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2403 LA COSTA AVE; ; PC070066; Permit
Print Date: 09/01/2017 Job Addr~ss: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 2403 La Costa Av BLDG-Migrated 2162405552 $0.00 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Permit www.carlsbadca.gov Work Class: BLDG-Migrated Status: Lot#: Applied: Reference #: Issued: Construction Type: Finaled: Elathrooms: Inspector: Orig. Plan Check#: Plan Check#: Description: PLANCK-MARSELLA-FOUND.REPAIRS & TIE BACK SHOTCRETE WALL FOR BUILDINGS 2403 & 2409 Total Fees: Total Payments To Date: Balance Due: Permit No: PC070066 Closed -Expired 10/05/2007 City of Carlsbad 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 CT/PROJECT# DESCRIPTION OF WORK: EXISTING USE PROPOSED USE Plan Check No. Est. Value Plan Ck. Deposit Date SUITE#/SPACE#/UNIT# ' GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YESD #_ NOD ADDRESS 1 ~-:, ·Ci\ -z:> ZIP l.\U>o', Cllr, D' -~<W\.. I DY_ FIRE SPRINKLERS YES D NOD (Sec. 7031.5 Business and Professions Code: Any City or Countr. which requires a ·permit to construct alte~ improve, demolish or reP.air any structure1 prior to its issuance, also requires the applicant for such permit to file a signed statement that he is ficensed Jlursuant 'to the provisions of the Contractor's License Law {Chapter 9, commending with Section 1000 of Division, 3 of the Business and Proressions Code} or that he is exempt therefrom, and the ba!IS for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to ·a civil penalty·of not m~re than frve hundred dollars {$500}). -. · Workers' Compensation· Declaration: / hereby affirm under penally of pe,jury one ~f the following declarations: -Q I have and will maintain a certificate of consent to self-insure for workers' compensalion as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. rfJ,.. 1 have and wiil maintain wp~J¥!rs' cqmpensa~n, as required by S~n 3700'of lfle labor Code, for the performance oJ the ~gr!i,for which this permit is issued. My workers' compensalio insurance carrier and policy number are: Insurance Co . .::.-'(" 6-..k -c_ · D M.. p • . u n....ll I Policy No. 0 2-,2,: S D 9 -D ½? Expiration Date S ( !) . This section need not be completed if the permit is /qr one hundred dollars ($100) or less. D Certificate of Exemption: I cerlify that in the performance of the work for which this permit is issued, I shall not employ any person in any-manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition tot:;,; cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees; · _g CONTRACTOR SIGNATURE <a:~~'------~~'¥1-,~ DATE :!;;;;Jfvft~i~,;'i-J :·.. ::-l"'.'::~~..,...,..,..,:-:-"7'.""""'"""'.'"""":".~."'c'··,-::'l'~co'"l; ·:"'.".'.,,-;~;: ">:,,;;'"'""', , .... , ,,,., .• ~ •. ~~~.....,-,,-~~=-,...,..~"""=~.,,...,,,.~ : ., );,"''-,,J'J,l:.t ', i.u ' ," ~~~~~·..:..:· '·~:·,..,:..,:.;:... ..,_,_;,.;.~~:2.::.:..i..~~~~~~~~1dl I hereby affirm that-I am exempt from Contractor's Ucense Law for the following reason: D I, as owner .of the property or my employees wilh wages as their sole compensalion, will do the work and the struclure is nol intended OJ offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does nol apply lo 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 inlended 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 Iha! he did nol build or improve for the purpose of sale). D I, as owner of lhe property, an:i exclusively conlracting 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 properly who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant lo the Conlractor's License Law). D I am exempt under Section ____ ,Business and Professions. Code for lhis reason: 1. I personally plan to provide the major labor and materials for construction of ihe proposed property improvement D Yes D No · 2. I (have / have nol) signed an applicalion for a building permil for the proposed work. 3. I have contracled with lhe following person (firm) to provide the proposed construclion (include name address /phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinale, supervise and provide the major work (include name/ address/ phone/ contractors' license number): 5. I will provide some of lhe work, but I have contracted (hired) the following persons to provide the work indicated (include name / address /phone/ type of work): _g PROPERTY OWNER SIGNATURE DATE / <k~t!IJ@Qi~({A¥,; y ,, ' ~ , ,:, , ', , , ,' Is the applicant or future building occupant required to submit a business plan, acutely hazardous malerialnegistration form or risk management and prevention program under Sections 25505, 25533 or 25534 of lhe Presley-Tanner·Hazardous Subslance Account Acl? D Yes D No ·ls the applicant or fulure building occupant required to obtain a permit from the air pollution conlrol dislrict or air quality·management district? D Yes D No Is the facility to be conslructed within 1,000 feet of lhe outer boundary of a school site? DYes D No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETl,NG THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I certifythatl have r11ad the application and state that the above information is correct and tha.tthe inforinatlon on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. J hereby authorize representative oFthe City of Cartsbad 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 ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. • OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of slrUctures over 3 stones in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this·Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such pemiit is suspended or abandoned at any _tlrne_a~~ the work is commenced tor a pe~~ f 180 d§YJ.@ectipn 106.,.4.4 Uniform BuildtCode). it5APPLICANrss,GNATU~---..~;.---.____ ~ _______ P.ATE I s 07 ._r_L·_. _ __, EsGil Corporation In <Partnersliip witli <Jovernment for CBuilaing Safety DATE: 10/17/07 JURISDICTION: Carlsbad PLAN CHECK NO.: PC07-0066 PROJECT ADDRESS: 2403-2413 La Costa Ave SET:I D APPLICANT <:EPJuR_ji) D PLAN REVIEWER D FILE PROJECT NAME: La Costa de Marbella :Permanent Slope Stabilization Tra'nsmitted herewith are plans for proposed slope stabilization and foundation repairs, to attempt to. mitigate continued slope creep and settlement of the existing foundations and to further pr~vent resulting structural damage. The design solution follows standard engineering practice and structural materials shown by design to be within the code limits based on expected loading . ' Esgil Corporation cannot offer any guarantees that the proposed system will resolve the present problems, nor should the City offer such representation. However, acceptance of the proposed remedies may result in an enhanced foundation support system and slope stabilization from the current situation. At the time of permit issuance, the following should be noted on the plans: "Prior to the City building inspector approving final inspection, the responsible design professional shall notify the building official, in writing, that_ the proposed foundation repairs have been installed in accordance with the design". • NOTE: Special inspection for the following aspects of the construction should be provided by the geotechnical engineer and design civil engineer: ( See attached City form ) A. Drilling of the tie backs ~nd the foundation piers B. Shotcrete installation C. Stressing of the tie back tendons D. Grouting of the tie backs E. Reinforcing steel installation in the foundation grade beams and drilled foundation piers F. Concrete placement for the building grade beams and drilled piers. Sincerely, ESGILCORPO ake1(_ By: Chuck Mendenhall VALUATION AND PLAN CHECK FEE .. JURISDICTION: Carlsbad · PLAN CHECK NO.: PC07-0066 PREPARED BY: Chuck Mendenhall DATE: 10/17/07 BUILDING ADDRESS: 2403-2413 La Costa Ave BUILDING OCCUPANCY: NA TYPE OF CONSTRUCTION: NA BUILDING AREA Valuation Reg. VALUE PORTION ( Sq. Ft.) ·Multiplier Mod. Slope & Fdn Rep, NA Hrly Air Conditionin_g Fire Sprinklers TOTAL VALUE Jurisdiction Code cb ey Ordinance Bldg. Permit Fee by Ordinance J ..-1 Plan Check Fee by Ordinance_ j ..-/ Type of Review: D Complete Review D $tructural Only . D Repetitive Fee =:=EJ Repeats * Based on hourly rate -Comments: D Other 0 . Hourly · 3 I Hours * Esgil Plan Review Fee ($) $360.001 $2aa.001 Sheet 1 of 1 macvalue.doc :; City of Carlsbad •=tdditM;,ii·IIOO-#ih~••h44iiii·i BUILDING PLANCHECK CHECKLIST DATE: . /0 /18(,7 ~-· BUILDING ADORESS: PROJECT DESCRIPTION: ASSESSOR'S PARCl;L NUMBE · 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 carefuliy all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. D A Right-of-Way permit is required prior to construction of the following improvements: ATTACHMENTS D Dedication Application/Checklist D Improvement Application D Improvement Checklist D Neighborhood Improvement Agreement D Grading Submittal Checklist D Right-of~Way Permit Application D Right-of-Way Permit Submittal Checklist and Information Sheet D Storm Water Applicability Checklist DENIAL the 1 ached report of deficiencies 9:,.-Make necessary corrections to plans or spe:difff~)J'.IS for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. Only the applicable· sheets hav e sent. Date: By: Date: By: Date: ENGINEERING DEPT. CONTACT PERSON Name: KATHLEEN M. FARMER City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2741 NOTE: If there are retaining walls associated with your project, please check with the Building Department if these walls need to be p~lled by s~parate RETAINING WALL PERMIT. 1635 Faraday Avenue .•.Carlsbad; CA 92008-7314 • (760) 602-2720 • FAX (760) 602-8562 @ D D D . 0 D D YOUR SUBMITTAL NEEDS TO HA VE 1 SIGNED APPROVED GRADING PLANS . :INCLUDED WITH YOUR PLANCK. YOUR BUILDING PLANCHECK CHECKI GRADING PLANS ARE NOT APPROVED : TO DATE. ONCE THEY ARE • 1 SIGNED/APPROVED PLEASE HAVE SITE PLAN ; COPIES MADE FOR BOTH CITY AND ; OWNER SET AND HA VE SLIP SHEETED 1 IN YOUR PLANCK AND REQUEST TO , HA VE REROUTED TO ENGINEERING. 1. Provide a fully dimensioned site plan draw11 \ DWGNO. 151-~~A A. North Arrow F. Right-ot=WayWiatn & Aa]acent Streets B. Existing & Proposed Structures G. Driveway widths C. Existing Street Improvements H. Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service~ D. Property Lines (show all dimensions) I. E. Easements J. 2. A. B. C. D. 3. A. 8. C. Show on site plan: Drainage Patterns I 1. Building pad surface drainage must maintain 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." Existing & Proposed Slopes and Topography 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 ~n exception. Sewer and water laterals should not be located within proposed driveways, per standards . Include on title sheet: Site address Assessor's Parcel Number Legal Description For commercial/industrial· buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and new proposed use of SF. ~xample: · · · Tenant Improvement for 3500 SF of warehouse to 3500 SF of office. 2 BUILDING PLANCHECK CHECKLIST 1 sr 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE D D D 4a. Project does not comply with the following Engineering Conditions of approval for Project No. _______________________ _ D D D 4b. All conditions are in compliance. Date: _________ _ D D D DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site· is required for all new buildings and for remodels with a value at or exceeding $ 17,000 , 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 ½" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the . completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by:____________ Date: ___ _ IMPROVEMENT REQUIREMENTS 6a. All needed public improvements 1;1pon anq adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82,000 , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: ____________ _ Attached. please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the 3 D D D D D D D· D D BUILDING PLANCHECK CHECKLIST checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, ~ppropriate securities posted and fees paid prior to issuance of buili:Jing. permit. Improvement Plans signed by: _· _________ _ Date: ---- 6b. Constructicm ·of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of$ 430.00 so we may prepare the necessary Neighborhood 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 Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood lmproveme.nt Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent 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 1-1.06.030 of the Municipal Code. D D O ?a._ Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill import, export and remedial). This information must be included on the plans. ~ D D 7b. Grading Permit-required. A separate grading plan prepared by a registered Civil · ~ 4 ~~{>, Engineer must be submitted together with the completed application form ~A r(g 4 B .. . · attached. NOTE: The Grading Permit must be issued and rough grading 1 ~ clJ> ~ ~ approval obtained prtor to issuance of a Building Permit. ~-Cb~ .CD D ?c. :,::::g ~::P;::~:::::~ired. (Nore: Pad certification m:::: required even w if a grading permit is not required.) · · 4 BUILDING PLANCHECK CHECKLIST . 1ST 2ND 3RD D D D 7d. No Grading Permit required. D. D D 7e. If grading is not required, write "No Grading" on plot plan. D D D D D D D D D D D D MISCELLANEOUS PERMITS 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: 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to cont;:ict the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide. forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: NPDES PERMIT D D 1 0a. Storm Water Requirements Applicability Checklist Completed. 1-0b. Priority Determination and compliance: D Priority Project D Subject to Standard Permanent Storm Water BMP's D l;xempt STORM WATER APPLICABILITY CHECKLIST D 10c. 0-P· --"_.ras PSWP (Project Storm Water Permit) # __ _ · _ .. r\ .. ,.,6( required .-. . ,red fees are attached No fees required 5 D D D D D· D WATER METER REVIEW 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. • 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. 12b. Irrigation Use '(where recycled water is not available) All irrigation meters rhust be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 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 ~ircled "W". 1. If the irf!provement 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) • lnc,lude a 10% residual pressure at point of connection 2. 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 6 · 1ST 2ND 3RD D D D D D 0 12c. BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching these irrigation services/meter~ to a new recycled water line in the future. 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 Die.90 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. 13. Additional Comments: 7 ·< I . .., ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D D Estimate based on unconfirmed information from applicant. 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: -------EDU's: ------· Types of Use:· __________ _ Sq. Ft./Units: ------EDU's: · ------ ADT CALCULATIONS: List types and square footages for all ·uses. Types of Use: ______ _ Sq. Ft.IUnits: ------ADT's: ------ Types of Use: --'------Sq. Ft./Units: _____ _ ADT's: ------ FEES REQUIRED: /1//;J-- WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Feel o· NO D 1. PARK-IN-LIEU FEE PARK AREA B! #: FE!;/UNIT: X NO. UNITS: =$ ·o 2. TRAFFIC IMPACT FEE ADT's/UNITS: X FEE/ADT: =$ tJ 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2 DIST. #3 ) -- ADT's/UNITS: X FEE/ADT: =$ D 4. FACILITIES MANAGEMENT FEE. ·ZONE:. UNIT/SQ.FT.: X FEE/SQ.FT./UNIT: =$ D 5. SEWER FEE EDU's: X FEE/EDU: =$ BENEFIT AREA: EDU's: X FEE/EDU: =$ D 6. SEWER LATERAL ($2,500) =$ D 7. DRAINAGE FEES PLDA HIGH /LOW ACRES: x. FEE/AC: =$ D 8. POT ABLE WATER FEES UNITS CODE CONNECTiON FEE METER FEE SDCWA FEE IRRIGATION 1 of2 Word\Oocs\Mlsforms\Fae Calculation Wortcsheet ~""' 7/1AJnn ' . _._,. . 1""'' ·000 ~ O·O cioo PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. _____ P-=C~0...,.70~0-'-6"'"'6"'--._ Address 2403 & 2409 La Costa Avenue Planner Jason Goff Phone (760) 602-_~4~64~3=------- APN: 216-240-55 -52 Type of ProJect & Use: . Net Project Density: N~ DU/AC Zoning: t-l~ General Plan: tJJ,.. Facilities Management Zone: t,Ji\- CFD ( in I out)# C::::::::Date of participation: ~ Remaining net dev acres:~· 7 ? Circle One (For non-resid.ential -development: Type of land used created by this permit: __ '---"---'---------------) Legend: [8J Item Complete D Item Incomplete -Needs your action Environmental Review Required: YES__ _ NO _LTYPE ___ _ · DATE OF COMPLETION: ~----'------'"----- Compliance with conditions of approval? .If not, state conditions which require action. Conditions of Approval: Discretlonary Action Required: YES __ NO L TYPE ~--- APPROVAL/RESO. NO.-------'------DATE __ _ PROJECT NO.--------'------ OTHER RELATED CASES:------'--'---------'-~-------'- Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: -------'----,------'---'-------------- Coastal Zone Assessment/Compliance Project site located in Coastal Zone?YES __ NO / CA Coastal Commission Authority?· YES __ NO If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (6.19) 767-2370 Determine status (Coastal Permit Required. or ~xempt): Coastal Permit Determination Form already completed? YES If NO, complete Coastal Permit Determination Fo·rm now. Coastal Permit Determination Log #: Follow-Up Actions: NO 1) Stamp Building Plans as "Exempt" or ."Coastal Permit Required" (at minim uni Floor Plans). 2) Complete Coastal Permit Determination Log as needed. lnclusionary Housing Fee required: YES __ NO L (Effective date of lnclusionary Housing· Ordinance -May 21, 1993.) Data Entry Completed? YES __ NO __ . (A/P/Os, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!)· H :\ADM I N\CO UNTER\BldgPlnchkRevChklst Rev 9/01 E(o D [YOO doo 000 lo D ~OD Site Plan: 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right- of-way width, dimensional setbacks and existing topographical lines {including all side and rear yard slopes). 2. Provide legal description of property and assessor's parcel number. Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES ____ NO_--'---'--'--- 2. Project complies YES NO_-"--- Zoning: 1. Setbacks: Front: Required Shown -'--'--'--------"---- Interior Side: Required Shown -----~ Street Side: Required Shown ----"---- Rear:· Required Shown ------Top of slope: Required Shown ------~-- 2. Accessory structure setbacks: Front: Required _ Shown . ------~----------Interior Side: Required ______ Shown _____ _ Street Side: Required Shown --'--'---'--'------------Re a r: Required Shown ------Structure separation: Required Shown --~--- 3. Lot Coverage: Required_~----Shown ------ 4. Height: Re·qu_ired _ Shown ---~-----~-- 5. Parking: Spaces Required _____ _ Shown ------'- (breakd.own by uses for commerc_ial and industrial projects required) Residential Guest Spaces Required ______ Shown----~- . . . {', ~ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE ~---- H :\ADM I N\CO U NTER\Bldg PlnchkRevChklst Rev 9/01 I I I I I I I I I I I I I I I I I I I _,_~-.. . ' ', . ' . '\, ,n .,~I'. II ,. EARTH SUPPORT SYSTEMS Permanent Stabilization System Design Calculations La Costa de Marbella Carlsbad, California September 28, 2007 ESSI Project# 07-147 Table of Contents: Section Shoring Plans, Permanent Stabilization System: ........................................................ 1 Grade Beam Design (220k@ 10 ft O.C.): ................................................................... 2 Tieback Anchor Design (220k@ 10 ft O.C.): .............................................................. 3 Reference Data (Preliminary Stabilization Plans by American Geotechnical, Inc.): ... .4 Geotechnical Data (Partial Report): ............................................................................. 5 2240 Faraday Ave Carlsbad, CA 92008 phone (760) 929-2851 · www.earthsupportsys.com I I r < I I I I I I I I /. l ~ I I I I I I 1_ I I September 28, 2007 Mr. Dave Hoffman Groundforce EARTH SUPPORT SYSTEMS 9178 Chesapeake Drive San Diego, CA 92123 Re: La Costa de Marbella Carlsbad, California Phone{858)560-9555 Fax(858)560-8960 JOB #07-147 Subject: Permanent Stabilization System Design Submittal Dear Mr. Hoffman: Enclosed please find the permanent stabilization design submittal for th$ above referenced project. Should you have any additional questions or comments regarding this matter, please advise. Sincerely, EARTH SUPPORT SYSTEMS, INC. icar. Jordan, P.E., M.S. President / Engineering Manager Encl: Design Calculations 2240 Faraday Ave Carlsbad, CA 92008 phone (760) 929-2851 fax (760) 929-2852 www.earthsupportsys.com I I {.--. ~ 1 I I I I I I I 1- I I I I I I I I ,~·' ., /• J > }~ \' \,: -,,, ,,,., , .• :· ,; EARTH SUPPORT SYSTEMS Permanent Stabilization System Design Calculations La Costa de Marbella = Carlsbad, California September 28, 2007 ESSI Project# 07-147 Table of Contents: Section Shoring Plans, Permanent Stabilization System: ......•.. ,: ............................................. 1 Grade Beam Design (220k@ 10 ft O.C.): .................................................................... 2 Tieback Anchor Design (220k@ 10 ft O.C.): .............................................................. 3 Reference Data (Preliminary Stabilization Plans by American Geotechriical, Inc.): .... 4 Geotechnical Data (Partial Report): ............................................................................. 5. 2240 Faraday Ave Carlsbad, CA 92008 phone (760) 929-2851 fax (760) 929-2852 www.earthsllpportsys.com I I I I I I I I ·sECTION1 I I I I I I I I I I I c:ssc:-sis(09Llm isei-sis(09.!J131 llv'H3J\O -M31J\ Nv'ld 'flN~~ !::: u, fl:i 800o6VO 'OV8$7ijV0 '3nN3hV AVOV!lV~ ()1,.:0 ~ W Sll\l31SAS UIOddnS Hl~v'3 l-'---4-------+----+----,-0_Nl_H_OH_S_1_N3_N_'r:f_VIJ_H3_d_0_3S_O_d_O_Hd __ __,? ~ ~ ~ .~11 ~ U),-~ . \flNl:lO:lll\fO 'OV8Sll:l\f0 co O ~ ~ ~ ~ a:: ~~-iJi W 'ol'-· "Cf .... (!) w,.., Ai-._. 5 ~~! ~,.., .... -::::, 0 .. ..,. I-< " _, I ~ tlD Cl) E _, N U) ~-Et ON L,.J :..: ,.. .... w •• · I "' "' =o ~ 3: A Cl>• 00 "' :::>tr.2 0 CO m 0 3: ® U) ,.. ~ >-0 "' ..., (!) > i:i z "' "' 52 c;: _, "' ... __, z 0 i= < 3: 0 t:i 0 0 z ..., i= 0 I :..: ~ :=, ~ ..., 0 < "' j:: Q (.) ---- 3/\\f \f 1800 \fl 8 ~ 17G-9017G m 2 &i ~ ~ 3!VO NOISlfi3~ V.l730 'v'l738l::l'v'V'J 30 'v' 1S08 'v'l '.l.:l31'0lld ~ I i ~ (I) ~ "" < w .... :c ~~ U) 0 < ffi>= 5~ ~ 15~ ~~ 5 (!)!, ci ~ ~ I-::lf:l "'(I) ~~~ __, !:: '=I..:~ < ~~~ z I= :z Lu ~~~ 0:: (I) 0 Q. 0 25 ~ 5 ~ ~~ LL. ::i ~~F ~ F' • < ~8! t:l~~ (.) w LL. ::E 0 ~ I-0 < ~bl< 15 ls 1:5 (/) i:! 5-;, It c3 I= I=:! ::.:: ~ .!,8 ~ en i:5 :z: i'.:: ~ ~ ~I!= ...:.N (/) --------1111!11 -- ~ (/ .....J .....J <( a: w > Sf Q II '':- a5 ~ > "' z <( .....J Cl. - t'-~ 0 I)~ ~7 Ol ~ ~ -- I I I I I· I I I I I I . I I I II ,1 I ·I ,_ ~ _ •• 200.00· ·-··-.. -.. -·· 80.00' .... ··- AGSB-2A· -..... , .... ____ .. __ ... A.Ql::-HD~?J!.l.Q.)1QL.,_ EXISTING EMERGENCY I-BEAM RETAINING WALL REPAIR BY STONEY MILLER CONSULTANTS LA COSTA AVE=.\_ /-'-------- ------ / / 40.00' -:::-/ ____ -1--=--==-~0NTACT?_/ . PRE-DEVELOPMENT NA TIJRAL TOPOGRAPHY SANTIAGO FORMATION . CLAYSTONE & SLTST _.oo.oo· EXISTING TOPOGRAPHY STORM ~ 1· LOT 229 I ---] ---. ·--CONCREDTERAIN INLET IN /,,... ------J TORREJAN PLA ·--_,_ .... J._RQ.Q!L V-Dm>l 'T---.._ / ------~ -CE I ~ / "' -------/------------------=---...Cl. \ ·• ,.OADS ,,,, ~ ~ ?__J I ---=cc=--=: REPLACED \ / / / ./' I r::::: . -, A.C. ROADS. ,,--// • ,-,_[ I ··-·---L ... ., ... , ------i-,,,. /'1/ --· .. ., ·-2429-·A··-......... [... / _ -;; _-:_7·t;.·~--::. ~ ,----- FILL / / ~:·:~S;B~ -~~RIED ANCIENT LANDSLIDE? PRE-DEVELOPMENT NATURAL TOPOGRAPHY 60• ___ ..,_. _.;:::r,,,,. --' --..--; --r'-----' -----? '7 ----~ ::::.:--~ _::::__::_ -- -H,O 9/21/06 8otvDto ~ EXISTING ONE ROW OF TIEBACKS l.f:NQ71t-.._ / 250 KIPS EACH O 7.5' O.C. ----..; ONE ROW OF TIEBACKS 220 KIPS EACH O 10' O.C. (SEE DETAIL 1/ES5) __ STONEY .• MILLER CONSULTANTS •. -.... -.•• -........ . @ CROSS SECTION ES2 N.T.S. ----~ ------ ---------- SANTIAGO FORMATION CLA YSTONE & SL TST BASED ON AERIAL PHOTO ANALYSIS .......... --.... 120.00' -·· ..... ·-··-.. -· ..... 80.00' .. _ 40.00' ..... ·--·· --··-.......... 00.00· ..... . tl'j · 2,S ,o?-' EXP. 9-30-09 DATE en ~ l* ffitg >j~ Cl) it' e b2;1 o~~ a.. ~ln a..~~ :::, ~"' en Olj ~t:. :::C i'Em ~~~ a:::~ ~ .. I .I ,I I I I I I ;I . I I 1 ·1 I .I I I I ,-• I 200.00'.-... -......... -••• LOT 228 160.00' EXISTING TOPOGRAPHY _________ is~TO~R~M~D~R~A~I ~~lN·,-.. "' r CONCRE1£ V~ INLET IN ,....___-s:::::::::----~ '\,,c:..:_,/ / . __ 120.00·. _ .. 80.00· ............... . ··--... ------~ // -·--n--r::-7_ ----_ //~--~~-~V,Y':~:-_:_:--~T::::;f =--..... -.. : .. -~-[ /,---?/ - ll[/_ ~-------_____ / I m// ------------- ........................... -Fill. ///,: -iO.O!L--~ ~0:A~~~ _ J-_,,.,.,,. ,- _ .. oo.oo· ........... _ / DEU.1AR FORMATION MUDSTONE/SLTST Fill. DELMAR FORMATION MUDSTONE/SL TST ¥'. H,O 9/21/06 (AFTER 48 ·HRS.) I --:::: ~ I ¥ H,-0..9f20,Loa..(AEJELia...HR.;,.S 1-) ---f· 'SZ=...:..::H':.::0~9:.1.../2=0:t.:/0:::::6-,-________ _ 'N8 D!vo1co '-cNG ------- lit~~ ONE ROW OF TIEBACKS 220 KIPS EACH O 10' O.C • (SEE DETAIL 1 /ES5) @ ·cROSS SECTION ES3 N.T.S. TORREJA~~A:l __ ~ r ~~ ---- 160.00' ........ -.... ·-·· 120.00' .. ._8Q,90'_ 40.00' U) ~ I:!:! ro .. ,. 8"' =::.:: g\[l ~ (3~ ~ ~it 0:: r:lc o~~ ""' ::,_ .._z~ a.~! ::H:lll -~ ~ ·z 0 iii ~ a: U) cs g. :c iJ:....1 I-~~ 0:: gj <( w .... _ .. _.R9,.Q!L .. ..I I <( _J CJ _J z w a: CO 0 a: :r: <( ~ ~w<(ill W >-z <( z <( Oj:::~ ~ z <( Cl) LL CI: Q O:::i W _ I-0 <( a.. 1- (/) <( 0 o o .....I -w w o('l)QCJ)CJ) o~ffi 0 CJ) ~ ..J a.. CJ) <(~a:00 _J """<(a:a: C\10 a.. 0 13 w ~ a. ~ It DATE: 9-28-07 DRAWN BY: J.M. PROJECT No: 07-147 REVISION: RO-PLANS SCALE: 1 "= 20' SHEET ES3 OF 7 SHEETS 1· I I I I I I I I I I I I I I I I I 1· __ !j_0,9.\/'.. .,... ..-_ _ LA COSTA AVE ___ ............ ·----~ ---? FILL ------.;-. -----=-~ ---=--_:::::;..-____, _.40:()(J'-~---=--~ -----_, ••. 00.00' ····- SANTIAGO FORMATION CLA YSTONE & SL TST . ····· .... .. ......... .. ..... .. . .. . . . .. ..... .... . 2Q9.,9!t ..... . LOT 230 __ TORREJAN PLACE\ EXISTING TOPOGRAPHY~ ____ j =-----= =---=---=:::: ...::_-_-= ~ _ j_ _ ~ ~-~ =-~-= ___ r /-::-----/FILL 9 _______________ ? STORM DRAIN INLET IN _-./---J 7 ' CONCRETE V-DITCH ,.-----:::.-1/ ? / / -- PRE-DEVELOPMENT~ --------/ A NATURAL TOPOGRAPHY ___... / \_ ---....-....-"/ 1? '1 / POSSIBLE BURIED ANCIENT LANDSLIDE? AGl-8 (PROJECTED=125' N) / _.... ....-9 __J --------. BASED ON AERIAL PHOTO ANALYSIS / / . . __. ------- / --------:::::::--. A.C. ROADS=\·-2431__;. ......-1 ,,,-,,,-,,,-FILL 7 ~ --------"-.._ ANCIENT LANDSLIDE 7 -••••• ---··-q ~ 1 ·-........... ~-, ~;--·-::-y/-···-··· ~ .::::----::: ------· -···. --·-···-··········· ......-r------...,,-:. FILL ~ ~ Bo• 8, ~ ONDto l£NG"/7-( ~ ONE ROW OF TIEBACKS 220 KIPS EACH @ 10' O.C. {SEE DETAIL 1/ES5) SANTIAGO FORMATION CLA YSTONE & SL TST 80.00' •.•.. ·-··----••• ·-·---. ·-··-·· _ 00.00' ••... @ ~-Z'B· o';}- EXP. 9-30-09 OATE en ~ w., 1--8.,, en>-~~ Om ,.,.. ·lll Vo#~-1--a, l5 " a!i D.. ~iii a..~:;: :::, ~~ U>~[ ::c ttm b:= ~ .. ~ I I I I I I I I I I I I I I I I I I I GALVANIZED ANCHORAGE ENCLOSURE FILL WITH GROUT OR GREASE ~/J/l_ GALV. BOLT ~----......... GRIPPER CTS 9 f:6 ANCHOR HEAD 1Ytx12"x12" MIN. BEARING--+-"" PLA TE, GALVANIZED AFTER FABRICATION (ACTUAL BEARING PLATE &. lRUMPET DIMENSIONS AND SPECIFICATIONS PER TIEBACK MANUFACTURER 4" SCH40X24" TRUMPET WELDED TO BEARING PL GALVANIZED AFTER FABRICATION NOTES: FORMED HOLE {6" MAX. (NOT REQD. IF TRUMPET IS CAST IN TO CONCRETE) ALL STRANDS TO BE ASTM A-416, 0.6"DIA. 7 WIRE, 270 LOW RELAXATION STRAND. CORRUGATED HDPE ANCHOR SHEATHING WITH NOMINAL WALL THICKNESS OF 0.06" WITIH EQUALLY SIZED AND SPACED CORRUGATIONS INSIDE AND OUTSIDE IN CONFORMANCE TO AASHTO M 252. CORROSION INHIBITING GREASE CONFORMS TO SECTION 3.2.5 POST TENSIONING' INSTITUTE. SMOOTH ENCAPSULATION TUBING IN UNBONDED LENGTIH TO BE HDPE, MIN WALL 40 MILS. Total T.B. Tieback Min. i.Ei. Anjlle ~1:11gth Diameter TB#1A ft deg in 160.0 I 20 6 I LEVEL 1ST STAGE GROUT DRILL HOLE BELOW END OF TRUMPET SPACER &. CENTRALIZER 6'-0" o.c. INSTALLATION AND SJRESSING PROCEDURE: 1. AffiR TIEBACKS HAVE BEEN INSTALLED IN DRILL HOLE, INlllAL GROUT INSIDE CORRUGATED SHEATH. 2. 1ST STAGE GROUT DRILL HOLE. (POST GROUT OPTIONAL) 3. PROOF TEST, PERFORMANCE TEST TIEBACKS TO LOADS SHOWN ON THE TIEBACK SCHEDULE FOLLOV.,NG THE RECOMMENDATIONS SET FORTH ON SHEET ES7 AND THE POST-TENSIONING INSTITUTE. 4. STRESS TIEBACK TO LOCK OFF LOAD AND SEAT GRIPPERS. 5. PERFORM LIFTOFF TEST AND ADJUST V.,TH SHIMS IF REQUIRED. 6. PERFORM FINAL GROUTING. (FILL lRUMPET) 7. INSTALL ANCHORAGE ENCLOSURE AND FILL V.,TH GROUT OR GRASE. 8. WrlERE SMS GAUGES, FILL COVER CAP Vi1TH GREASE NOTE: TIEBACKS ARE FABRICATED AT MANUFACTURERS SHOP. SIZES AND SPECIFICATIONS MAY VARY FROM IMFORMA TION SHOWN. MIN. 2'-0" FROM TOP OF BOND LENGTH TIEl;!ACK SCHEDU!.E Nstrands Lock-off Test Unbonded Bonded Total Load. Load Leng'tli Le_n~th Length # kips kips ft ft ft 8 220 330 100 60 160 PERMANENT TIEBACK ANCHOR ASSEMBLY AND INSTALLATION (DOUBLE CORROSION PROTECTED ES5 N.T.S. COVER CAP-7" DIA. --ii GALV. AFTER FABRICATION (FILL V.,TH GREASE AFTER SEALING) A 1Y(x12"x12" MIN. BEARING PLATE, GALVANIZED AFTER FABRICATION (ACTUAL BEARING PLATE &. lRUMPET DIMENSIONS AND SPECIFICATIONS PER TIEBACK MANUFACTURER 6W 1.0· 5,625" I SECTIO~ A-A DETAILS 0.6" BARE SlRAND TYP. 2.625" 2.375" 1.0· 15.0" 0 l/4 1 7 (SEAL WELD 4" DIA., SCH. 40 STEEL TRUMPET, 2' LONG GALVANIZED AFTER FABRICATION SMS GAUGE ASSEMBLY N.T.S. t>C/• Z5 · D:J- EXP. 9-30-09 DATE /' en '\ ~ W ro tn !; e >-5gi en~~ 1--"':il a::: ~~ o~~ 0.. 2i a.~~ ::::) 1'i: ~ en~[ :C ~m b2 !>- ~ 0 z 0 iii G; 0::: ~ G:l 0 <( ~ _J CJ _J z w a: co 0 a: ili <( 1-~ w ~ r5 W ~z z a: <( O~o '.2 (/) LL II: <( 0 :::i w I-<.)~ Cl.. rn <( O Cl VJ....JC} W oC')~U)U) O ~COO...J ~~Cl..<( <(80:~G:j _J ~ c3 Cl.. Cl 13 ILi ~ !i! II DATE: 9-28-07 DRAWN BY: J.M. PROJECT No: 07-147 REVISION: RO-PLANS SCALE: N.T.S. SHEET ES5 9F 7 SHEETS,../ I I I I I 3" MIN. CLR. I I I I I I I I I I I I I I tlllIES:. SHOTCRETE OR CONCRETE: l'c=4,500 psi (TYPE V} W."x12"x12" MIN. BEARING PLATE & TRUMPET, GALVANIZED AFTER FABRICATION (ACTUAL BEARING PLATE & TRUMPET DIMENSIONS AND SPECIFICATIONS PER TIEBACK MANUFACTURER (SEE DETAIL 1/ESS) 1. SEE DETAIL 2/ES6 FOR LAP SPLICE IN SHOTCRETE GRADE BEAM. 2. SEE DETAIL 1/ESS FOR TIEBACK DATA. 1 ) TYPICAL TIEBACK ANCHOR BLOCK DETAIL ES6 N.T.S. "'· I o. ' /'f REINFORCING BARS : ., /;" 1 • " ., . ·.• . '\;. ·:· • l\. : ;-;ti • .<I .... ~ &, ... -A' ~ • .1-, ,. ;·,·. t=_·:=-=J '.,. ,··~ Ls BAR SIZE #4 #5 #6 #7 #8 @ REINFORCING LAP SPLICE DETAIL N.T.S. EXP. 9-30-09 DATE LB (in} 12 15 18 23 30 r e ~ 0 z 0 iii ~ tr ~ i.:l 0 <( en ' :?i w.,, !:;; g"' ~, ~18 -...:. <("' en u_~ I-ig-c::: ~t::. o~~ ,.. ::,_ .... zo, a.~~ :::, ~ ~ en OS :$i!s :c ~rd I-~ t-a::~ ~ _J CJ _J z w cc co 0 ::c 0: en <( 1-~ w <( CO W ~z z cc <( O~o ~ CJ) LL CC <( 0 ..J w I--0 <( a.. rn <( O 0 VJ -l C:i W OC')c:i:cncn O ~co O ::::! (}I~ a..<( <( coo cc O 1-<C cc w -'~oa..o I I 11~ DATE: 9-28-07 DRAWN BY: J.M. PROJECT No: 07-147 REVISION: RO-PLANS SCALE: N.T.S. SHEET ES6 \_9F 7 SHEET': I I I I I I I I I I I I I I I I I I I GENERAL NOTES AND DEFINITIONS 1. THE ENGINEER IS DEFINED f>S THE REGISTERED CML ENGINEER WHOSE STAMP RESIDES ON THESE DRAWINGS. 2. THE GENERAL CONTRACTOR (GC) IS f>S DEFINED WITHIN THE CONTRACT DOCUMENTS. 3. THE DRIWNG CONTRACTOR IS DEFINED f>S THE ENTITY WHICH INSTALLS THE SUPPORT SYSTEM(S) SHOWN ON, AND DESCRIBED WITHIN THE CONTRACT DOCUMENTS. 4. GENERAL SITE EXCAVATION SHALL BE COORDINATED WITH THE INSTALLATION OF THE STABILIZATION SYSTEM TO ENSURE SAFE WORKING CONDITIONS AND TO PREVENT THE LOSS OF GROUND AND THE CAVING OF BANKS. 5. ALL DATA ON THESE SHEETS ARE THE EXCLUSIVE PROPERlY OF EARTH SUPPORT SYSTEMS INC., AND NO PART OF THESE DRAWINGS SHALL BE COPIED AND/OR USED WITHOUT OUR WRITTEN CONSENT. 6. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE AND REPORT ANY VARIATIONS TO THE ENGINEER. 7. ALL CONSTRUCTION SHALL CONFORM TO REQUIREMENTS OF THE INDUSTRIAL SAFElY DIVISION OF THE STATE OF CALIFORNIA AND ALL OTHER APPLICABLE REGULATING REQUIREMENTS. B. THE DESIGN OF THE GRADE BEAM & TIEBACK SYSTEM IS BASED UPON THE RECOMMENDATION CONTAINED IN: -LANDSLIDE TRETMENT RECOMENDATIONS LA COSTA DE MARSELLA, CARLSBAD, CALIFORNIA. DATED: MAY 18, 2007. PREPARED BY AMERICAN GEOTECHNICAL, INC. 9. CONTRACTOR SHALL LOCATE ALL EXISTING UTILITY LINES, STORM DRAINS AND SEWERS PRIOR TO EXCAVATION AND CONFIRM THAT NO CONFLICT EXISTS BETWEEN TIEBACKS AND EXISTING UTILITIES. 10. AN UNDERGROUND SERVICE ALERT INQUIRY IDENTIFICATION NUMBER MUST BE OBTAINED AT LEAST TWO (2) DAYS BEFORE STARTING WORK. THE TELEPHONE NUMBER IS (BOO) 422-4133. 11. ALL INSPECTION SERVICES, MATERIAL TESTING OR NOTIFICATIONS SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. 12. ALL PERMITS (EXCEPT OSHA PERMIT) SHALL BE PROCURED AND PAID FOR BY THE GENERAL CONTRACTOR (OWNER). 13. ALL ENCROACHMENT EASEMENTS AND PERMISSIONS SHALL BE PROCURED AND PAID FOR BY THE GENERAL CONTRACTOR (OWNER). 14. THE INSTALLATION AND TESTING OF TIEBACK ANCHORS SHALL COMPLY WITH THE RECOMMENDATIONS OF THE POST-TENSIONING MANUAL, THE PROCEDURES HEREIN AND THE ABOVE REFERENCED SOIL REPORT, AND SHALL BE PERFORMED UNDER CONTINUOUS INSPECTION AND APPROVAL OF THE SOILS ENGINEER. 15. INSTALLATION & TESTING OF THE GRADE BEAM SHALL BE PERFORMED UNDER CONTINUOUS SPECIAL INSPECTION. 16. ALL STRUCTURAL DETAILS OR SHAPES SHOWN ARE THOSE UTILIZED FOR DESIGN. ALTERNATE DETAILS, CONNECTIONS, SHAPES AND/OR MATERIALS MAY BE USED SUBJECT TO THE APPROVAL OF THE SHORING ENGINEER. 17. THE GENERAL CONTRACTOR SHALL PERIODICALLY MONITOR THE FACE OF THE GRADE BEAM INSTALLATION/EXCAVATION PROGRESSES. THE S\JRVEY DATA SHALL BE REDUCED AND INTERPRETED, AND TRANSMITTED TO THE SHORING ENGINEER. 18. IF IN THE OPINION OF THE SHORING ENGINEER, MONITORING DATA INDICATES EXCESSIVE MOVEMENT, ALL EXCAVATION SHALL CEASE UNTIL THE SHORING ENGINEER INVESTIGATES THE SITUATION AND MAKES RECOMMENDATIONS FOR REMEDIATION OR CONTINUING. DISCLAIMER ESSI SHALL BE INDEMNIFIED FROM Atf'f EXPENSES DUE TO CLAIMS, DEMANDS, DAMAGES, AND INJURY OR DEATH RESULTING 'FROM THE GLOBAL INSTABILITY OF THE SLOPE. ADDITIONALLY, DUE TO THE ADVERSE SITE CONDITIONS, AND THE DYNAMIC NATURE OF AN EXISTING LANDSLIDE, EARTH SUPPORT SYSTEMS, INC. SHALL HAVE NO WARRANTIES, WRITTEN OR EXPRESSED, REGARDING THE LONG-TERM PERFORMANCE OF THE STABILIZATION SYSTEM. PERFORMANCE TESTING PERMANENT TIEBACKS PERFORMANCE TESTING SHALL BE DONE ON 5 PERCENT OF THE TOTAL NUMBER OF ANCHORS TO BE INSTALLED. THE ANCHORS TO BE PERFORMANCE TESTED WILL BE LOADED TO 1.5 DL ALL OTHER CRITERIA INVOLVED WITH PREPRODUCTION TESTING 1'11LL APPLY TO THOSE ANCHORS SUBJECTED TO PERFORMANCE TESTING. THE NUMBER OF ANCHORS TO BE PERFORMANCE TESTED 1'11LL BE EVENLY DISTRIBUTED THROUGHOUT THE ANCHOR ROWS, ONCE THE REPAIR CONFIGURATION IS FINALIZED. I PROOF TESTING PERMANENT TIEBACKS ALL OTHER ANCHORS SHALL BE PROOF TESTED TO 1.50 DL, Wl1]i THE TL (THAT IS, 1.50 DL) BEING MAINTAINED CONSTANT FOR AT LEAST 10 MINUTES. TOTAL MOVEMENT READINGS ARE TO BE THE SAME AS FOR PREPRODUCTION TESTING AT THE TEST LOAD. AT THE CONCLUSION OF THE PROOF LOADING AT TL, THE ANCHORS MAY THEN BE REDUCED TO THE, DL AND LOCKED OFF. EXTENDED CREEP TEST PERMANENT TIEBACKS I CONSIDERING THAT THE SITE SOIL AND BEDROCK MATERIALS HAVE PLASTICllY INDICES GREATER THAN 20, IT IS RECOMMENDED THAT A MINIMUM OF TWO ANCHORS IN EACH ROW BE SUBJECTED TO EXTENDED CREEP TESTING. EXTENDED CREEP TESTING SHOULD'CONFORM TO THE CYCLIC LOADING PATTERN FOR PREPRODUCTION AND PERFORMANCE TESTING EXCEPT THAT THE LOADS SHALL BE HELD CONSTANT AS FOLLOWS: LOAD TIME, MINUTES AL D.25DL 10 0.5DDL 30 D.75DL 30 1.00DL 45 1.25DL 60 1.50DL 300 IF THE CREEP RA TE EXCEEDS 0.08-INCH OVER ANY LOGARITHMIC CYCLE, THE TIME OF OBSERVATION SHOULD BE EXTENDED TO ESTABLISH IF THE CREEP RATE DIMINISHES WITH TIME. CREEP MOVEMENT READINGS ARE TO BE MADE AT THE FOLLOWING TIME INTERVALS: 1, 2, 3, 4, 5, 6, 10, 15, 20, 25, 30, 45, 60, 75, 90, 100, 120, 150, 180, 210, 240, 270, AND 300 MINUTES. IF THE ANCHOR IS NOT ABLE TO OBTAIN THE 1.50DL DURING THE TEST, IT 1'11LL BE LOCKED OFF AT 100%, OR THE HIGHEST LOAD ATTAINABLE AND ANOTHER ANCHOR 1'11LL BE INSTALLED. PERMANENT TIEBACK LOCK OFF LOADS ONCE ALL TESTING IS COMPLETE ON AN ANCHOR, THE TEST LOAD(S) SHALL BE REDUCED TO THE DESIGN LOAD FOR THE ANCHOR AND THEN THE ANCHOR SHALL BE LOCKED OFF. MATERIALS FOR PERMANENT REPAIR 1. SHOTCRETE: A. SHOTCRETE SHALL BE lYPE V CEMENT WITH A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 4500 psi AND A MAXIMUM WATER/CEMENT RATI0=0.50 (0.45 PREFERED). REFER TO GEOTECHNICAL REPORT FOR CONCRETE RECOMENDATIONS. 8. JOINTS: EXCEPT WHERE PERMITTED HEREIN, UNFINISHED WORK SHALL NOT BE ALLOWED TO STAND FOR MORE THAN 30 MINUTES UNLESS ALL EDGES ARE SLOPED TO A THIN EDGE. BEFORE PLACING ADDITIONAL MATERIAL ADJACENT TO PREVIOUSLY APPLIED WORK, SLOPING AND SQUARE EDGES SHALL BE CLEANED AND WETTED. C. CURING: DURING THE CURING PERIODS SPECIFIED HEREIN, SHOTCRETE SHALL BE MAINTAINED ABOVE 40'F(4.4'C) AND IN MOIST CONDITION. IN INITIAL CURING, SHOTCRETE SHALL BE KEPT CONTINUOUSLY MOIST FOR 24 HOURS AFTER PLACEMENT IS COMPLETE. FINAL CURING SHALL CONTINUE FOR SEVEN DAYS AFTER SHOTCRETING, FOR THREE DAYS IF HIGH-EARLY-STRENGTH CEMENT IS USED, OR UNTIL THE SPECIFIED STRENGTH IS OBTAINED. FINAL CURING SHALL CONSIST OF A FOG SPRAY OR AN APPROVED MOISTURE- RETAINING COVER OR MEMBRANE. IN SECTIONS OF A DEPTH IN EXCESS OF 12 INCHES (305 MM), FINAL CURING SHALL BE THE SAME />S THAT FOR INITIAL.CURING. (1924.9 UBC 97) D. REBOUND: ANY REBOUND OR ACCUMULATED LOOSE AGGREGATE SHALL BE REMOVED FROM THE SURFACES TO BE COVERED PRIOR TO PLACING THE INITIAL OR ANY SUCCEEDING LAYERS OF SHOTCRETE. REBOUND SHALL NOT BE REUSED AS AGGREGATE. ( 1924.6 UBC 97) 2. REINFORCING STEEL: A. ALL REINFORCING STEEL SHALL COMPLY WITH THIS DRAWING UNLESS OTHERWISE NOTED. 8. ALL REINFORCING STEEL SHALL BE GRADE 60 DEFORMED BARS CONFORMING TO THE LATEST ASTM SPECIFICATIONS. C. LAP SPLICES IN REINFORCING BARS SHALL BE BY THE NONCONTACT LAP SPLICE METHOD 1'11TH AT LEAST 2 INCHES (51 MM) CLEARANCE BETWEEN BARS. THE BUILDING OFFICIAL MAY PERMIT THE USE OF CONTACT LAP SPLICES WHEN NECESSARY FOR THE SUPPORT OF THE REINFORCING PROVIDED IT CAN BE DEMOSTRATED BY MEANS OF PRECONSTRUCTION TESTING, THAT ADEQUATE ENCASEMENT OF THE BARS AT THE SPLICE CAN BE ACHIEVED, AND PROVIDED THAT THE SPLICES ARE PLACED SO THAT A LINE THROUGH THE CENTER OF THE TWO SPLICED BARS IS PERPENDICULAR TO THE SURFACE OF THE SHDTCRffi WORK. ( 1924.4 UBC 97) 3. STRUCTURAL STEEL: STRUCTURAL STEEL SHALL CONFORM TO REQUIREMENTS OF />STM A-36 (Fy = 36 KSI) 4. WELDING: ELECTRIC ARC USING E 70-XX ELECTRODES. 5, TIEBACK ANCHORS: TIEBACK ANCHORS SHALL BE DOUBLE CORROSION PROTECTED, f>S SUPPLIED BY CON-TECH SYSTEMS. ALL STRANDS TO BE ASTM A-416, 0.6" DIA. 7 WIRE, 270 LOW RELAXATION STRAND. CORRUGATED HDPE ANCHOR SHEATHING WITH NOMINAL WALL THICKNESS OF 0.06" WITH EQUALLY SIZED AND SPACED CORRUGATIONS INSIDE AND OUTSIDE IN CONFORMANCE TO A/>SHTD M 252. CORROSION INHIBITING GREASE CONFORMS TO SECTION 3.2.5 POST TENSIONING INSTITU1E. SMOOTH ENCAPSULATION TUBING IN UNBDNDED LENGTH TO BE HDPE, MIN WALL 40 MILS. 6. ANCHOR GROUT: ANCHOR GROUT FOR TIEBACKS AND SOIL NAILS SHALL BE EITHER OF THE FOLLOWING ITEMS: A. lYPE V CONCRETE WITH A MINIMUM COMPRESSIVE STRENGTH OF 4500 PSI AT 28 DAYS. WITH A MAXIMUM WATER-CEMENT RATIO OF 0.45 BY WEIGHT. IT MAY CONTAIN AN ADDITIVE TO CONTROL SHRINKAGE, SUCH />S INTRAPLAST-N BY SIKA CORP., AND SHALL HAVE SUFFICIENT STRENGTH TO INSURE LOAD TRANSFER BETWEEN THE ANCHOR TENDON AND THE SOIL 8. NEAT PORTLAND CEMENT TYPE V WITH A MAXIMUM WATER-CEMENT RATIO OF 0.45 BY WEIGHT. IT MAY CONTAIN AN ADDITIVE TO CONTROL SHRINKAGE, SUCH />S INTRAPLAST-N BY SIKA CORP., AND SHALL HAVE SUFFICIENT STRENGTH TO INSURE LOAD TRANSFER BETWEEN THE ANCHOR TENDON AND THE SOIL 0'1· 2-s ·oT EXP. 9-30-09 DA TE r en "' ~ ~ 1 .. .,,., "'l8 >~i (I)~~ e I-ID li! 0::: ~ t::. o!iE 0.. :,_ 0.. ii ~ 0 z 0 ;;; ~ ~ La.I 0 ::::H,"' en cg :c i~ I-!ii! l-o::: ~ jj CJ) w b <( z _J CJ CJ ~ z z w cc a: en o o a: ::r: :r: en CJ) <( 1--I---=::::: z z ..::::::w<( WW w~z ~ ~ o~~~ ~ CJ) LL CC CC <(o.-1WW I-<.) <( a.. a.. <(o a a Cf) .J ci 1:.1:.1 w 0 "' <( en CJ) O~ffiOO C}I .J a.. a.. <(~a:00 _J "St <( cc cc C\l <.) a.. a.. I I Ii~ DATE: 9-28-07 DRAWN BY: J.M. PROJECT No: 07-147 RE:VISION: RO-PLANS SCALE: N.T.S. SHEET ES7 OF 7 SHEETS I I I I I . I I . 1 SECTION 2 I I I ·1 I I I .. I I I I I I I I I I I I I I I I 1· I I I I I I Earth Support Systems, Inc. 2240 Faraday Avenue Carlsbad, CA 92008 PARAMETERS: SHOTCRETE GRADE BEAM DESIGN (220 KIP ANCHORS @ 10-FT OC) La Costa de Marbella Engr: RCJ Date: 09/28/07 Sheet: } of __ fy := 60· ksi = STEEL YIELD STRENGTH OF REINFORCING STEEL f c := 4500· psi = 28-DAY COMPRESSIVE STRENGTH OF SHOT CRETE t := 33· in = GRADE SEAM THICKNESS ~ := 0.9 = STRENGTH REDUCTION FACTOR (FLEXURE) b := 12-in = WIDTH OF CONCRETE SECTION (FOR ANALYSIS) P := 220· kip = TIEBACK DESIGN LOAD : s := 10-ft = TIEBACK SPACING %It:= 6.0-ksf = ULTIMATE SOIL BEARING PRESSURE CHECK GRADE BEAM GEOMETRY: p Areq := -= Rl;:QUIRED AREA quit Areq h:=-s 2 Areq = 36.667 ft h = 44in USE: h := 72-in Aett := S·h 2 Aett = 60.0 ft = REQUIRED HEIGHT OF GRADE BEAM = EFFECTIVE AREA Grade Beam 220k @ 1 O' OC.xmcd .1 I r· ( } I .I I I I I I I I I 1· 1, I I I I I Earth Support Systems, Inc. 2240 Faraday Avenue Carlsbad; CA 92008 qnet = 3.667 ksf CHECK:= if(qnet < quit, "OK!", "NO GOOD!") CHECK = "OK!" CHECK GRADE BEAM DEPTH (FOR SHEAR) CRITERA (A): TWO-WAY ACTION (PUNCHING SHEAR) ASSUME: t == 33 in N := 12-in B := 12-in deff := t-3-in -1-in deff = 29in Vu:= 1.7qnet{Aeff-(N + deff)·(B + deff)J Vu= 301 kip b0 := 2-(N + deff) + 2-.(B + deff) b0 = 164in Vn = 74.Spsi = GRADE BEAM THICKNESS = BEARING-PLATE WIDTH = BEARING PLATE LENGTH I La Costa de Marbella Engr: RCJ Date: 09/28/07 Sheet: fl_; of __ Grade Beam 220k @ 1 O' OC.xmcd I Ir·, ' j I I I I I I' I I I I I Earth Support Systems, lhc. 2240 Faraday Avenue Carlsbad, CA 92008 r; Ve:= 4·4 psi-psi Ve = 268.3 psi La Costa de Marbella Engr: RCJ Date: 09/28/07 Sheet: v of --- CHECK:= if(Vc > V0 , "No shear reinforcement required", "Shear reinforcement required") CHECK = "No shear reinforcement required" CRITERA{B): ONE-WAY ACTION A1 := h{; -: -deff) A1 = 12.5 tt2 Vu:= 1.7q08rA1 Vu= 77.9kip Vu Vn:=----0.85· h· deff Vn = 43.9psi Ve= 134.2psi CHECK := if(Vc > Vn, "No shear reinforcement required" , "Shear reinforcement required") CHECK= "No shear reinforcement required" CRITERA {.C): CHECK CONTINUOUS-BEAM CONDITION A:= 0.607·q08rs·h A = 133.54 kip Grade Beam 220k @ 1 O' OC.xmcd I I /"-' . { I I I I I I I I I I I I I I I I I Earth Support Systems; Inc. 2240 Faraday Avenue Carlsbad, CA 92008 B := 0.393·Qners·h B = 86.46kip Q := 0.607·qn8rs·b +0.393·qn8rs·h Q = 220kip Q = 22 kip s ft 0.607·qners·h x:= --'------a s X = 6.07 ft N x1 := -+ deff 2 x1 = 2.917 .ft Vu= 117.935 kip Vu Vn:=----0.~5-h·deff Vn = 66.4psi Ve= 134.2psi La Costa de Marbella Engr: RCJ ~te: 09/28/07 Sheet: of __ CHECK := if(Vc 2:: Vn, "No· shear reinforcement required" , "Shear reinforcement required") CHECK = "No shear reinforcement required" Grade Beam 220k @ 1 O' OC.xmcd I I _, I I I I I I I I I I I I I I I I I Earth Support Systems, Inc. 2240 Faraday Avenue Carlsbad, CA 92008 La Costa de Marbella Engr: RCJ Date: 09/28/07 Sheet: B of __ GRADE BEAM FLEXURAL REINFORCEMENT: h = 72in p w:=-· S·h w = 3.667ksf Mu:~ 1.7-( wt) Mu = 69.3 kip·ft ft deff = 29 in Assumed initial values for As: Given As = 0.536 in2 As Preq:=-b d · eff Preq = 0.0015 = HEIGHT OF THE CONCRETE GRADE-BEAM = UNIFORM SOIL LOAD ON THE GRADE-BEAM = MAXIMUM BENDING MOMENT (FACTORED) = DIST/I.NOE FROM EXTREME COMPRESSION FIBER TO CENTROID · A5 := 0.44-in2 = CALCULATED REQUIRED AREA OF LONGITUDINAL STEEL REINFORCEMENT Grade Beam 220k @ 1 O' OC.xmcd I I r- .i ' I I I I I I I I/ I I I I I I I I I Earth Support Systems, Inc. 2240 Faraday Avenue Carlsbad, CA 92008 La Costa de Marbella Engr: RCJ Date: 09/28/07 Sheet: (e of -- TRY: Longitudinal_Steel := "#8 Bars@ 12" O.C." barno := 8 As.bar:= As.barbarno As.bar= 0.79in2 spacing:= 12-in Abar := As.bar 1 •ft nbar==---spacing %ar= 1 Ash= 0.79in2 Ash p h := :----b d · eff Pmin := Ph= 0.0023 200-psi fy Pmin = 0.0033 = REBAR NOMINAL SIZE = CROSS-SECTIONAL AREA OF LONGITUDINAL REBAR = REBAR SPACING (CENTER-TO-CENTER) = AREA OF STEEL = NUMBER OF BARS (PER FOOT WIDTH) = TOTAL AREA OF HORIZONTAL STEEL REINFORCEMENT = RATIO OF HORIZONTAL REINFORCEMENT = MINIMUM REINFORCEMENT RATIO Pgov := if(Preq > Pmin, Preq, if( 1.33·Preq > Pmin, Pmin, 1.33· PreJ) Pgov = 0.0020 As.req := Pgov-b·deff As.req = 0.713in2 ~ar%ar = 0.790in2 Grade Beam 220k @ 1 O' OC.xmcd I I r ,1 ' \ J I I I I I I I I I I I I I I I I I Earth Support Systems, Inc. 2240 Faraday Avenue Carlsbad, CA 92008 La Costa de Marbella Engr: RCJ Date: 09/28/07 Sheet: C{ of __ CHECK := if[(A!Jar nbar ~ As.req), "OK!" , "NO GOOD!"] CHECK = "OK!" Longitudinal_Steel = "#8 Bars@ 12"'O.C." C. BENDING (TRANSVERSE REINFORCEMENT): LT ·-[h -~) ' .-2 LT=2.75ft 2 1.7qn0rs·Lr Mu := ____ , --- 2 Mu = 235.698 kip-ft fy m·---.-0.85-f c m = 15.686 Mu Ru:= , ~-S·det? Ru= 31.14psi 1( ~J p req := m . 1 -~ 1 ~ ~ Preq = 0.0005 = EFFECTIVE LENGTH OF LOADED AREA = FACTORED MOMENT AT CRITICAL SECTION = FACTOR FOR CALCULATING COEFFICIENT OF RESISTANCE (Ru) = COEFFICIENT OF RESISTANCE = REQUIRED REINFORCEMENT RATIO TRY: Transverse_Steel := "#6 Bars@ 12" O.C." barno := 6 = REBAR NOMINAL SIZE A b ·-A b s. ar .-s. arbarno = CROSSECTIONAL AREA OF REBAR As.bar= 0.44in4 spacing := 12-.in = REBAR SPACING (CENTER-TO-CENTER) Grade Beam 220k @ 1 O' OC.xmcd I I I I I I., I I / '· I I I I I I I I I Earth Support Systems, Inc. 2240 Faraday Avenue Carlsbad, CA 92008 Abar := As.bar 1 •ft nbar := . spacing %ar= 1 Asv =-0.44in2 Asv py:=--- b·deff Pv = 0.0013 200-psi Pmin := f y Pmin = 0.0033 = AREA OF STEEL La Costa de Marbella Engr: RCJ Date: 09/28/07 Sheet: )l of __ = NUMBER OF BARS (PER FOOT WIDTH) = TOTAL AREA OF TRANSVERSE REINFORCEMENT = RATIO OF TRANSVERSE REINFORCEMENT = MINIMUM REINFORCEMENT RATIO Pgov := if(Preq > Pmin,Preq,if(1.33·Preq > Pmin,Pmin, 1.33·Preq)) Pgov = 0.0007 As.req := P gov-b· deff As.req = 0.24 t in2 Abar· nbar = 0.440 in2 CHECK := if[(Abar nbar ~ As.req), "OK!", "NO GOOD!"] CHECK = "OK!" 'REINFORCEMENT SUMMAR~ Longitudinal_Steel = "#8 Bars@ 12" O.C." Transverse_Steel = "#6 Bars@ 12" O.C." USE: #8 BARS @ 12" OC LONGITUDINAL (TOP & BOT) & #6 BARS@12" OC TRANSVERSE (BOT) #6 BARS@12" OC TRANSVERSE (TOP) Grade Beam 220k @ 1 O' OC.xmcd I I I I I I ·1 I ·SECTION 3 I I I I I· I I I I I I I I /"-- { I I I I I I I I I I I I I I I I I Earth Support Systems, Inc. 2240 Faraday Avenue Carlsbad, CA 92008 La Costa de Marbella Engr: RCJ Date: 09/28/07 Sheet: -4---of __ TIE-BACK ANCHOR DESIGN (220 K ANCHORS) PARAMETERS: P := 220-kip f := 30-psi ~ := 1.0 TL_133 := 133·% TL_150 := 150·% as := 0.217· in2 Fpu := 270-ksi Lu:= 100-ft = TIEBACK DESIGN LOAD = ULTIMATE BOND STRESS = TIEBACK HOLi; DIAMETER = REDUCTION FACTOR FOR UL Tl MATE BOND STRESS = MAXIMUM TEST LOAD RATIO (FOR 133% TEST) = MAXIMUM TEST LOAD RATIO (FOR 150% TEST) = NOMINAL CROSS SECTION AREA OF ONE STRAND (ASTM A416) = ULTIMATE YIELD STRENGTH OF THE STRANDS = MIN. TIEBACK UNBONDED LENGTH (PER GEO RECONMMENDATIOJ\ CALCULATE REQUIRED BONDED LENGTH: [ 25-ft ] Lb:= max TL_150·P · ~-f·(1t·d1) Lb= 49 ft CALCULATE TOTAL LENGTH: Lt= 149 ft = REQUIRED BONDED LENGTH = REQUIRED TOTAL TIEBACK LENGTH CALCULATE REQUIRED NUMBER OF STRANDS: ~lock := 0.60 ~test := 0.80 strand1ock = 7 = YIELD STRENGTH REDUCTION FACTOR (FOR DESIGN LOAD) = YIELD STRENGTH REDUCTION FACTOR (FOR TEST LOAD) Tieback Anchor Design 220k@ 10' OC.xmcd I I I I I I I I I ("·i ~ I / ' I I I I I I I I I Earth Support Systems, Inc. 2240 Faraday Avenue Carlsbad, CA 92008 ( TL 133·P J strandtest~ 133 := ceil --=--- ~test· F pu·as strandtest_ 133 = 7 ( TL 150-P J strandtest_150 := ceil '--' __:;::;;__ __ ~test" F pu· as strandtest_ 150 = 8 La Costa de Marbella Engr: RCJ Date: 09/28/07 Sheet: 10 of __ 150% TEST: USE BONDED LENGTH OF 50'-0" WITH 8-STRAND ANCHORS Tieback Anchor Design 220k @ 1 O' OC.xmcd I I I . I I I I 1 . SECTION 4 I I I I I I I I I . I I I I I I I I I II I I I I I I I I I I I ' , '\· ......... __ .,.,,,, \ / --. 120. ---·80 ---- fll•:ti".&~ 3 3' ....____. Approximate limits of recent landslide Approximate limits of possible ancient lands!ide Approximate location of pre-development topography Approximate location of existing topography Approximate location of tieback and anchor blocks Approximate location of cross section Approximate location of pile-and-grade beam underpinning -$-~ Approximate location of borings/inclinometers by American Geotechnical N ~ SCALE : I" = 40' 0 1020 40 80 Topographic map was adopted from Burkett & Wong grading plan for Marbella. REVISIONS • .. -·-----·-u z 1-( z <(. _J a.. z 0 <( 5 _J -..... -' • <( CJ w w_ i=CO~z wa:~~ W<(w~ > ~ o...J zwu<§ -'O:Sc::i <( ~ (') <( or .-m Z(f)~~ J:QchC: Woo~(§ <( C\I b -' w CJ w l-oo RleNo. 21381.16 Date: MAY2007 Plate 1 l I I I I I I I I I I I I I I I I I I I I 1 200 160 120 Emergency I-beam retaining AG~8 fpro}ecledso1Ah•20') Repaired A.C. Roads Aepand graded slope l AGl-1 (do"'°Y9d) (1J~-.. ) {Demolished condo unit) AGl-4 {.....,,.d) .ti N 14°W Stormo:ainlnlet f.xlstingtopography P'6-development natural topography in concretev-ditch......,,-----.. AC.Roads / ,,/" ........ ............ i ,,,,, ,,.. ..................... 1 '---Poss~lobufiodanclenll"1ds0de? eo -"f'82A~{d..iroyed) war repai' by Stoney Mater Consultants Pre-development Based on aerial photo analysis. P..-iopmeflt natural topography 40+----~ ---- 2 200 160 120 80 40 0 3 200 160 120 BO 40 0 la Costalo!e La Costa Ave Fl AGl-3{destroyed) Delmar Fm. Mudstone/SIJST Santiago Fm. Claystone&SLTST natural topography Santiago Fm. Claystone & SlJST Cross Section 1 -1' Scale 1": 40' "' N 2a•w Cross Section 2 -2' Scale 1" : 40' .ti N 3°E Existing topography Storm drain inlet Pre-dewilopment natural topography ineoncretev-ditch~-__,o-_ Existing topography lo1230 Based on aerial photo analysis. Santiago Fm. Claystone&SLTST Cross Section 3 -3' Scale 1" : 40' 1' TorrejanPl 200 160 120 80 40 0 2' 200 -- 160 120 80 40 0 3' 200 160 120 BO 40 REVISIONS (.) I (t) ~ <( "' _J _J u.i~ I w C\I ~~ ft ft m T""" a: ~o I <( T""" Cl) !:!:: Cf) 2 o...J z w o(§ 0 0 :) 6 i= ~ ct> <( ,....m (.) '<t Cl) Cf) C\I ...J w 0 ' a: en g<( I (.) ~o Cf) en ::s 0 a: (.) RleNo. 21381.16 Date: MAY2007 Plate2 I I .{ I :I I I I I I I I I I I I I I I I Note: Tieback horizontal spacing @ 1 O' o.c. Tieback service load = 220 kips Provide performance tiebacks; Contractor is responsible for design, detail and construction per minimum criteria provided. T ical Section @ Tieback I Anchor Block 1 N.T.S. Note: Concrete for anchor block construction shall have minimum compressive strength of 4500 psi and max. water to cement ratio of 0.45. Minimum Type II (Type V preferred) cement shall be used in all concrete construction. Note: Tieback horizontal spacing @ 1 o• o.c. Tieback service load = 220 kips Concrete or shotcrete cap upQn final tieback tensioning miil. 3" cover to all metal surfaces, Design I Detail by contractor with approval by engineer. Provide performance tiebacks; Contractor is responsible for design, detail · and construction per minimum criteria provided. Anchor Block Detail (]) N.T.S. Chimney drain or equivalent clrainage blanket (e.g. miradrain), max. 30' spacing. Anchor block , Add suitable erosion control material as accepted by engineer. ' , , , /Replaoe Irrigation and landscape to original condition. )\.._---'-,....,, j · Finished slope surface to existing gradient . ' ' New fill compacted to min. 90% relative compaction. TENSAR BX1200, 3m (about 9') min. geogrid at 24" vertical spacing, Upped at :10% into slope; wherever slope narrows to less than am. lap excess geogrid up the backcut and into the ---:::::;-..... __ next geogrid layer as shown. Horizontal drain, min. 4"~ perforated Sch. 40 PVC, wrapped Outlet pipe, 2% gradient, 4'¢ solid PVC, Sch. 40, max. 100' spacing between outlets, project 12" out of slope face. with min. 3 Cu/Ft gravel and suitable geofabric (e.g. Mirafi 140N) around gravel; min. 2% gradient to outlet pipes, use one drain pipe. In each bench. Backfill with native soil, compact to min 90%, up to the maximum dry density. Slope Reconstruction with Geogrid @) N.T.S. F ' . . #4 dowels @ 12" o.c., min. 6" into existing footing and 24" into grade beam. use suitable epoxy (Simpson ET22 or similar). * 2'><3' Grade Beam 2409 c * 2409 D Foundation Repair Plan -Building 2409 (Units A,B,C, & D) 24" '' '. Extend all pile reinforcements into grade beam. Unit II Pile depth to h, ft 3'min. 114 ties @ 12• o.c. (6" o.c. within top24i 3"min. 2409A 2409 B 2409C 2409 D 2403C *All pile excavation bottoms shall be kept clean and free of any debris. American Geotechnical should 16 16 16 16 14 36"~ review and approve all pile excavation prior to steel placement. #4 ties @ 12" o.c. (6" o.c. within top2') Pile I Grade Beam Detail 4 (Not to Scale) Note: Concrete for all plies and grade beam shall have minimum compressive strength of 3000 psi and max water to cement ratio of 0.5. Minimum Type II (Type V preferred) cement shall be used In all concrete construction. ID 0 Scale 1"= 10' * Relevel floor within about 1.25" 2403 B Foundation Repair Plan -Unit 2403C (!) Scale 1" = 10' ** No releveling is required 36"9' piles,@ 12'1-o.c. REVISIONS . u z 1--f " ~ ...... co co N u en "' 1--f <( 0 0 "' z ~ -"' (ll"' ~ "D "' c~ -~ u ..J t. (ll •• .0 x ~ ... <( 0 u.; f'-1 >-o -o "D "' 0 (ll <') 0.;, ~ a:~ iii ~ "' c .... (ll !::;. (.) iii ~ "D z 0 0 :c a. IO N ...... N 1--f N ~ ~ ~ 5 <( --' u.f ~ --' w ~~ en ID --' a: ~o ~ <( (/) !:!: ~ o_J w o<( Cl w 0 a: 0 <( -_JQ ~ ~ (') <( ....m w """ (J) a: (/) t\I _J 0 • a: 8<( (.) ~o <( --' File No. 21381.16 Date: MAY2007 Plate 3 -------------------·-- ,._) ·-/ 0 .. l!l ;;S ~ ~ (,I) 0 t !!l fg § ? r-.:, 0 t 2: jg 2l ~ ..... 0 0 \j, \\ \ \ ~.,, .. , I H I \ ff u...$. .. ... . . ·--·· ... -"' - i . ,, ' ; ' ., ' CROSS-SECTIONS 1-1' 2-2' & 3-3' LA COSTA DE MAR~ELLA AMERICAN GEOTECHNICAL ~ I ~ I I 2403-2413 LA COSTA AVE., 22725 Old Canal Road, Yorba Linda, CA 92887 ~ l.._ _ __.__.....1 __ ...._ ____ ___:CA:..::R:..::L=S:.::B.:.,:AD::!'...:C:.:,:A:::Ll~FO::.:.,::RN~l.::::,A _____ .L_ _____ _:_P:HO::_N:E:_:: (7~14:):68::::5·:39:00:, F:'A:X:~(7~14~) 6:B:5·3:90:9 ______ j__j__j__j_j_:il5~ I ..-- ~-~ ,, I ,,;i J\:);;g ii> ~~ .... @ c.lz (D ig ~p I\.) 9 :... C, I . I I I I I I SECTION 5 ·1. I I I I I I. I I I I I fl I 'I lib n I J1 ~() I ~ I d q I ·r d n 11 ~ I:; I :·: ~; fi -. ' I , . . , I ,' \ . -~---,_; I·· 1-.· I I-- I I I I IIIAmerican Geotechnical, Inc. May 18, 2007 Ms. Sherri ~ehar La Costa de Marbella HO.A 2415 La Costa Avenue, #B Carlsbad, CA 92009 . Mr. Patrick Catalano Protecting You,· Future Law Offices of Patrick E. Catalano 550 w. c Street Suite 530 San·Diegci, 'CA 92101-3544 Subject: LANDSLIDE TREATMENT RECOMMENDATIONS La Costa De Marbella Carlsbad., California Dear-Mr. Catalano & Ms. Behar: . . FileNo.21381.16 In accordance with your request we have prepared this reporl presenting our landslide stability analyses and treatment recommendations for the above-referenced project. Our treatment recommendafions are based on subsurface exploration, laboratory testing, geologic analyses . and engine:ering calculation~. We appreciate the opporlunify to be of service. If you should have any questions or concerns, please do not he . to contact our office. Enclosures: Appendices A -H Kevin R. Rogers Projet:1 Geologist C.E.G. 2425 Piaf es 1, 1 A, 2, 3, & 3A (In the Pockets) Distribution: 2 -Address~e wp_dolo/20000/2138 l.16,moy.2007.landslide1rea1mentrecommendotions RECEIVED SEP 05 2007 EARTH SUPPORT SYSTEMS 22725 Old Cnnal Road, Yorba Linda, CA 92887 • (714) 685-3900 • FAX (714) 685-3909 5600 Spring Mountain Road, Suite 201, Las Vegas, NV 89146 • (702) 562-5046 • FAX (702) 562-2457 5764 Pacific Center Blvd., Suite 112, San Diego, CA 92121 • (858) 450-4040 • FAX (858) 457-0814 712 Fifth Street, Suite #B, Davis, CA 95616 • (530) 758-2088 • FAX (530) 758-3288 I j l n I~/- il I u 1 I. j . ' I . . I·~ I-; I I I· I: ,._ I.· 1:. I· File No. 21381.16 May 18, 2007 • America11 Geotechnical, Inc. TABLE OF CONTENTS Page 1.0 INTRODUCTION ............................................................................................................ 1 2.0 SCOPE OF SERVICl:S .................................................................................................... 2 3.0 GEOLOGIC CONDITIONS .. , ......................................................................................... 3 3.1 Geologic Se1ting ................................................................................... 3 3.2 Site Specific Geology ........................................................................... 3 3.3 Artifical Fill {Qaf) .......... _ ....................... : .................................................. 4 3.4 Tertiary Santiago fc,rmation (Tsa) ............................................................ 5 3.5 Quaternary Landslide Deposits (Qls) ....................................................... 5 3.6 Subsurface Investigation ....................................................................... 6 4.0 TREATMENT RECOMMENDATIONS ..... : ....................................................................... 7 4.1 Prior Landslide Treatments ................................................................................... 7 4.2 Additional Treatmenf of Lanc:fslide ............................. -........................................ 8 4.3 Treatmenf of Adjacenf Slopes .......................................................................... 1 O 4.4 Structural Treatment of Uniis Adjacent Landslide .......................................... 11 4.5 Surface Drainage System & Erosion Control ......... : ......................................... 12 4.6 Monitoring ............................................................................................................ 12 5.0 RECONSTRUCTION OF BUILDINGS ........................................................................... 13 5.1 Buildings ............................................................................................. 13 5.2 Retaining Walls ...................................................................................... 13 5.3 Concrete ............................................................................................................... 19 6.0 COMPACTION AND GRADING RECOMMENDATIONS .......................................... 20 7.0 CLOSURE ........ , ............................................................................................................ 21 APPENDIX A APPENDIX B AppendixC APPENDIX D APPENDIX E APPENDIX F APPENDIX G APPENDIX H APPENDIX I References Boring Logs Inclinometer Plots Laboratory Testing landslide arn;:f Slope Stabilify Analyses Tieback Anchor Block Design Calculations Design Calculations for Building Underpinning Design Calculations for Reconstruction of Building Foundations Compaction & Grading Specifications "l I ii j ~1 ,, ': i ; f (-,. ~ j ,, .i I 1 ~ i ,r l' ,, . ! .:. t· ,. ·, I . , { 1 ., 'i ,:-} ,, ~ j 1 ' I I I -~ I I I· I I I I· I -. 1· • American Ge.otechnical, Inc. File No. 21381.16 May 18, 2007 -Page 1 LO INTRODUCTION The purpose of this report is to present our recommendations for supplemental treatment of the landslide and adjacent areas. The landslide movement caused extensive damage to eight condominium units {i.e., Buildings 2405 and 2407) and these eight condominium units have been demolished. Plate 1 shows the approximate location of the landslide that destroyed the eight condominiums. The City previously installed, in response to the landslide damage to La Costa A venue, a soldier pile and tieback system to stabilize the area. Following demolition of the eight damaged condominium units, thf? failed area was re-graded, and the access road above was repaved. The purpose of this report is to provide recommendations for supplemental slope support which will enhance gross stability and limit future creep effects to the buildings along the top-of-slope above La -Costa Avenue. Additionally, this report provides foundation design criteria co.nsidered suitable for rebuilding the eight units previously demolished. Plate 1 shows the condominium units that are outside the landslide area but have been impacted t:?y local loss of support during the landslide movement. As part of our treatment recommendations, we have proposed that one row of tieback anchors be installed as shown in Plate 1 in order to increase the stability of the slope and, as aforementioned, limit creep. We have also developed foundatiori underpinning criteria for the buildings adjacent landslide (i.e., Building 2409 and Building 2403, Unit C) and foundation recommendations for reconstruction of Buildings 2405 and 2407. '1" 1 I Ji ~1 IH ~() I j r a)l I'.\ I:~ I ! i : l ·! 1 I· l '. I.; (" -~ ,, / \ ..... , • '., I 1--,,. ,,. 1-,., I- I,,_ 1:: 1-- It • American Geotechnical, Inc. File No. 21381.16 May 18, 2007 Page 2 2.0 SCOPE OF SERVICES Our scope of services for this project has included the following: • Review of various reports, geologic maps, and available documents, which are referenced in Appendix A. .. Subsurface exploration, consisting of the excavation of eight small- diameter borings and the installation of eight slope inclinometers. The boring l0gs are presented in Appendix B. Inclinometer plots are presented in Appendix C. The approximate locations of the borings and ·inclinometers are shown on Plate 1. ~ Geologic analyses, including the preparation of three geologic cross- sections. The approximate locations of the geologic cross-sections are shown on Plate I . The three geologic cross-sections are presented on Plate 2. These cross sections were used in our slope stability analyses. " Laboratory testing of the soil samples recovered from the subsurface exploration. Results of the laboratory testing are presented in Appendix D. • Engineering analyses, including the development of ireatment measures as outlined in this report. • Treatment plans, which were prepared in conjunction with our soils report. 'P I l; 1f: ,~--. i } 1 di I n ~ l 1, :: I:·: I ~~ d J; 'I:; • l I -, • 1 ·1· ( ' ., l -~ ,_ .. . ' 1-· I- I- 1·- 1-· I. 1:: Flle No. 21381.16 May 18, 2007 Page3 • A1nerican Geotechnical, Inc. 3.0 GEOLOGIC CONDITIONS 3.1 Geologf c Setting The property Is located within the narrow coastal plain of the Peninsular Ranges geomorphic province of southern California. Flat-topped mesas dissected by numerous canyons and alluvial valleys dominate the southern California coastal plain geomorphology. The coastal mesas were formed by wave-cut erosion, and in geomorphio terms they are known as abrasion platforms or marine ' . terraces. The marine terraces were uplifted relative to present day sea level by tectonic forces, and have since been eroded by numerous temporal streams and rivers that have created the many canyons and alluvial volleys in the area . The coastal plain of southern California is predominately underlain with sedimentary rocks derived from detritus eroded off the Peninsular Ranges Batholith located to th_e east. According to published geologic maps of the area· (Tan and Kennedy, 1996), the site is underlain by the Eocene-Age Santiago and Delmar Formations. In addition, two possible ancient landslides have been tentatively identified on the site based on analysis of historic aerial photographs. Except for the localized area of instability in the slope above La Costa Avenue, there have been no indications of instability associated with these possible ancient features. No faults have been mapped on the site and no evidence of faulting was found during our investigation. 3.2 Site Specific Geology Geotechnical investigations performed by our firm and others have revealed that the site is underlain by the Eocene.-Aged Santiago and Delmar Formations, artificial fill, and one or more ancient landslide deposits. Published geologic 1 1} ' ~ , ·1· q I I , :.. Ji I n -:c. i I ": ! ~,; I . ~ ' . • > if \ I ~ ,I I I I I. ,, I I I ,', lq • American Geotechnical, Inc. File No. 21381.16 May 18, 2007 Page 4 · maps of the area show the contact between ihe Delmar Formation and the overlying Saniiago Formation at an elevation varying between about 100 to 120 feet above sea level. However, both formations contain similar green claystone beds that make differentiating beiween the two formations difficult. Consequently for purposes of this investigation, we have tentatively identified all of f he sedimentary roqk encountered at the site as belonging to the Santiago Formation. Generalized descriptions of the geologic units encountered during our geotechnical investigation are provided below. Cross sections depicting the svbsurface geologic conditions underlying the site are provided in Plate 2. 3.3 Artificial FIii (Qaf} Fill material placed during previous grading operations was encountered in each of our exploratory borings. Documented fill was apparently placed under the observation and testing of Benton Engineering. Inc., during 1970, 1973-197 4, and 1976 (Benton Engineering also performed the original geotechnical investigations for several of the surrounc;:ling properties}. The early phases of grading appear to have consisted of cuf/fill operations to create terraced building pads on the exisiing slopes. Aerial photographs taken during construction appear to show cut/fill benches being constructed on the site during grading. According to a compaction report issued by Benton Engineering issued on December 23, 1970, as much as 52 feet of documented sandy and clayey fill underlies the site. Topographic analysis performed by our firm indicates a minimum of 35 feet of fill underlies the lower building pad terrace, and as much as 45 feet or more of fill underlies sections of the slope located above the upper building pad terrace. Apparently, additional phases of grading documented by Benton Engineering were performed during 1973, 1974, and 1976. During and/or before the second phase of grading, Benton Engineering discovered one or more ancient landslides underlying the slopes of the site. At least one or more of the landslides was buried under previously placed fill material. At the time, Benton Engineering . ,· f: u l I"-' t j .I ~ i I :·: I : : ·1 : : . 1 ~ ~ ·1· ' ' . , I I-·~ •' I I .I I I .I I I I I File No.2138.1.16 May 18, 2007 Page 5 • American G.eotechnical, Inc . recommended that remedial grading be performed to either remove the landslide(s) entirely, or that they should be buttressed with a shear key. It is unclear to us, based on the available documents we reviewed, how much of the ancient landslide debris was removed and how much was left in place during the original grading. Our topographic and aerial photo analysis indicates that some ancient landslide debris probably still underlies portions of the site . . 3.4 Tertiary Santiago Formation (Tsa) The Tertiary Age Santiago Formation enc;:ountered at the site consists of light to dark green clayey siltstone and silty claystone. The cl~ystone is prone: to developing landslides, and the claystone and any fill material derived from the cloystone is highly to very highly expansive. The bedding structure of the Santiago Formation in the area generally dips slightly out of slope of less than 10 degrees to the north and northwest. In previous investigations, the-Santiago Formation in this area has been identified and mopped as the Delmar Formation and the Torrey Sandstone. Published geologic mapping performed by Tan and Kennedy in 1996 re-named this rock unit as the Santiago Formation. Therefore descriptions of the Delmar Formation and the Torrey Sandstone contained in previous reports should be considered synonymous with the Santiago Formation. 3,5 Quaternary Landslide Deposits (Qls) The recent landslide that demolished the eight condominium units may have occurred along a portion of a possible ancient landslide. The recent andslide was caused oy extreme high groundwaier development associated with a defective water main fire hydrant ldteral and later, a complete separation of the water main in the street above the landslide. Both water main areas have been repaired. Most of the recent landslid~ debris consists of fill material derived from the Santiago Formation siltstone and claystone. The buried ancient landslide(s) foiled along shear surfaces developed within the claystone beds and 1 111 ... I' • t I I ,,. I .I I I I··.· .. Z,,l • A1nerican Geotechnical, Inc. File No. 21381.16 May 18, 2007 Pqge6 laminations contained within the Santiago Formdtion. The recent landslide was stabilized with a retaining wall and row ·of tiebacks constructed at the toe of the failure adjacent La Costa Avenue. This work was done under the purview of the City of Carlsbad and ifs consultants. Additional improvement measures are presented in this report to provid~ for stabilization of the slopes surrounding the recent failure and to allow for re-construction of the destroyed condominium units. 3.6 Subsurface Investigation As part of our investigation of the recent landslide, eight small-diameter borings , ---' were advanced at various locations within and adjacent the recent lands!ige. --· The boring locations are plotted on Plate 1. The geologic conditions encountered in the borings were logged and soil samples were retrieved for laboraiorr· testing. The boring logs are presented in Appendix B. Slope inclinometers were installed in the borings to monitor the slope movement. The landslide destroyed four of the eight inclinometers before it was stabilized. The remaining four inclinometers are still intact and functioning. Data gathered from the borings and inclinometers was used to construct geologic cross sections that depict the subsurface conditions and landslide geometry. The geologic cross sections are presenied on Plate 2. lhclinometer plois for AGl-5 to AGl-8 is presented in Appendix C. I: ., I I I ,, 1, ·1 I I I I I I I I I I I l I I n I' 11 r·· i I ff'\ / -r ,; 1 J. n ; ! J I n J J tr., -d n J j n ~ i ~ t • J " ~ ;' i -•' i~ • American Geotechnical, Inc. File No. 21381.16 May l8, 2007 Page 7 4.0 4.1 LANDSLIDE TREATMENT RECOMMENDATIONS This reporl ond the treatment plans should be provided to the contractors to obtain construction bids. If a1 all possible, the work should be started this summer and completed before the next rainy season begins. If the contractors have any questions about our treatment recommendations, they should contact 1his office. Prior Landslide Treatments There have been two prior landslide treatments, as follows: 1. Retaining Wall: A retaining wall that includes tieback anchors was constructed adjacent the south side La Costa Avenue at the toe of the landslide. The approximate location of the retaining wall is shown on Plate 1. Stoney-Miller Consultants provided the retaining wall design parameters in their report titled, "Memorandum, Summary of Geotechnical Design Criteria, Landslide Retaining Structure and Earthen Gravity Fill for Las Costa Avenue, Lo Costa Marbella landslide, City of Carlsbad, California" {see Appendix A}. We believe that the retaining wall was constructed in accordance with the Option 1 recommendations as outlined in the Stoney-Miller memorandum. The Option 1 treatment consisied of the construction of a retaining wall having steel I-beams, concrete lagging, and tieback anchors. According to the Stoney-Miller memorandum, the steel I-beams were to be 33 feet long and were to be placed in pre-drilled boreholes. The bottom 15 feet of the steel I-beams were to be concreted in-place using 3,000-psi concrete. The steel I-beams were designed at a spocing of 7.5 feet on center and .extended approximately 9 feet above sidewalk grade. For this upper 9 feet, concrete lagging was to be installed between the flanges of the steel I- beams and the area behind the concrete lagging was backfilled with I' w ... \ I 1 .. ,, 1:: 1· .. ,1; .. 1-- ---- I- I._·· .. 1-· • American Geotechnical, Inc. File No. 21381.16 May 18, 2007 Pages 4.2 compacted fill. A tieback anchor was to be attached to each steel I-beam and the tieback anchor was designed to cony a 250 kip minimum design load. Because of the 7.5-foot spacing between steel I-beams. the tieback force would be 33.3 kips per foot (i.e. 250 kips divided by 7.5-foot spacing= 33.3 kips per foot). The tiebacks were to be inclined downward at an angle of 30 degrees from the horizontal. 2. Landslide Grading: The second landslide treatment consisted of shallow grading of the landslide area wh_ere the demolished condominium units were located and the re-construction of the road at the head scarp area. The bulk of the landslide debris was left in place.' This work was performed in accordance with the American Geotechnical recommendations as outlined in our report dated I\Jovember 30, 2005, and the plans prepared by Burkett arid Wong titled, "Grading Plan For Marbella" {see Appendix A}. This work essentially consisted of the deniolition of Buildings 2405 and 2407, construction of slopes at a 2: 1 (hori4ontal:vertical) ratio in accordance with the grading plan, fhe installation of drainage facilities, and the re-building of f he road located at the head scarp of the landslide. Further details on this work are provided in our reports _dated November 21, 2006, and January 31, 2007 (see Appendix A). Additional Tr~atment of landslide 01.:1r landslide stability analyses are presented in Appendix E and the results are summarized in Table l. The first analysis was for the landslide condition using the pre-failure topography along cross-section 1-l '. We have inserted a high groundwater table into this analysis in order to model the condition at failure. Based on this landslide analysis, we have back-calculated a shear strength associated with a failure condition of c' = 130 psf and qi'= 10° (effective stress analysis) parameters consistent with assumptions by the City consultants at the I 1 l . } -I q ~ > I· 'f ~ ~ i I: ~ } ~ ! I:/:~ 1- I I I I I I I I -' ~ ' I ., . File No. 21381.16 May 18, 2007 Page 9 • American Geotechnical, Inc. time of soldier pile wall repairs. We have used this shear strength for our further landslide analyses. Our next analysis was to use the existing configuration of the landslide along . cross-sectiori 1-1 '. This cross-section is presented in Plate 2 and shows the topography of the slope after the recent grading work described in Item 2 of Section 4.1 was complete. We have also inputted into this slope stability analysis the value 33.3 kips per foot, which represents the stabilizing force of the tiebacks ---. installed during the retaining wall repair (see Item 1, Section 4.1). As indicated in ------. -... Table 1, the factor of safety for this condition is 1.29 (Spencer Method~. Since the factor of safety is below 1.5, we have recommended the construction of a .second row of tieback anchors as shown in Plate 1. Each tieback will have a design capacity of 220 kips with a 1 Q,.foot spacing and hence the tieback force will be 22 kips per foot (i.e. 220 kips divided by 10-foot spacing= 22 kips per foot}. By inserting this second row of tiebac_ks Into the stability analyses, the factor of safety is 1.7 6 (see Table 1). Once the second row of tiebacks has been installed, it is our opinion that the landslide will have a factor of safety in excess of 1 .5 and will be in a stable condition. Structural engineering calculations for this proposed second row of tiebacks are presented in Appendix F and the 1ieback anchor details are shown on Plate 3 and on the treatment plans. ) I J n I ! ' t: Ji [J I '': i-! ' ,( } .... I : i J ; I ~ 1 .. ' I 'i l -~ j. ~ ~ I ..!. i'.- ~ l I .J. .i I I ( l -_\ I I I I I I I I I I File No. 21381.16 May 18, 2007 Page 10 • American Geotechnical, Inc. TABLE l -SUMMARY OF SLOPE STABILITY ANALYSES .. Factor•of..S~ety Cross Section Type of An~lysl~ . ~penc.er M~thQd Back-calculation 1.05 with SM tie back (fully specified 2.40 1-1' failure) with SM tie back 1.29 ( circular failure) with both tie 1.76 backs existing condition 1.48 2-2' with tie back 1.64 existing condition 1.53 3-3' with tieback 2.11 4.3 Treatment of Adjacent Slopes We have preformed slope stability analyses for the slopes located to the west and east of the landslide. As shown in Plate 1, two cross-sections have been developed for these areas. These two cross-sections, designed sections 2-2' and 3-3' are shown on Plate 2. In performing the slope stability analyses, we have inserled a groundwater table and have used a fill shear strength of c' = 300 psf and$'= 26° (effective stress analyses). In our opinion, this fill shear strength is appropriate for the site and It is the same fill shear strength utilized by Stoney-Miller Consultants in their slope stability analyses presented in their May 11, 2005, report Our slope stability analyses for cross-sections 2-2' and 3-3' are presented in Appendix D and the results are summarized in Table 1 . As this data shows, the factors of safety for the slopes adjacent the landslide are less than the required I I I I I .1 I I I I I I I 1. I I I I I n i: H n 11 (-) { f ., 1 a , n ! l d ~ ! . :· i.£ .l n • J ~ l ~ ; • > 1 } ' ,ti ' l , i w :;,, I FileNo.21381.16 Mqy 18, 2007 _Page 11 • American Geotechnical, Inc. minimum of 1.5. Hence, we have recommended that our proposed one row of tieback anchors be extended to the west and east of the landslide in order to increase the stability of these adjacent slopes. Based on our slope stability analyses, the factors of safety· of these slopes once the tieback anchors are installed will be greater than 1.5 {see Table 1 ). Plate 1 shows our recommended location of our tieback anchors to the west and east of the landslide. In our opinion, once this row of tieback anchors is installed, the slopes adjacent the landslide will have a factor of safety in excess of 1.5 and will be in a stable <;:ondition. Structural engineering calculations for this proposed row of tiebacks are presented in Appendix F and the tieback anchor details are shown on Plate 3 and on the treatment plans-. 4.4 Structural Treatrnenf of Units Ad[acent Landslide In conjunction with our proposed construction of one row of tiebacks as shown on Plate l, we also recommend underpinning of the foundations adjacent the landslide. These buildings that we propose foundation underpinning ore shown in Plate 1. Actual construction details on the underpinning are presented on the treatment plans and the design calculations are reproduced in Appendix G. In essence, we propose the construction of grade beams attached to the existing foundation. The grade beams will be supported by 36-inch diameter piers that will be either 14 or 16 feet deep. For Building 2409, we recommend that this building be re-leveled. During construction of the piers, groundwater may be encountered. The contractor may need to use special construction procedures for the piers if groundwater is encountered. I I I I I I I I I I I I I I I I I I I n I' -~ i u n H ['} -f 11 tr l ·! r ll p Ii ~ J n ; I "J n ~ J n d ~ l ~ j -' { \. -·, L I . ; : ! .. J' i1 • American Geotechnical, Inc. Fils No. 21381.16 May 18, 2007 Pdge 12 4.5 Surface Drainage System &. Erosion Control A1 the completion of the treatments as described above, surface drainage and erosion .control will be required. Our recommendations for surface drainage and erosion control are shown on the treatment plans. 4.6 Monitoring Prior to the start and during fhe treatment process, we recommend that the inclinometers installed around the landslide be monitored. In addition, since we will be cutting into the slope in order to install an additional row of tieback anchors, we woul<;:f recommend that two additional inclinometers be installed near the fop of slope at locations between Buildings 2409-2411 and 2411-2413. I n H n 1,· ii I r-t <!\ . I li rl I .! ' J i I ; ! J 1 I n ;i ~ I !fl .i j I ~ 1 ; j I ' ! u .I ' ' I ~ ·• I I I -. I I .. I I '.:!: ! • l I I I File No. 21381 .1 6 May 18, 2007 Page13 • American Geotechrtical, Inc. 5.Q RECONSTRUCTION .OF BUILDINGS 5.1 Buildings After the treatment recommendations discussed in Section 4 have been completed, we recommend that auildings 2405 and 2407 be reconstructed using a special foundation consisting of a structural mat supported by piles (see Plate 1 A). In our opinion, the two buildings can be reconstructed because onc.e the proposed one row of tiebacks has been installed, the landslide will be in a stable condition with a factor-of-safety in excess of 1 ;5. For the reconstructed building, we propose using piles so that any loose or cracked landslide zones will be bypassed with bearing support located at depth. For the new buildings, we recommend 2-foot diameter piles at an approximate grid spacing of 10 feet by 12 feet. Assuming typical structural loading, the depths of the piles needed to support the main building and the detached garage are 25 feet and 20 feet, respectively. The supporting calculations to determine the pile depths ar:e presented in Appendix H. We also recommend 1 • -.. approximately 14-inch thick mat slab for the project. This mat slab should be designed to carry and transfer all the building loads to the caissons. The caissons should be a minimum of 2 feet in diameter. However, the actual mat thickness should be determined by the structural engineer. Concept mat-slab/pile foundation plans for new buildings (Building 2405 & 2407) is presented in Plate 3A. 13 J I . ( ;.. I 'r) I ~: I ~: I. l w \ I I I I I I I I I I File No. 2138'1 .16 May 18, 2007 Pqgel4 Foundation Design • Am.erica11. Geotechnical, Inc. Foundations deriving their support within the bedrock could theoretically be designed as end-bearing piers or friction piles. It is this consultant's recommendation that friction pile criteria be adopted so that conventional belling to increase bearing area is not required, and no special effort need be taken to maintain a clean bearing surface prior to the placement of concrete. Friction piles are also preferred since they better distribute the structural loads within the undedying soil mass. Criteria for design of friction piles nas been included in the Appendix H. This:load criteria may be increased 1 /3 in consideration 9f transient loads of short duration. For friction piles, care must be taken to ream the pile excavaiion within the bearing zone in order to clean the excavation sidewalls of any smear resulting from the drilling practice. Lateral load resistance in competent fill may be designed using a value of 1 50 pounds per square foot per foot of depth below the ground surface. Within the 20-foot horizontal' distance from the bottom, outer edge of the foundation to an unconfirmed descending slope face, all lateral support should also be ignored. Above the 20-foot intercep1, an active Equivalent Fluid Pressure (EFP) of 65 pounds per cubic foot (pcf} should be applied over an equivalent width of 3 pile diameters. The tributary area for pressure distribution resistance in front of each cast-in-place pile is equal to 2 diameters of piles. I q 1./i -d ~(·) .. ;i b I :i q I ·; 'f I'.'. I:; '! l I Ji ;T 1, l.i . ~ I.; ii..-J I / . .(' ·; l·-- 1" I·· I- I·· I .. I·: I·· I·· ,o • American Geotechnical, Inc. File No. 21381.16 May 18, 2007 Pagels Miscellaneous Foundation Design Foundation support for non-critical structures and away from the slope can best ·be derived by deepening into competent fill. This office should be contacted during the foundation excavation in order to confirm proper embedment into competent fill. Foundations should be designed according to the following criteria: Minimum depth (measured from lowest adjacent compacted grade) Minimvm widih 2.0 feet 1.5 feef Bearing pressure a. Sustained loads b. Tofol loads (including wind or seismic) Resistance fo lateral loads a. Passive-soil resistance wifhin competent fill b. Coefficien1 of sliding friction l ,200 pounds per squore foot (psf} 1,600 psf 150 pounds per cubic foot (pcf) 0.35 The allowable bearing pressures are for dead plus long term live loads and include a factor-of-safety of at least 3.0. Footings can be designed to resist lateral loads by using a combination of sliding friction and passive resistance. The coefficient of friction should be applied to dead load forces only. The upper 2 feet of passive resistance should be neglected where the soils are not confined by slabs. n I L !f'l I ·1 !· ·!. d ~('> 1-1 r n I '! ~ L I n ' J j . rf ' Ii; n I u P: 1 I " ! ff ,, I I w .: \ J I I I I I I . ' I I -. 1,. o\ • American Geotechnical, l11.c. File No, 21381.16 May 18; 2007 Page 16 5.2 Footings designed and constructed in accordance with the foregoing criteria are expected to settle less ihan one inch. Differential settlement of approximately half of total settlement is expected. Appurtenant flaiwork should be established over a compacted surface. Unless otherwise dictated by the structural considerations, slabs should be at least 5 inches net thickness with edges increased to at least 9 inches. Reinforcement should consist of at least No. 4 bars at 16 inches o.c.e.w. centered in the slab. At ·least two, No. 4 bars should be placed within 6 inches of the perimeters. The concrete should be cast over at least 4 inches of compacted rock base and , . subgrade presaturated to at least a depth of 12 inches. Control joints should be cut or tooled to at least 1.5 inches and should be spaced not farther apart than 12 feet or l.25 times the narrow dimension of the concrete (e.g., the walkway width). Joints should also be placed at the reentrant corners in accordance with good construction prac1ice. Expansion joint material (3/8 inch minimum) should be placed where ever flatwork concrete abuts the existing concrete such as at the quilding, retaining wall, curb, etc. RETAINING WALLS Design Wherever retaining walls are planned, they should be designed to resist an E;Jquivalent fluid pressure of 50 pounds per cubic foot for level backfill and 65 pounds per cubic foot for 2: 1 (horizontal to vertical) backfill. Appropriate allowances should be made for anticipated surcharge loading. It is assumed that the project engineer will incorporate an appropriately designed wall backdrain system for the purpose of mitigating potential for hydrostatic and/or seepaQe forces. It is also assumed that a predominantly granular, non-expansive backfill will be provjded. The uppermost 1.0 to 1.5 feet should be backfilled with native, more cohesive material to minimize surface infiltration. I T J n l ··:t ,1 1 I n . ' ~ l ·I~ r d I;; I:; I~~ I / ' ........ ... \ / 1.: 1-· 1 .. 1 .. I I~. ,., ,,, 1. File No. 21381.16 May 18, 2007 Page 17 • A-inerican Geotechnical, Inc. The foundation for the r~taining wall should be designed to incorporate with the mat slab as described in Section 5.1. The actual design should be determined by the structural engineer. It should be pointed out that the use of heavy compaction equipment in close proximity to retaining Walls can result in excess wall movement and/or soil loadings exceeding design values. In this regard, care should be taken during backfilling operations. If walls are restrained against free movement by structural detailing, such as return walls or basement wc:ills, the active values given in the basic criteria should be increased. Alf hough actual increase depends on the degree of restraint, 50 percent is recommended for design purposes. Waterproofing If retaining wails form portions of the building interiors, very special consideraf ion should be given to waterproofing of the walls to prevent damage to the building interior. Unless dampness is acceptable on the exterior wall faces, waterproofing should also be incorporated into the exterior re.taining wall design. Even though groundwater'is not expected to be a problem at the site, extreme care should be exercised in sealing walls against water and water vapor migration. Where re1aining walls ore planned against interior space, continuity should be provided between the aforementioned wall moisture proofing on the back of the retaining walls and the moisture barrier typically placed under the slab areas. This waterproofing is necessary to prevent the foundation concrete from acting as a wick through which moisture migrates to the interior space despit~ wall moisture proofing. This condition is illustrated in Figure 1 along with I ~; . ; : ! I -. "" 1 I -J '1 1 I .. :. } I 1 . . ) I I -~ ' . I I I I I I I I I ORDINARY DETAILING Light geofabric . Clean granular backfill . ..,..._......__ ---::;:;-.,,,._...___. ---.............,. ______ Shaped mortar bed· graded at 1 % to facilitate drainage IMPROVED DETAILING Multi-layered water- proofing system per architect extends to heel of foundation Continuous 1 O-mil pf astic sheeting 1/2 Inch foa protection board Retaining wall design by ~Structural Engineer DAMPNESS &EVAPORITES NEAR WALL Reinforced concrete slab Protective sand cover Plastic moisture membrane --- Foundation surface moisture-proofing placed continuous across foundation surface and down face and heel of foundation such as "Thoroseal"; mix with 1 part "Acryl 60" and 3 parts water, apply with medium stiff brush at rate of 3 lbs. Thoroseal per square yard; after set apply second coat at rate of 2-3 lbs. per square yard. Foundation surface preparation and a application of slab should be conducted under the observation of a representative of the project engineer. Protective sand cover 2 layers 10-mil plastic sealed at all splices and around plumbing. Seal to foundation in overlapping fashion as shown Retaining Wall Moisture-Proofing Figure 1 AMERICAN GEOTECHNICAL FN. 21381.16 MAY2007 ~1 .I ; i I ; t n ·I < j, Z I I C: ~ l I : ; : 1 I .. . ! I· . 5 -. 1 I .. , I I I I I 1· I· I I I '31+ • American Geotechnical, Inc. File.No. 21381.16 May 18, 2007 Pagel9 suggested details to mitigate the problem. This type of detailing could also be adopted for sensitive exterior walls. The architect or structural engineer should develop the actual waterproofing details. 5.3 CONCRETE All concrete at the site should use at least Type.:.11 (Type-Y preferred) cement with a maximum water/cement ratio of 0.50 (0.45 preferred). The concrete should be properly finished and cured to minimize the risk of shrinkage cracking. One-inch hard rock mixes should be provided. Pea-gravel pump mixes are specifically not recommended. The contractor should be responsible for supplying to the owner . . . concrete mix designs. True slurry should be limited to 5 inch, maximum. The supplier could use an appropriate water-reducing agent to increase workability. We suggest for slab concrete that consideration be given to the use of a suitable shrinkage-reducing admixture (e.g_., Grace, "Eclipse") dosed for maximum benefi1. The supplier should also provide long form delivery tickets describing ac;tual mix proportions and water-to-cement ratio. The tickets on each batch should also clearly indicate the maximum amount of water which can be added at the site. The contractor should provide designs, place, finish, and cure concreie in accord.once with all ACI recommended procedures. The contractor should refer to the ACI 1982 publication "Slabs-on-Grade." If a chemical curing compound is utilized, it should be compatible with the proposed floor coverings. As an alternative to a .chemical curing compound, the slab areas should be kept thoroughly moistened by misting until the initial concrete sets, after which the concrete surfaces should be covered with plastic sheeting for at least two weeks. Suitable joints should be provide<;f to control the cracking. The owner should consider retaining a qualified materials testing laboratory to verify conformance with the specifications. 1n I:: ~ , q I·~ ~n 1J q I;: =! 1 I~ i I ~ 1 . ; 1 l I: • l . , I:; "l 1-i -: 1.r1 .r-,. 1-· I .. 1., I I 1-· I I .. I- os • American Geotechnica:l, Inc. File No. 21381.16 May 18, 2007 Page 20 6.0 COMPACTION & GRADING RE.COMMENDATIONS As previously mentioned, we 'have performed c;:ompaction and grading operations associated with the installation of drainage facilities and the construction of the road at the top of the landslide (see American Geotechnical reports dated November 21, 2006, and January 31, 2007). We anticipate that additional compaction and grading work will be limited to minor grading associated with the construction of the tieback anchor system as shown in Plate 3. Additional minor grading and compaction will be required for areas where new concrete appurtenances are to be constructed within the landslide repair area. The compaction and grading work should be performed in accordance with our specifications presented in Appendix I. ~ ., I i; a:: I ~: • l I' /' \ .:.-• \ I I -, 1-, 1-- 1-· I,- I I .. ~~ • American Geotechnical, Inc. File No. 21381.16 May 18, 2007 Page 21 7.0 CLOSURE The treatment work as described in this report is intended to improve the stability of the landslide and adjacent slopes. as well as provide underpinning io those units affected by the landslide. No repair work is proposed for areas outside the limits as defined in this report. As such, no warranty in any respect is made as to the performance of the slopes outside the area of repair. If any slope movement or o1her types of damage occur to areas outside the area of repair, the geotechnical consultant should be contacted for review. The con1ents of this report have been prepared using standard geotechnical engineering principles and practices. The work h9s bee·n performed in accordance with the standard of practice for geotechnical engineers practicing in this or similar areas. No warranty is expressed or implied . . ' ,., I·· I-· 1·. I . I -: I·,· .i File No. 2138l.16 May 18, 2007 APPENDIX B Boring Logs Z7 • American Geotechnical, Inc. I: I I;; " 1 I ' j -f I -; ·1w -1-' / I I 1-· I I I I I. AGB-1 / AGI~ 1 File No. 21381.16 Boring No. Sheet: · Project Name: la Costa De Marbella Start Date: 3l]SIOS Location: Between 2407 and 2405D End Date: 3/15/05 Total Depth: 70,0' Rig Type: Est. Surface Elevation: location Profile See Site Plan Field .Description By: KR . Depth Sample Blow Surface Conditions: Cracked Asphalt In lype Count .Feet Subsurface Conditions: 50.0 ~ FILL - 52.0..: @2.5' Clayey SILT, grayish green/green, molst. loose : @6.0' Clayey SILT, green, grayish green. moist, loose 54.0 - 56,0 ..:_ @7.5' Clayey SILT with areas of CLAY, grayish green. slighfly moist, loose/sof1 58.0 ~ WEATHERED FORMATION -~ @10.0" Same as above 60.0 _: . = @ 12.5 Sanlioge Formation, clayey SILT/silly CLAY. grayish green, slighlly moisl. loose/medium stiff 62.0-: @ 15.0' Silly CLAY. dark olive green, medium stiff, slightly mois1 : ,64.0 -: @ 17.5' Some-as above,. very stiff, slightly moist 66.0~ @20.0' Some os above, .olive brown, very stiff, sligh11y moist 68.0-:. FORMATION 70.0-: @30.0' Sanliage,.cloyey SILT, pale green wllh Feoz (orange staining!. slighlly moisl. dense 72.0-: @40.0' SIity CLAY. olive brown. slight increase in moisture {damp} 74.0 ~ @50.0' Clay with SILT. light olive brown, mois1 76.0-: NOTES: Very hard @ 54.0' 78.0-: Loosens up of 55.0' @ 55.0' -no logging -@ --55.0' -70.0' hit al unknown deplh 80.0 ..= lncllnometer installed al 70.0' : 82.0 --:: 84.0-: -86.0-= : 88.0.: . 90.0-: 92.0-: 94,0-: 96.0--: 98.0-:: 100.0.: • American -Large Bag Geotechnical, Inc. ~ Ring Sampler r~ I ii I· n-: i ~ f (~) I ~ . f l } AGl~i File No. 21381.16 Boring No. Sheet: Project Name: La Costa De Matbella Start Date: 3l15/05 Location: Slope on La Costa Avenue, north of 2407 & 2405 End Date: 3/15/05 "'1 I 1 1 Total Depth: 36.0' Rig Type: Est. Surface Elevation: Location Profile I q : : < ' See Site Plan I n ,l i I .'! 1 " > ~ ' I' < • Field Description By: KR Depth Sample Blow Surface Conditions: Vegetated Slope in Type Count Feet Subsurface Conditions: ,- 50.0 -:: • l I r ' = Fill . 52,0-:: 0.0'-10.0' Sandy CLAY wllh sill, mottled greenish gray, moist, medium.stiff 54.0-:: WEATHERED FORMATION : @10.0' Sandy CLAY, green. sllff 56.0-:: I { i .,:---/ 58.0-:: @14.0' Waler 60.0-;: @14.0' Medium grainec;I SAND, wel, loose 62.0-: @20.0' Hard material 1. 64.0 -:: NOTES: No loggin~ post 20.0' lnclinome er inslalled al 36.0' 66.0-: No samples taken : I 68.0-:: 70.0-: : r,2.0 .= I 74.0 '": 76.0 _; 78.0-:: I -80.0 -:: : 82.0-: 84.0-= I --86.0-: 88.0-:: . I 90.0 ~ - .92.0..:: .: 94.0-: = I 96.0-: 98.0-= 100.0- I • American -Large Bag Geotechnical, Inc. ~ Ring .Sampler I ,, I ~o :!" l 1· 1: ~ ' .r-) I' ti' .. i Boring No. AGB~2A File No. 213.81.16 Sheet: Project Name; La Costa De M~rbella Start Date: ~L1SL05 Location: Slope north of buildings 2405 and 2407 End Date: 3/15/05 I ~ } : i Total Depth: 30.0' RigType: Est. Surface Elevation: Location Profile •. I 5 it ! .t } See Site Plan 1· • 1 ~ : I ~ l ~ , I -l • i Field Description By: KR · Depth Sample Blow Surface Conditions: in Type Count Feet Subsurface Conditions: 50.0-: FILL I 52.0 -3.0' -4.5' Clayey SAND. mollled greenish gray, oxidized moisf. loose to medium dense, some roots -to 1 / 16 of an inch diameter 54.0-= 6.0' -7.5' Some os above - -1 56.0-:: FORMATION 1· f \ •) -~~, I 58.0-:: 9.0' -10.5' Green, moist, medium sliff, veins of gypsum. some spots to l /8" of on inch diameter = oxidation . 60.0-: 12.0' Water, orangish gray, wet. loose, medium grain sand : I I 62.0-: Coving ol 12.0' 64.0 ~ 20.0' Hard material 66.0-: NOTES: Seepaie at 12.0' -13.5' 68'.0-:: Boring erminaled al 24.0' because of caving. no inclinometer installed : 70.0-= : 72.0-:: : I 74.0-= 76.0-: - 78.0-:: I 80.0-:: 82.0-:: 84.o-:: 1· -a~.o-: 88.0-: · I 90.0 -:: = 92.0-:: 94.0 .: I 96.0- 98.0-: · ~oo.o--= I •• American -Large Bag Geotechnicdl, Inc. ~ Ring Sampler I 't I I I I n •j. • 1 a i U V ('\ ~ ·' I ·~ f ; ! 'l .J. , AGl-3 Fite No. 21381.16 Boring No. Sheet: Project Name: La Costa De Marbel.la Start Date: 3l2]/05 Location: In front eorch adjacent unit 2407C End Date: 3/21/05 'I f'l ! f • i Total Depth: 50.0' Rig Type: Est. Surface Elevation: Location Profile I ~ l ; r .l J; See Site Plan I n : : .i j I· !!. 1 1 1 ~ , I 7 1 ; J J Field Description By: KR Depth · Sample Blow Surface Conditions: Concrete flat work approximately 6' south of front entry In Type Count Feet Subsurface Conditions: 50.0 -:: ~ . ,, , j -\ I / .~ 52.0-:. Fill -0.0'-14.0' SRty SAND, light brown, slightly moist to moist. medium dense to dense. 54.0-: 14.0' -25.0' -35.0' Londsfide debris, suly CLAY, medium brown, soil to firm. disllncl contact with - 56.0-: underlying dork green formation with striations along basal contact -probable : slip.surface exact dep,th undetermined, moist to very moist. where soft controlled 58.0-: laminations with sma t sandstone pebbles mixed in. 60.0.: FORMATION -25-35' -50.0' Sffly CLAY. dark green, moist, firm I ·11 62.0 ..= NOTES: Boring terminated of 50.0' 64.0:. Groundwater al 35.0'. 8" below porch surface tncrinomeler Installed with bottom depth = 50' below porch surface 66.0 ~ Bottom 5.0' of borehole @led with cave-in slough prior lo grouting -No samples taken 68.0 -:. Al N9W botlomreoding depth = 48.0' -70.0-:: 12.0-=: I • I 74.0-- 76.0-: 78.0-= -I 80.0-: - 82.0-: 84.0...: I 86.0-: : 88.0-:: I ·90.0-:: 92.0-: 94.0...: I 96.0-. 98.0- 100.0..:: I • American -Large Bag Geotechnical, Inc. ~ Ring Sampler I· 'l' "1 I ; ,, u I p '' !l. i [) I } : " t AG_B-3A FIie No. 21381.16 Boring No. S.heet: Project Name: La Costa De MarbElll~ Start Date: 3L16/05 Location:. 2405 #C La Co~ta End Date: 3/16/05 I n ' ~ l Total Depth: 23,0• Rig Type: Est. Surface Elevation: Location Profile I p : : J j. See Site Plan I q d . l!! l I ; :i. j I ~ t i i Field Description By: KR Depth Sample Blow Suriace Conditions: Concrete flat work approximately 6' south of front entry In Type Count Feet Subsurface Conditions: 50.0-: FILL : 1 I a J 52.0-: 2.0' -3.5' SU!y sandy CLAY, Wilh pieces dfbrown fol clay, green lo greenish gray. slighlly moisl, sofl to medium stiff, some oxidation, some gypsum groul 54.0-, 5.0'-6.5' Defense fill. same as above : • 1 56.0 -. 8.0' -9.5' Fifi some as-above I 1' i ,, -,, I -58.0 -11.0' -12.5' Defense 1111. same. as above 60.0--WEATHERED FORMATION , 62.0-: 14.0' -15.5' Sffty CLAY, dar~ olive green, slightly molsl, stiff, some gypsum growth I 64.0-: 17.0' -18.5' Defense ·66.0 _. 20.0' -21.5' Sandy silty CLAY, olive green Wilh orange, Fe02 staining, medium dense, moisl . ' I • I 68.0 --NOTES: Water al approximately 23.0', caving.al 22.0' . ' No inclinomeler installed 70.0 -Boring lerminaled of 23.0' 72.0-: ' . I 74.0-: ; 76.0 ~ 78.0-: I 80.0-: 82.0..: -: 84.0-: I ' ' 86.0-: : 88.0-: - I ,90.0- 92.0: 94,0- : I 96,0-: : 98.0 .a.: ~00.0..: I • Americdn -Large Bag Geotechnical, Inc. ~ Ring Sampler I ,,. 1 I ; i: ~ l : ' I • J n ~'. / I· : 'i AGSB-4 (AGl:-4) File No. 21381.16 Boring No . Sheet: Project Name: La Costa De Marbella Start Date: 3L22LOS · Location: End Date: 3/23/05 I ~ l .. Total Depth: 36.0' Rig Type: .. Est. Suriace Elevation: Location Profile ,z t. I ~ ' See Site Plan I :: t I : 1 •. I ' f Fielo Description By: KR Depth Sample Blow Surface Conditions: in Type Count Feet Subsurface Conditions: -' I '' 50.0-:: FILL 52.0-: d.O' -4.0' SUly SAND wilh some clay. light brown lo tan, moist, mixed with silly SAND. lighl gray and moist 54.0-: 4,0'-6.0' sandy CLAY, orange, very moist. sofl (drill cuflings) I I \ ., .~ 56.0-: 6.0' -7.0' Slightly silly SAND, lighl yellowish brown, very moist. medium grained : 58.0 ~ 7.0' ~ 7.25' Silfy SAND with some clay, medium gray. very moist, very fine grained 60.0..: 7.25' -10.0' Sandy CLAY. orange to brown. very moisl. soft (drill cuttings) I 62.0-': 10.0' -14.0' SH lb Clay, Olive Gray To Green, Very Soll (Drill Cuttings), very moist. contains sand size and -64.0-: pe ble size groins of formation sntstone 66,0-: 14.0' -16.0' Color chan~es to sli~hlly darker and greener. also less moist (moisl) and becomes firm to : stiff (drill cut lngJ, slig fly slltyclay I I 68.0-:: 16.0' -18.0' Clayey SILT. color changes to ffghler slighlly brown lo gray, moist, firm lo stiff (drill culling) : 70.0-: 18.0' -22.0' Clayey SILT, color change io sfighfly gray to brown. moist. firm to slitt (drHI cullings) 72.0-:: 22.0' -24.0' Very fine sandy and·silly CLAY, lighl brown lo Ian. moist. firm (drill culfingsJ 74.0-: 24.0' -25.0' SANO-content increases. sffly SAND with some cloy and color changes fo lighl yellow lo 76.0-: ton, moist I 78.0-: 25.0' -32.0' SAND-content increase and becomes coarser groined (medium grained silly SANDI. 80.0..: yellow lo tan, very moist lo almostwet with consistency simnar lo grifly soft serve ice -cream (drill cu11il1gs) 82.0~ · 32.0' -34.0' Groundwater I 84:0-: 35.0' -36.0' Mudslone, olive green, dry lo damp. moderately to well induraled (inlacl Shelby tube 86.0 -somplef : 36.0' Drilling becomes dilflcull -probably-moderately lo well induraled mudslone/sillslone 88.0--: I 90.0-:· @38.0' MCE defense geolech took o CA-modified spilt ring sample 92.0..: NOTES: lncl!nomefer Installed Inside borehole al= 350, bottom reading deplh = 49.0' . 94.0 - I 96.0-:: · 98.0..: 100.0-= I • American -Large Bag Geotechnical, Inc. I!:] Ring Sampler I I ,r 1 I ·; ; ' I_;; -. ' I_; l·w \.. I I I I I I I I I I AGl-5 File No. 21381.16 Boring No. Sheet: Project Name: La Costa De Marbella Start Date: 2L19/.06 Location: 21.5' in front of unit 2.409 0 garage End Date: 9/21/06 Total Depth: 72.5' Rig Type: Est. Surface Elevation: Location Profile See Site Plan · Field Description By: KR Depth Sample Blow Surface Conditions: in Type Count Feet Subsurface Conditions: ·so.o -0.0"-3.0" : Asphalt concrele rood poverrienl 52.0-: 3.0"-6%" Bose silly and sandy GRAVEL, medium brown, slightly moist : 54.0..:: FILL . 56.0-:: 6 1/2" Silly CLAY with gravel chunks. Del Mar Formation SILTSTONE and MUDSTONE. mollled olive -green with some fan 58.0-: . -7.0' Cuttings become dark green, _silly and clayey SAND 60.0-: @8.0' Very fine SANDSTONE gravel, light gray-green. very hard. well cemented 62.0 ~ 13.0' Sandy and silly CLAY, light brown, moist - 64.0.: Sllty CLAY, medium olive green, moist with fine gravel and pebble size chunks of Del Mar . 18.0' 66.0-Formation SANDSTONE/MUDSTONE -68.0-: 26.0' Becomes slighl!y darker green 70.0-: 27.0' Cullings and soft silty CLAY (much softer), dork green-brown 72.0 -: SANTIAGO FORMATION 30.0' DrTiling becomes "lighfer". dark green-brown silly CLAY cuttings (Formation clayey 74:0-:: SILTSTONE/MUDSTONE) : 76.0-: 35.0' Color changes. lo dark brown ·18.0-:: 40.0' Medium brown silly CLAY cuttings (Formafion clayey SILTSTONE/MUDSTONE) : 80.0...: 50.0' Becomes slightly t~hter brown silty ClA Y cuttings (Formation clayey 82.0-:. SILTSTONE/MUDST NE) also fess moist and more shff, drilfing becomes "lighter" and slower 84.0 -:: 65.0'-1'2.5' Medium olive areen, slightly sandy ond silty CLAY CUTTINGS (SANTIAGO FORMATION -SILTSTONE/MU STONE) 86.0.: @72.5' Boring terminated, water at 47.5' al 24 hours, 37.8 al 48 hours, caving al 42.0' (9/21/06), - 88.0-inclinornefer lnstalled·with bottom anchor lo 71.0', annulus backffiled Portland cement and bentonlle grout, well cover installed also, boring was re-drilled to_ with 10.0" 90,0 -:: auger due to caving prior to Installing Inclinometer = 92.0 -:: 94;0-: : 96,0-: 98.0-: ~ ~00.0..:: • American -Large Bag Geotechnical, Inc. l!!!:I Ring Sampler q I .! ' 1t I n l i r-· ~' ) I : ' '' ~ I AGl-6 File No. 21381.16 Boring No. Sheet; Project Name: La Costa De Marbella Start Date: 2l] 2/06 Location: 22.0' in front of garage of unit 2425 D End Date: 9/20/06 I n i l Total D~pth: 80' Rig Type: Est. Surface Elevation: Location Profile I q ~ I See Site Plan I q . ' ~ i • .. •, I ~ i . ' ; r ~ J I "l < j Field Description By: KR Depth Sample Blow Surface Conditions: Level asphalt concrete roadway in Type Count Feet Subsurface·Cooditions: 50.0: 0.0"-2 ½" Asphalt concrele road pavement • 1 I -j -52.0-: 2½"-7.0" Base silty and sandy GRAVEL medium brown. sfighlly moist, dense 54.0-: FILL 56.0.:: 7.0" -5.0' Sandy and silly CLAY, molfled olive green and brown. moist -1 - I w ,\ I --8.0' Small pieces and fragments of gypsum veins in cuttings 58.0.:: 60.0.:: 10.0· Silty CLAY with block partially decayed'branch approximately 3.0" long, cutlings are . moist, moflled medium brown and olive green I 62.0-:: 12.0' -13.0' Color·changes lo light tan lo brown (silty CLAY or clayey SILT) . 64.0-:: 13.0' -15.0' Silly CLAY with pebble and fine gravel size fragmenls of Sanliago Forma1ion : 66.0 -:: SILTSTONE/MUDSTONE. llghf oRve green I 68.0-: 15.0' -28.0' Allernaling layers (fill liffs?) every 1-2' of medium olive green silly CLAY and medium brown silly SAND 70.0-:: @-28.0' Lighl to medium olive green brown silty CLAY cuttings. moist (foITT1alion SILTSTONE/MUDSTONE) 72.0...: Sanliago . I .74.0-FORMATION : 28.0' -45.0' Cuffings li~hl lo medium olive green brown, slighlly moist lo moisl, silly CLAY (Formafion 76.0 -clayey SIL STONE/MUDSTONE) - I 78.0-: 45.0' -64.0' Color gradually becomes less green and more brown (olive-brown), silly CLAY cullings : (Formation clayey SILTSTONE/MUDSTONE) 80.0-: : 64.0' -68.0' Color changes to .ligh1 rose-chocolole brown, silly CLAY cuttings (Formation 82.0-: SILTSTONE/MU0STONE) I I 84.0-: 68.0' -84.0' Color cha~e to medium offve green-brown, silly CLAY cu flings (Formation : SILTSTONE/ UDSTONE) 86.0-: -@84.0' Borin~ lerminaled, no groundwater, incfinomeler installed with bottom anchor at 79 .5' 88.0 ~ annu us backfilled with Portland cement and benlonile groul, well cover also installed, 90.0 -: boring was re-drilled to 80.0' with 10.0" HAS due to caving overnight prior lo instalfing incfinometer 92.0-: - 94.0.:: I 96.0 ~ - 98.0 - ~00.0 - I • American -Large Bag Geotechnical, Inc. ~ Ring Sampler I I ri-1 l l :r1 1 . I i ,, n (''i j I I . f d AGl-7 File No. 21381.16 Boring No. Sheet Project Name: La Costa De Marbella Start Date: 9L12lQ6 Location: 8.0' in front of garage of unit 2403 C End Date: 9/20/06 -I ~1 .i ¥ Total Depth: 75' Rig Type: Est. Surtace Elevation: Location Profile :q I . ! C } See Site Plan I r.: 1 d I : f ~ j I q . i d Field Description By: KR Depth Sample Blow Surface Conditions: Level asphalt concrete roadway In Type Count Feet Subsurface Conditions: I i 1 , i 50.0-: 0.0"-31/o'' Asphalt concrete road pavement : 52-0-:. 3½"-7½." Base, medium brown. silly and sandy GRAVEL. slightly moist, dense : 54.0-: FILL -' I L...J _,. I 56.0-: 7 ½"-12.0' Allernaling layers approximately 1-2' lhick of mollled, ofive green, slightly sandy and snty CLAY wilh grovef'size fragments of formation siltsfone and mudslone and medium 58.0 .: orange brown silly SAND 60.0 -12.0' --20,0' Santiago formation. silly CLAY (cullings), lighl lo medium olive green, slightly moisl lo -moisl - I 62.0: 20.0' -23.0' Culfings become slightly less moist and more stiff 64.0-:: 23.0' -34.0' Color darkens slightly (medium olive green, sffly CLAY cuttings) 66,0 -:: 34.0' -40,0' Color changes lo slightly brown to-oHve green and then to olive green brown I I : ; 68,0-: 40.0' -44.0' 70.0-: Color changes lo light rose -chocolate brown, silly CLAY 44.0' -60.0' Color change3s to dork olive gray green, silty CLAY cullings 72,0 .-= @50.0' Drilling suspended for lhe day -lo be resumed tomorrow 74.0-: -65.0' -75.0' Cullfngs ore d9f'k olive gray green, silty CLAY (Formation SILTSTONE/MUDSTONE) 76.0-:: -@75;0' Borini lerrninated, ·no groundwater, inclinometer with bollom anchor set al 71.5' annulus 78.0-= bock rited with Porlland cement and bentonlle grout, well cover also installed -I eo.o·~ 82.0 -: 84.0 _; I - 86.0 --88.0-: · : I ' . 90.0-:: 92.0-= - 94.0..: ~ I 96.0-: · - 98.0-: - ~00.0 ..= -I '' • American -Large Bag Geotechnical, Inc. I!!:] Ring Sampler I ·1 ii I-I i 1-· .. '\ I ,,-._ ..;..J • \ -J I I I I I I I 1- AGl-8 FIie No. 21381.16 Boring No. Sheet: Project Name: La Costa D~ Marbella Start Date: 2L2JLQ6 Location: 19.0' in front of garage of unit 2429 A End Date: 9/22/06 Total Depth: 851 Rig Type: Est. Surface Elevation: Location Profile See Site Plan - Field Description By: KR Depth Sample Blow Surface Conditions: In . Type Count Feel" Subsurface Conditions: 50.0-: 0.0"-3 ½" Asphalt concrete road pavement 52.0-: 3½"-7\/," Road base, silly and sandy GRAVEL, br9wn. moist, dense 54.0 ~ FILL '" 7½"-18.0' Silly CLAY with-Wsavel size lra~menls of Santiago Formation, SILTSTONE/MUDSTONE, 56.0 _; -alternating fill II s-approxima ely 1-2' thick of olive brown and light olive green, moist .58.0-: 18.0'-25.0' Silty·CLA.Y, alternating 1-2' thick layers of light ofive green. moist, and moist medium 60.0 ~ orange lo brown, sllghfly clayey and snty SAND -25.0' -32.0' Silly CLAY cuttings, light olive ~reen, moist, uniform composition, drilling becomes 62.0 ~ "lighter", color becomes sligh ly and progressively darker and slightly brown wilh depth 64.0-: 32.0'-38.0' Color changes bock lo light lo medium olive ween, slighlly moisl to moist. silly CLAY 66.0-= cuttings (Santiago Formation SILTSTONE/MUDS ONE) -68.0-: 38.0' -46.0' Color changes gradually lo slightly darker olive green and green to brown 70.0 ..=_ 46.0' -50.0' Color becomes olive I<;> brown {sflly CLAY cuttings) 72.0-: @SQ.O' Boring suspended for the day lo be resumed tomorrow o.m. -74.0-: 50.0' -85.0' Snty CLAY, cullings ore cream lo light green. wel. very soft and mucky 76.0-: @85.0' Boring "fenninoled, groundwater. groundwaler at 33.0' 78.0 -:: NOTES: Inclinometer inslalled with bollom anchor sel at 81.5', annulus backfilled wllh Portland 80.0-: cement and bentonile grout well cover also installed, dummy probe was run down the incllnometer-prlor to grouting lo ensure proper installation and groove alignment -tile : pipe checked ouf okay 82.0-: 84.0-: ; 86.0-:: -88.0-: - 90.0 ~ 92.0-:: ; 94.0-= - 96,9-: 98.0-: 100.0- • American -Large Bag Geotechhical, Inc. e::i Ring Sampler -1 I :w • ,, I I 1. I I I I I I " I .. .File No. 21381.16 May 18, 2007 • American Geotechnical, Inc . APPENDIX F Tieback Anchor .Block Design Calculations I 1n ~ i r\-) I : i In . l .; l 1 · 1 . ' j !' In . ' ! ) I :·1 • l .j J I ; l i ' • j I '( 1 l ~ i I "/ . ....J ' ·-I I I I I I I I . ; I I TIEBACK ANCHOR BLOCK DESIGN File Number: 21381~16 File Name: La Costa de Marbella Anchor Block Length = Anchor Block Width = Anchor Block Thickness= Lognitudinal Reinforcement= Transverse Reinforcement= DESIGN CRITERIA DESIGN SUMMARY 10 feet 8 feet 20 inch #8 bars@ #7 bars@ #4 bars@ 12 inch@ top & bottom 12 inch o.c. at bottom 12 inch o.c. at top Tieback load per foot = Tieback Spacing, s = Service L~ad per Tieback, P = c=:mkips/fi c=J:illftoncener 220_ kips CHECK BEARING PRESSURE Allowable Bearing Pressure= ~psf Anchor Block Width, II' = c=:=J:1 fi Bearing pressure, er= P(i03)/[(w)(s)l= 2750 psf < 6000 psf[OK] ANCHOR BLOCK DESIGN Clieck for Wide Beam Shear (One-Way Shear) 1 374 kips w 4.68 ksf d l !----1-21 inch L--------'----' s~ The critical section for wide beam shear occurs at a distance d from t11e face of the bearing plate. So shear at critical section, Try d = """I ---0-.9-97--,2lft = 11.97 inch V., = [(s/2-b/2)-d](w)q,, = 131.00 ksf ,t, V c = [0.85(2)sqrt(fc)(i44)/103](d)(w)"' Used"" I 12 !Incl, 131.01 ksf American Geotechnlcal Page 1 of3 APRIL2007 By:JH I 1{1 r I t I p ll.1 (} I If . 'I I ,i t ~ I q d I !fl ~ ! J i I ~ 1 ·, ,i. I I q '; i l ' ,. I ~ 'l ! • I I t? 1 ' . ; I -t ,f \ -· ;~ ! I . ' I I I I I ·-. I I I Check for Diagon~I Tension (Two-way shear) Shear stress for two-way action= 4¢sqrt(f'c) = /=b+2(d/2)= Yu= Pu· (/l/144)qu = Shear stress = V j A = Check ford= 228.08 psi= 32.84 ksf b~ d/2 A= (b+d/1144 = Perimeter= 4(b+d) = 24 inch 355.30 kips 22.21 ksf 14.521inch 4.88 ft2 8.84 ft ,._..,,_,..:t ,. __ ........ _ USE USE Shear force, V = P. -A(qu) = Shear stress = V{ull) = 4 q> sqrt(/0') = 351.17 kips 32.~3 kips 228.08 psi= 32.84 ksf Used= ·15. ji11c/1 tit/ck (effect/lie) «11c/1or block Total anchor block thickness= 19 inch (assume #8 bar) r===:miucll tlz/ck11ess a11chor block/or deslgu, i===:J!liltcll effectit1e depth/or de.vigil (assmue·#B b.ar) DESIGN FOR REINFORCEMENT Longitudinal Direction (Long way) Assume simply supported conditions between tiebacks and consider I 12!inch wide section w = P Is 22.00 kips/fl Mm"".= ws2/.I0 = Mu= J.7Mlllllll= Mu= $A/y(d -a/2) A.= I 0.67Qlin2 a= A/ ,j(0.85f~b) = 220 kips-ft 374 kips-ft= 0.88 46.75 kips-ft/ft I !OKI Mu = cjiA/1,( d -a/2) = 46.92 kips-ft/ft > 46.75 kips-ft/ft Check for minimum reinforcement As{minl = pbd = 0.594 < 0.670 [OK] Use 20 lrtclt thick a11cltor block _..;.._._#_B_jbars@ 12 iuclt@ top & bottom (As= 0.79 l11 2) Transverse Dil'cction (Short way) q = PIA = 2. 75 kips/ft / =w/2-'Q/2 = M=q/2/2= Mu=l.1M= Mu• 4'A/y(d • a/2) As= I _ 0.4 IO!in2 American Geotechnicil 3:5 ft 16.84 .kips-fl 28.63 kips-ft/ft Page 2 of 3 OK APRIL2007 By:JH' 1n In ·' i t-~ I~ . ; [ ,/. j I q . (• J f I '. l i! J l I "1 : r .. . ' .. ~ I n • i l} I 11 i' l i: l I ~ 1 : • .l I • 1 / ~ J • ... I .I ' ' I I • I I 'I I ., i I ' I I 4 j I Use Use O.S-4 a= A/ .J(0.85/-cb) = Mu= tA/y(d -a/2)= 28,71 kipsRft/rt > Check for minimum reinforcement Ar;(min) = pbd = 0.594 > 0.410 [NG] Per ACI I 0.5. I, use 1.33As = 0.55 in2 [OK] ~bars@ ~bars@ ~inch o.c. at bottom ~i11cf1 o.c. at top American Geotechnical Page 3 of 3 28.63 kipsRft/ft OK (As= (As= 0.60 ill 2) 0.20 lit 1) APRIL2007 By:JH Sl I I I I I I I I I I I I I I I I I I I fMIAmerican Geotechnical, Inc. ILiJlsoJL, FOUNDATION AND GEOLOGIC STUDIES May 18, 2007 File No. 21381.16 Ms. Sherri Behar La Costa de Marbella HOA 2415 La Costa Avenue, #B Carlsbad, CA 92009 Mr. Patrick Catalano Law Offices of Patrick E. Catalano 550 W. C Street Suite 530 San Diego, CA 92101-3544 Subject: LANDSLIDE TREATMENT RECOMMENDATIONS La Costa De Marbella Carlsbad, California Dear Mr. Catalano & Ms. Behar: In ac9ordance with your request we have prepared this report presenting our landslide stability analyses and treatment recommendations for the above-referenced project. Our treatment recommendations are based on subsurface exploration, laboratory testing, geologic analyses, and engineering calculations. We appreciate the opportunity to be of service. If you should have any questions or concerns, please do not hesitate to contact our office. Respectfully submitted, GWA:ad Enclosures: Appendices A -H Kevin R. Rogers Project Geologist C.E.G. 2425 Plates 1, l A, 2, 3, & 3A (In the Pockets) Distribution: 2 -Addressee wpdata/20000/21381.16.may.2007.landslidetreatmentrecommendations 22725 Old Canal Road, Yorba Linda, CA 92887 • (714) 685-3900 • FAX (714) 685-3909 5600 Spring Mountain Road, Suite 201, Las Vegas, NV 89146 • (702) 562-50 702) 5764 Pacific Center Blvd., Suite 112, San Diego, CA 92121 • (858) 450-404 8) i.7-0 712 Fifth Street, Suite #B, Davis, CA 95616 • (530) 758-2088 • F 58-32 I I I I I I 1· I I I I I I I I I I 1· I IIAmerican Geotechnical, Inc. File No. 21381.16 May 18, 2007 TABLE OF CONTENTS Page 1 .0 INTRODUCTION ............................................................................................................ 1 2.0 SCOPE OF SERVICES ................................................................................................... 2 3.0 GEOLOGIC CONDITIONS ........................................................................................... 3 3.1 Geologic Setting ................................................................................... 3 3.2 Site Specific Geology ........................................................................... 3 · 3.3 Artifical Fill (Qaf} ................................................................................... 4 3.4 Tertiary Santiago Formation (Tsa) ............................................................ 5 3.5 Quaternary Landslide Deposits (Qls} ....................................................... 5 3.6 Subsurface lnvestigation ............ '. .......................................................... 6 4.0 TREATMENT RECOMMENDATIONS ............................................................................. 7 4.1 Prior Landslide Treatments ................................................................................... 7 4.2 Additional Treatment of Landslide ..................................................................... 8 4.3 Treatment of Adjacent Slopes .......................................................................... 1 O 4.4 Structural Treatment of Units Adjacent Landslide .......................................... 11 4.5 Surface Drainage System & Erosion Control. .................................................. 12 4.6 Monitoring ........................................................................................................... 12 5.0 RECONSTRUCTION OF BUILDINGS ........................................................................... 13 5.1 Buildings ............................................................................................. 13 5.2 Retaining Walls .................................................................................... 13 5.3 Concrete ............................................................................................................... 19 6.0 COMPACTION AND GRADING RECOMMENDATIONS .......................................... 20 7.0 CLOSURE ..................................................................................................................... 21 APPENDIX A APPENDIX B AppendixC APPENDIX D APPENDIX E APPENDIX F APPENDIX G APPENDIX H APPENDIX I References Boring Logs Inclinometer Plots Laboratory Testing Landslide and Slope Stability Analyses Tieback Anchor Block Design Calculations Design Calculations for Building Underpinning Design Calculations for Rec;:onstruction of Building Foundations. Compaction & Grading Specifications I I I I I I I· I I I I I I I I I I 1. I File No. 21381.16 May 18, 2007 Page 1 IIAmerican Geotechnical, Inc. 1.0 INTRODUCTION The purpose of this report is to present our recommendations for supplemental treatment of the landslide and adjacent areas. The landslide movement caused extensive damage to eight condominium units (i.e., Buildings 2405 and 2407) and these eight condominium units have been demolished. Plate 1 shows the approximate location of the landslide that destroyed the eight condominiums. The City previously installed, in response to the landslide damage to La Costa Avenue, a soldier pile and tieback system to stabilize the area. Following demolition of the eight damaged condominium units, the failed area was re-graded, and the access road above was repaved. The purpose of this report is to provide recommendations for supplemental slope support which will enhance gross stability and limit future creep effects to the buildings along the top-of-slope above La Costa Avenue. Additionally, this report provides foundation design criteria considered suitable for rebuilding the eight units previously demolished. Plate 1 shows the condominium units that are outside the landslide area but have been impacted by local loss of support during the landslide movement. As part of our treatment recommendations, we have proposed that one row of tieback anchors be installed as shown in Plate 1 in order to increase the stability of the slope and, as aforementioned, limit creep. We have also developed foundation underpinning criteria for the buildings adjacent landslide (i.e., Building 2409 and Building 2403, Unit C) and foundation recommendations for reconstruction of Buildings 2405 and 2407. I I I I I I 1- I I I I I I I I I I I I 1.IAmerican Geotechnical, Inc. File No. 21381.16 May 18, 2007 Page2 2.0 SCOPE OF SERVICES Our scope of services for this project has included the following: • Review of various reports, geologic maps, and available documents, which are referenced in Appendix A. " Subsurface exploration, consisting of the excavation of eight small- didmeter borings and the installation of eight slope inclinometers. The boring logs are presented in Appendix B. Inclinometer plots are presented in Appendix C. The approximate locations of the borings and inclinometers are shown on Plate 1 . • Geologic analyses, including the preparation of three geologic cross- sections. The approximate locations of the geologic cross-sections are shown on Plate I . The three geologic cross-sections are presented on Plate 2. These cross sections were used in our slope stability analyses. • Laboratory testing of the soil samples recovered from the subsurface exploration. Results of the laboratory testing are presented in Appendix D. • Engineering analyses, including the development of treatment measures as outlined in this report. • Treatment plans, which were prepared in conjunction with our soils report. I I I I I I 1- 1 I I I I I I I I I I I File No. 21381.16 May 18, 2007 Page3 !HIAmerican Geotechnical, Inc. 3.0 GEOLOGIC CONDITIONS 3.1 Geologic Setting ' The property is located within the narrow coastal plain of the Peninsular Ranges geomorphic province of southern California. Flat-topped mesas dissected by . numerous canyons and alluvial valleys dominate the southern California coastal plain geomorphology. The coastal mesas were formed by wave-cut erosion, and in geomorphic terms they are known as abrasion platforms or marine terraces. The marine terraces were uplifted relative to present day sea level by tectonic forces, and have since been eroded by numerous temporal streams and rivers that have created the many canyons and alluvial valleys in the area. The coastal plain of southern California is predominately underlain with sedimentary rocks derived from detritus eroded off the Peninsular Ranges Batholith located to -the east. According to published geologic maps of the area (Tan and Kennedy, 1996), the site is underlain by the Eocene-Age Santiago and Delmar Formations. In addition, two possible ancient landslides have been tentatively identified on the site based on analysis of historic aerial photographs. Except for the localized area of instability in the slope above La Costa Avenue, there have been no indications of instability associated with these possible ancient features. No faults have been mapped on the site and no evidence of faulting was found during our investigation. 3.2 Site Specific Geology Geotechnical investigations performed by our firm and others have revealed that the site is underlain by the Eocene-Aged Santiago and Delmar Formations, artificial fill, and one or more ancient landslide deposits. Published geologic I I I I I I I· I I I I I I I I I I I I File No. 21381.16 May 18, 2007 Page4 11lAmerican Geotechnical, Inc. maps of the area show the contact between the Delmar Formation and the overlying Santiago Formation at an elevation varying between about 100 to 120 feet above sea level. However, both formations contain similar green claystone beds that make differentiating between the two formations difficult. Consequently for purposes of this investigation, we have tentatively identified all of the sedimentary rock encountered at the site as belonging to the Santiago Formation. Generalized descriptions of the geologic units encountered during our geotechnical investigation are provided below. Cross sections depicting the subsurface geologic conditions underlying the site are provided in Plate 2. 3.3 Artfficial Fill {QaO Fill material placed during previous grading operations was encountered in each of our exploratory borings. Documented fill was apparently placed under the observation and testing of Benton Engineering, Inc., during 1970, 1973-197 4, and 197 6 (Benton Engineering also performed the original geotechnical investigations for several of the surrounding properties). The early phases of grading appear to have consisted of cut/fill operations to create terraced building pads on the existing slopes. Aerial photographs taken during construction appear to show cut/fill benches being constructed on the site during grading. According to a compaction report issued by Benton Engineering issued on December 23, 1970, as much as 52 feet of documented sandy and clayey fill underlies the site. Topographic analysis performed by our firm indicates a minimum of 35 feet of fill underlies the lower building pad terrace, and as much as 45 feet or more of fill underlies sections of the slope located above the upper building pad terrace. Apparently, additional phases of grading documented by Benton Engineering were performed during 1973, 197 4~ and 197 6. During and/ or before the second phase of grading, Benton Engineering discovered one or more ancient landslides underlying the slopes of the site. At least one or more of the landslides was buried under previously placed fill material. At the time, Benton Engineering I I I I I I 1- I I I I I I I I I I I I File No. 21381.16 May 18, 2007 Page5 IIAmerican Geotechnical, Inc. recommended that remedial grading be performed to either remove the landslide(s) entirely, or that they should be buttressed with a shear key. It is unclear to us, based on the available documents we reviewed, how much of the ancient landslide debris was removed and how much was left in place during the original grading. Our topographic and aerial photo analysis indicates that some ancient landslide debris probably still underlies portions of the site. 3.4 . Tertiary Santiago Formation CTsa) 3.5 The Tertiary Age Santiago Formation encountered at the site consists of light to dark green clayey siltstone and silty claystone. The claystone is prone to developing landslides, and the claystone and any fill material derived from the claystone is highly to very highly expansive. The bedding structure of the Santiago Formation_ in the area generally dips slightly out of slope at less than 10 degrees to the north and northwest. In previous investigations, the Santiago Formation in this area has been identified and mapped as the Delmar Formation and the Torrey Sandstone. Published geologic mapping performed by Tan and Kennedy in 1996 re-named this rock unit as the Santiago Formation. Therefore descriptions of the Delmar Formation and the Torrey Sandstone contained in previous reports should be considered synonymous with the Santiago Formation. Quaternary Landslide Deposits (Qlsl The recent landslide that demolished the eight condominium units may have occurred along a portion of a possible ancient landslide. The recent andslide was caused by extreme high groundwater development associated with a defective water main fire hydrant lateral and later, a complete separation of the water main in the street above the landslide. Both water main areas have been repaired. Most of the recent landslide debris consists of fill material derived from the Santiago Formation siltstone and claystone. The buried ancient landslide(s) failed along shear surfaces developed within the claystone beds and I I I I I I 1· I I I I I I I I I I I- I File No. 21381.16 May 18, 2007 Page 6 IIAmerican Geotechnical, Inc. 3.6 laminations contained within the Santiago Formation. The recent landslide was stabilized with a retaining wall and row of tiebacks constructed at the toe of the failure adjacent La Costa Avenue. This work was done under the purview of the City of Carlsbad and its consultants. Additional improvement measures are presented in this report to provide for stabilization of the slopes surrounding the recent failure and to allow for re-construction of the destroyed condominium units. Subsurface Investigation As part of our investigation of the recent landslide, eight small-diameter borings were advanced at various locations within and adjacent the recent landslide. The boring locations are plotted on Plate 1 . The geologic conditions encountered in the borings were logged and soil samples were retrieved for laboratury' testing. The boring logs are presented in Appendix B. Slope inclinometers were installed in the borings to monitor the slope movement. The landslide destroyed four of the eight inclinometers before it was stabilized. The remaining four inclinometers are still intact and functioning. Data gathered from the borings and inclinometers was used to construct geologic cross sections that depict the subsurface conditions and landslide geometry. The geologic cross sections are presented on Plate 2. Inclinometer plots for AGl-5 to AGl-8 is presented in Appendix C. I I I I I I 1· I I I I I I I I I I I I IIAmerican Geotechnical, Inc. File No. 21381.16 May 18, 2007 Page 7 4.0 4.1 LANDSLIDE TREATMENT RECOMMENDATIONS This report and the treatment plans should be provided to the contractors to obtain construction bids. If at all possible, the work should be started this summer and completed before the next rainy season begins. If the contractors have any questions about our treatment recommendations, they should contact this office. Prior Landslide Treatments There have been two prior landslide treatments, as follows: 1. Retaining Wall: A retaining wall that includes tieback anchors was constructed adjacent the south side La Costa A venue at the toe of the landslide. The approximate location of the retaining wall is shown on Plate 1. Stoney-Miller Consultants provided the retaining wall design parameters in their report titled, "Memorandum, Summary of Geotechnical Design Criteria, Landslide Retaining Structure and Earthen Gravity Fill for Las Costa Avenue, La Costa Marbella Landslide, City of Carlsbad, California" (see Appendix A). We believe that the retaining wall was constructed in accordance with the Option 1 recommendations as outlined in the Stoney-Miller memorandum. The Option 1 treatment consisted of the construction of a retaining wall having steel I-beams, concrete lagging, and tieback anchors. According to the Stoney-Miller memorandum, the steel I-beams were to be 33 feet long and were to be placed in pre-drilled. boreholes. The bottom 15 feet of the steel I-beams were to be concreted in-place using 3,000-psi concrete. The steel I-beams were designed at a spacing of 7.5 feet on center and extended approximately 9 feet above sidewalk grade. For this upper 9 feet, concrete lagging was to be installed between the flanges of the steel I- beams and the area behind the concrete lagging was backfilled with I I I I I I 1· I I I I I I I I I I I I File No. 21381.16 May 18, 2007 Page8 BlAmerican Geotechnical, Inc. compacted fill. A tieback anchor was to be attached to each steel I-beam and the tieback anchor was designed to carry a 250 kip minimum design load. Because of the 7.5-foot spacing between steel I-beams, the tieback force would be 33.3 kips per foot (i.e. 250 kips divided by 7.5-foot spacing = 33.3 kips per foot). The tiebacks were to be inclined downward at an angle of 30 degrees from the horizontal. · 2. Landslide Grading: The second landslide treatment consisted of shallow grading of the landslide area where the demolished condominium units were located and the re-construction of the road at the head scarp area. The bulk of the landslide debris was left in place. This work was performed in accordance with the American Geotechnical recommendations as outlined in our report dated. November 30, 2005, and the plans prepared by Burkett and Wong titled, "Grading Plan For Marbella" (see Appendix A). This work essentially consisted of the demolition of Buildings 2405 and 2407, construction of slopes at a 2: 1 (horizontal:vertical) ratio in accordance with the grading plan, the installation of drainage facilities, and the re-building of the road located at the head scarp of the landslide. Further details on this work are provided in our reports.dated November 21, 2006, and January 31, 2007 (see Appendix A). 4.2 Additional Treatment of Landslide Our landslide stability analyses are presented in Appendix E and the results are summarized in Table 1. The first analysis was for the landslide condition using the pre-failure topography along cross-section 1-1 '. We have inserted a high groundwater table into this analysis in order to model the condition at failure. Based on this landslide analysis, we have back-calculated a shear strength associated with a failure condition of c' = 130 psf and <J>' = 10° (effective stress analysis) parameters consistent with assumptions by the City consultants at the I I I I I I I· I I I I I I I I I I I- I File No. 21381.16 May 18, 2007 Page9 IIAmerican Geotechnical, Inc. time of soldier pile wall repairs. We have used this shear strength for our further landslide analyses. Our next analysis was to use the existing configuration of the landslide along cross-section 1-1 ': This cross-section is presented in Plate 2 and shows the topography of the slope after the recent grading work described in Item 2 of Section 4.1 was complete. We have also inputted into this slope stability analysis . th~ value 33.3 kips per foot, which represents the stabilizing force of the tiebacks installed during the retaining wall repair (see Item 1, Section 4.1). As indicated in Table 1, the factor of safety for this condition is 1.29 (Spencer Method). Since the factor of safety is below 1.5, we have recommended the construction of a second row of tieback anchors as shown in Plate 1. Each tieback will have a design capacity of 220 kips with a 10-foot spacing and hence the tieback force will be 22 kips per foot (i.e. 220 kips divided by 10-foot spacing = 22 kips per foot). By inserting this second row of tiebacks into the stability analyses, the factor of safety is l .7 6 (see Table l). Once the second row of tiebacks has been installed, it is our opinion that the landslide will have a factor of safety in excess of 1.5 and will be in a stable condition. Structural engineering calculations for this proposed second row of tiebacks are presented in Appendix F and the tieback anchor details are shown on Plate 3 and on the treatment plans. I I I I I I I· I I I I I I I I I I I I File No. 21381.16 May 18, 2007 Pagel0 IIAmerican Geotechnical, Inc. TABLE 1 -SUMMARY OF SLOPE STABILITY ANALYSES Back-calculation 1.05 with SM tie back 1-1' (fully specified 2.40 failure) with SM tie back 1.29 (circular failure) with both tie 1.76 backs existing condition 1.48 2-2' with tie back 1.64 3-3' existing condition 1.53 with tieback 2.11 4.3 Treatment of Adjacent Slopes We have preformed slope stability analyses for the slopes located to the west and east of the landslide. As shown in Plate 1, two cross-sections have been developed for these areas. These two cross-sections, designed sections 2-2' and 3-3' are shown on Plate 2. In performing the slope stability analyses, we have inserted a groundwater table and have used a fill shear strength of c' = 300 psf and <I>' = 26° (effective stress analyses). In our opinion, this fill shear strength is appropriate for the site and it is the same fill shear strength utilized by Stoney-Miller Consultants in their slope stability analyses presented in their May 11, 2005, report. Our slope stability analyses for cross-sections 2-2' and 3-3' are presented in Appendix D and the results are summarized in Table 1 . As this data shows, the factors of safety for the slopes adjacent the landslide are less than the required I I I I I I 1· I I I I I I I I I I I I File No. 21381.16 May 18, 2007 Page 11 IIAmerican Geotechnical, Inc. minimum of 1.5. Hence, we have recommended that our proposed one row of tieback anchors be extended to the west and east of the landslide in order to increase the stability of these adjacent slopes. Based on our slope stability analyses, the factors of safety of these slopes once the tieback anchors are installed will be greater than 1.5 (see Table 1 ). Plate 1 shows our recommended location of our tieback anchors to the west and east of the landslide. In our opinion, once this row of tieback anchors is installed, the slopes adjacent the · landslide will have a factor of safety in excess of 1 .5 and will be in a stable condition. Structural engineering calculations for this proposed row of tiebacks are presented in Appendix F and the tieback anchor details are shown on Plate 3 and on the treatment plans. 4.4 Structural Treatment of Units Adjacent Landslide In conjunction with our proposed construction of one row of tiebacks as shown on Plate 1, we also recommend underpinning of the foundations adjacent the landslide. These buildings that we propose foundation underpinning are shown in Plate 1 . Actual construction details on the underpinning are presented on the treatment plans and the design calculations are reproduced in Appendix G. In essence, we propose the construction of grade beams attached to the existing foundation. The grade beams will be supported by 36-inch diameter piers that will be either 14 or 16 feet deep. For Building 2409, we recommend that this building be re-leveled. During construction of the piers, groundwater may be encountered. The contractor may need to use special construction procedures for the piers if groundwater is encountered. I I I I I I 1· I I I I I I I I I I I- I File No. 21381.16 May 18, 2007 Pagel2 4.5 Surface Drainage System & Erosion Control IIAmerican Geotechnical, Inc. At the completion of the treatments as described above, surface drainage and erosion control will pe required. Our recommendations for surface drainage and erosion control are shown on the treatment plans. 4.6 . Monitoring Prior to the start and during the treatment process, we recommend that the inclinometers installed around the landslide be monitored. In addition, since we will be cutting into the slope in order to install an additional row of tieback anchors, we would recommend that two additional inclinometers be installed near the top of slope at locations between Buildings 2409-2411 and 2411-2413. I I I I I I I· I I I I I I I I I I I I File No. 21381.16 May 18, 2007 Page 13 IIAmerican Geotechnical, Inc. 5.0 RECONSTRUCTION OF BUILDINGS 5.1 Buildings After the treatment recommendations discussed in Section 4 have been completed, we recommend that Buildings 2405 and 2407 be reconstructed using a special foundation consisting of a structural mat supported by piles (see Plate 1 A). In our opinion, the two buildings can be reconstructed because once the proposed one row of tiel:::>acks has been installed, the landslide will be in a stable condition with a factor-of-safety in excess of 1 .5. For the reconstructed building, we propose using piles so that any loose or cracked landslide zones will be bypassed with bearing support located at depth. For the new buildings, we recommend 2-foot diameter piles at an approximate grid spacing of 10 feet by 12 feet. Assuming typical structural loading, the depths of the piles needed to support the main building and the detached garage are 25 feet and 20 feet, respectively. The supporting calculations to determine the pile depths are presented in Appendix H. We also recommend ,i,·1 · • .,,__ approximately 14-inch thick mat slab for the project. This mat slab should be designed to carry and transfer all the building loads to the caissons. The caissons should be a minimum of 2 feet in diameter. However, the actual mat thickness should be determined by the structural engineer. Concept mat-slab/pile foundation plans for new buildings (Building 2405 & 2407) is presented in Plate 3A. I I I I I I I· I I I I I I I I I I I I File No. 21381.16 May 18, 2007 Page14 Foundation Design RAmerican Geotechnical, Inc. Foundations deriving their support within the bedrock could theoretically be designed as end-bearing piers or friction piles. It is this consultant's recommendation that friction pile criteria be adopted so that conventional belling to increase bearing area is not required, and no special effort need be taken to maintain a clean bearing surface prior to the placement of concrete. Friction piles are also preferred since they better distribute the structural loads within the underlying soil mass. Criteria for design of friction piles has been included in the Appendix H. This load criteria may be increased 1 /3 in consideration of transient loads of short duration. For friction piles, care must be taken to ream the pile excavation within the bearing zone in order to clean the excavation sidewalls of any smear resulting from the drilling practice. Lateral load resistance in competent fill may be designed using a value of 150 pounds per square foot per foot of depth below the ground surface. Within the 20-foot horizontal distance from the bottom, outer edge of the foundation to an unconfirmed descending slope face, all lateral support should also be ignored. Above the 20--foot intercept, an octive Equivalent Fluid Pressure (EFP) of 65 pounds per cubic foot (pcf) should be applied over an equivalent width of 3 pile diameters. The tributary area for pressure distribution resistance in front of each cast-in-place pile is equal to 2 diameters of piles. I I I I I I I· I I I I I I I I I I I I File No. 21381.16 May 18, 2007 Page 15 Miscellaneous Foundation Design IIAmerican Geotechnical, Inc. Foundation support for non-critical structures and aW<;JY from the slope can best be derived by deepening into competent fill. This office should be contacted during the foundation excavation in order to confirm proper embedment into competent fill. Foundations should be designed according to the following . criteria: Minimum depth (measured from lowest adjacent compacted grade) Minimum width 2.0 feet 1.5 feet Bearing pressure a. Sustained loads b. Total loads (including wind or seismic) ResistaAce to lateral loads a. Passive soil resistance within competent fill b. Coefficient of sliding friction 1,200 pounds per square foot (psf} 1,600 psf 150 pounds per cubic foot (pcf} 0.35 The allowable bearing pressures are for dead plus long term live loads and include a factor-of-safety of at least 3.0. Footings can be designed to resist lateral loads by using a combination of sliding friction and passive resistance. The coefficient of friction should be applied to dead load forces only. The upper 2 feet of passive resistance should be neglected where the soils are not confined by slabs. I I I I I I I· I I I I I I I I I I I- I File No. 21381.16 May 18, 2007 Page16 l:IAmerican Geotechnical, Inc. 5.2 Footings designed and constructed in accordance with the foregoing criteria are expected to settle less-than one inch. Differential settlement of approximately half of total settlement is expected. Appurtenant flatwork should be established over a compacted surface. Unless otherwise dictated by the structural considerations, slabs should be at least 5 . inches net thickness with edges increased to at least 9 inches. Reinforcement should consist of at least No. 4 bars at 16 inches o.c.e.w. centered in the slab. At least two, No. 4 bars should be placed within 6 inches of the perimeters. The concrete should be cast over at least 4 inches of compacted rock base and subgrade presaturated to at least a depth of 12 inches. Control joints should be cut or tooled to at least 1 .5 inches and should be spaced not farther apart than 12 feet or 1.25 times the narrow dimension of the concrete (e.g., the walkway width). Joints should also be placed at the reentrant corners in accordance with good construction practice. Expansion joint material (3/8 inch minimum) should be placed where ever flatwork concrete abuts the existing concrete such as at the building, retaining wall, curb, etc. RETAINING WALLS Design Wherever retaining walls are planned, they should be designed to resist an equivalent fluid pressure of 50 pounds per cubic foot for level backfill and 65 pounds per cubic foot for 2:1 (horizontal to vertical) backfill. Appropriate allowances should be made for anticipated surcharge loading. It is assumed that the project engineer will incorporate an appropriately designed wall backdrain system for the purpose of mitigating potential for hydrostatic and/or seepage forces. It is also assumed that a predominantly granular. non-expansive backfill will be provided. The uppermost 1.0 to 1.5 feet should be backfilled with native, more cohesive material to minimize surface infiltration. I I I I I I I- I I I I I I I I I I I I File No. 21381.16 May 18, 2007 Page 17 IIAmerican Geotechnical, Inc. The foundation for the retaining wall should be designed to incorporate with the mat slab as described in Section 5.1 . The actual design should be determined by the structural engineer. It should be pointed out that the use of heavy compaction equipment in close · proximity to retaining walls can result in excess wall movement and/or soil loadings exceeding design values. In this regard, care should be taken during backfilling operations. If walls are restrained against free movement by structural detailing, such as return walls or basement walls, the active values given in the basic criteria should be increased. Although actual increase depends on the degree of restraint, 50 percent is recommended for design purposes. Waterproofing If retaining walls form portions of the building interiors, very special consideration should be given to waterproofing of the walls to prevent damage to the building interior. Unless dampness is acceptable on the exterior wall faces, waterproofing should also be incorporated into the exterior retaining wall design. Even though groundwater is not expected to be a problem at the site, extreme care should be exercised in sealing walls against water and water vapor migration. Where retaining walls are planned against interior space, continuity should be provided between the aforementioned wall moisture proofing on the back of the retaining walls and the moisture barrier typically placed under the slab areas. This waterproofing is necessary to prevent the foundation concrete from acting as a wick through which moisture migrates to the interior space despite wall moisture proofing. This condition is illustrated in Figure 1 along with I I I I I I I I I I I- I I I I I I I I ORDINARY DETAILING Light geofabric - Clean granular backfill ·~ __......._r---,-- "V _;_ ------._..._... Re~aining, w~U d~sigh by· · ~Structural' Engin~er DAMPNESS& eYAPQIUJES NEAR WAL~. Reinforced concrete slab Protective sand cover Plastic moisture membrane Shaped mortar bed ~~ .......... ~;1.....£.._;,_;,,;;;;...;.,,_ graded at 1 % to facilitate drainage IMPROVED DETAILING -_.,,..' ~ .. -. ~· -.,.,... . ~..-. ... -., ..... -------. ---'.,. ... -,,. ~ Multi~layered water- proofing system -111 ... per-architect extends to heel of foundation Continuous 1 Q..mil plastic sheeting 1./2 inchfoa protection board Foundation surface moisture-proqfing. pJc1¢ed. ·contihu,ou_s across foundation surface:and (town. face andhe¢I, of -, foundation such as "thotoseal11; _ mixwitfl. 1. part "A,¢ryi 60" and 3 parts water, apply with mec;Hurn stiff brush at rate of 3 lbs. Thoroseal per square yard;. after setapply second coat at rate of 2 ... 3 lbs. pet square yard~ ·Foundation surface preparation and a application ofslab.shouldbe conducted under the observation of a representative·.of the project engineer. Protective sand cover 2 layers 1-0-mU: plastic sealed at all splices and around pl~moing. Seal to foundation in. overlapping fashion as shown Retaining Wall Moisture-Proofing Figure 1 AMERICAN GEOTECHNICAL FN. 21381.16 MAY2007 I I I I I I I· I I I I I I I I I I 1. I File No. 21381.16 May 18, 2007 Page 19 IIAmerican Geotechnical, Inc. suggested details to mitigate the problem. This type of detailing could also be adopted for sensitive exterior walls. The architect or structural engineer should develop the actual waterproofing details. 5.3 CONCRETE All concrete at the site should use at least Type-II (Type-V preferred) cement with a maximum water/cement ratio of 0.50 (0.45 preferred). The concrete should be properly finished and cured to minimize the risk of shrinkage cracking. One-inch hard rock mixes should be provided. Pea-gravel pump mixes are specifically not recommended. The contractor should be responsible for supplying to the owner concrete mix designs. True slurry should be limited to 5 inch, maximum. The supplier could use an appropriate water-reducing agent to increase workability. We suggest for slab concrete that consideration be given to the use of a suitable shrinkage-reducing admixture (e.g., Grace, "Eclipse") dosed for maximum benefit. The supplier should also provide long form delivery tickets describing actual mix proportions and water-to-cement ratio. The tickets on each batch should also clearly indicate the maximum amount of water which can be added at the site. The contractor should provide designs, place, finish, and cure concrete in accordance with all ACI recommended procedures. The contractor should refer to the ACI 1982 publication "Slabs-on-Grade." If a chemical curing compound is utilized, it should be compatible with the proposed floor coverings. As an alternative to a chemical curing compound, the slab areas should be kept thoroughly moistened by misting until the initial concrete sets, after which the concrete surfaces should be covered with plastic sheeting for at least two weeks. Suitable joints should be provided to control the cracking. The owner should consider retaining a qualified materials testing laboratory to verify conformance with the specifications. I I I I I I I- I I I I I I I I I I I I EIAmerican Geotechnical, Inc. File No. 21381.16 May 18, 2007 Page 20 6.0 COMPACTION & GRADING RECOMMENDATIONS As previously mentioned, we have performed compaction and grading operations associated with the installation of drainage facilities and the construction of the road at the top of the landslide (see American Geotechnical reports dated November 21, 2006, and January 31, 2007). We anticipate that -additional compaction and grading work will be limited to minor grading associated with the construction of the tieback anchor system as shown in Plate 3. Additional minor grading and compaction will be required for areas where new concrete appurtenances are to be constructed within the landslide repair area. The compaction and grading work should be performed in accordance with our specifications presented in Appendix I. I I I I I I I· I I I I I I I I I I I I IIAmerican Geotechnical, Inc. File No. 21381.16 May 18, 2007 Page 21 7.0 CLOSURE The treatment work as described in this report is intended to improve the stability of the landslide and adjacent slopes as well as provide underpinning to those units affected by the landslide. No repair work is proposed for areas outside the limits as defined in this report. As such, no warranty in any respect is made as to · the performance of the slopes outside the area of repair. If any slope movement or other types of damage occur to areas outside the area of repair, the geotechnical consultant should be contacted for review. The contents of this report have been prepared using standard geotechnical engineering principles and practices. The work has been performed in accordance with the standard of practice for geotechnical engineers practicing in this or similar areas. No warranty is expressed or implied. I lffllAmerican Geotechnical, Inc. I File No.21381.16 May 18, 2007 I I I I I· APPENDIX A I References I I· I I I I I I I I I I I I I I I I· I I I I I I I I I I 1. I File No. 21381.16 May 18, 2007 REFERENCES A) Reports By American Geotechnical: RlAmerican Geotechnical, Inc. "Grading Recommendations -Landslide Repair, La Costa De Marbella, Carlsbad,.California." File Number 21381.12. Report dated September 30, 2005. "Final Compaction Report, La Costa De Marbella, Carlsbad, California," · File Number 21381.13. Report dated November 21, 2006. "Addendum Compaction Report, La Costa De Marbella, Carlsbad, California." File Number.21381.13. Report dated January 31, 2007. B) Plans Prepared By Burkett & Wong: "Grading Plans for Marbella." Four Sheets. C) Reports By Stony-Miller Consultants: "Geotechnical Investigation, The La Costa De Marbella Landslide, La Costa Avenue, City of Carlsbad, County of San Diego, California." Report dated May 11 , 2005. "Memorandum, Summary of Geotechnical Design Criteria, Landslide Retaining Structure and Earthen Gravity Fill for Las Costa Avenue, La Costa Marbella Landslide, City of Carlsbad, California." Memorandum dated June 14, 2005. D) Technical References Abbott, P. L, 1999, "The Rise and Fall of San Diego-150 Million Years of History Recorded in Sedimentary Rocks," Sunbelt Publications, Inc. I I I I I I I- I I I I I I I I I I I I File No. 21381.16 May 18, 2007 IIAmerican Geotechnical, Inc. Benton Engineering Inc., 1970, "Final Report on Compacted Filled Ground Lot 185 of La Costa South Unit No. 1, Lot 206 of La Costa South Unit No. 3 Grading Permit No-L5731, San Diego County, California, 11 Project No. 70-4-16D, dated December 23, 1970. Benton Engineering Inc., 1973, "Soils Investigation La Costa de Marbella, Lot 206 of La Costa South Unit No. 3, San Diego County, California," Project No. 72-12-7A, dated January 16, 1973. Benton Engineering Inc., "1973, Soils Investigation La Costa de Marbella, Lot 206 of La Costa South Unit No. 3, Carlsbad, California," Project No. 73-3-1 A, dated April 11, 1973. Benton Engineering Inc., 1973, "Soil Removal and Recompaction Requirements, La Costa de Marbella, Lot 206 of La Costa South Unit No. 3, Carlsbad, California," Project No. 73-7-18DF, dated August 29, 1973. Benton Engineering Inc., 1973, "Landslide Conditions Westerly of Proposed Buildings Hand J, La Costa de Marbella, Lot 206 of La Costa South Unit No. 3, Carlsbad, Cdlifornia," Project No. 73-7-1 SDF, dated August 30, 1973. Benton Engineering Inc., 1973, "Review of Landslide Conditions Westerly of Proposed Building J, La Costa de Marbella, Lot 206 of La Costa South Unit No. 3, Carlsbad, California," Project No. 73-7-18DF, dated September 28, 1973. Benton Engineering Inc., 1973, "Slope Reconstruction Requirements, La Costa de Marbella, Lot 206 of La Costa South Unit No. 3, Carlsbad, California, 11 Project No. 73-7-18DF, dated November 6, 1973. _ Benton Engineering Inc., 197 4, "Supplemental Soils Investigation, La Costa de Marbella, Lot 206 of La Costa South Unit No. 3, Carlsbad, California," Project No. 73-3-1 A, dated April 3, 197 4. I I I I I I 1- I I I I I I I I I I I I File No. 21381.16 May 18, 2007 IIAmerican Geotechnical, Inc. Benton Engineering Inc., 1973, "Final Report on Compacted Fill Ground Placed on Slope Area North of Building M, La Costa de Marbella, Lot 206 of La Costa South Unit No. 3, Carlsbad, California," Project No. 76-1-20D, dated February 10, 1976. San Diego County Aerial Photographs: 1928 Flight SD Photos Nos. 30A-7 and 30A-8; 1945 Flight USN Photo No. 1; 1967 Flight GS-VBTA Photos Nos. 17 4 and 175; 1970 Flight SDC Photos Nos. 4-15 and 4-16. Stoney-Miller Consultants, Inc., 2005, "Geotechnical Investigation, The La Costa De Marbella Landslide, La Costa Avenue, City of Carlsbad, County of San Diego, California," Project No: 12567-00, dated May 11, 2005. Stoney-Miller Consultants, Inc., 2005, "Summary of Geotechnical Design Criteria Landslide Retaining Structure and Earthen Gravity Fill for La Costa A venue, The La Costa De Marbella Landslide, City of Carlsbad, County of San Diego, California," Project No: 12567-00, dated June 14, 2005. Tan, Siang S. and Kennedy, Michael P., 1996, "Gelogic Map of the Encinitas and Rancho Santa Fe 7.5' Quadrangles, San Diego County, California, California Division of Mines and Geology Open-File Report 96-02 Plate 2." I I I I I I I· I I I I I I I I I I I I File No. 21381.16 May 18, 2007 APPENDIX B Boring Logs IIAmerican Geotechnical, Inc. I I I I I I I I I I I I I I I I I I I AGB-1 / AGl-1 File No. 213_81.16 Boring No. Sheet: Project Name: La Costa Pe Marbella Start Date: 3L15L05 Location: Between 2407 and 2405D End Date: 3/15/05 Total Depth: 70.01 Rig Type: Est. Surface Elevation: Location Profile - See Site Plan Field Description By: KR Depth Sample Blow Surface Conditions: Cracked Asphalt in Type Count Feet Subsurface Conditions: 50.0-= FILL = @2.5' Clayey SILT, grayish green/green, moist, loose 52.0 ~ 54.0 ~ @6.0' Clayey SILT, green, grayish green, moist, loose = @7.5' Clayey SILT with areas-of CLAY, grayish green, slightly moist, loose/soft 56:0 --:: : WEATH~RED FORMATION 58.0 ~ @ 10.0' Same as above : 60.0-= -@12.5 Santiage Formation, clayey SILT/silty CLAY, grayish green, slightly moist, loose/medium stiff =-62.0 = @15.0' Silty CLAY, dark olive green, medium stiff, slightly moist = 64,0-:: @ 17.5' Same as above, very stiff; slightly moist ~ 66.0 ~ -@20.0' Same as above, olive brown, very stiff, slightly moist _, - 68.o--= FORMATION - 70.0 ~ _ @30.0' Santiage, clayey-SILT, pale green with Feoz (orange staining), slightly moist, dense : 72.0: @40.0' Silty CLAY, olfve brown, slight increase in moisture (damp) 74.0 ~ @50,0' Clay with SILT, light olive brown, moist 760 : NOTES: Very hard @ 54.0' ·: 78.0 ~- Loosens up at 55.0' @ 55,0' -no logging 80.0 ~ @ -55:0' -70.0' hit at unknown depth Inclinometer installed at 70.0' = 82.01 84.0 __: - : 86.0: 88.01 90.0 ~ = 92.0:: 94.01 96.0- - 98.0 ~ 100.0 _.: II American -Large Bag Geotechnical, Inc. ~ Ring Sampler I I I I I I I I I I I I I I I I I I I AGl-2 File No. Boring No. Sheet: Project Name: La Costa De Marbella Start Date: Location: Slope on La Co$ta Avenue, north of 2407 & 2405 End Date: Tota.I Depth: 36.01 Rig Type: Est. Surface Elevation: Location Profile .. See Site Plan .. Field Description By: KR Depth Sample Blow Surface Conditions: Vegetated Slope in Type Count Feet Subsurface Conditions: 50.0- : FILL 52.0---: 0.0' -10.0' Sandy CLAY with silt, mottled greenish gray, moist, medium stiff : 54.0-: WEATHERED FORMATION 56.0 ~ @10.0' Sandy CLAY, green, stiff -@14.0' Water 58.0 ~ 60.0..: @ 14.0' Medium grained SAND, wet, loose 62.0-: @20.0' Hard material : NOTES: No logging past 20.0' .64.0-Inclinometer installed at 36.0' 66;0 ~ No samples taken ~ 68.0-: - 10:01 .72.0~ : 74.0 ~ 76.0-: -78:0--:: - 80.0 ~ : 82.0--:: : 84.0 ~ 86.0 ~ ---88.0..: - 90.0 - : 92.0---: - 94.0 i . '96.0--:: · : 9e.o---= - 1100.0....: II American -Large Bag Geotechnical, Inc. ~ Ring Sampler 21381.l6 3l15L05 3/15/05 I I I I I I I I I I I I I I I I I I I AGB-2A File No. 21381.16 Boring No. Sheet: Project Name: ~a Costa De Marbella Start Date: 3l15L05 Location: Slope north of buildings ,2405 and 2407 End Date: 3/15/05 Total Oepth: 30.0' Rig Type: Est. Surface Elevation: Location Profile See Site Plan Field Oe$cription By: KR Depth Sample Blow Surface Conditions: in Type Count Feet Subsurface Conditions: . 50.0---:: FILL = 3.0' -4.5' Clayey SAND, mottled greenish gray, oxidized moist, loose to medium dense, some roots 52.0-::: to 1 / 16 of an inch diameter · = 54.0: 6.0' -7.5' Same as above : 56.0 -: FORMATION : 9.0' -10.5' Green, moist, medium stiff, veins of gypsum, some spots to 1 /8" of an inch diameter 58.0 ~ oxidation = 60.0-: 12.0' Water, orangish gray, wet, loose, medium grain sand = 62;0 ~ Caving at 12.0' 64.0 ~ 20.0' Hard material - 66.0 ~ " NOTES: Seepage at. 12.0' -13.5' '68.0-: Boring terminated at 24.0' bec;:ause-of caving, no inclinometer installea : 70.0-: : 72.0 ~ - 74.0 = = 76:0 ~ -78.0 ~ 80;0: 82.0 ~ :- 84.0-: - 86.0 ~--.88.0 :: = 90.0-::: = 92.0 -: : 94.0-: = 96.0-: ~ -98.0 ~ -Hoo.a -= • American -Large Bag Geotechnical, Inc. ~ Ring Sampler I I I I I I I I I I I I I I I I I I I AGl-3 File No. 21381.16 Boring No. Sheet: Project Name: La Costa De Marbella Start Date: 3L21L05 Location: In front porch aojacent unit 2407C End Date: 3/21/05 Total Depth: 50.0' Rig Type: Est. Surface Elevation: Location Profile See Site Plan -' Field Description By: KR Depth Sample. Blow Surface Conditions: Concrete flat work approximately 6' south of front entry in Type Count Feet Subsurface Conditions: 50.0-: 52.0 ~ FILL 0.0' -14.0' Silty SAND, light brown, slightly moist to moist, medium dense to dense. - 54.0-: 14,0' -25.0' -35.0' Landslide debris, silty CLAY, medium brown, soft to firm, distinct contact with : underlying dark green formation with striations along basal contact -probable 56.0 = slip surface exact depth undetermined, moist to very moist, where soft controlled : 58.0..:: laminations with small sandstone pebbles mixed in. -FORMATION 60.0-: 25-35' -50.0' Silty qA Y, dark green, moist, firm : 62.0 ~ NOTES: Boring terminated qt 50.0' 64.0 ~ Groundwat~r at 35.0', 8" below porch surface -Inclinometer installed with bottom depth = 50' below porch surface 66.0-: Bottom 5.0' of borehole tilled with cave-in slough prior to grouting : No samples taken 68.0-: At N9W bottom reading depth= 48.0' 70.0 ~ 72.0 ~ 74.0~ = 76.0 ~ - 78.0 ; - 80.0-:: 82.0 -: - 84.0-= - 86.0 ~ : 88.0-:: : 90.0 ; - 92.0 ~ 94.0..: - 96.0-: : 98.0-: - hoo.o..: II American -Large Bag Geotechnical, Inc. ~ Ring Sampler I I I I I I I I I I I I I I I I I I I - AGB-3A File No. 21381.16 Boring No. Sheet: Project Name: La Costa De Marbella Start Date: 3L16L05 Location: 2405 #C La Costa End Date: 3/16/05 Total Depth: 23.0' Rig Type: Est. Surface Elevation: Location Profile See Site Plan Field Description By: KR Depth Sample Blow Surface Conditions: Concrete flat work approximately 6' south of front entry in Type Count Feet Subsurface Conditions: 50.0 ~ FILL 2.0' -3.5' Silty .sandy CLAY, with pieces of brown fat clay, green to greenish gray, slightly moist, soft 52.\) ~ to medium stiff, some oxidation, some gypsum grout . = . 54.0--:: 5.0'-6.5' Defer-ise fill, same as above = 56.0-: 8.0' -9.5' Fill same as above : 58.0-:: ll.0'-12.5' Defense fill, same as above 60.0 ~ WEATHERED FORMATION = 62.0-:: . 14.0' -15.5' Silty CLAY, ·dark olive green, slightly moist, stiff, some gypsum growth = 17.0' -18.5' Defense '64,0 ~ -66,0 -:: 20.0' -21.5' Sandy silty CLAY, olive green with orange, FeO2 s1<;:iining, medium dense, moist 68.0-: NOTES: Water at approximately 23.0', coving at 22.0' -No inclinometer installed 70.0 ~ Boring terminated at 23:0' : 72.0--:: - 74.01 76 0 : ·= 78.0 ~ 80.0....:.. - 82.0 ~ · = 84.0-: : 86.0 ~ -88.0 ~ = , 90.0 --:: = 92.0 ~ 94.0-: - 96.0-:: - 98.0-:: - noo.o....: II American -Large Bag Geotechnical, Inc. !2:1 Ring Sampler I I I I I I I I I I I I I I ·I I AGSB-4 (AGl-4) File No. 21381.16 Boring No. Sheet: Project Name: La Co~ta De Marbella Start Date: 3L22L05 Location: End Date: 3/23/05 Total Depth: 36.01 Rig Type: Est. Surface Elevation: Location Profile See Site Plan Field Descriptidn By: KR Depth Sample Blow Surface Conditions: in . Type Count Feet Subsurface Conditions: 50.0-:: FILL : 0.0' -4.0' Silty SAND with some clay, ligh:t brown to tan, moist, .mixed with silty SAND, light gray and 52.0 --:: moist :;: 54.0 ~ 4.0' -6.0' Sandy CLAY, orange, very moist, soft (drill cuttings) 56.0~ 6.0' -7.0' Slightly silty SAND, light yellowish brown, very moist, medium grained - 58.0 --:: . 7.0' -7.25' Silty SAND with some clay; medium gray, very moist, very fine grained 6Q.0 ~ 7.25' -10.0' Sandy CLAY, orange to brown, very moist, soft (drill euttings) : 62.0 --:: 10.0' -14.0' Sil;f, Clay: Olive _Gray To Gre_en, yery Soft (Drill Cuttings), very moist, contains sand size and - 64.0 ~ pe ble s1?:e grains of formation siltstone = 14.0' -16.0' Color changes to slightly darker and greener, also less moist (moist) and becomes firm to 66.0-:: -stiff (drill cutting), slightly silty clay 68.0 ~ 16.0' -18.0' Clayey SILT, color changes to lighter slightly brown to gray, moist, firm to stiff (drill cutting) - 7d.0-= -18.0' -22.0' Clayey SILT, color change to slightly gray to brown, moist, firm to stiff (drill cuttings) 7~.o ~ 22.0' -24.0' Very fine sandy and silty CLAY, light brown to tan, moist, firm (drill cuttings) -. 74.0 ~ 24.0' -25.0' SAND content increases, silty SAND with some clay and color changes to light yellow to -76.0--:: tan, moist - 78.0 ~ 25.0' -32.0' SAND content increase and becomes coarser groined (medium grained silty SAND), -yellow to .tan, very moist to almost wet with consistency similar to gritty soft serve ice 80.0 --:: cream (drill cuttings) - 82.0 .:= 32.0' -34.0' Groundwater - 84.0--= 35.0' -36.0' Mudstone, olive green, dry to damp, moderately to well indurated (intact Shelby tube : sample) · 86.0 -:: - 88.0 ~ 36.0' DrilliriQ becomes diffic1.Jlt-prol;)ably moderately to well indurated mudstone/siltstone : 90.0= @38.0' MCE defensegeotech took a CA-modified split ring sample - 9~.o ; · 94.o+ NOTES: Inclinometer installed iRSide borehole at= 350, bottom reading depth = 49 .0' : 96.0-:: .. : 98.0 ~ 100.0....: II American -Large Bag. Geotechnical, Inc. 0 Ring Sampler I I I I I I I I I. I I I I I I I I I I AGl-5 File No. 21381.16 Boring No. Sheet: Project Name: La Costa De Marbella Start Date: 9L19L06 Location: 21.5' in front of unit 2409 D garage End Date: 9/21/06 Total Depth: 72.5' Rig Type: Est. Surface Elevation: Location Profile See Site Plan Field Description By: KR Depth Sample Blow Surface Conditions: in Type Count Feet Subsurface Conditions: 50.0:: 0.0"-3.0" Asphalt concrete road pavement --52.0-:: 3.0"-6 ½" Base silty and sandy GRAVEL medium brown, slightly moist = 54.0 = Fill 56.0 ~ 6½" Silty CLAY with gravel chunks, Del Mar Formation SILTSTONE and MUDSTONE, mottled olive green with some. tan -58.0-:: -7.0' Cuttings become dark green, silty and clayey SAND = 60.0 ~ @8.0' Very fine SANDSTONE gravel, light gray-green, very hard, well cemented 62.0 ~ 13.0' Sandy and silty CLAY, light brown, moist = 64.0 = 18.0' Silty CLAY, medium olive green, moist with fine gravel and pebble size chunks of Del Mar = 66.0 -: Formation SANDSTONE/MUDSTONE 68.0-26.0' Becomes slightly darker green 70.0 ~-27.0' Cuttings and soft silty CLAY (rilucn softer), dark green-brown = SANTIAGO FORMATION 72.0-: -. 30.0' prilling becomes "tighter", dark green-brown silty CLAY cuttings (Formation clayey 74.0 ~ SILTSTONE/lv\UDSTONE) = 76.0-:: 35.0' Color. changes to dark brown - 78.0-= -40.0' Medium brown silty CLAY cuttings (Formation clayey SILTSTONE/MUDSTONE) 80.0 ~ 50.0' Becomes slightly _lighter brown silty CLAY cuttings (Formation clayey : SILTSTONE/MUDSTONE) a1$0 less moist and more stiff, drilling becomes "tighter" and slower 82.0-:: -65.0' -72.5' Medium olive green, slightly sandy and silty CLAY CUTTINGS (SANTIAGO FORMATION 84.0 ~ -SILTSTONE/MUDSTONE) 86.0 ~ @72.5' ~oring terminated, water at 47.5' at 24 hours, 37.8 at 48 hours, caving at 42.0' (9/27/06), 88.0 ~ inclinometer installed with bottom anchor to 71.0', annulus backfilled Portland cement and bentonite grout, well cover installed also, boring was re-drilled to_ with 10.0" -auger due to caving prior to installing inclinometer 90.0 ;_ -'92.0 _: - 94.0-: 96.0-:: • : 98.0-:: - ~00.0 ..: • American -Large Bag Geotechnical, Inc. El Ring Sampler I I I I I I I I I I I I I I I I I I I AGl-6 File No. 21381.16 Boring No. Sheet: Project Name: La Costa De Marbellq Start Date: 9L19L06 Location: 22.0' in front of garage of unit 2425 D End Date: 9/20/06 Total Depth: 801 Rig Type: Est. Surface Elevation: Location Profile See Site Plan Field Description By: KR Depth Sample Blow Surface Conditions: Level asphalt concrete roadway in Type Count Feet Subsurface Conditions: 50.0-0.0"-2½" AsphGlt concrete road pavement 52.0 -'-2½"-7.0" Base silty and sandy GRAVEL medium brown, slightly moist, dense : 54.0-: FILL - 56.0 i 7.0"-5.0' Sandy and silty CLAY., mottled olive green and brown, moist 58.0 ; -8.0' Small pieces and fragments of gypsum veins in cuttings = 10.0' Silty CLAY with black partially decayed branch approximately 3.0" long, cuttings are 60.0-: rrioist, mottled medium brown and olive green = 62.0-:: 12.0' -13.0' Color changes to light tan to brown (silty CLAY or clayey SILT) - 64.0 1 13.0' -15.0' Silty CLAY with pebble and fine gravel size fragments of Santiago Formation ~ 66.0 ~ SILTSTONE/MUDSTONE, light olive green 68.0 ~ 15.0' -28.0' AlternatingJayers (fill lifts?) every 1-2' of medium olive green silty CLAY and medium : brown silty SAND 70.0-: @-28.0' Light to medium olive green brown silty CLAY cuttings, moist (Formation SILTSTONE/MUDSTONE) - 72.0 ~ Santiago -' 74.0-: FORMATION =· 28.0' -45.0' Cuttings litt to medium olive green brown. slightly moist to moist, silty CLAY (Formation 76.0 ..= clayey SIL STONE/MUDSTONE) 78.0-: · 45.0' -64.0' Color gradually becomes ·less green and more brown (olive-brown), silty CLAY cuttings 80.0 ~ (Formation clayey SILTSTONE/MUDSTONE) -64.0' -68.0' Color changes to light rose-chocolate brown, silty CLAY cuttings (Formation 82.0-: SILTSTONE/MUDSTONE) - 84.0 ~ 68.0' -84.0' Color change to medium olive green-brown, silty CLAY cuttings (Formation 86.0~ SILTSTONE/MUDSTONE) -@84.0' Boring terminated, no groundwater, inclinometer installed with bottom anchor at 79.5' 88.0...:: annulus backfilled with Portland cement and bentonite grout, well cover also installed, 90.0-: boring was re-drilled to 80.0' with 10.0" HAS due to caving overnight prior to installing : inclinometer 92.0-:: 94.0 ~ - 96:0-: = 98.0 ~ 100.0-= • American -Large Bag Geotechnical, Inc. ~ Ring Sampler I I I I I I I I I I I I I I I I I I AGl-7 File No. 21381.16 . Boring No. Sheet: Project Name: La Costa De Marbella 9L19L06 Start Date: Location: 8.0' in front of garage of unit 2403 C End Date: 9/20/06 Total Depth: 751 Rig Type: Est. Surface Elevation: Location Profile See Site Plan Field D~&cription By: KR Depth Sample' Blow Surface Conditions: Level asphalt concrete roadway in Type Count Feet Subsurface Conditions: 50.0: 0.0"-3 ½" Asphalt concrete road pavement 52.0 ~ 3 ½"-7 ½" Base, medium brown, silty and sandy GRAVEL slightly moist, dense -· = 54.0-::: FILL = 7 ½"-12.0' Alt{:lrnating layers approximately 1-2' thick of mottled, olive green, slightly sandy and silty 56.0 ~ CLAY with gravel size fragments of formation siltstone and mudstone and medium 58.0 -i orange brown silty SAND -12.0' --20.0' Santiago formation, silty CLAY (cuttings), light to medium olive green, slightly moist to 60.0-: : moist 62.0-: 20.0' -23.0' Cuttings become slightly less moist and more stiff = · 64.0-: 23.0' -34.0' Color darkens slightly (medium olive green, silty CLAY cuttings) = 66.0 = 34.0' -40.0' Colbr changes to slightly brown to olive green and then to olive green brown = 68.0-:: 40.0' -44.0' Color changes to light rose -chocolate brown, silty CLAY = 70.0-:: 44.0' -60.0' Color change3s to dark olive gray green, silty CLAY cuttings - 72.0 ~ @50.0' Drilling suspended for the day -to be resumed tomorrow . : 74.0-::: 65.0' -75.0' Cuttings are dark olive gray green, silty CLAY (Formation SILTSTONE/MUDSTONE) - 76.() ~ = @75.0' Borin~ terminated, no gr9undwater, inclinometer with bottom anchor set at 71.5' annulus 78.0:: back tiled with Portland cement and beritonite grout, well cover also installed = 80.0= 82,0 ~ 84.0 ~ -86.0 ~ = 88.0-::: . = 90.0-: = 92.0 ~ 94.0..: 96.0-: - 98.0 ~ 100.0-= :a American -Lar.ge Bag Geotechnical, Inc. ~ Ring Sampler I I I I I I I- I I I I I I I I I I I I AGl-8 File No. 21381.16 Boring No. Sheet: Project Name: La Costa De Marbella Start Date: 9L21l06 Location: 19.0' in front of garage of unit 2429 A End Date: 9/22/06 Total Depth: 85' Rig Type: Est. Surface Elevation: Location Profile See Site Plan Field Description By: KR Depth Sample Blow Surface Conditions: in Type Count Feet Subsurface Conditions: 50.0: 0.0"-3½" Asphalt concrete road pavement 52.0 ~ 3½"-7½" Road base, silty and sandy GRAVEL, brown, moist, dense : 54.0: FILL 56.0 ~ 7½"-18.0' Silty CLAY with gravel size fragments of .Santiago Formation, SILTSTONE/MUDSTONE, alternating fill·Jifts approximately 1-2' thick of olive brown and light olive green, moist : 58.0--::, 18.0' -25.0' Silty CLAY, alternating 1-2' thick layers of light olive green, moist. and moist medium : 60.0 ~ orange to brown, slightly clayey and silty SAND - 62.0-: 25.0' -32.0' Silty CLAY cuttings, light olive green, moist, uniform composition, drilling becomes : "tigqter", color becomes slightly and progressively darker and slightly brown with depth 64.0 ~ 32.0' -38.0' Color changes bock to light to medium olive green, slightly moist to moist, silty CLAY : cuttings (Santiago Formation SILTSTONE/Ml:JDSTONE) 66.0--:: : 98.0 = 38.0' -46.0' Color changes gradually to-slightly darker olive green and green to brown - 70.0 ~ 46.0' -50.0' Color becomes olive to brown (silty CLAY cuttings) 72.0 = @50.0' Boring suspended for, the day to be resumed tomorrow a.m. - 74.0 ~, 50.0' -85.0' Silty CLAY, cuttings are cream to light green, wet, very soft and mucky 76.0 ~ @85.0' Boring terminated, grou11dwater, groundwater at 33.0' -78:0-:: NOTES: Inclinometer installed with bottom anchor set at 81.5', annulus backfilled with Portland -cement and bentonite grout well cover also installed, dummy pwbe was run down the 80.0 ~ inclinometer prior to gr.outing to ensure proper installation and groove alignment -the : pipe checked out okay 82.0-:: -= 84.0 --:: 86.0 -= :::· 88.0-:: : 90.0 ~ ,_ ,92.0: 94.0 ~ = 96.0:: - ,98.0 ~ 100.0 .c: • American -Large Bag Geotechnical, Inc. ~ Ring Sampler I I I I I I 1- I I 1- I I I I I I I I I File No. 21381 .16 May 18, 2007 IIAmerican Geotechnical, Inc. APPENDIX C Inclinometer Plots I I I I 'I I I I I I I I I I I I I I I 21381 AGl-5, A-Axis 0 ...------,-----..---------, 2 ············,··········. . .. ~ .. -. -. -. -.. -. 4 ············,············ .. 6 ............ , ............... . 8 ............ ,; ............... ----,---········· ' ' ' ' 10 ············:············ ... · ···:············ ' ' ' ' 12 ············:··········· · · ······:············ ' ' 14 16 ············:············ ...... ··:············ ' ' ' ' 18 ············:············· 20 ············:·············· .. . ... (············ 22 ························ ....... , ........... . 24 ············,············ ....... , ........... . 26 ············,············ ....... , ........... . 28 ............ , ................... , ........... . 30 ............ , ........... . ai 32 .g? .5 34 :S 36 a. c3 38 ········-····:············ •• -· ••• J •••••••••••• 40 ·······-----:---········· .. . . ... ~ .......... , .. 42 ························ · · . . . -. ~ ........... . 44 ············,·····-······ .. . . . .. ~ ....... -... - 46 ············,············ 48 ............ , ........... . 50 52 ............ , ........... . 54 ························· 56 58 ............ • ........... . 60 ············:············ ... -... ~ .. -... -. -.... 62 ············,··-----····· 64 ············,············ . ·-. ~;Q/10/2006 66 ............ ,. . . . . . . . . . . . . ... .-:~-: .1;116/2006 .. 68 ............ : ................. .--:~-:J~(1tiQ9.E? .. -tr-'1:/512007 70 ....... ----t----+----.-~-'--1 -0.10 -0.05 0.00 0 .. 05 0.10 Base Reading (in) from 9/25/2006 American Geotechnical Cumulative Displacement 21381 AGl-5, 8-Axis 0...-------..----------, 2 4 6 8 10 12 14 ·16 .......... :··· .......... ········'.············ ' ' 18 .. ...... ... . .. · ...... · · · .. ·····;············ 20 ............. ········ .. ········;············ 22 .......... . .......... ····················· 24 . .......... ' ............ ········1············ . ' ' ' 28 · ··········· .......... · ·········:············ . . 30 . ........ --., . . . . . . . . . . . . . ...... ~ ........ -.. . . . . ' l> 32 .g? ' ' --------······ -----------·-------------------. . ' ' ' ' .E 34 :S 36 ············'·· a. c3 38 ------------:- 40 ......... ········i············ 42 ---·········,·· 44 ............ , .. ................ , ........... . 46. ············:··· · · .... · ·········:············ . ' 48 ........... ·:· .. .. · .. · ..... ··---~·-········ .. . . 50 ············:·· · .... · ·········:············ . ' 52 ············:··· ...... · ·········:············ . ' 54 ············:···· ...... · ·········:············ . ' 56 5.8 60 ........... ~ -. -.... -... - 62 ·················· ... 64 .... ········:····· ..... ;· ····-·~!0/10/2006 66 ............ :. . . . . . . . . . . . ... .-:~. 1;1/6/200.6 .. 68 . . . . . . . . . . . ... . . . . . . . . . . . . ..... -:c:.. ~i?n t?Q9.E? .. : -tr-2/5/2007 70..,_.. ________ ,___ __ -0.10 -0.05 0.00 0.05 Base Reading (in) from 9/25/2006 La Costa de Marbella A+= N16E 0.10 I I I I I I I I I I I I I I I I I I I 21381 AGl-6, A-Axis 0 ~-------"---r---~-------, 2 ············:······ ... ··········;············· : . ' 4 ············:····· .... ···········:············ ' ' 6 8 ············:······· ... ········:············ ' . 10 . -. --...... .;----......... -... : .. -! ..... -.... -. . . 12 ................... . .. . ..................... ,;; ' . . . 14 ············>······ .. · · ........ ; .. · ......... . : : 1.6 ·········-··:········ · · -·······:··········--. . 18 ,• · · -· · --· · · -:-· · · · · · · · -·: · · · · · · · · ~ · · · · · · · · · · · · . ' 20 . . . . . . . . . . -·:-. . . . . . . . . . ......... ~ .... ·-· .... -. ' . 22 ·············:······· · .. ·········:············· 24 26 ... ---.. -... -: . . . . . . . . . . . ........ ~ ..... -..... . ' ' . . ---------············ .. ------··-·············· . . . ' 28 ............ ;. ..... · .. · ----------~------······ 30, ············:········· · ... : ...... !····--··-··· . ' ·32 ············:·········· · .. ········:············ 34 ········----:--------- w 36 ~ 38 ············.········· . . ........ ; ........... . C ~ 40 ... , .................. . . ......... ~ ...... ·-.. ' .. a. 42 Q) Cl 44 -------·-···,········· ' . . . . . . . . -.. ·> ....... . •••••••••• J •••••••••••• 46 . . ······················· . ········•············ . . 48 ............ ,. ....... . 50 ······················ 52 ············,········· 54 ••"•··········'··-······· 56 ······················ 58 60 ····················· · 62 ············.········ · 64 ······················ · 66 ............ , ......... · 68 ············:·········. 70 ..................... . 72 ············,········· · ......... ~ ........... . ......................... ........... ~ ........... . · · · · · ·_:,;_: · {oi1 oi:20oa . -......... ~ ........... . 74 --o-1:1/6/2006 76 · · · · · · · · · · · ··· · · · · · · · · · · · · · · ·~ · 1:1i3oi2ooa 78 ·············'············ ........... , ........... . : -A-2/5/2007 80----..--------1-----1 -0.10 -0.05 0.00 0.05 0.10 Base Reading (in) from 9/25/2006 American Geotechnical Cumulative Displacement 21381 AGl-6, 8-Axis o·~. -----~-~---~ 2 4 6 8 ·············:····· . . ···········:············ ' ' 10 ············:······· .. ···········;············ . . 12 ··················· .. ························ 14 ············.······ ... . .......... ~ ........... . 16 18 20 ............ • ...... . 22 24 ··················· 26 28 30 ····················· 32 34 w 36 ~ 38 ~ 40 a. 42 .Q) Cl 44 46 ············:········ ············.········ ············:······· 48 ··················· 50 ···················· 52· ·············:······· 54 ·············'······· 56 ............ , ...... . 5f;l ··················· 60 ···················· · 62 ····················· 64 ·········-··········· 66 ..................... . •••••••••••••• J •••••••••••• . . . . . .......... ~ -.......... . • • • ••• * •••••• ~ -••••••••••• ........... ~ ........... . . ···········{············ . ···········;············ 68 ············:·········· ···········:············ 70 ············:·········· · ···········:············ 72 ············,·········· ..... ·_:,;_: · 1:6i1 oi2ooi§ 7 4 · · · · · · · · · · · ··· · · · · · · · · · · · · · · · ·~ · 1;1 isi2oos · · 76 · · · · · · · · · · · ·:· · · · · · · · · · .. · ·. ·..:c;_: · 1:1i3oi200Es 78 ············:············ ···········'············ 80 -A-2/5/2007 -0.10 -0.05 0.00 0.05 0.10 Base Reading (in) from 9/25/2006 La Costa de Marbella A+= N23W I I I I I I I I I I I ·I I I I I I 21381 AGl-7, A-Axis o_,_..-c,-----~-------'---, 2 . . 4 ············:········ ....... ···)············ 6 ............. , ........ .. 8 ············;········ .. 10 ...................... . 12 14 ······················ · 16 ············'········· · 18 ············:········· 20 ············:··· .. ···· 22 ····················· · 24 ············.·········· 26 ............ , ......... . 28 ...................... . 30 .................... , .. • -••••• --• J • -•• --•• --~-• ' .. -.... "" ... ~ ........... . ..... -..... ~ ........... . ·········•;·····-······ ID 32 ~ £ 34 :S 36 a. ······················· ~ 38 ·············---------- 40 ············:·········· 42. ············,··········- 44 ············,·········· 46 ······················· 48 ······················· 50 ············;·········· 52 ...................... . 54 ······················· 56 ······················· 58 ······················· 60 ············>·········· 62 · ············,··········· . . . . . . . . . . . ~ ........... . -.......... ~ ..... -. -... . ········--·;············ ........... , ........... . .......... -' . ~ -. -...... . ........... ~ ............ • ........... : .......... :. 64 ············,··········· ...... -.1:011012006 66 . . . . . . . . . . . ... . . . . . . . . . . . ..... ±. j;1 /6/200.6 .. . -a-12/1/2006 68 ···········-·············· ........... , ........... . : -1r '1:/5/2007 70-1-----+----+----1-----I -0.10 -0.05 0.00 0.05 0.10 Base Reading (in) from 9/25/2006 American Geotechnical I Cumulative Displacement I 21381 AGl-7, 8-Axis o~-----~------, 2 ············:·········· ... ·······:············ . . 4 6 ······················ 8 -............ , ......... . 10 ...................... . 12 ...................... . 14 . . . . . . . .. ~ ........... . 16 ······················· ........ , ........... . 18 ............ • ......... . ......... .: ........... . 20 ············:·········· 22 ············:·········· · ..... ····:············ . . 24 '···········:········· .... · ·····)············ . . 26 . . --·············-----·· .... ·····;············ . . . . 28 . . . . --.. -.. -.. ,. . . . . . . . . . . . . . . . .. -~ --.. -...... . . . . . 30 -·······-···:·········· · ··-· ····:············ . . ID 32 Q) - ······················-..... ················· . . . . . . .... . 5 34 :S 36 a. ............ : .... ' ............... ; ........... . . . . . ~ 38 ............ • ........ . ........ .: ........... . 40 .... -...... ·: · ..... -. . . . -. -.... ~ ........... . . . 42 ····················· 44 · ........ · · ·:· .. ······· " · · .. ·····~-· ····· .... . . . . . 46 ············,········· . -· . ······\··········-· . . . . 48 ············:·········· · · · ······!············ . . 50 ······················· .......... , ........... . . . . . 52 ························ 54 ······················· 56 ······················· 58 ············:·········· · 60 ............ ; ......... . --····--·-:············ 62 ············,·········· ···········,···--······· 64 ........... ·,·.......... . ... ·-. 1;0/10/2006 66 ·. · · ....... ·,·........... . ... ±. j;116/200.6 .. 68 ............ :. . . . . . . . . . . . . ..... ::. . f~(Y?Q9.~ .. -1r '1:/5/2007 10---...---~+----i-----l -0.10 -0.05 0.00 0.05 Base Reading (in) from 9/25/2006 La. Costa de Marbella A+= N25W 0.10 I I I I I I I I I I I I I I I I I 21381 AGl-8, A-Axis 0 : : 2 ---... -. -.. -:-........ --... ----..... ~-. ·--....... . 4 6 8 10 12 14 16 18 .......... -..... -.. -. . . . . . . . . -.. ~ ........... . ' . ' ' ' ········----:---········· .... ---·1············ ' ' ' . ---·--···············------.. ················· ' . ------------:------------.... ····-!············ ' ' ' ' .. -..... ~ .. ·,. -...... -. . . . . . . . -. --, ........... . ' ' ' . -············-··········· ......... , ........... . ' ' ' ' 20 ············:············ .... --···!············ 22 24 26 28 30 32 34 36 ························· -· ···-················ ' ' . .. ----... -. -;. . . . . . . . . . . . . . . -... -~ --......... . ' ' ' ' ............ , ............... ------,---········· ' ' . ' -----------·············· ......... , ........... . ' ' ' ' ............ ,. ·-....... -. . . . . .... -.•...... -.... . . ' ························· .. -···················· ' . . ' -········-···:············ .. '• ·····-~············ . ' . . ---.. -......... ~ .. -. --. . . . . . . . ---. -.. -...... -.'" . ' . -a, 38 .s!. 40 ············:············ .. ·········:············ ' ' ········--················ .......... , ........... . ' . ·5 42 .c ........... ·:· ........ -. . . . . ...... ~ . -. ~ . -..... ,. . ' a 44 Q) ' ' -··-········.··········-·· .. ·······;··········--. ' C 46 48 50 52 54 56 58 60 62 64 66 68 70 72 ·-····--················· .. ··········--·-·····-. ' ' . --··-·······:············ .. ·······:············ ' . ' . . . . . . . . . . . -., .... --..... -. . ............. -. -.. ---- ' . . . ' .......................... ········;········---- ' . ........... -:-... -. . . . . . . . .. -... --{ .... -...... . ' ' ......................... . .................... . ' ' ' . ············:···········-·. ··········:············ ' . ············,··--········ ....................... .. ~ ........ ·: -.. -. --·-· .. . 74 ············:············ · ·········:············ 76 · · · · · · · · · · · ·:· · · · · · · · · · · · · .. ·. ·+. ~:0710/20'06·. 78 · · · · · · · · · · · '( · ...... · .. . · .. ·+. 1'.1767200.6 .. 80 · · · · · · · · · · · ·:· · · · · · · · · · · · · · · · · ·--o-: · 1:2in2001r · 82 · · · · · · · · · · · ·1· · · · · · · · · · · · · · · · · ·+ · 21si2o6i ... 84-<.-----+----+----i------i -0.1'0 -0.05 0.00 0.05 0.10 l;lase Reading (in) from 9/25/2006 American Geotechnical I . Cumulative Displacement I 21381 AGl-8, 8-Axis 0------..-----"-------, .2 4 6 8 10 12 14 16 ························· ....................... . ' ' ............ • .................... : ........... . . ' ' . ······················· -.......... , ........... . . . ' . 18 .. ······ ····:······· ... · · · .. · .. · ·'.·· · .... ····· 20 ············:·········· · ........ ··:············· 22, -·······-··············· ·-·-···· ··············· 24 ............. ;........... ························ 26 28 30 32 34 36 -·-····················· ....... ··············· ' ' . .................................. , ........... . ' ' ' ' ······················· ....................... . . ' . . ' ' ........... ·, ... -. -. -. . . . ----..... ~ ........... . ' ' ' . . -----...... ,. . . . . . . . . . . . . ....... -~ ...... -.. -.. ' ' . ' -a, 38 ············:·········· ···········:············ .s! 40 .. · · · · · · · · · · ·:· · · · · · · · · · · · · · · · · · · · · : · · · · · · · · · · · · ·5 42 ······················· · .......... , ........... . .s::. :. : a 44 Q) C 46 48 50 52 54 56 58 60 62 64 66 68 70 ············.·········· . ··········;············ ··-···················· . ······················· . ' ........ --.. ·:· .. : ... -. . . . . .... -.. -. ~ ........... . ' . ' ' .. ; ......... , ........... , ............ , ........... . ' ' ' ' ...... -· .... ·:· ...... -.. -. . . . . -.... ~ .. -.... ~ --.. ' ' . ' ························ ···········;············ ' . ' ' ························· ...................... . ' ' ' ' ' ' ························ .. ····················· . ' . ' ' . ...... --. -.. , . . . . . . . . . . . . . . ....... ~ ... -.... -.. . ' ' .. --. --. -.. ·:· .. -.. -. . . . . . . . ....... ~ ........... . . ' . ' .. --........ , .... ~ .. ---. . -......... , ....... --.. . . ' ' ' ...... -.. -. -·· .... -. -. ---........ -.. ~ . -....... -. -' . ' ' ' ' ············,············ ........... , ........... . . ' ' . -·····-·················· ························ ' ' . ' 72 ············:············· ···········:············ 74 ·············:··········· · ········:············ ' . 76. · · ._. · · · · · · · ·:· · · · · .. · · ·. · .... ·+ · 1:0/10/2006 78 ············:········· .. ···· .. +·1\11a12oo·e-- 80 ············:··········· ······--o-:·1:2i1i2ooe·· 82 · · · · · · · · · · · ·:· · · · · · · · · · · · · · · · · ·+ · vsi2ooi · · · 84-1,----...----+---.-----1 -0.10 -0.05 ' 0.00 0.05 0.10 Base Reading (in) from 9/25/2006 La Costa de Marbella A+=NSW I lllAmerican Geotechnical, Inc. File No. 21381.16 I May 18, 2007 I I I I APPENDIX D 1· Laboratory Testing I I I I I I I I I I I I ------------·------- AGI -1 @ 2.5' -3.5' AGI -l @ 6.0' -7.0' AGl-1 @ 7.5' -8.5' AGI -1 @ 10.0' -11.0' AGl-1 @ 12.5' -13.5' AGI-1@ 15.0' -16.0' AGI ---1 @ l7.5' -18.5' AGI -1 @ 20.0' -21.0' AGl-1 @30.0' -.3J .0' AGI -l @ 50.Q' -51.0' AGB -2A @ 3.0' -4.5': AGB-2A@ 6.0' -7.5' AGB-2A@9.0' -10.5' AGB-2A@ 12.0' -13.5' AGI -3A @ 2.0' -3.5' AGl-3A@8.0' -9.5' AGl-3A@ 14.0' -15.5' AGI -3A@ 20.0' -21.5' T = Shelby Tube Sample R = Ring Sample SC = Sand Cone LB = Large Bag Sample 100.3 106.6 104.9 103.9 97.0 106.3 103~6 104.2 112. l 111. l 97.7 105,.3 102.7 107.3 103.8 103.1 100.0 101.2 FIELD DENSITY TEST SUMMARY 21.6 - 18.7 - 19.3 - 22.9 - 23.2 -- 20.2 -- 20.7 - 19.4 - i7.3 -- 16.6 - 24.7 -- 20.8 -- 22.1 -- 20:9 - 20.5 -- 21.2 -- 24.5 - 23.5 -- .. ····~-~ATi~E~~:1..,c~ ~;;~~Ir~~ ;J·AJ-~(~.);; '"'lffe1 ~€Tt0Nk. t:tr~ ,,~\~}~;){:~ t:~r:.~tr· --86 R -87 R 86 c' R - -97 R -85 R -93 R -89 R -85 R -93 R -87 R --92 R -94 R --93 R --94 R --89 R --90 R -97 R --95 R I I I I I I 1- 1 I I I I I I I I I I I File No. 21381.16 May 18, 2007 IIAmerican Geotechnical, Inc. LABORATORY TEST PROCEDURES Moisture Content Determinations Moisture content determinations were made in accordance with ASTM method of test D2216. I I I I I I 1· I I I I I I I I I I I I File No. 21381.16 May 18, 2007 APPENDIX E IIAmerican Geotechnical, Inc. Landslide & Slope Stability Analyses -See Table I for a Summary ------------------- 200 180 160 140 -a5 ~ 120 -Cl) ~ 100 en ~ t: 80 · ~ 60 4cl 3 20 ,} 0 Material #: 1 Description: Fill Cohesion: 300 Phi: 26 Material #: 2 Description: Landslide area Cohesion: 130 Phi: 10 Material #: 3 Description: Santiago Formation Cohesion: 200 Phi:20 9 4 32. ~ 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 Horizontal Scale (feet) La Costa De Marbella Cross Section 1-1' -------~----------- 200 180 160 140 -..... (l) ~ 120 (l) ~ 100 Cl) ~ :e 80 ~ 60 40 20 Material #: 1 Description: Fill Cohesion: 300 Phi: 26 Material #: 2 Description: Landslide area Cohesion: 130 Phi: 10 Material #: 3 Description: Santiago Formation Cohesion: 200 Phi: 20 . -~ 1...QAQ_ • 0 '----'--""'-'-"--'-"~"'-"-----'--"----"-"--"--'-'-"-'~""=--'--'----'-'---~.,___~-"-'-~--'-~ 0 W ~ W 00 100 1W 1~ 1W 100 ~ ~ ~ ~ B Horizontal Scale (feet) , ,__,,,..,,.;::;;.,/ •' ....... ~-....,..,..,,---_,,., --..,,..~.,,.,...-, .,.~__....------------ 300 320 340 360 380 La Costa De Marbella Cross Section 1-1 ' -------------------- Material #: 1 Description: Fill Cohesion: 300 Phi: 26 Material #: 2 200 ,-Description: Landslide area 32. Cohesion: 130 Phi: 10 180 ~ Material #: 3 160 f- Description: Santiago Formation Cohesion: 200 Phi: 20 I 140 -.... Q) ~ 120 Q) ~ 100 CJ) ~ :e 80 ~ 60 I 9 ----- 4 011· I ·1 L + I L -I' . I· I · I • . L .i. -· L ... L . .i. · I .. I .. L . ~I 0 W ~ 00 00 100 1W 1~ 100 100 ~ ~ ~ ~ ~ D m ~ ~ ~ Horizontal Scale (feet) La Costa De Marbella Cross Section 1-1' with SMC tie back ----·--------------- 200 180 160 140 -..... Q) Q) !:!t.-120 Q) ~ 100 (J) ~ t: 80 ~ 60 40 20 Material #: 1 Description: Fill Cohesion: 300 Phi: 26 Material #: 2 Description: Landslide area Cohesion: 130 Phi: 10 Material #: 3 Description: Santiago Formation Cohesion: 200 Phi: 20 .. ~-' -· -'~~,-·. .2,W__ 0 "------'~--'--1.---'--'-'~--'-'--"-'-~""-'-~-"''----l---'--'-'-''--~-'-----'=----'-.l.........'--'__,_J-~~~~'--1--~...l!-~~~--=-'--'--~---''-'---'-" 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 Horizontal Scale (feet) La Costa De Marbella Cross Section 1-1' with SMC tie back ------------------------ Material #: 1 Description: Fill Cohesion: 300 Phi:26 200 r-Material #: 2 Description: Landslide area Cohesion: 130 180 I-Phi: 10 Material #: 3 160 I-Description: Santiago Formation Cohesion: 200 140 1-Phi: 20 -..... Q) ~ 120 Q) ~ 100 Cl) ~ 80 ,. t Q) > 60 I 9 011' --I -.. L ·_ L l I -1 -I ----. I I --I --I · t -I I -I f -I I 2~- 0 W ~ ~ 00 100 1W 1~ 1~ 100 B ~ ~ ~ ~ ~ ~ ~ ~ ~ Horizontal Scale (feet) La Costa De Marbella Cross Section 1-1' with SMC tie back (circular failure) -- 200 180 160 140 .;-..;, ..... Q) Q) !:!:;.. 120 Q) '.ci3 ~ 100 -~ t:: 80 ~ 60 -- Material #: 1 Description:. Fill Cohesion: 300 Phi: 26 Material #: 2 -- Description: Landslide area Cohesion: 130 Phi: 10 Material #: 3 Description: Santiago Formation ·Cohesion: 200 Phi: 20 -- • • • • • • • • • • • • • • • • • • • • • • --· - • • • • • • • • . • • • • • • • • • • • • • • • J,m. • • • • • • • • • • • 40~1 -----------------,--~ ~ .. ~ .... ,_, ... ~ --~ .... - 20 0 ~ 0 20 40 60 80 100 120 140 160 180 200 220 Horizontal Scale (feet) • • • • • 240 -- • • • • • • • • • • • • • • 260 280 • • • • • • • --- :-,,·:;:,,.• ___ .,..-,,....-,A'~_,.--" - . ..--------- 300 320 340 360 380 La Costa De Marbella - Cross Section 1-1' with SMC tie back ( circular failure) - ------------------- 200 180 160 140 1? Q) e, 120 Q) ~ 100 -~ t:: 80 ~ 60 4081 3 Material #: 1 Description: Fill Cohesion: 300 Phi: 26 Material #: 2 Description: Landslide area Cohesion: 130 Phi: 10 Material #: 3 Description: Santiago Formc;1tion Cohesion: 200 Phi:20 9 ·,·I!· -. • 11. )8..-.:: 31. 21r 44i ror 0 . . ~ . ·4?: 4 43 • ::s:.;;; - .2 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 Horizontal Scale (feet) La Costa De Marbella Cross Section 1-1' with both tie backs --- -..... Q) 200 180 160 140 ~ '-' 120 Q) ~ 100 -~ t:: 80 ~ 60 --·-- Material #: 1 Description: Fill Cohesion: 300 Phi: 26 • Material #: 2 Description: Landslide area Cohesion: 130 Phi: 10 Material #: 3 Description: Santiago Formation Cohesion: 200 Phi: 20 • • • • • • • • • --· - • • • • • • • • • • • • • • • • • • • • • • • • • • • • 40~1 --=-------------------- ~ ,--~ 20 I-" -·-· ----· - • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • .1.758 • • • • • • • • • • • • • • • • • • • ,I ,_, •• ~--.,,.....-,· _,,.:.,.,---· . .....-.,,..-""--~~-- 0 0 ~~-;~~~~~-~;-~~~~'""-;~~-'-;!;::--~~~-:-::-~~~~-~~-.-J"---~L---~.l.--J~ _ _JL_:.._L~-~-.c:..__l-'-.:_J, 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 Horizontal Scale (feet) La Costa De Marbella Cross Section 1-1' with both tie backs -- ------------------- 200 180 160 140 -...... Q) Material #: 1 Description: Fill Cohesion: 300 Phi: 26 Material #: 2 Description: Santiago Formation Cohesion: 200 Phi:20 ~ 120 Q) ~ (J) ~ ~ ~ 16 17 100 80 L Y" 6 ~ 7 8 60 I 10 191 --18 40 _,,,.-~---:---,---~-'r 4 ;..... ___ _:_ ___ ......,. ____ ___,_..,..... __ 7ZI, 2Jl .......... --------------· 26 01! I I --l -1-I I -I .-1 -I'----1 -L -1 -•I -I -1-I I -J. -I I ?l I 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 420 Horizontal Scale (feet) La Costa De Marbella Cross-Section 2-2' -··-·--·---- • • • 200 • • • • • • • • • 180 • • • • • • • 160 • • • • • • • 140 • • • -· • ~ • (]) ~ 120 -• • . • • (]) • • • ~ 100 Cl) • • • • • • • ~ t 80 (]) • • • • • • • > 60 40 20 0 0 20 40 60 80 100 120 140 160 -- • • • • • • • • • • • • • • • 1.479 • • • • • • • • • - • • • • • • • • • • • . • • • • • • • • • • - • • • • • • • • • • • --- Material #: 1 Description: Fill Cohesion: 300 Phi: 26 Mclterial #:. 2 -- Description: Santiago Formation Cohesion: 200 Phi: 20 ,,,,.,.,..,.,..,,---1 ·~···----·-·-~---·-----. 180 200 220 240 260 280 Horizontal Scale (feet) 300 320 340 360 380 400 La Costa De Marbella Cross-Section 2-2' -- 420 ----------· ---------- 200 180 160 140 -..... Q) Material #: 1 Description: Fill Cohesion: 300 Phi: 26 Material #: 2 Description: Santiago Formation Cohesion: 200 Phi:20 ~ 120 Q) ~ Cl) ~ :e ~ 100 I-• 80 7 60~ 29 10 4 -121· :=:::-3t==_ ' ....---:::::=:: ' ,_, . ,' 20 · .. 26_ 16 15 17 6 8 19 18 011 .L . ·I I -1 . I --I r -·1 ... I L . . L · · · L -·1 I · I -I -.x : I . I -· t ii I 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 420 Horizontal Scale (feet) La Costa De Marbella Cross-Section 2-2' --· ------ • • • 200 • • • • 180 • • • 160 • • • • • • • • 140 · • • • -Q) ~ 120 Cl) • • • • • ~ 100 (J) • • • • • • ~ •. • • • :e 80 • ~ ,. 60 40 ........ ,- 20 -- • • • • • • • • • • • • • • • • • • • • • • • • ~-• . • • • • • - • • • • • . • • • • • • • • • • • • • • • • - • • • • • • • • • • • --- Material #: 1 Description: Fill Cohesibn: 300 Phi: 26 Material #: 2 -- Description: Santiago Formation Cohesion: 200 Phi: 20 _,.,-r' __ ,,,__,..,,. ,_____-------c--..,---· .. - - o~~-~~-~~~~-~~~~~~~-~~~~---~-~~~-~~-~-~~~~~~--~~~~---~~-~--~---~~-~~~~ 0 20 40 60 80 100 120 140 160 180 200 220 240 Horizontal Scale (feet) 260 280 300 320 340 360 380 400 La Costa De Marbella Cross-Section 2-2' 420 - -------------------·- 200 180 160 140 -..... Q) Q) !:!::.. 120 Q) ~ Cl) ~ ~ 100 80 6 20 o1L 0 20 40 60 80 100 120 11 Material #: 1 Description: Fill Cohesion:-300 Phi: 26 Material #: 2 Description: Ancient Landslide Cohesion: 200 Phi: 20 Material #: 3 Description: Santiago Formation Cohesion: 200 Phi:20 :1 ¥, --,---~18 1.Y1 8 29 2 140 160 180 200 220 240 260 280 300 320 340 360 380 Horizontal Scale (feet) La Costa De Marbella Cross-Section 3-3' --- 200 180 160 140 --Q) ~ 120 --' Q) ~' 100 Cf) ~ :e 80 Q) > 60 40 20 0 0 - 20 - • • • • • 40 60 - • • • • • • • • • • • • • • • - • • • • • • • • • • • • • • • • • • • • • • • --- • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • "J,M1 • • • • • • • • • • - • • • • -~----~ 80 100 120 140 160 180 200 220 Horizontal Scale (feet) -- 240 260 280 -- Material #: 1 De~cription: Fill Cohesion: 300 Phi: 26 Material #: 2 -- Deseription: Ancient Landslide Cohesion: 200 Phi: 20 Material #: 3 Description: Santiago Formation Cohesion: 200 Phi: 20 300 320 340 360 380 La Costa De Marbella Cross-Section 3-3' -- ----------·-·-------- -..... Q) ~ ._ Q) ~ Cl) ~ :e ~ 200 180 160 140 120 100 1W1 80 10 ~ .•. 20 I?. Material #: 1 Description: Fill Cohesion: 300 Phi:26 Material #: 2 Description: Ancient Landslide Cohesion: 200 Phi:20 Material #: 3 Description: Santiago Formation Cohesion: 200 Phi:20 19, 20. 21 N 1a 8 119 011 t -:) --J I •· I -,.L · I .I ---I : --I --I ~--1-t I -I --J -l-41 I 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 Horizontal Scale (feet) La Costa De Marbella Cross-Section 3-3' with tie back (......,_i ~· L...1....1 200 180 160 140 Z" Q) Q) !:t:, 120 Q) ~ 100 CJ) ~ t 80 ~ 40 20 - ....,.,-¥ .... ...... ....,,~ - • • • • • • • • """"'-~-..... ~ • - • • • • - • • • • • • • • • • • • • • • • • • • • • • • • • • • • ., • • • • • o~~~--~~-~-~~~~-~~~ 0 20 40 60 80 100 120 - • • • • • • • • • 140 • • • • • - • • • • • -- • • • • • • • • • • • • • •· .2-105, • • • • • • • 160 180 • • • • 200 ;120 Horizontal Scale (feet) -- 240 260 280 -- Material #: 1 Description: Fill Cohesion: 300 Phi: 26 Material #: 2 -: - Description: Ancient Landslide Cohesion: 200 Phi: 20 Material #: 3 Description: Santiago Formation Cohesion: 200 · Phi: 20 ..,_-,,.------:- 300 320 340 360 380 La Costa De Marbella Cross-Section 3-3' with tie back -- I IIAmerican Geotechnical, Inc. I File No. 21381.16 May 18, 2007 I I I I 1· APPENDIX F I Tieback Anchor Block Design Calculations I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I TIEBACK ANCHOR BLOCK DESIGN File Number: 21381.16 FileNa~e: La Costa de Marbella Anchor Block Length = Anchor Block Width = Anchor Block Thickness == Lognitudinal Reinforcement = Transverse Reinforcement = DESIGN CRITERIA DESIGN SUMMARY 10 feet 8 feet 20 inch #8 bars@ #7 bars@ #4 bars@ 12 inch @ top & bottom 12 inch o.c. at bottom 12 inch o.c. at top Tieback. load per foot = Tieback Spacing, s = Service Load per Tieback, P = ~kips/ft c=J]]ft on cener 220 kips CHECK BEARING PRESSURE Allowable Bearing Pressure = ~psf Anchor Block Width, w = .c==:]ft Bearing pressure, o-= P ( 103)/[ ( w )(s)] == < ANCHOR BLOCK DESIGN Check for Wide Beam Shear (One-Way Shear) 2750 psf 6000 psf [OK] 1 w Pu= L1P = qu =Pul[(w)(s)]= Size ofbearin ,..........______......., 374 kips 4.68 ksf j .... _---12-,!inch ,_______._d ____, l fc= /y= s~ The critical section for wide beam shear occurs at a distanced from the face of the bearing plate. So shear at critical section, Try d = !.......--0-.9-9-72-,!ft = 11.97 inch Yu= [(s/2-b/2)-d](w)qu = 131.00 ksf (JV c = [0.85(2)sqrt(/\)(144)/103](d)(w) = 131.01 ksf Used= I 12jinch Ameri98n Geotechnical Page 1 of3 APRIL2007 By:JH I I I I I I I I I I I I I I I I ·1 I I Check for Diagonal Tension (Two-way shear) Shear stress for two-way actioJJ = 4¢sqrt(/'c) = I =b +2(d/2)= Vu= Pu· (/2/144)qu = Shear stress = V j A = Check ford= A= (b+d)2/144 = Perimeter = 4(b+d) = Shear force, V = Pu -A( qu) = Shear stress = Y(a!I) = 4 cj, sqrtif c') = 24 inch 355.30 kips 22.21 ksf 14.52linch 4:88 ft:2 8.84 ft 351.17 kips 32.83 kips 228.08 psi= 228.08 psi= 32.84 ksf Used= 15 !inch thick (effective) anchor block Total anchor block thickness= 19 inch (asswne #8 bar) ~inch thickness anchor block for design USE USE ~inch effective depth/or design (assume #8 bar) DESIGN FOR REINFORCEMENT Longitudinal Direction (Long way) Assume simply supported ~onditions between tiebacks and consider I 12finch wide section w =Pis 22.00 kips/ft M =ws2/10= max Mu = 1. 7Mmax = Mu= cj,Asfy(d-a/2) As= I 0.670lin2 a= Asf ,J(0.85.f'cb) = 220 kips-ft 374 kips-ft= 0.88 46.75 kips-ft/ft b~ d/2 .. l [OK] 32.84 ksf Mu= cj,Asfy(d-a/2) = 46.92 kips-ft/ft > 46.75 kips-ft/ft OK Check for minimwn reinforcement As<mm> = pbd = 0.594 < 0.670 [OK] Use 20 inch. thick anchor block ~----#--8-,!bars@ . 12 inch@ top & bottom (As= 0.79 in 2) Transverse Direction (Short way) q =PIA= 2.75 kips/ft I =w/2-b/2 = M=q/2/2= Mu =1.1M= Mu = cj,Asf y( d -a/2) . As= I 0.410lin2 American Geotechnical 3.5 ft 16.84 kips-ft 28.63 kips-ft/ft Page 2 of3 b~l' 1 __ l APRIL2007 By:JH' I I I I I I I I I I I I I I I I I I I 0.54 a= A/' .)(0.85f ch)= Mu= $A/'y(d-a/2) = 28.71 kips-ft/ft > 28.63 kips-ft/ft OK Use Use Check for minimum reinforcement As(min) = pbd = 0.594 > Per ACI 10.5.1, use l.33As = 0.55 in2 0.410 [NG] [OK] ~bars@ ~bars@ ~inch o.c. at bottom ~inch o.c. at top American Geotechnical Page 3of3 <As= (As= 0.60 in 2) 0.20 in 2) APRIL2007 By:JH I IIAmerican Geotechnical, Inc. File No. 21381.16 I May 18, 2007 I I I I I· APPENDIXG I Design Calculations for Building Underpinning I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I • American Geotechnical, Inc. 0 22725 Old Canal Rd. -Yorba Linda, CA,92887 (714) 685-3900 BY: _....:::~~-· ____ o_5,....76 __ 4_P_a_cifi----"c-C_en_te_r_B_Iv_d_. #_112 -San Diego, CA 92121 (858) 450-~~ NO.: ~1311 . I J:. DATE: _____ 4'_,_'-''J ___ _ PROJECT:_~-_Co_l_h..._d_e-_M_~_r_l.e._l_<...v ______ _ SHEET: I DESCRIPTION: ,,,, ,,, J "'f' ~ (.h,,,o. I I I I I ,. : ; I ' I ,. I I I I r I I I I I I I I I I : l ·1 I i l I I .... I I I I I J!I I ! I I J i ! I I .,.. i ' : I Iii' 1 J ~ 'J ( c.1'1,:;; i ~ff:01<:: I I I I :! I ! I i I I , i I I l I I ' I j ! I t I j ··t-I I 1 I I I I l I t I I I I I I I i I I ' I I I ..-/ I / I I ' I I i I I i I I I l I I i I I I I ' I I : I I I I I ;-t-l I I I I I I I : j f ! I I I I I I I i I I 1 l I I l I J I I ! I i I I I I I I I i I I ' I i ' I I i I I I I , .. _] I i i I I ! I I I I ! ) ) ' I l l i I I I I I l I i I I I I I .~ I ; I l ! j I ' [J n, I 1 I M .. -~ . '7 I II 1IJ I I I l .,., , ~ , J ?4 I ~ I I ~1..1 . ' I I I .. I I 'II I .; \II I I I -I. I I itl I I i -,.1. . ...-. I.,,.. l ~ ~}-µ l--" I 'll . ,-' :> ' I l ! I " I I I ... : 4' I. I I .f f 1 -r , I , , I I -,111' ..,_ I t'l' : _t'. 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Active Pressure, a A2 = Add'! active depth, d = Add'! active force, P a2 = Retaining wall height, Hr = Depth to be ignored, Hn = ~pcf/ft c=:]lft 0 lb [==mtt L____.iJft Try Pile Diameter, D = PIie Spacing, S = r===]ft i===mft Width applied to active force, w1 = ~times pile diameter= 12 ft Width applied to passive force, wP = ~times pile diameter = 6 ft Note: I. Apply 3 times pile diameterforwidth applied to active force if pile spacing is equal to or greaterthan3 times pile diameters. Otherwise, apply actual spacing for width applied to active force 2. Apply 2 times pile diameter for width applied to passive force (consider·"arching" effect for clayey soil) Apply I times pile diameter for width applied to passive force for sandy soli I>esign Procedure l, Calculate pile depth Hr+ Hn + h1 so that force equilibrium between active force, P81 + P a2 I and passive force, PP can be established. I I I I I I -1 I Active force on pile, Pai= (1/2)crA1(Hr + Hn + hi)2 = Active force on pile, P a2 = (1/2)cr.A2d2 = Active force on pile, Pat + P a2 = Passive force, Pp= (1/2)[crpHn + O'p(Hn + h1)Jh1 = Try h1 until Total Pa1 + P 12 = Total Pp Try h1 =I,------6-.9-6 ltt Total P11 = 46847.42 lb Total Pa2 = 0.00 lb Total Pai+ P a2 = Total Pp= Hu+h1 = 46847.42 lb 46854.72 lb Passive force at depth ofHn + h1 = 2. Calculate location, y, of total passive force y= 2.94 ft 3903.95 lb/ft 0.00 lb/ft 3903.95 lb/ft 7809.12 lb/ft 10.96 ft 1644.00 lb/ft 3. Calcµate moment at depth of Hr+ H0 + h1 based on P 81, P •2, and PP Driving Moment, Mn= (l/3)(total P a1)(Hr + Hn + h1) + (total P d[(Hr +Hn + h1) -(2/3)d] = Page 1. 3 .. 171149.26 I I I I I I I I I I I I I I I I I I I Resisting Moment, MR = (total P p)Y = Moment Needed to be balanced = Sheet1 4. CalcuJate ~dditional pile depth needed to balace the moment Try h2 = I 4.6 ltt Pp2 = (1/2)crp(Hn + h1)(hz/2)wa = 11343.6 Calculated Moment based on h2 = P p2(2/3)hz/1000 = 34. 79 kips-ft Use! ... ---3 .... S!kips-ft Note:-the calculated moment based on h2 inust equal to moment needed to be balanced 5. Calculate total pile depth required Total pile depth requirecl = Hn + h1 + h2 = Use 15.56 ft 16!ft Page2 137767.91 33.38 kips-ft/ft I pcaColumh v3. 64 © Portland Cement Association LicenEed to:. American Geotechnical. License ID: 52452-1010359-4-2089F-2089F C:\Documents and Settings\alvappia\My Documents\Marbella.col I I I I I I I I I I I I I I I I 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer progrc1m 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 pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final qnd 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 pcaColumn(tm) program. Page 1 04/25/07 08:40 AM I. pcaColi.lmn v3. 64 © Portland Cement Association Licensed to: American Geotechnical. License ID: 52452-1010359-4-2089F-2089F C:\Documents and Settings\alvappia\My Documents\Marbella.col I I I I I I I I I I General Information: ==================== File Name: C:\Documents Project: Marbella Column: and Settings\alvappia\My Documents\Marbella.col Engineer: AA Code: ACI 318-02 Run Option: Design Run Axis: X-axi~ Material Properties: ===·================ f'c = 3 ksi Ee = 3122 .02 ks·i Ultimate strain= 0.003 in/in Betal· = 0.85 Section: ======== Circular: Diameter= 36 in Gross section area, Ag= 1017.88 inA2 Units: English Slenderness: Not considered Column Type: Structural fy Es = 60 ksi = 29000 ksi · Ix 82448 inA4 Iy 82448 inA4 0 in Xo = 0 in Yo= Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) ------------------------------------------------- # 3 0.38 0.11 # 4 0.50 0.20 # 5 # 6 0.75 0.44 # 7 0. 88, 0.60 # 8 # -9 1.13 1.00 # 10 1.27 1.27 # 11 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Circular Pattern: All s·ides Equal (Cover to transverse reinforcement) Total steel area, As= 12.48 inA2 at 1.23% 8 #11 Cover= 4 in 0.63 1.00 1. 41 Area Page 2 04/25/07 08:40 AM (inA2) -----------0.31 0.79 1.56 I I I I I I I Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ======·=============================·=·================== Pu Mux fMhx No. kip k--ft k-ft fMn/Mu -------------------------------------------- 1 60.0 0.0 733.8 999.999 *** Program completed as requested! *** I I I 1· I I 0 0 I 1----3_6 ____ i_n_d_i_a __ m_. ----i Code: ACl318-02 I Units: English I. Run axis: About X-axis Run option: Design I Slenderness: Not considered Column type: Structural I Bars: ASTM A615 Date: 04/25/07 I Time: 08:40:24 I -900 fs=O p (kip) 2500 -1000 fs=O (Pmin) 7 900 Mx (k-ft) I pcaColumn v3.64. Licensed to: American Geotechnical. License ID: 52452-1010359-4-2089F--2089F 1---------------------------I I I I ·I File: C:\Documents and Settings\alvappia\My Documents\Marbella.col Project: Marbella Column: fc = 3 ksi Ee= 3122 ksi fc = 2.55 ksi e_u = 0.003 in/in Beta1 = 0.85 Confinement: Tied fy = 60 ksi Es = 29000 ksi fc = 2.55 ksi Engineer: AA Ag= 1017.88 in"2 As = 12.48 in"2 Xo = 0.00 in Yo = 0.00 in Clear spacing= 8.38 in phi(a) = 0.8, phi(b) = Q.9, phi(c) = 0.65 8 #11 bars Rho = 1.23% Ix = 82448 in"4 ly = 82448 in"4 Clear cover= 4.50 in IL..-.,..---,-----------------------------1 I I I I I I I I • American Ge·otechnical, Inc. D 22725 Old Canal Rd. -Yorba Linda, CA 92887 (714) 685-3900 BY: D 5764 Pacific Center Blvd. #112 -San Diego, CA 92121 (858) 450-4040 2-/ 3 j J. /lo FILE NO.: _______ _ DATE: ~Lf-1-l•-'JI-.;., ___ _ PROJECT:_k___,.,,....~_._·h.. __ d_e.._41\...._,W_l._...;_ _ __,_ __ _ SHEET: -~8 _____ _ DESCRIPTION· I J i I I I i I I i I I I I I l l. I I I I I I l .L I I I I I I .11 I I I 1 I I I I I I H-+++-H-+++-H-+++--iH-l-+hH-H1-++-!-H++-!-H-l-++-IH1+++-l-+++-H-+++-H-+++-l-l-+++-l-11-++.J.-1W1-J--!1-!--i-1 , I I - l : I I ,': I i ii £ H-+-t-+-H-+-t-+-h:-t-:' ,,-+++-H-+++-1--f:-+++ :· --,:H--+-i-i-14-f--l-H-+++-H-+++-Hl-+++-H-+-li-+' +-+1-++--1-1-+-i--!1--l-ll -l-+1 -l--l-.ff., -l--!- 1 WJ-l--.1 1 -·+ I ! I : I ' I i i l I I I I I I I I [ 1 TT I I I l I I I 1 1 I I ; I ; I IJ I i f l f j ; ! l 1 ! T I I I 1 , , , I I ·' 1 I I I ; I • · "'~'jH~~""",ri-++H-t++-H-++-1-H-¼-l,..+-i-141-l-1-!--l>-i!--!--I I I iJ. I .J I 4 1 I I I I I I I I I I ; I : I I I I I i I -tltll ' ; 1 l : • ! 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' ' L r I' ' I I I I I : I I I I I I I I I I ' ' I I -... -. I .I ; J l., ,,, --,, " L ~ ·"~ ft ... ..... ·-7' ~I<,:, J .. ~ ....... + --t:~ ~ I I I ,. -i -• I ... -. . , . I I .. .. ,. -=·---... , .-1,,,. '" l iol'. .. , .. --? ,-, -, I I I I I l I I --'--. I I I I I I I I I I I I I I I I I I I I ALLOWABLE PILE CAPACITY (kips) 0 20 40 60 80 100 120 140 160 0 I I I -36-lnch Diameter Pile 5 \,. .~ ·10 ;:;-' ~ Cl) ,.,,If' !, 15 r-. I-' ~ z w 20 :E ........ ~ C w 25 m "' :E w ~ u. 30 -........... 0 ~ :c I-35 a. ~ w C 40 45 50 NOTE: 1. Capacities indicated are based on skin friction only. The structural capacity of the piles should be checked. 2. The indicated capacities are for sustained (dead plus live) vertical compression load, and include a safety factor of at least 2.0. 3. For temporary wind or seismic load, the above values may be increased by one-third. 4. For sustained tension loads, use 50 percent of compression capacities. 5. Capacities of other pile sized are in direct proportion to the pile perimeter. ( slc/i.. ~cF".:-~IJ DRILLED FRICTION PILE CAPACITY CHART FIGURE AMERICAN GEOTECHNICAL F.N. ~1381.161 APR. 2007 1 I I I I I I I I I I I I I I I I I I I Project: La Costa de Marbella Subject: Pµe Capacity Analysis Pile Type and Dimensions: 36 ip.ch diameter pile Surface Area Ref: Water Level: Assumptions: y= 125 pcf Soil Parameters: Fill: c= 300 psf Ko = 1 -sin26 = 0.562 ~ Q <I) ._, ~ Cl) ~ (J ZA ~ '-" ~A Cl) (J {/) ~ 'Cl J "' £ {/) 'Cl d J ~ ~ -!:l Cl) ,e ~ ~ ~ J ,s a) fr 0 ~ Cl) Cl) -e- 0 ?J> e j I ~ ... Cl) Cl) < < ~ 0 <C 0-4.0 2.0 --~ 4.0-9.0 6.5 0.813 0.4877 0.2226 9.0-14.0 11.5 1.438 0.4877 0.3938 14.0-19.0 16.5 2.063 0.4877 ·0.5650 19.0-24.0 21.5 2.688 0.4877 0.7362 24.0-29.0 26.5 3.313 0.4877 0.9074 · 29,.0-34.0 31.5 3.938 0.4877 1.0786 34.0.,.39.0 36.5 4.563 0.4877 1.2498 39.0-44.0 41.5 5.188 0.4877 1.4210 44.0-49.0 46.5 5.813 0.4877 1.5922 Sheet 1 --- feet FS= 2 Ignore top q,= 26 degree Q Q <I) ~ <I) ~ 1 ,.; -~A ! ,__ '¢:: <I) !a ,__, -§ ~ ~ ~ u a) Cl) ?J> ?J> Cl) (J 5 t ~ ~ < < {/) ---- 0.3 0.5226 47.124 24.63 0.3 · 0.6938 47.124 32.69 0.3 0.8650 47.124 40.76 0.3 1.0362 A7.124 48.83 0.3 1.2074 47.124 56.90 0.3 1.3786 47.124 64.96 0.3 1.5498 47.124 73.03 0.3 1.7210 47.124 81.10 0.3 1.8922 47.124 89.17 .. t I of 1 Job No: 21381.16 ])ate: 4/24/2007 By: Ill ChkBy: ---4 feet j "' ti. -- 24.63 12.31 57.32 28.66 98.08 49,04 14.6.91 73.45 203.80 101.90 268.77 134.38 .341.80 170.90 422.90 211.45 512.07 256.03 I I I I I I I I I I I I I I I I I I I BY: DATE: -1.t l•-J DESCRIPTION· I r1 -6-.l I .,.,,.J-,-,.. __ I r ! ! l I t • r, I "1 I s.s v~ LI . ,.L -~. 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"1ir~~ 1 rH-t--t-HH-t-i--H-t+i-H-++-t-r+-t-1 +-t-H-t-++-iH+-t-H-+++HH-++-H-+++-H4++--H+-!--HH+-! •·.....;..++-H-i---1-4-1---l-11-1-++1-i-+ 1-l--l-l I ~+~=~t+~=~~+~=~t+~=~t+~=~i+~=tt+~=~t+~~tt~~ttt, ~~ttt~~~tt~=~tt~=~t=tj·=ttjj=tt=tj:ttjj:ttjjtttj1~tttjj'ttt1 I I I I I I I I I I I I I I I I I I I I I I I I I Pile Wall Design Design Criteria: Passive Pressure, <rp = ~pcf/ft Active Pre~sure, er Al = ~pcf/ft Sheet1 Add'l Active Pressure, cr A2 = Add'l active depth, d = Add'l active force, P 82 = r----oJpqf/ft c=:==:illft Retaining wall height, Hr = Depth to be ignored, Hn = . 0 lb c=::]ltt c=..iJft Try Pile Diameter, D = PIie Spacing, S = c==:]ft ~ft Width applied to active force, Wa = ~times pile diameter= 12 ft Width applied to passive force, wP = ~times piie diameter = 6 ft Note: l. Apply 3 times pile diameter for width applied to active force if pile spacing is equal to or greater than 3 times pile diameters. Otherwise, apply actual spacing for width applied to active force 2. Apply 2 times pile diameter for width applied to passive force ( consider "arching" effect for clayey soil) Apply 1 times pile diameter for width applied to passive force for sandy soii Design Procedure 1. Calculate pile depth Hr+ Hn + h1 so that force equilibrium between active force, Pal + P a2 and passive force, PP can be established. Active force on pile, Pa1 = (1/2)crA1(Hr + Hn + hi)2 = Active force on pile, P 82 = (1/2)c:r A2d2 = Active force on pile, Pal + P a2 = Passive force, PP= (1/2)[crpHn + crp(Hn + bi)]h1 = Try h1 until Total P 11 + P a2 = Total,--P .... p ---, Try h1 = I 3.481ft tota1P~1 = Total P12 = Total P11 + Pa2 = Total Pp= Hn+h1 = 11711.86 lb 0.00 lb 11711.86 lb 11713.68 lb Passive force at depth ofHn + h1 = 2. Calculate location, y, of total passive force y= 1.47 ft 975.99 lb/ft 0.00 lb/ft 975.99 lb/ft 1952.28 lb/ft 5.48 ft 822.00 lb/ft 3. Calcuate moment at depth of Hr+ Hn + h1 based on P ab P 82, and PP Driving Moment, M0 = (1/3)(total P a1)(Hr + Hn + h1) + (total P a2)[(Hr +Hn + h1)· (2/3)d] = Page 1 21393.657 I I I I I I I I· I I I I I I I I I I I Resisting Moment, MR = (total P p)Y = Moment Needed to be balanced = Sheet1 4. Calculate.additional pile depth needed to balace the moment Try h2 = l 2.26!ft Pp2 = (1/2)crp(Hn + h1)(hi/2)wa = 2786.58 Calculated Moment based on h2 = P Pi{2/3)hi/1000 = ___ 4._20_kips-ft Usel SI kips-ft Note: the calculated moment based on h2 must equal to·moment needed to be.balanced 5. Calculate total pile depth required Total pile depth required = Hn + h1 + h2 = Use 7.74 ft ...._ __ ....,.Sift Page2 17220.989 4.17 kips-ft/ft I I I I I I 1· I I I I I I I I I I I I File No. 21381.16 May 18, 2007 APPENDIX H IIAmerican Geotechnical, Inc. 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I I . i ; i ; ) l i i i l I 1 1 l I i I l I i I J I I I I· I I I I I I I I I I I I I I I I ALLOWABLE PILE CAPACITY (kips) 0 20 ._.40 60 80· 100 120 140 160 0 .,I,; ~ I I I I \ I -24-Inch Diameter Pile I 5 \ 10 ~ \ Cl) I\. ·~ 15 t-_ llt I " z w 20 ' :IE .., C ~1-ll, ' ·w 25 m ~, :IE w LL 30 0 ~~-J: t-35 0. "'~ w C 40 "' ' 45 ' 50 NOTE: 1. Capacities indicated are based on skin friction only. The structural capacity of the piles should be checked. 2. The indicated capacities are for sustained (dead plus live}vertical compression load, and include a safety factor of at least 2.0. 3. For temporary wind or seismic load, the above values may be increased by one-third. 4. For sustained tension loads, use 50 percent of compression capacities. 5. Capacities of other pile sized are in direct proportion to the pile perimeter. DRILLED FRICTION PILE CAPACITY CHART FIGURE AMERICAN GEOTECHNICAL F.N. 21381.161 MAY 2007 Gl I I I I I .1 I I I I I I I I I I I I I Sheet --- Project: La Costa de M;arbella Subject: P~e Capacity Analysis Pile Type and Dimensions: 24 inch diameter pile Surface Area Ref: Water Level: feet ----------Assumptions: 'Y = 125 pcf FS = 2 Ignore top ---Soil Parameters: Fill: c = . 300 psf ~ "".' _2=6~ degree Ko = 1 -sin26 = 0.562 ~ Q "' -c G) ~ Q z -] G)ft G) ,Q Q r/l ~ ] 1 "' Q g r/l £ g t 1 C, 5 cS = ] ] i::f ~ ,-.,, O· r/l ~ .... C, G) .-€ "' ta ~ ~ -~ G) J G) ~ ,s > 0 ..c: ~ -0 u r/l G) fr G) G) J G) t ~ G) t Q r ~ r Q t ~ z ] " G) < < :..,z ~ Q < r/l 0-5 2.5 0.313 0.4877 0.0856 0.3 .0.3856 31.416 12.11 5-10 7.5 0.938 0.4877 0.2568 0.3 0.5568 31.416 17.49 10-15 12.5 1.563 0.4877 0.4280 0.3 0.7280 31.416 22.87 15-20 17.5 2.188 0.4877 0.5992 , 0.3 0.8992 31.416 28.25 20-25 22.5 2.813 0.4877 0.7704 0.3 1.0704 31.416 33.63 25-30 27.5 3.438 0.4877 0.9416 0.3 1.2416 31.416 39.01 30-35 32.5 4.063 0.4877 1.1128 0.3 1.4128 31.416 44.39 35-40 37.5 4.688 0.4877 1.2840 · 0.3 1.5840 31.416 49.76 40-45 42.5 5.313 0.4877 1.4552 0.3 1.7552 31.416 55.14 45-50 47.5 5.938 0.4877 1.6264 0.3 1.9264 31.416 60.52 of Job No: 21381.16 Date: 5/11/2007 By: JH ChkBy: ---0 feet " {l ~ r::,; 'ii ll.. 12.11 6.06 29.61 14.80 52.48 26.24 80.73 40.36 114.36 57.18 153.36 76.68 197.75 98.87 247.51 123.76 302.65 151.33 363.17 181.59 I IIAmerican Geotechnical, Inc. File No. 21381.16 I May 18, 2007 I I I I APPENDIX I 1-Compaction & Grading Specifications I I I I I I I I I I I- I I I I I I I 1· I I I I I I I I I I I- I File No. 21381.16 May 18, 2007 IIAmerican Geotechnical, Inc. A. B. GENERAL Al This document presents our grading recommendations. This information should be considered to be a part of the project specifications. A2 The contractor should not vary from these specifications without prior recommendation by the geotechnical engineer and the approval of the client or the authorized representative. Recommendations by the geotechnical engineer and/or client should not be considered to preclude requirements issued by the local building department. A3 These grading specifications may be modified and/or superseded by recommendations contained in the text of the preliminary geotechnical report and/or subsequent reports. A4 If disputes arise out of the interpretation of these grading specifications, the geotechnical engineer shall provide the governing interpretation. OBLIGATIONS OF PARTIES B 1 The geotechnical engineer should provide observation and testing services and should make evaluations to advise the client on geotechnical matters. The geotechnical engineer should report the findings and recommendations to the client or the authorized representative. B2 The client should be chiefly responsible for all aspects of the project. The client or authorized representative and the contractor(s) performing the repair have the responsibility of reviewing the findings and I I I I I I 1· I I I I I I I I I I I- I File No. 21381.16 May 18, 2007 IIAmerican Geotechnical, Inc. recommendations of the geotechnical engineer contained in this report and the project grading plans. The client shall authorize or cause to have authorized the contractor and/or other consultants to perform work and/or provide services. During grading the client or the authorized representative should remain on-site or should remain reasonably accessible to all concerned parties in order to make decisions necessary to maintain the flow of the project. · B3 The contractor should be responsible for the safety of the project and satisfactory completion of all grading and other associated operations on construction projects, including, buf not limited to, earthwork in accordance with the project plans, specifications and controlling agency requirements. During grading, the contractor or the authorized representative should remain on-site. Overnight and on days off, the contractor should remain accessible. C. SITE PREPARATION Cl The client, prior to any site preparation or grading, should arrange and attend a meeting among the grading contractor, the design structural engineer, the geotechnical engineer, representatives of the local building department, as well as any other concerned parties. All parties should be given at least 48 hours notice. C2 Clearing and grubbing should consist of the removal of vegetation such as brush, grass, woods, stumps, trees, roots of trees and otherwise deleterious natural materials from the areas to be graded. Clearing and grubbing should extend to the outside of all proposed excavation and fill areas. I I I I I I 1- I I I I I I I I I I I- I File No.21381.16 May 18, 2007 IIAmerican Geotechnical, Inc. C3 Demolition should include removal of buildings, structures, foundations reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, mining shafts, tunnels, etc.) and other man made surface and subsurface improvements from the areas to be graded. Demolition of utilities should include proper capping and/or rerouting pipelines at the project perimeter and cutoff and capping of wells in accordance with the requirements of the local building department and the recommendations of the geotechnical engineer at the time of demolition. C4 Trees, plants or man-made improvements not planned to be removed or demolished should be protected by the contractor from damage or injury. CS Debris generated during clearing, grubbing and/or demolition operations should be wasted from areas to be graded and disposed off-site. Clearing, grubbing and demolition operations should be performed under the_observation of the geotechnical engineer. C6 The client or contractor should obtain the required approvals from the local building department for the project prior, during and/or after demolition, site preparation and removals. The appropriate approvals should be obtained prior to proceeding with grading operations. D. SITE PROTECTION DI Protection of the site during the period of grading should be the responsibility of the contractor. Unless other provisions are made in writing and agreed upon among the concerned parties, completion of a portion of the project should not be considered to preclude that portion or adjacent areas from the requirements for site protection until such time as I I I I I I I· I I I I I I I I I I I- I File No. 21381.16 May 18, 2007 IIAmerican Geotechnical, Inc. the entire project is complete as identified by the geotechnical engineer, the client and the local building department. D2 The contractor should be responsible for the stability of all temporary excavations. Recommendations by the geotechnical engineer pertaining to temporary excavations (e.g., back-cuts) are made in consideration of stability of the completed project and, therefore, should not be considered to preclude the responsibilities of the contractor. D3 Precautions should be taken during the performance of site clearing, excavations, and grading to protect the work site from flooding, ponding, or inundation by poor or improper surface drainage. Temporary provisions should be made to adequately direct surface drainage away from and off the work site, which includes re-routing of existing drainage lines. Additional protection may be required if rainy conditions develop during the repair work. Where low areas cannot be avoided, pumps should be kept on hand to continually remove water during periods of rainfall. D4 During periods of rainfall, plastic sheeting should be kept reasonably accessible to prevent unprotected slopes from becoming saturated. Where necessary during periods of rainfall, the contractor should install check-dams, desilting basins, rip-rap, sand bags or other devices or methods necessary to control erosion and provide safe conditions. D5 During periods of rainfall, the geotechnical engineer should be kept informed by the contractor as to the nature of remedial or preventative work being performed (e.g., pumping, placement of sandbags or plastic sheeting, other labor, dozing, etc.). D6 Following periods of rainfall, the contractor should contact the geotechnical engineer and arrange a walkover of the site in order to visually assess rain related damage. The geotechnical engineer may also I I I I I I I· I I I I I I I I I I 1. I File No. 21381.16 May 18, 2007 llAmerican Geotechnical, Inc. recommend excavations and testing in order to aid in the assessments. At the request of the geotechnical engineer, the contractor shall make excavations in order to evaluate the extent of rain related-damage. D7 Rain-related damage should be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress and other adverse conditions identified by the geotechnical engineer. Soil adversely affected should be classified as unsuitable materials and should be subject to over-excavation and replacement with compacted fill or other remedial grading as recommended by the geotechnical engineer. D8 Relatively level areas, where saturated soils and/or erosion gullies exist to depths of greater than 1.0 foot, should be over-excavated to unaffected, competent material. Where less than 1.0 foot in depth, unsuitable materials may be processed in-place to achieve near-optimum moisture conditions, then thoroughly re-compacted in accordance with the applicable specifications. If the desired results are not achieved, the affected materials should be over-excavated, then replaced in accordance with the applicable specifications. D9 In slope areas, where saturated soil and/or erosion gullies exist to depths of greater than l .0 foot, they should be over-excavated and replaced as compacted fill in accordance with the applicable specifications. Where affected materials exist to depths of l .0 foot or less below proposed finished grade, remedial grading by moisture conditioning in-place, followed by thorough re-compaction in accordance with these grading specifications, may be attempted. If the desired results are not achieved, all affected materials should be over-excavated and replaced as compacted fill in accordance with the slope repair recommendations herein. As field conditions dictate, other slope repair procedures may be recommended by the geotechnical engineer. I I I I I I 1· I I I I I I I I I I I- I File No. 21381.16 May 18, 2007 IIAmerican Geotechnical, Inc. E. EXCAVATIONS El UNSUITABLE MATERIALS El. l Materials that are unsuitable should be excavated under observation and recommendations of the geotechnical engineer or engineering geologist. Unsuitable materials include, but may not be limited to: (1) dry, loose, soft, wet, organic, or compressible natural soils, (2) fractured, weathered, or soft bedrock, (3) nonengineered fill, and (4) other deleterious fill materials. El .2 Materi.al identified by the geotechnical engineer or engineering geologist as unsatisfactory due to its moisture conditions should be over-excavated, watered or dried, as needed, and thoroughly blended to a uniform near optimum moisture condition prior to placement as compacted fill. I I I I I I I· I I I I I I I I I I I- I File No. 21381.16 May 18, 2007 E2 CUT SLOPES IIAmerican Geotechnical, Inc. E2.1 Unless otherwise recommended by the geotechnical engineer and approved by the local building department, permanent cut slopes should not be steeper than 2:1 (horizontal: vertical). E2.2 If excavations for cut slopes expose loose, cohesionless, significantly fractured or otherwise unsuitable material, overexcavation and replacement of the unsuitable materials with a compacted stabilization fill should be accomplished as recommended by the geotechnical engineer. E2.3 The geotechnical engineer or engineering geologist should review cut slopes during excavation. The geotechnical engineer should be notified by the contractor prior to beginning slope excavations. E2.4 If during the course of grading, adverse or potentially adverse geotechnical or geologic conditions are encountered which were not anticipated in the preliminary report, the geotechnical engineer or engineering geologist should explore, analyze and make recommendations to treat these problems. E2.5 When cut slopes are made in the direction of the prevailing drainage, a non-erodible diversion swale (brow ditch) should be provided at the top-of-cut. F. COMPACTED FILL All fill materials should be compacted as specified below or by other methods specifically recommended by the geotechnical engineer. Unless otherwise I I I I I I I· I I I I I I I I I I I- I File No. 21381.16 May 18, 2007 IIAmerican Geotechnical, Inc. specified, the minimum degree of compaction (relative compaction} should be 90 percent of the laboratory maximum density (Modified Proctor}. Fl PLACEMENT Fl .1 Prior to placement of compacted fill, the contractor should request a review by the geotechnical engineer of the exposed ground surface. Unless otherwise recommended, the exposed ground surface should then be scarified (six inches minimum), watered or dried as needed, thoroughly blended to achieve near optimum moisture conditions, then tho"roughly compacted to a minimum of 90 percent of the maximum density (Modified Proctor}. The review by the geotechnical engineer should not be considered to preclude requirement of inspection and approval by the local building department. Fl .2 Compacted fill should be placed in thin horizontal lifts not exceeding eight inches in loose thickness prior to compaction. Each lift should be watered or dried as needed, thoroughly blended to achieve near optimum moisture conditions then thoroughly compacted by mechanical methods to a minimum of 90 percent of laboratory maximum dry density (Modified Proctor}. Each lift should be treated in a like manner until the desired finished grades are achieved. Fl .3 The contractor should have suitable and sufficient mechanical compaction equipment and watering apparatus on the job site to handle the amount of fill being placed in consideration of moisture retention properties of the materials. If necessary, excavation equipment should be "shut down" temporarily in order to permit proper compaction of fills. Earth moving equipment should only be I I I I I I 1· I I I I I I I I I I I- I File No. 21381.16 May 18, 2007 Fl .4 P-1.5 Fl.6 IIJAmerican Geotechnical, Inc. considered a supplement and not substituted for conventional compaction equipment. When placing fill in horizontal lifts adjacent to areas sloping steeper than 5:1 (horizontal: vertical), horizontal keys and vertical benches_ should be excavated into the adjacent slope area. Keying and benching should be sufficient to provide at least six-foot wide benches and a minimum of four feet of vertical bench height within the firm natural ground, firm bedrock, or engineered compacted fill. No compacted fill should be placed in an area subsequent to keying and benching until the area has been reviewed by the geotechnical engineer. Material generated by the benching operation should be moved sufficiently away from the bench area to allow for the recommended review of the horizontal bench prior to placement of fill. Within a single fill area where grading procedures dictate two or more separate fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a false slope, benching should be conducted in the same manner as above described. At least a 3- foot vertical bench should be established within the firm core of adjacent approved compacted fill prior to placement of additional fill. Benching should proceed in at least 3-foot vertical increments until the desired finished grades are achieved. Fill should be tested for compliance with the recommended relative compaction and moisture conditions. Field density testing should conform to ASTM Method of Test D 1556 (Sand Cone), D 2922 (Nuclear Method), and D 2937 (Drive-Cylinder). Tests should be provided for about every two vertical feet or 1,000 cubic yards I I I I I 1· 1· I I I I I I I I I I 1· I File No. 21381.16 May 18, 2007 Fl.7 Fl.8 Fl .9 l!American Geotechnical, Inc. of fill placed. Actual test intervals may vary as field conditions dictate. Fill found not to be in conformance with the grading recommendations should be removed or otherwise handled as recommended by the geotechnical engineer. The contractor should assist the geotechnical engineer or field technician by digging test pits for removal determinations or for testing compacted fill. As recommended by the geotechnical engineer, the contractor should "shut down" or remove grading equipment from an area being tested. The geotechnical engineer should maintain a plan with estimated locations of field tests. Unless the client provides for actual surveying of test locations, the estimated locations by the geotechnical engineer should only be considered rough estimates and should not be utilized for the purpose of preparing cross sections showing test locations or in any case for the purpose of after-the-fact evaluating of the sequence of fill placement. I I I I I I 1- I I I I I I I I I I 1· I IIAmerican Geotechnical, Inc. File No. 21381.16 May 18, 2007 F2 MOISTURE F3 F2. l For field-testing purposes, "near optimum" moisture will vary with material type and other factors including compaction procedure. "Near optimum" may be specifically recommended in Preliminary Investigation Reports and/or may be evaluated during grading. As a preliminary guideline, "hear optimum" should be considered from one percent below to three percent above optimum.· F2.2 Prior to placement of additional compacted fill following an overnight or other grading delay, the exposed surface or previously compacted fill should be processed by scarification, watered or dried as needed, thoroughly blended to near-optimum moisture conditions, then recompacted to a minimum of 90 percent of lal:;>oratory maximum dry density (Modified Proctor). Where wet or other dry or other unsuitable materials exist to depths of greater than one foot, the unsuitable materials should be over-excavated. F2.3 Following a period of flooding, rainfall or over-watering by other means, no additional fill should be placed until damage assessments have been made and remedial grading has been performed. FILL MATERIAL F3. l Excavated on-site materials, which are acceptable to the geotechnical engineer, may be utilized as compacted fill, provided trash, vegetation and other deleterious materials are removed prior to placement. I I I I I 1· I· I I I I I I I I I I I- I File No. 21381.16 May 18, 2007 F3.2 F3.3 F3.4 F3.5 IIAmerican Geotechnical, Inc. Where import materials are required for use on-site, the geotechnical engineer should be notified at least 72 hours in advance of importing, in order to sample and test materials from proposed borrow sites. No import materials should be delivered for use on-site without prior sampling and testing by the geotechnical engineer. Where oversized rock or similar irreducible material is generated during grading, it is recommended, where practical, to waste such material off-site or on-site in areas designated as "nonstructural rock disposal areas." Rock placed in disposal areas should be placed with sufficient fines to fill voids. The rock should be compacted in lifts to an unyielding condition. The disposal area should be covered with at least three feet of compacted fill that is free of oversized material. The upper three feet should be placed in accordance with these specifications for compacted fill. Rocks 12 inches in maximum dimension and smaller may be utilized within the compacted fill, provided they are placed in such manner that nesting of the rock is avoided. Fill should be placed and thoroughly compacted over and around all rock. The amount of rock should not exceed 40 percent by dry weight passing the 3/4-inch sieve size. The 12-inch and 40 percent recommendations herein may vary as field conditions dictate. During the course of grading operations, rocks or similar irreducible materials greater than· 12 inches maximum dimension (oversized material), may be generated. These rocks should not be placed within the compacted fill unless placed as recommended by the geotechnical engineer. I I I I I I I· I I I I I I I I I I I- I File No. 21381.1 6 May 18, 2007 F3.6 F3.7 F3.8 IIAmerican Geotechnical, Inc. Where rocks or similar irreducible materials of greater than 12 inches but less than four feet of maximum dimension are generated during grading, or otherwise desired to be placed within an engineered fill, special handling is recommended. Rocks greater than four feet should be broken down or disposed off-site. Rocks up to four feet maximum dimension should be placed below the upper 10 feet of any fill and should not be closer than 20 feet to any slope face. These recommendations could vary as locations of improvements dictate. Where practical, the rocks should not be placed below areas where structures or deep utilities are proposed. The rocks should be placed in windrows on a clean, over-excavated or unyielding compacted fill or firm natural ground surface. Select native or imported granular soil (SE = 30 or higher) should be placed and thoroughly flooded over and around all windrowed rock, such that voids are filled. Windrows of large rocks should be staggered so that successive strata of the large rocks are not in the same vertical plane. The contractor should be aware that the placement of rock in windrows will significantly slow the grading operation and may require additional equipment or special equipment. It may be possible to dispose of individual larger rock as field conditions dictate and as recommended by the geotechnical engineer at the time of placement. Material that is considered unsuitable by the geotechnical engineer should not be utilized in the compacted fill. I I I I I I 1· I I I I I I I I I I I- I File No. 21381.16 May 18, 2007 F3.9 IIAmerican Geotechnical, Inc. During grading operations, placing and mixing the materials from the cut or borrow areas may result in soil mixtures which possess unique physical properties. Testing may be required of samples obtained directly from the fill areas in order to verify conformance with the specifications. Processing of these additional samples may take two or more working days. The contractor may elect to move the operation to other areas within the project, or may continue placing compacted fill, pending laboratory and field test results. Should the contractor use the second alternative, the fill may need to be removed and recompacted depending on the outcome of the laboratory and field tests. F3.10 Any fill placed in areas not previously reviewed and evaluated by the geotechnical engineer may require removal and recompaction at the contractor's expense. Determination of over- excavation should be made upon review of field conditions by the geotechnical engineer. F4 FILL SLOPES Fl Unless otherwise recommended by the geotechnical engineer and approved by the local building department, permanent fill slopes should not be steeper than 2:1 (Horizontal: Vertical). F2 Except as specifically recommended otherwise or as otherwise provided for in these grading specifications, compacted fill slopes should be overbuilt and cut back to grade, exposing the firm, compacted fill inner core. The actual amount of overbuilding may vary as field conditions dictate. If the desired results are not achieved, the existing slopes should I I I I I I I· I I I I I I I I I I I- I File No. 21381.16 May 18, 2007 RlAmerican Geotechnical, Inc. be over-excavated and reconstructed per the recommendation of the geotechnical engineer. The degree of overbuilding shall be increased until the desired compacted slope surface condition is achieved. Care should be taken by the contractor to provide thorough mechanical compaction to the outer edge of the overbuilt slope surface. · F3 Although no construction procedure produces a slope free from risk of future movement, overfilling and cutting back of slope to a compacted inner core is, given no other constraints, the most desirable procedure. Other constraints, however, must often be considered. These constraints may include property line situations, access, the critical nature of the development and cost. Where such constraints are identified, slope face compaction on slopes of 2: 1 or flatter may be attempted as a second best alternative by conventional construction procedures including back- rolling techniques upon specific recommendation by the geotechnical engineer. Fill placement should proceed in thin lifts, {i.e., six to eight inch loose thickness). Each lift should be moisture conditioned and thoroughly compacted. The desired moisture condition should be maintained or re- established, where necessary, during the period between successive lifts. Selected lifts should be tested to ascertain that desired compaction is being achieved. Care should be taken to extend compactive effort to the outer edge of the slope. Each lift should extend horizontally to the desired finished slope surface or more as needed to ultimately establish desired grades. Grade during construction should not be allowed to roll off at the edge of the slope. It may be helpful to elevate slightly the outer edge of the slope. Slough resulting from the placement of individual lifts should not be allowed to I I I I I I I· I I I I I I I I I I I- I File No. 21381.16 May 18, 2007 IIAmerican Geotechnical, Inc. drift down over previous lifts. At intervals not exceeding four feet in vertical slope height or the capability of available equipment, whichever is less, fill slopes should be thoroughly back-rolled utilizing a conventional sheepsfoot-type roller. Care should be taken to maintain the desired moisture conditions and/or reestablishing same as needed prior to back- rolling. Upon achieving final grade, the slopes should again be moisture conditioned and thoroughly back-rolled. The use of a side-boom roller will probably be necessary and vibratory methods are strongly recommended. Without delay, so as to avoid (if possible) further moisture conditioning, the slopes should then be grid-rolled to achieve a relatively smooth surface and uniformly compact condition. In order to monitor slope construction procedures, moisture and density tests should be taken at regular intervals. Failure to achieve the desired results will likely result in a recommendation by the geotechnical engineer to over-excavate the slope surfaces followed by reconstruction of the slopes utilizing over-filling and cutting back procedures or further attempts at the conventional back-rolling approach. Other recommendations may also be provided which would be commensurate with field conditions. I I I I I I I· I I I I I I I I I I I- I File No. 21381.16 May 18, 2007 IIAmerican Geotechnical, Inc. G STAKING G 1 In all fill areas, the fill should be compacted prior to the placement of the stakes. This particularly is important on fill slopes. Slope stakes should not be placed until the slope is thoroughly compacted (back-rolled). If stakes must be placed prior to the completion of compaction procedures, it must be recognized that they will be removed and/or demolished at such time as compaction procedures resume. G2 In order to allow for remedial grading operations, which could include over-excavations or slope stabilization, appropriate staking offsets should be provided. For finished slope and stabilization backcut areas, at least a 10-foot setback is recommended from proposed toes and tops-of-cut. H. MAINTENANCE Hl H2 LANDSCAPE PLANTS In order to enhance surficial slope stability, slope planting should be accomplished at the completion of grading. Slope planting should consist of deep-rooting vegetation. Plants native to the area of grading are generally desirable. A landscape architect would be the best party to consult regarding actual types of plants and planting configuration. IRRIGATION H2.1 Irrigation pipes should be anchored to slope faces, not placed in trenches excavated into slope faces. I I I I I I 1· I I I I I I I I I I 1· I File No. 21381.16 May 18, 2007 IIAmerican Geotechnical, Inc. H2.2 Slope irrigation should be minimized. If automatic timing devices are utilized on irrigation systems, provisions should be made for interrupting normal irrigation during periods of rainfall. H2.3 Though not a requirement, consideration should be given to the installation of near-surface moisture monitoring control devices. Such devices can aid in the maintenance of relatively uniform and reasonably constant moisture conditions. H2.4 Property owners should be made aware that over-watering of slopes is detrimental to slope stability. MAINTENANCE 11 Periodic inspections of landscaped slope areas should be planned and appropriate measures should be taken to control weeds and enhance growth of the landscape plants. Some areas may require occasional replanting or reseeding. 12 Terrace drains and downdrains should be periodically inspected and maintained free of debris. Damage to drainage improvements should be repaired immediately. 13 Property owners should be made aware that burrowing animals could be detrimental to slope stability. A preventative program should be established to control burrowing animals. 14 As a precautionary measure, plastic sheeting should be readily available, or kept on hand, to protect all slope areas from saturation by periods of heavy or prolonged rainfall. This measure is strongly recommended, beginning with the period of time prior to landscape planting. I I I I I I 1· I I I I I I I I I I 1· I File No. 21381.16 May 18, 2007 J STATUS OF GRADING IIAmerican Geotechnical, Inc. Prior to proceeding with any grading operation, the geotechnical engineer should be notified at least two working days in advance in order to schedule the necessary observation and testing services. J 1 Prior to any significant expansion or cut back in the grading operation, the geotechnical engineer should be provided with adequate notice (i.e., two days) in order to make appropriate adjustments in observation and testing services. J2 Following completion of grading operations or between phases of a grading operation, the geotechnical engineer should be provided with at least two working days notice in advance of commencement of additional grading operations. ··------. -... --. ·-------· ----· --------------------· -· -·--. --··-------~ -·--~· ---•R ----• PC070066 2403 LA COSTA AV MARSELLA-FOUND.REPAIRS & TIE BACK SHOTCRETE WALL FOR BUILDINGS 2403 PLANCK ~ ,, o/s;Jo""1 -;-0 c.. ~ + 6$c.-1 L--Lt!/ "'1<WCI-S,o,.s .,_ .s-,,,..,c-r v/JJ.\-<!!. ~~ ~fr~ ~~ F C Lot \1 l6J · eu1Lo1Na , .11 / ~ ____ PLANNING h l.J--'IJ....... (_,/ =======ENGINEERING U . • :¾ ~ \~~~-~ Q_,._ ~~~-~~iL;~PoRf~M ('~ ~ l~~~ )~ ~~~ ~~· ~<TUI/)~ . _'fi-0.::::-.:::-_-_-F_R=OM~~~T~~~~~~TR l6 ll7 l{SI \o\\~ )o7 tO)cJo-/Vt ~ 1 r--Cl~~~~~~='ry ~ \ Q AH./J a}{ APPLICANT APPl !CANT ~ . ~ IMN t i)M~l)"' *ti o, :13.Jt _;,, coma . ~~.::,oRM ~ . f' " . \ji O 1 ').:ll< ,,..,. ,,oiir1fr'1/h'-µ/ -.-_=::;;:::t~:===p E & M V\IORKSHEET ?7 :;:y--0 5 lr)r v ...) I (HI (J --f-----il-----SPEC INSP . DI" k ~ bt1 N . ft, fi'MJ/--/Jyv£ ~ WI , lll'.V<-<--:'1 ~==;,oc--;-::t.==_ 4-t-=_il~~gi~: V~M rfaj-Uwt1L fLVd, k-lj a'/IIJ,ft{J//./T/Lt:. ~ ~~ lJd( tt['>I 01-TSSu.ED '' Ut-:\D2(fi0Nif\J&' p~~vnl"r:5 01--flj (z) /j/JTl,jU i<>SUBD -S\A e,,_/_,l2/h~ W tt.l / -0/3:07cJ..7S'J 8/ <o { o'& PO:. k.><-P , RA 'TtO<V uu,:er :,et\,, ~r C$ 0"1 J-t s<I 10 }<t-/ o, q{Jo(M-OK -tz) z~NJ) lZ> 1Yf (o~-P . ~. \ t \. tD (DC~ '\'";> s 1 w J -f) K. v r / ~ M bof ,.,,_ V r J-<.e_. P' -- 24" rt, piles, @ approximate1 0' x pattern, min 25' deep below mat 12' grid slab. 5' 10' 30' _/ / Mat foundation, approximately 16 inch -t, actual thickness and reinforcement should be determined by structural engineer. ' 24"'1> piles,@ 10 x 12 grid pattern, min 20' dee below mat slab. 24' ' 1 · ,. ) .s.. i-- -, :--I 0 l/ / 0 '. I ·-0 12' / 24' 12' ---s l ) :, ---' - - -(') 2407 R 20' 1 O' ' 6' ()-'- 5' 0 , I 6' Cl ( \_, 2 ,, ( J -)--) I'----·< '. -------. c:r l) (: --,"-: -7 . --i---) l_J () 0 I ----i-' ~ -. I I -. I -, I -~ ----i 2407 0 • () ---' -'; 0 I? -(1 . 0 2407 2407 0 0 C 0 0 D Main Builclting Units 30 1 · 24' 'I I -- 5' h l) c:- 7 -[ -~ - I I ) -·--, 1 O' --~-_/ -. ~ - -I l -J 0 _() C_T ) ' ' ' -'-----------. o__ -0 ---. -2405 -- 12' 6' 0 0 2405 0 -(') - 0 0 0 0 A 0 0 B 2405 0 0 0 0 20' C ' 0 0 0 0 --~ 7 Main Build ng Units ---, 6' I I -- 0 0 I ' 0 05' 24 12' 0 0 Detached Garages 0 0 ~ 0 0 ~ 0 0 0 0 Detached Garages Concept Mat Slab/ Piles Foundation Plan for New Buildings (Buildings 2407 and 2405) 1 Scale 1 " = 1 0' - --_-, ..I -,J~;, J ----:; ---. I ' -Q_ -0 2405 0 0 D 0 0 0 0 - REVISIONS • u z ,-..,i Cl) __J -~ w 0 z 0 <( -....J t:i: . ....J u.i <( 0 w ~~ z (l'.) :::, a: ~o 0 <( LL (I) LL Cl) ~ 0 _J 0(3 w w __J 0 <( • -_J 0 Cl. -~ (') <( ..-III OJ s:;I" (/) <( (j) C\I _J __J 0 I a: Cl) () 8 <( t:i: s:;I" 0 <( C\I 2 ....J I- Cl. w () z 0 () File No. 21381.16 Date: MAY2007 Plate 3A 1 200 160 120 80 Emergency I-beam retaining AGSB-2A AGl-2 (destroyed) wall repair by Stoney Miller Consultants,----.. Pre-development natural topography La Costa Ave 40-1------- ---- AGl-8 (projected south ;:;;c 20'} Repaired A.C. Roads N 14°W 4 Storm drain inlet in concrete v-ditch -..--------.. Existing topography Pre-development natural topography Lot 229 Torrejan Pl.j_ - 1' 200 ( Repaired graded slope I --~ -;::~:t:·iiu-----------, __,.... ? AGl-1 (destroyed) (Demolished garage) A.G. Roads ,-,-r-~ / Fill ___,.-; ~---' -_1 --I -~---' / / / Santiago Fm. Claystone & SLTST 2429A ? --,- ~ --~- -· ---.......::.-Pre-development 0 .-natural topography -;o 9121106 ---1--Recent landslide lip surface Santiago Fm. Claystone & SLTST 60' bonded length One row of tiebacks 250 kips each ___,. / / -- 0 '-Possible buried ancient landslide? Based on aerial photo analysis. 160 120 80 40 0 ~One row of tiebacks 220 kips each @ 1 O' o.c. -L ________________________________ __!!@:.,7:C,.5?:_'oE:-E:C-_!:b~S~to!!:i_ne~M~i~lle~r~C:!!o~ns~u!!!lt!!!an!!!ts!.__ _____________________________________________ ~ O 2 200 160 120 80 La Costa Ave 40 L--------...... ~~:~:::-:~~=-~==--;;.~~~.:J'r-~----' ------- AGl-3 (destroyed) Fm Delmar Fm. Mudstone/SLTST Cross Section 1 -1' Scale 1" : 40' # N 23°W Pre-development natural topography Existing topography AGl-5 Storm drain inlet in concrete v-ditch-~--+-----.... AGl-6 (projected =10' N) " H20 9121106 (after48 hrs.) A.C. Roads 2425 E Fill Delmar Fm. Mudstone/SLTST SJ H2O 9120106 (after 24 hrs.) SJ H2O 9120106 60' bonded length 20"[~!1!.,'- Fill/ ../1 __ _,___., ....-.::::: ---;-_J -. .,.--;:: __ _, Torrejan Pl. Lot228 ---? -I . - 2' 200 160 120 80 40 ..._.--One row of tiebacks 0 _1 ___________________________________________________ ~2=20~ki~ps~e~a~C~h~@~1~0~'o~.C~----------------------------------------~0 3 200 160 120 La Costa Ave 80 40 AGl-8 Cross Section 2 -2' Scale 1" : 40' N 3°E 4 Storm drain inlet in concrete v-ditch Pre-development natural topography (projected O 125' North) AGl-7 (projected • 25' North) Santiago Fm. Claystone & SLTST A.G. Roads 2431_9..-.-1 ~ ..-I -- SJ H20 9/22106 Ancient Landsli ? Santiago Fm. Claystone & SLTST f60'bonded length , C~""';_ ~One row of tiebacks Torrejan Pl. Lot 230 ---- 3' 200 -----~ '-;=======-~L/§Fi~II ===~7~---::__~:_:_:_:..:..:.:.:...:...:...:...:...:..:._:...:...:...:...:...:...:-;-? ".:::::::===l I 160 Based on aerial photo analysis. 120 80 40 220 kips each @ 1 0' o.c. o..L-----------------------------------------------------~o Cross Section 3 -3' Scale 1" : 40' REVISIONS ~ u r-,. i--t co z co C\I 0') 0, :t < 0 0, 0 M I u -It) m co "C U) ~ C ...... """ ·-... ~ -I I'---m .. .c >< 0 :i... if ~ ~ 0 -0 "C 0, c., m M I 0 It) a: co U) ~ -...... m """ C ... I'-m --0 .. w u "C z -0 0 J: i--t C. ~ LO N r-,. ~ N N -CV) I CV) ocS <( -...J C\I ...J - I . <( C\I w UJ --O'.) ~~ -cc T"" ~o I <( T"" Cl) LL. (fJ ~ 0 ...J 0(3 z w <( -0 0 ...J 0 -~ C') <( I-,.... CD () 'It (/) (fJ C\J ...J w 0 I a: (fJ 8 <( I () vo (fJ C\J (fJ <( 0 ...J cc () File No. 21381.16 f Date: MAY2007 Plate 2 Concrete or shotcrete cap per contractor ~\/ 8' \ \ Note: Tieback horizontal spacing @ 1 0' o.c. Tieback service load = 220 kips Provide performance tiebacks; Contractor is responsible for design, detail and construction per minimum criteria provided. ical Section @ Tieback/ Anchor Block 1 Note: N.T.S. - Concrete for anchor block construction shall have minimum compressive strength of 4500 psi and max. water to cement ratio of 0.45. Minimum Type II (Type V preferred) cement shall be used in all concrete construction. # 7@ 12" o.c. Trumpet min. 3" Cir. at bottom # 4@ 12" o.c. Concrete or shotcrete cap upon final tieback tensioning min. 3" cover to all metal surfaces, Design / Detail by contractor with approval by engineer. ,,...--Bearing plate min. 12"x12" actual design by others. Tieback, min. 8"¢ Note: Tieback horizontal spacing @ 1 0' o.c. Tieback service load = 220 kips Provide performance tiebacks; Contractor is responsible for design, detail and construction per minimum criteria provided. Anchor Block Detail e_) N.T.S. - Add suitable erosion control material as accepted by engineer. ,. ,. ,. ,. /Replace irrigation and landscape to original condition. ~,....,,.--"...,,.,,. j Finished slope surface to existing gradient. ,. New fill compacted to min. 90% relative compaction. ,. TENSAR BX1200, 3m (about 9') min. geogrid at 24" vertical spacing, tipped at 10% into slope; wherever slope narrows to Chimney drain or equivalent drainage blanket (e.g. miradrain), max. 30' spacing. ,. less than 3m, lap excess geog rid up the backcut and into the ~,i::::::::::::::::;2}~~::~s"_,.~,.-~~gridl~r~~-n. Anchor block Horizontal drain, min. 4"if, perforated Sch. 40 PVC, wrapped with min. 3 Cu/Ft. gravel and suitable geofabric (e.g. Mirafi 140N) around gravel; min. 2% gradient to outlet pipes, use one drain pipe. in each bench. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. ,. Outlet pipe, 2% gradient, 4"¢ solid PVC, Sch. 40, max. 100' spacing between outlets, project 12" out of slope face. Slope Reconstruction with Geogrid 3 Backfill with native soil, compact to min 90%, up to the maximum dry density. 7·_ V · .. 1>· • 4. ~--~ :t> . . . , - N.T.S. - ' I ' ,. ,. OJ -OJ L------L -() . (~) I . -· -....... ~ 2409 * A [D -[D . ---r ~ -J -qJ qJ - 0 -----10 [D [D --·-. -. ---C:) l 8 ---... . . -· I C.J 2409 - * -·-. B ( 2409 ~ , * 2 " -4" #4 dowels@ 12" o.c., min. 6" into existing footing and 24" into grade beam, use suitable epoxy (Simpson ET22 or similar). Existing footing --'.::LL::t::tj~~~rtt±~8["~--Sacraficial jack, use at 4' o.c. max. #6@ 12" o.c. ---3 #8 bars top and bottom 8" I..___ __ Extend all pile reinforcements into grade beam. 24" Unit# Pile depth to h, ft 3"min. 2409A 2409 B #4 ties @ 12" o.c. (6" o.c. within 2409 C 2409 D top 24") 3"min. 2403 C * All pile excavation bottoms shall be kept clean and free of any debris. American Geotechnical should 16 16 16 16 14 36"r/J review and approve all pile excavation prior to steel placement. #4 ties @ 12" o.c. (6" o.c. within top 2') 36" r/J 8 #11 bars Pile/ Grade Beam Detail 4 (Not to Scale) - Note: Concrete for all piles and grade beam shall have minimum compressive strength of 3000 psi and max water to cement ratio of 0.5. Minimum Type II (Type V preferred) cement shall be used in all concrete construction. r-( I C * 2409 ~ D ( ) ., ~ ( 36" rt> piles, @ 12' :!" o.c. ' ' 2 x3 Grade Beam Foundation Repair Plan -Building 2409 (Units A,B,C, & D) Scale 1 " = 1 O' * Relevel floor within about 1.25" Q?. --II ----f) - --... ( I qJ I c~) - -----0 [D -I ) --------wl 21--J 2403 . -· -I c:.J A -·-2403 2403 B C ** ) I ) Foundation Repair Plan -Unit 2403C Scale 1 " = 1 O' ** No releveling is required - ~ 2'x3' Grade Beam r-, ....... 36" rt> piles, @ 12' :!" o.c. ,L 6 - REVISIONS • u z i,,-,,j " ~ ,.._ 00 00 N u en <( Cl) i,,-,,j 0 0 Cl) z C') I -It) ca co ::t 'U (0 C ..,..._ ·--.:I' -l ,.... u ..... ca ._. .. .0 >< ~ ,_ if ~ ~ 0 -o 'U Cl) 0 ca C') 0 J, ~ a: m -..,..._ ca st c., C ,.... ..... ca ._. 0 .. w ~ 'U z -0 0 J: a. LO u C\I t-,... C\I i,,-,,j C\I = ~ 5 - <( _J " _J u.i <( w ~ tE (f) a) --' a: ~o -<( ~ (/) ~ ~ 0 ...J w 0 <( Cl w () 0: 0 <( " ...J 0 -(') <( 'if ~ T"" co w <;!"Cl) 0: (j) C\I ...J 0 I a: 8 <( () <;j-0 <( C\I _J File No. 21381.16 Date: MAY2007 Plate 3 I · 120. ------80 ____ _, 3 3' L==---,i ,/ / / Approxin1ate location of cross section Approximate location of concept mat slab/piles foundations X "R Ab ·.., I"'~,:, / "'r SCALE : I" = 40' 0 10 20 40 80 I I I / / / I ,/ I / / / / / / / / / / .,/ / ( ----' REVISIONS • u z ~ z <( _J CL z 0 ~ 0 z => 0 LL (f) w _J -CL -ro ::5 (f) ~ ~ I- CL w (_) z 0 (_) <( ....I ....I w co a: <( ~ w 0 ~ (f) 0 () <( ....I I'-, CIO CIO N a, <C 0 0 -o "C O> ltl C? 0 LO cc ~ • u..i <( ~~ ~o C/J LL 0 ...J 0(3 <( -...J 0 ('I) <( T""" co -st Cl) C\I ...J I a: 8 <( ~o File No. 21381.16 Date: MAY2007 Plate 1A 120 80 • • • • 3 3' 1.--=='' -- Approximate location of tieback and anchor blocks t\pprcndrnate location of cross section Approximate location of pile-and-grade beam underpinning No. CO55670 Exp. 12-;,-oa Approximate location of borings/inclinometers by American Geotechnical SCALE : I"= 40' 0 10 20 40 80 ---"'~~-,. ,,,-, ""''' / grading plan for i'v1arbell2.. / / ('/ J • REVISIONS • u z i,,...,,t r.. ~ " CX) CX) N u Q) <( Cl) i,,...,,t 0 0 Cl) z (') I ~ LO cu CIO =c "O ID C ---·-.._,. ..J ,.. u .... ._.. cu .. .0 >< ~ JI.. ~ ~ " ~ 0 ~ 0 "O Cl) 0 cu (') I 0 LO a: CIO ~ ID ----cu .._,. c., C ,.. .... cu ._.. 0 .. w ~ "O z -0 0 :::c: Cl. Lt) u N " N i,,...,,t N = ~ z <( _J Q_ z 0 <( -~ ....I " ....I ui <( CJ w -~~ I-Ill Cl) a: ~o w <( Cf) LL > ~ 0 ...J z () t3 -w _J 0 <( " <( -' 0 ~ ('I) <( (.) ,-Ill - """ Cf) z Cf) C\J ...J I 0 I a: 8 <( (.) (.) w """ () <( C\J b ....I w CJ w I--Cl) File No. 21381.16 Date: MAY 2007 Plate 1