to Evaluate 2719 York Road Backyard Slope Conditions Carlsbad, San Diego County, California Table '3 - Correlation Between Electrical Resistivity and Corrosion Potential Electrical Resistivity (Ohm-cm) Corrosion Potential Less than 1,000 Severe 1,000 to 2,000 Corrosive 2,000 to 10,000 Moderate Greater than 10,000 Mild Corrosion potential tests (consisting of pH, resistivity, soluble sulfates and soluble chlorides) were performed on a bulk sample (BAG-1) from Boring B-i at approximately 3 to 4 feet of depth. The chemical test results indicated maximum water-soluble sulfate concentrations in soils of approximately 69 parts per million (ppm) [0.0069 percent] and maximum water-soluble chloride concentration of approximately 158 ppm, respectively. Based on these tests, cement Type I can be used per UBC Table 19-A-4 (ICBO, 1977) requirements. One (minimum) electrical resistivity test in the laboratory indicated a value of approximate 800 ohm- cm at saturation moisture content. Based on this test, on-site soils are classified as "corrosive" (high corrosion potential) to underground metal structures. This potential should be considered in the design of underground metal piping. I. F1 I 11 I I I I !-!a1021d:1Projec1s-2001 Sa,n HasanSarnHasan-rpt-F. vpd 9 December 2001 I I. I I I . I I I I I I I I I I I I I Sam Hasan's Residence Geotechnical Investigation to Evaluate 2719 York Road Backyard Slope Conditions Carlsbad, San Diego County, California 3.0 GENERAL CONDITIONS This report presents discussions and recommendations pertaining to surface distress problems and retaining wall construction. Proposed retaining walls will not remediate the distress problems. This wall will be designed and built with the specific objective of enlarging the flat portion of the backyard only. These recommendations are based on the assumption that the subsurface conditions do not deviate appreciably from those encountered during our geotechnical investigation. Professional judgments presented in this report are based on evaluations of the information available and on Hushmand Associates Inc.'s understanding of subsurface conditions and the engineering properties of subsurface soils. Hushmand Associates, Inc. does not guarantee the interpretations made, only that the engineering work and judgment rendered meet the standard of care of the geotechnical profession at this time. 4.0 CLOSING We appreciate the opportunity to provide our services to you. Please feel free to call us if you have any questions or we may be of additional service on this or other projects. Very truly yours, HUSHMAND ASSOCIATES, INC. Julio E. Badel, R.C.E.. 51326 Principal Engineer Hai02d:1Projec1s-200 / lSani Hasa,,SaniHasan-rpt-F. wpd 10 December 2001 I 11 I I I I FIGURES I I II 2719 YORK ROAD CARLSBAD, CA 92008 33°1IY58, 117°2005 331058, 117°17'35" Dilgola S!ippng I -, i--ç '--- r •Watt C / A High . -. Magnol \ -Sch Vall : Jr High &h. - 330917". 1172005" NAD3 13%° srriI er \ KeII \GP 25 H 33°09'17", 117°1735" 1/2 I MILE IO 1002 M"Wo 4000 FEET Printed from TOFU! ©1997 Wildflower Productions (www.topo.com) 2719 York Rd. 01-0815 risbad, CA 92008 TJT HUSHMAND ASSOCIATES INC. ML'J& Geotechn,cai and Earthquake Engineers Figure SITE LOCATION MAP 1 cpq:d\Project-2001\Sam Hasan\Figure 1 .grf D,to 12/13/Ol I . 1 I I 1 I I I I I I I I I I I I I I LEGEND: B"l 1I Boring Location SITE PLAN CONCRETE SIDEWALK, CURB, AND CUTTER - 1.7' CONCRETE BLOCK RETAINING WALL \ \ FLUSH 1.25' TIMBER 1.7' CONCRETE BLOCK RETAINING WALL . BLOCK FOOTING RETAINING WA S 35'0 35 . 211 SWAPED , WOOD FRAME HOUSE 2719 YORK ROAD . .... . CARLSBAD, CALIFORNIA .-..:. •. wo . . ... . ..........; . .. ...:.. ............... .. -'. ... . z. GRASS CONCRETE CURB FLUSH POLL AND SPA FOUNrAM GRAPHIC SCALE . Scale: 1 Inch = 20 Feet Project No. Sam Basan Reesidence 01-0815 2719 York Rd. Carlsbad, CA 92008 HUSHMA ND A SSOC/A TES INC. Figure 2 PROPOSED RETAINING WALL WWO AMR .. 71 EXISTING GROUND SURFACE B-2 240 11111 B-I 240 ARTIFICIAL FILL SILTY SAND (SM) AND SILT (ML) 230 230 w cc Uj uj 220 LU 210 ARTIFICIAL FILL SILTY SAND (SM) . POROUS i•i 11111 ABUNDANT ROOTS ABUNDANT ii : ROOTS, POROUS BEDROCK - SILTSTONE BEDROCK - SJLTSTONE / BEDROCK - SANDSTONE BEDROCK -SANDSTONE INTERBED LU 220 LU 210 200 200 GRAPHIC SCALE 5 10 SCALE: 1 Inch = 5' Feet I , I I I I I I I I I I I I I I I I I I RETAINING WALL 24 INCH MIN. IMPERVIOUS SOIL MANUFACTURED - DRAINAGE CEOCOMPOSI TE, MIRADRAIN OR EQUIVALENT 4—INCH DIAMETER MIN. PERFORATED DRAINPIPE 4—INCH MIN. GRANULAR MATERIAL -...4 900 MIN. FOOTING N.T.S. MATERIAL CALTRANS STANDARD STANDARD SPECIFICATIONS FOR PUBLIC SPECIFICATIONS WORKS CONSTRUCTION SECTIONS (GREENBOOK) FREE DRAINING GRANULAR MATERIAL 68-1.025 (CLASS 2) 300-3.5.2 GEOTEXTILE FILTER 68-103 300-8 FABRIC PERFORATED PIPE 68-1.02 207-13.4 Project No. Sam Hasan Residence 01-0815 2719 York Rd., Carlsbad, CA 92008 I Figure I -HM HUSHMAND ASSOCIATES INC. I TYPICAL RETAINING WALL DRAINAGE 6 Geo technical and Earthquake Engineers q:d\Project-2OO1\Sam Hasan\Figure 6.grf I. I I I I I APPENDIX A BORING LOGS I I I I I I I I I I I I . I I I 1 I I I 1 SOIL CLASSIFICATION SYSTEM-ASTM D2487 MAJOR DIVISION SYMBOL TYPICAL DESCRIPTIONS WELL GRADED GRAVELS. GRAVEL-SAND MIXTURES, GRAVEL AND CLEAN GRAVELS GW imc OR NO FINES. GRAVELLY SOILS (LITTLE OR NO FINES) GP POORLY GRADED-GRAVELS, GRAVEL-SAND MIXTURES, LJTITI OR NO FINES. GRAVELS WITH FINES GM SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES. COARSE MORE THAN SOX OF COARSE FRICTION GRAINED SOILS RETAINED ON NO. 4 SIEVE (APPRECIABLE AMOUNT OF FINES) GC CLASSY GRAVELS. GRAVEL SAND-CLAY MIXTURES. WELL GRADED SANDS, GRAVELLY SANDS. LITTLE OR MORE THAN 305 or MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE SANDY SAND AND CLEAN SANDS (LITTLE OR NO FINES) SW ND FINES. POORLY GRADED-SANDS. GRAVELLY SAND. LITTLE SOILS SP OR NO FINES. SANDS WITH FINES SM SILTY SANDS. SAND-SILT MIXTURES. MORE THAN 305 Or COARSE FRICTION RETAINED ON NO. 4 SIEVE (APPRECiABLE AMOUNT OF FINES) SIC CLAYEY SANDS. SAND-CLAY MIXTURES. INORGANIC SILTS AND VERY FINE SANDS. ROCK ML FLOUR. SILTY OR CLAYEY FINE SANDS OR CLASSY SILTS WITH LIGHT PI.AS11CITY. FINE GRAINED SOILS SILTS AND UQUID LIMIT LESS CLAYS THAN so CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY CLAYS SANDY CLAYS. SILTY CLAYS. 'F' CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW OL PLASTICITY INORGANIC SILTS OF MEDIUM TO HIGH PLASTICITY. MORE THAN 305 OF MH ORGANIC SILTS. MATERIAL IS SMALLER CH INORGANIC CLAYS OF INCH PLASTICITY. NO, 200 SIEVE SIZE SILTS AND UOUID LIMIT GREATER CLAYS THAN so ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY. 01-I ORGANIC SILTS. HIGHLY ORGANIC SOILS PT PEAT, HUMUS SWAMP SOIL WITH HIGH ORGANIC contwis. I I I I I I I Modified California Split Spoon sampler Standard Penetration Test (SPT) sampler Bulk sample No recovery in sampler .Z Grounwater Surface NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDER LINE SOIL CLASSIFICATIONS Project No. Sam Ilasan Reesidence 01-0815 1 2719 York Rd. Carlsbad, CA 9200 HUSHMAND ASSOCIATES, INC. RV = R.Value CON = Consolidation SA = Sleeve (particle size) Analysis COMP = Compaction Test EIT = Expansion Index Test OS = Direct Shear HYD = Hydrometer Analysis 200 = Percentage Passing No 200 Sieve AL = Atterberg Limits KEY TO BORING LOGS I Ao I I I I Project: Boring No.: B-i Elevation: Location: Sam 1I.asan Property Job No.: Client: Date: 8/24/01 Drill Method: Bucket. Auger Driving Weight: See Notes Logged By: RC. Depth (reel) Liih- ology Material Description _______________________________________ - , SHmpk Is ihôrni.niy Test s Blows Per c r e k (%) Moisniic Cuntut Dry Other Density Lab (pci) Tests (i thick organic soil with landscape plants. ARTIFICIAL FILL (Al) Silty Sand (SW Reddish-brown (5R 4/4); dry; medium dense to dense; fine-rained sand; with some silt.; massive; abundant roots to 2 feet; with intervals of Silt. (ML); olive gray (5y 5/2); thy to moist: weak; mostly 1owpb.stic,flncs; moderately weathered; massive- audtt' 5 5 5 7.1 Ub 106.2 qq,6 a5;4; 10l.2 DS -COR I I_ - 10 - - 5 7 5(J 104.6 Silly Sand (SW Reddish-brown (5YR 4/4); damp; dens fmc-gramed sand; scattered grave]; well rounded; massive; toots continue to 13 feet' - i] 14 to 15 feet: Abundant gravel size elasts; well rounded. - - — 15 @ t5 feet: ilieces of white plastic'. 7 6.8 107.1 6 136 105 I - 20 - - - 3 81_ 5 q9.9 45'/o oN ALLUVIUM/COLLUVIUM Silt (ML) / (Tav (CL): Very dark- gray (5Y.1/1); mojst; oft. high plasticity lines: abundant tiiiluobts; massive; norous. RKI)ROK - (h-adaional contact to completely siltstone of white color; fractures closed with caliche; continues to 24.5 tet. (J, 22 fed" Joint - 120/65. - 0 EXPLORATION LOG PLATE A-i Hushmand Associates, Inc. I 1 1 I I I I I I I I I I I EXPLORATION L O G Project: Boring No.: B-i Location: Sam Hasan Properly Elevatioti: job No.: Client: Date: 8/24/01 Drill Method: Bucket Auger Driving Weight: See Notes Logged By: RC Sampics knhoratory Tests Mateial Description Blows C [I Moisturc Dry (.)Lher Depth Uth- Per r Content Diisity Lab (Feet) &ogy ___________________________________ r e k (hh/) (pci) Tcst Siltstone:Dusky yellow green (SUY 5/2); moist; weak; mostly - - 2 - low plasticity tines; highLy weatliered to slightly to moderately weathered below; oxidized fractures; blocky; some thin roots; 5 - desiritegrates to Silt (ML). - I I I I I I I I I I I I I I I I I I I 30— Bedding- 038/12. 1 29.5 feet: Joint - 267/82. _______________ I I t 29 feet: Joint - 070/70 U_I 243 tSandstone: Yellowish-gray (5Y 8/1); moi; hard; floe- raiiiel I J 20/ I sand: friable: unweathereci; approximately 1-foot thickeds 51t I with thin siltstone tcrbed; disintegrates to Silty Sand (SM). I W 35 — Siltstpn: Pale yellowih-brown (10YR 6/2); moist; 20 I 20.3 moderately strong to strong; thinly bedded; oxidized bedding 20/ - planes; mostly low pkislieily fines; unweathered; disituegrales to Silt (ML.). Total Depth = 35 feet No groundwater encountered Backfihled and Tamped on 8/24/01 Notes Driving Weights 0-15 785 lbs. 15-25 510 lbs. 25-35 370 lbs. 35+=250 lbs. Hushmand Associates, Inc. ioi.4 PLATE 4-2 EXPLORATION LOG Project: Boring No.: 13-2 Loeaton: Sam Hasan Property Elevation: Job No.: Client: Date: 8124/01 Drill Method: Bucket Auger Driving Weight: See Notes Logged By: RC Depth (Feet) okgy Material Description r Samplcs PCT 6" (2 0 I.nhoratory Tests - Dry Cori rill )tnsly (%) (pc0 Odiel' Lab Tests 2-1 ARTIFICIAL FILL A1) - — - SJlty Srnd (SM): Reddish-brown (5YR 4/4); moist: medium dense to dense; finc-grained sand; scattered gravel-sized clasts;'bundant roots, - - II (IY1L: Olive gray (5Y 5/2); moist; stiff; mostly low plastic fines made up of iltstone rook. [22.8 97•8 - - 1 1 01 @ 9,5 feet; Dark brown pocket of Silty Sand (SM), 8. 1002 [ - 13.7fèet: Pocket ofb!ackili.(ML).ofl,high1y plastic". - — 151_ 4 18-2 /15.4-05 - - - I - Mc (.0 JUV1UM.ICOL(,LlVIUM Silt (MU / Clay (CL): Black (2.5Y 2/0); moist; f/scift; medium plasticity fncs; btous; massive;nbundant toots; strong organic odor at 7'grdes down t&dark gray 5y4/1). — — - 20 - - 12 — 2 Q5.8 LL.= S )L2 - BEDROCK Gradational contact to (Syr 4/2)'n1ninh•d weathered bedrock; pale brown 6 • J 51tstone: Yellowish-gray (5Y 7/2); moist; soft; mottled with pal( brown (yr 5f2) and grayish green (10 GY 5/2), Ui4SVC : - — PLATE A-3 Hushmand Associates, Inc. I I I I I I I I I I I I I I I 1 I 1 EXPLORATION LOG I I Project: l,ocztion: Sam Hisan Property I Job No.: Drill Method: 13ucket Auger I Dcpth Litll- (FCC0 ology I I--. I I I - I. I I I U CD I -, I • U) 0 I 2 • 0 I- 1 Client: Driving Wcigh: See Notes Boring No.: 8-2 Elevation: Date: 8/24/01 Logged By: RC Somrle I aboratoiy Tcst it Blows C B Mvislurc I Dry Other per ? Content Dcnsity Lab r 6" c k (%) (PC f.) I Tcsts IL2I q12 PLATE A-4 Hushmand Associates, Inc. Material Description and broken up appearance with abundant iraiiieiiL and/or caliche. cu 28.2 feet: Bedding - 210/07; end broken up structure and becomes thinly bedded with abundant oxidized bedding plane, si mars and uiactuies 30 12 [ 'a15/ andslonc luterbeds: Yellowish-gray (5Y 8/1.); moist; dense; 311 fine-gained sand; friable: unweathereci. Bedding - 028/07. 35 Total Depth = 35 feet No groundwater encountered Backfihled and 'lumped on 8/24/01 N4f.e Driving Weights 0-15785 lbs. 15-255101bs. 25-35 370 ll)S. F I I I I I i I APPENDIX B I LABORATORY TEST RESULTS I I I I, I I I I, I I HUSHMAND ASSOCIA TES INC. Table 1 SUMMARY OF LABORATORY TEST RESULTS Project Name: Sam Hasa,: Residence Project:01-0815 Date: 8/30/01 Borehole Sample Depth Moisture 'Yd Atterberg Limits Passing Unif. No. No (ft) c Content #200 (%) Class. (%) (pci) LL PL P1 B 0 Dl 1:0 7.1 106.2 - SM D2 4.0 11.6 99.6 35.4 - D3 10.0 5.9 104.6 ¼ SM D4 15.0 6.8 107.1 D5 18.0 13.6 105.0 D6 20.0 15.5 99.9 35 12 23 45.0 ML/CL D7 25.0 22.6 92.0 - -- D8 30.0 24.3 101.4 D9 35.0 20.3 91.8 B2 0 Dl 5.0 22.8 97.8 - ML D2 10.0 8.8 100.2 SM D3 15.0 18.2 116.4 ML D4 20.0 21.3 95.8 52 22 30 D5 25.0 21.8 97.2 D6 30.0 12.0 109.4 1 1 1 hai02DProjec!s2001 samI,oswisa,uhasanlabiests.xls Hushmaizd Associates, Inc. ATTERBERG LIMITS PROJECT NAME: Sam Hasan TESTED BY: TTM PROJECTNUMBER: 01-0815 DATE: 8/30/01 SAMPLE NUMBER: B1/D6/20-21FT CHECKED BY. JB USCSSYBMOL (from chart) CL DATE: 8/31/01 Test LL LL LL LL FL PL Tare No. A3 C6 C9 A9 B2 B4 No. of blows 33 28 23 18 0 0 Wt. of wet soil + tare (g) 12.28 15.54 15.62 17.08 7.87 7.60 Wt. of dry soil + tare (g) 9.47 11.86 11.83 12.77 7.16 6.94 Wt. of tare (g) 1.14 1.14 1.13 1.14 1.14 1.13 Wt. of water (g) 2.81 3.68 3.79 4.31 0.71 0.66 Wt. of dry soil (g) 8.33 10.72 10.70 11.63 6.02 5.81 Water content (%) 33.7 34.3 35.4 37.1 11.8 11.4 38 36 -- 0 34 - _______ - - - - - 32 1_________ 10 100 Number of blows LL= 35 PL= 12 P1= 23 I 11 I I n 1 I I I I I I I I I I I 1 Hushmand Associates, Inc. ATTERBERG LIMITS PR OJECT NAME.' Sam Hasan TESTED BY: TTM PROJECT NUMBER: 01-0815 DATE: 8/28/01 SAMPLE NUMBER: B2/D4/20-21FT CHECKED BY: JB USGS SYBMOL (from chart) CH DATE.' 8/31/01 Test LL LL LL LL FL FL Tare No. A4 A7 C4 B6 Al B8 No. of blows 16 21 26 31 0 0 Wt. of wet soil + tare (g) 18.87 12.83 10.87 10.09 9.28 9.98 Wt. of dry soil + tare (g) 12.54 8.75 7.55 7.10 7.83 8.40 Wt. of tare (g) 1.14 1.15 1.13 1.14 1.13 1.15 Wt. of water (g) 6.33 4.08 3.32 2.99 1.45 1.58 Wt. of dry soil (g) 11.40 7.60 6.42 5.96 6.70 7.25 Water content (%) 55.5 53.7 51.7 50.2 21.6 21.8 56 -- 0 d 54 = 0 52 50 1 10 , 100 Number of blows LL= 52 PL= 22 P1= 30 I I I I I I I I I I I I I I F', U I I I I I TEST PROCEDURE ASTM 02937 ASTM D 2435 ASTM D 3080 CT 643 CT 417 CT 422 CT 643 ASTM D 2974 TYPE OF TEST Moisture-Density Consolidation Direct Shear pH Sulfate Content Chloride Content Minimum Resistivity Organic Matter Content I KEANTAN u .& LABORATORIES September 6, 2001 I Hushmand & Associates 15451 Red Hill Avenue, Suite A U Tustin, CA 92780 www.keantanlabs.com email: keantanlab@aol.com I Attention: Mr. Julio Badel Subject: Report/Laboratory Test Results Project Name: Sam Hasan I Project No.: 01-0815 KTL Project No.: 01-091-006 Dear Mr. Bade[: I Enclosed are results of the laboratory testing program conducted on samples from the above referenced project. The testing performed for this program was conducted in general accordance with testing procedures as follows: Attached herewith are Summary of Index Properties Test Results(1), Summary of Corrosivity Test Results(1), Consolidation Test Results(2), and Direct Shear Test Results(2). We appreciate the opportunity to provide testing services to Hushmand & Associates. If you have any questions regarding the test results, please contact us. Very truly yours, Kea an Laboratories Kean Tan, PE Principal En cl s. fl I 1 720 North Valley Street, Suite B, Anaheim, CA 92801 9 Tel.: (714) 535-7616 • Fax: (714) 535-7568 I I I I I I I I I I I I I I I I I I I I I I I KEA N TA N . . I LABORA TORIES SUMMARY OF INDEX PROPERTIES TEST RESULTS PROJECT NAME: Sam Hasan KTL NO.: 01-091-006 PROJECT NO.: 01-0815 CLIENT: HUSHMAND & ASSOCIATES DATE: 9-6-01 SUMMARIZED BY: K. Tan BORING SAMPLE DEPTH MOISTURE DRY ORGANIC CONTENT DENSITY MATTER CONTENT NO. NO. (ft) (%) (pcf) (%) B-i D2 4-5 5.9 107.2 B-i D6 20-21 18.9 100.4 B-2 BAG-1 16 - 0.85 c:\ My Documents \ Hushmand & Associates\Sam Hasan Index 720 North Valley Street, Suite B, Anaheim, CA 92801 • Tel.: (714) 535-7616 9 Fax: (714) 535-7568 www.keantanlabs.com email: keantanlab@aol. corn PROJECT NAME PROJECT NO.: DATE: Sam Hasan KTL NO.: 01-091-006 01-0815 CLIENT: Hushmand &Assoc. 9-1-01 SUMMARIZED BY: K. Tan CHLORIDE SULFATE CONTENT CONTENT MINIMUM BORING SAMPLE DEPTH Calif. 422 Calif. 417 pH RESISTIVITY NO. NO. (ft) (ppm) (ppm) Calif. 643 ohm-cm B-i BAG-1 3-4 158 1 69 7.13 800 KEANTAN LABORATORIES I SUMMARY OF CORROSI VITY TEST RESULTS I I I I I www.keantonlobs.com email. keantanlab@aol.com I I I I I I I I C: \ My Documents \l-1 ush ii and Associates\Sam Hasan Coriosivity I I I 720 North Valley Street, Suite B, Anaheim, CA 92801 9 Tel.: (714) 535-7616 • Fox: (714) 535-7568 el I . I I I I I I I I I I I I I I I I I KEANTAN LABORATORIES www.keantonlobs.com email: keantaniab@ooi.com CONSOLIDATION TEST RESULTS (ASTM D2435) PROJECT: SAM HASAN KTL NO.: 01-094-006 CLIENT PROJECT NO.: 01-0815 CLIENT : HUSHMAND ASSOC. REPORT DATE : SEP 2001 SUMMARIZED BY : K. TAN BORING NO. : B-1/D-6 DEPTH : 20-21 ft. INITIAL DRY DENSITY : 100.4 pcf INITIAL MOISTURE CONTENT : 18.9 pct. INITIAL VOID RATIO : 0.679 SPECIFIC GRAVITY : 2.70 (assumed) —3.00 —2.00 SATURATED —1.00 0.00 C ..:4 1.00 10 2.00 z 0 3.00 z Pq 4.00 5.00 6.00 7.00 8.00 9.00 I i IIII1Il• I I 1111111 I 10_1 1 10 10 2 COMPRESSIVE STRESS (KSF) FIGURE NO. 720 North Valley Street, Suite B, Anaheim, CA 92801 • Tel.: (714) 535-7616 • Fax: (714) 535-7568 I KEANTAN www.keantanlabs.com LABORATORIES email: keantanlab@aol.com CONSOLIDATION TEST RESULTS (ASTM D2435) PROJECT: SAM HASAN KTL NO.: 01-094-006 CLIENT PROJECT NO.: 01-0815 CLIENT : HUSHMAND ASSOC. REPORT DATE : SEP 2001 SUMMARIZED BY : K. TAN BORING NO. : B-2/BAG-1 DEPTH : 16 ft. INITIAL DRY DENSITY : 76.5 pcf INITIAL MOISTURE CONTENT : 31.4 pct. INITIAL VOID RATIO : 1.203 SPECIFIC GRAVITY : 2.70 (assumed) —5.00 —2.50 SATURATED 0.00 2.50 5.00 0 7.50 10.00 0 19 12.50 pq 15.00 17.50 20.00 22.50 i i I 1111111 i I 1111111 10_1 1 10 10 2 COMPRESSIVE STRESS (KSF) FIGURE NO. 720 North Valley Street, Suite B, Anaheim, CA 92801 • Tel.: (71 A) 535-7616 • Fax: (71 A) 535-7568 I I I I I I I I I I I I I I I I KEANTAN LABORATORIES www.keantan!abs.corn email: keantanlab@aol. corn Direct Shear (CD) Test Results ASTM D 3080 PROJECT NAME: SAM HASAN K T L NO.: 01-091-006 PROJECT NO.: 01-0815 CLIENT: HUSHMAND & ASSOC. DATE: AUG 2001 DEPTH (fl): 4-5 BORING NO.: B-I USCS CLASS.: SM SAMPLE NO.: D2 SAMPLE TYPE: RINGS RING DIAMETER: 2.42 IN. RING HEIGHT: 1.0 IN. SATURATED: YES MOISTURE CONTENT: 5.9 percent DRY DENSITY: 107.2 pcf 6000 5000 4000 0 1000 2000 3000 4000 5000 6000 Normal Pressure (psi) Friction Angle (degrees) Cohesion (psf Peak 3() 1250 FIGURE NO. 720 North Valley Street, Suite B, Anaheim, CA 92801 • Tel.: (714) 535-7616 • Fax: (714) 535-7568 I el KEANTAN I iL LABORATORIES I I I I I 6000 I 5000 I www.keanianlobs.com email: keontanlab@aol.com Direct Shear (CD) Test Results ASTM D 3080 PROJECT NAME: SAM HASAN (IL NO.: 01-091-006 PROJECT NO.: 01-0815 CLIENT: HUSHMAND & ASSOC. DATE: AUG 2001 DEPTH (ft): 16 BORING NO.: B-2 USCS CLASS.: CH SAMPLE NO.: BAG-I SAMPLE TYPE: REMOLD RING DIAMETER: 2.42 IN. RING HEIGHT: 1.0 IN. SATURATED: YES MOISTURE CONTENT: 31.4 percent DRY DENSITY: 75.7 pcf 4000 VD 'S I 3000 Cl) 2000 I I I I I Peak I 0 1000 2000 3000 4000 5000 6000 Normal Pressure (1st) Friction Angle (degrees) Cohesion (psi) 19 1234 FIGURE NO. 720 North Volley Street, Suite B, Anaheim, CA 92801 • Tel.: (714) 535-7616 • Fax: (714) 535-7568