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2427 LA COSTA AVE; ; CB101719; Permit
City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 11-04-2010 Retaining Wall Permit Permit No: 0B101719 Building Inspection Request Line (760) 602-2725 Job Address: 2427 LA COSTA AV CBAD St: RW Permit Type: RETAIN Status: ISSUED Parcel No: 0000000000 Lot #: 0 Applied: 09/20/2010 Valuation: $45,000.00 Construction Type: 5A Entered By: MDP Reference #: Plan Approved: 11/04/2010 Issued: 11/04/2010 Project Title: MARBELLA Plan Check#: REPAIR EXISITING RETAINING WALL, UNDERPINNING Area: Inspect Applicant: Owner: - GROUND FORCE MARBELL'A HOA 9178 CHESAPEAKE DR /A SAN DIEGO CA 92123 / 858 560 3555 / \ Building Permit .' 7 '\._J \\$385.71 Add'I Building Permit Fe ' $0.00 Plan Check / '' 7 $250.71 AddI Plan Check Fee .. .$pQQ Strong Motion Fee / ' ,.-. \ '7 $4.50 Green Bldg Standards (SB1473) Fee $1.00 RenewalFee -$0.00 Add'I Renewal Fee ! ' Other Building Fee,' $b.00 Additional Fees CC $0.00 TOTAL PERMIT FE ES $64192 \ \T31,C\,I> U --)Bala / I Total Fees: \$641.92 Total Payments TbDate: I ii $641.92nce Due: I $0.00 " LI INCORPORATED 1952 FINAL APPROVAL I Inspector: Date: _ ______l -21011 Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of tees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions. You have 90 days from the date this permit was issued to protest imposition of these tees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and tile the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified tees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service tees in connection with this project. NOR DOES IT APPLY to any City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit 11-04-2010 Permit No:SW100322 Job Address: 2427 LA COSTA AV CBAD St: RW Permit Type: SWPPP Status: ISSUED Parcel No: 0000000000 Lot #: 0 Applied: 09/20/2010 Reference #: Entered By: MDP CB#: CB101719 Issued: 11/04/2010 Inspect Area: Project Title: MARBELLA Tier: 1 REPAIR EXISITING RETAINING WALL, UNDERPINNING Priority: M Applicant: GROUND FORCE —MARBELLA HOA -.. - 9178 CHESAPEAKE DR SAN DIEGO CA 92123 z \ 858 560 3555 1 Emergency Contact: / DAVE HOFFMAN 8585187191 / SWPPP Plan Check $49.00 SWPPP lnspection~ Additional Fees 11 ?,J $2 08.00 TOTAL PERMIT FEES /7 - $25700 952 Total Fees: $25700 /Total'Payments To Date::! $257.00 Balance Due: $0.00 no\ FINAL APPROVAL DATE (/L/2oA CLEARANCE SIGNATURE b4& CITY OF Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Plan Check No.CL 10 0 Est. Value -i' rni rax: i0U-DUZ-ö33ö CARLSBAD www.carIsbadca.ov tap I " ' V' (A / f IDate JOB ADDRESS ,jL(. i 1-. 4 , SUITE#/SPACEII/UNIT# A - 2... o ,T/PROJECT # LOT # PHASE # # OF UNITS J #BEDROOMS # BATHROOMS TENAW BUSINESS NAME CONSTR. TYPE 0CC. GROUP DESCRIPTION OF WORK: include Square Feet of Affected Area(s) EXISTING USE PROPOSEDUSE GARAGE (SF) PATIOS (SF) DECKS (SF) IFIREPLACE I YES 0 #_ NOD AIR CONDITIONING YES 0 NOD IFIRESPRINKLERS YES 0 NOD CONTP,N J . 1AME (If 01fferen.t Fojn App Y*\ f~üvre APPLICANT N OL1( ~! L c)A ADDReS. -- SX c)212t. ADDRESS s\-A 4- CI STATfi ç .Q CA ZIP CITY CI E Prgscto - ff 'fAx )c-o—c-6O PHONE /qI FAX EM rboVk AHA EMAIL PROPERTY OWNER NAM CONTROR BUS. NAMEg\ D '' ADDRESS C#1,VtV ADESS 6 8oZJ122 cIIYC c ZIP STATE CIIYS P, ZIP 4 cy i PHONE — FAX EMAIL EML ARCH/DESIGNER NAME & ADDRESS STATE UC. B STATE UC.# B 52-a ICLAS . CI1YBUS.UC.# (Sec. 7O1.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 2?ØO(2(O6 GØOOØ() . Workers' Compensation Declaration: (hereby aiflirn under, penally of perjury one of the following declarations: - - - - 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain work ra' compensation, as required Section 3700 of the or Code, for the performance of the work for which this permit is issued. My workers' compensaff n insurance carrier and policy number'are:-lnsurance Co. C '-~. F- L Policy No. t _3 ° Expiration Date 2-c t_I This section need not be completed if the permit is for one hundred dollars ($100) or less. 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cost of compensation, da rovided for in Section 3706 of the Labor code, Interest and attorney's fees. 1 CONTRACTOR SIGNATURE DAGENT DATE / 1 ( L( ( 1) OO°D(DOt1OOOD3t9D I (hereby affirm that lam exempt from Contractor's License Law for the following reason: I] I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). Cl I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of properly who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). Cl I am exempt under Section Business and Professions Code for this reason: (personally plan to provide the major labor and materials for construction of the proposed property improvement Cl Yes Cl No I (have! have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone / contractors' license number): I plan to provide portions of the work, bull have hired the following person to coordinate, supervise and provide the major work (include name! address / phone! contractors' license number): 1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name! address/phone! type of work): ,.'PROPERTY OWNER SIGNATURE DAGENT DATE Is the applicant or future building occupant required to submit a business p n acutely hazardous materials registration form or risk management and prevention program under Sections 25505. 25533 or 25534 of the Presley-Tannéi4azardous Substance Account Act? C) Yes 0j No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? C) Yes C) No Is thjacility lobe constructed within 1000 feet of the outer boundary of a school site? 0 Yes 0 No IF AY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is aconstruction lendin gency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). R I Lender's Name .-' Lenders Address (PPftD(S[? 0007O®( I certtfythat I have read the application and state that the above information is correct and that the Information on the plans is accurate. I agree to comptywith all City ordinances and State laws relatlngto buildlngconslnuctlon. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3 stones in height EXPIRATION: Every pent 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 penrrft is suspended or abandoned at any time after the work is commenced for period of 180 days (Section 106.4.4 Uniform Building Code). ..gAPPLICANT'S SIGNATURE DATE City of Carlsbad Final Building Inspection S. Dept: Buildin iige;eririg Planning CMWD St Lite Fire Plan Check #: Date: Permit #: CB101719 Permit Type: Project Name: MARBELLA Sub Type: REPAIR EXISITING RETAINING.WALL, UNDERPINNING Address: 2427 LA COSTA AV #RW Lot: 0 Contact Person: RAMON Phone: 619818,2214 Sewer Dist: Water Dist: 01b 01/18/2011 RETAIN Inspected Date 1 By: Inspected:/f/ 1' Approved: Disapproved: Inspected Date By: ____ Inspected: Approved: _______ Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Comments: - mw~j;'! City of Carlsbad Bldg Inspection Request For: 01/27/2011 Permit# CB101719 Inspector Assignment: MC Title: MARBELLA Description: REPAIR EXISITING RETAINING WALL, UNDERPINNING Type: RETAIN Sub Type: Phone: 8585187191 Job Address: 2427 LA COSTA AV Suite: RW Lot: 0 Location: Inspector: OWNER MARBELLAHOA Owner: Remarks: Total Time: Requested By: DAVE HOFFMAN Entered By: CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comments ft t-c r'z1 * T' r4-rn- L 4.egA -rcmci.. o - 3 CJD 0 6t / Comments/Notices/Holds Associated PCRs/CVs/SWPPPs Original PC# Inspection History Date Description Act lnsp Comments 01/18/2011 89 Final Combo CO MC NEED TO RE ESTABLISH SLOPE PROTECTION 12/13/2010 62 Steel/Bond Beam AP - MC GRADE BEAM FTG/STEEL & SHOT CRETE WALL STEEL, 2427 B - 2431 A 12/08/2010 61 Footing AP. RB ALL PIER FTGS OK 12/08/2010 62 Steel/Bond Beam WC RB 12/03/2010 61 Footing PA RB PIERS 1,2,3,4,6,7, 12, & 130K 12/03/2010 62 Steel/Bond Beam PA RB 12/02/2010 11 Ftg/Foundation/Piers NR RB 12/02/2010 12 Steel/Bond Beam NR RB Guillaume Gau Project Engineer R.C.E. 70015 11 No.C70015 EXP3 EA Geotechnical Inc. SOIL, FOUNDATION AND GEOLOGIC S/tiDIES January 14, 2011 IMT Ms. Danielle Candela PREMIER COMMUNITY SERVICES 5661-A Palmer Way Carlsbad, California 92010 Subject: RETAINING WALL FOUNDATION EXCAVATION OBSERVATIONS LA COSTA DE MARBELLA 2427 - 2431 La Costa Avenue Carlsbad, California Reference: "As-Built Report, Landslide Treatment, La Costa De Marbella, Carlsbad, California, PD 07- 08, DWG No. 454-5A." Report prepared by American Geotechnical, File No. 21381.18, December 17, 2009. "Geotechnical Investigation of Upper Wall, La Costa De Marbella, Carlsbad, California" a report prepared by American Geotechnical, File 21381.19, March 25, 2010. Dear Ms. Candela: American Geotechnical reviewed the pier and grade beam excavations for the retaining wall foundation repairs made to the upper retaining wall at the subject site. A licensed engineering geologist observed the excavations in early December 2010. During the excavation work, the contractor encountered loose material in some of the, pier holes, which required them to be deepened to meet the specified embedment depths. We subsequently reviewed the deepened excavations and verified that they met the minimum embedment depths specified on the structural plans. We observed and measured each of the pier excavations and the grade beam excavation. They met the project requirements and we approved them for receiving steel reinforcement and concrete. We have attached copies or our field memos for your records. 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, AMERICAN GEOTECHNICAL, INC. Kevin R. Rogers Chief Geologist C.E.G. 2425 KR/ks Distribution: Ms. Danielle Candela - (2) Via Mall Only -Mr. Ramone Castanares - (1) Via E-mail Only 22725 Old Canal Road, Yorba Linda, CA 92887 - (714) 685-3900 - FAX (714) 685-3909 5764 Pacific Center Blvd., Suite 112, San Diego, CA 92121 (858) 450-4040 -FAX (858) 457-0814 10398 Rockingham Drive, Suite 7, Sacramento, CA 95827 (916) 368-2088 FAX (916) 368-2188 5600 Spring Mountain Road, Suite 201, Las Vegas, NV 89146 - (702) 562-5046 - FAX (702) 562-2457 Lt,7 zcr44-2 THE CITY OF SAN DIEGO SPECIAL INSPECTOR CERTIFICATE 4 Name ANDREW J MLINA Certificate No 898 Signifiure ExpIration 0 bar 1 Orr This certifies that the special inspector is authorized to perform speci Inspection within tire City of San 0eg0 for the type(s) of wont indicated under the prolsIons of Ctrupter 14 d the San Diego Mundp Code ANDREWJ MOLINA INTERNATICIN REINFORCED CONCRETE SPECIAL INSPEMW AT ASSOCIE- The individual named hereon is 'CERTIFIED in the catego(y, shown, having been so certified pursuant to successful completion of the prescribed written- examination(). Expiration date: t 102O13 No. 872318 Not valid unless signed by certificate holder. - ICC certification attests to competent knowledge of codes and standards. -.--- Valk lin NMI ANDREW '.J MOLINA STRUCTURAL STEEL & WELDING SPECIAL IN PECTOR The individual named hereon is CERTIFIED in the category shown, having been so certified pursuant to successful completion of the prescribed written examination(s). EXpiraiOnim t &6nless No.- 812318 d by certificate ,holder. - icc certification attests to competent knowledge of cods and standards . '• - - 1 0121 lit ERIAtIDUAL - ANDREW J MOLINA . ' CCU COhiNtit! 1 1 STRUÔTURAL MASONRY, SPECIAL INSPECTOR The individual named hereon is CERTIFIED inthe category shown,., having been so certified- pursuant to successful completion of the preTscribed written examination(s). • Expiratin-date: Au - , 2013 NO. 872318 A- . - valid unless signed by certificate holder. .• ICC certification attests to competent knowledge of codes and standards - - .--_ American Geotechnical U TRANSMITTAL FORM 9FIELD MEMO U INTER OFFICE MEMO U INTRA OFFICE MEMO TO:° DATE:. 1b FILE NO.__________ SUBJECT: - i/je\ ;i- L( L G'4fk,fr Lh& S/.' tcj ç e c,k. S II ( 13 ) LkS)Lk- o riril/ 7CJOI.AJ ,-.m i 0'! FROM: OFFICE: 0 22725 Old Canal Road - Yorba Linda, CA 92887 (714) 685-3900 Ii 5764 Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 4 SOIL& TESTING, INC. San Diego Office - - : Inio Office P H ON E P.O. Bqx 600627 P H ONE 83-740 Citrus Avenue - (619) 280-4321 . (760)775'598'3 San Diego, CA 92160-0627 - Suite G L z (877)2154321 erdale Street 8)212E1 Indlo CA 92201 3438 5 (619) 280-4717 www.sest.com (760) 775-8362 www.scst.com o '5 DATE: January 20, 2011 5 SCS&T Job No.: 1012156 Report No.: I Ms. Rosemarie Mills S - S Special inspection Agency! La Costa de Marbella HOA ,. ' ,.' Construction Materials Testing 7720 El Cámino Real, Suite 2-A : . Laboratory Final Report Carlsbad, California 92009 SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING: (PLEASE CHECK AS. APPLICABLE) Z SPECIAL INSPECTION CONSTRUCTION MATERIALS'TESTING APPROVAL NO.:CB101719 PROJECT NO.N/A PROJECT NAME: La Costa de Marbella HOA . . PROJECT ADDRESS: 2427 La Costa Avenue . . S - Ca,lsbad, California Z The inspectn services were provided by; INSPECTION AGENCY: Southern California Soil and Testing. Inc. S ADDRESS: 6280 Riverdale Street. San Dieao, California 92120 INSPECTOR'S NAME (TYPE OR PRINT) See inspection reports '- (each special inspector is required to complete aid submit this Final Report form) - S , S - - •r- INSPECTOR'S CERTIFICATION NUMBER • :seè inspection rëpbrts-- _EXPIRATlON DATE: 'séeinspetiôn reports - S The construction materials testing were performed by TESTING LABORATORY: Southern California Soil and Testing, Inc. .. . S -• -. . %• .• . I - - - ADDRESS: 6280'Riverdale Street. San Dieao. California 92120 . •. RESPONSIBLE MANAGING CIVIL ENGINEER OF THE TESTING LABORATORY: (MR./MS.) Mr. Gordon T. M. Wôodard STATE.OF CALIFORNIA REGISTRATION NUMBER: R.C.E. #60481 ,EXPIRATION DATE: 06/30/12 COMMENTS: Special inspection and/or material testing of the Iacement of reinforcinQsteel. reinforced concrete and shotcrete were performed at the above referenced proiect-as detailed in inspection reports dated December 2 2010' through Decerrther 16. 2010. I declare under penalty of per ury that; to the best of my knowledge, all the work requiring inspection and/or material sampling and testing for the structurer constructed under the subject permit is in conformance with the approved plans and construction docu- -rrient, the approved inspection and testi jpgajp0 d the applicable workmanship proyisions of the California Building Code as amended by'The.C,ity of Carlsbad. .9 Executed on this 20th. f -2011 0. YEAR LU Signa4ire (INSPECTOR ING CIVIL ENGINEER AS APPLICABLE) V V NOTE: Per öür option•this form has been #9 nica!Iy and reproduced on our company's letterhead. -cc: (1)Addressee. • • • • - • - • • •- • • • (1) City of darlsbad S - - - • • • (1)Groundforce S • - S • • • - • S _S • '5 S , I S - - _•I_. • . .- - S. • • S • - . .--. - Page 1 of Charles Colvin From: Bob Day [Dayb@amgt.com] Sent: Tuesday, June 01, 2010 5:37 PM To: Charles Colvin Subject: RE: La Costa de Marbëlla HOA Retaining wall repair rept. no.21381-19 Importance: High Hi Charles Here are the design parameters I would recommend: Active Pressure: When we last met, you said your were going to use hydrostatic water pressure on the back side of the wall (because there is no drainage system). When you use hydrostatic water pressure, you must use buoyant water conditions. Hence the buoyant unit weight is defined as the total unit weight minus water or 125 pcf minus 62.4 pd or 62.8 pcf. Multiplying 62.8 pcf by the active earth pressure coefficient of 0.39, you get a value of 24.4 pcf. Adding this value to the water pressure, or 24.4 plus 62.4 = 87 pcf. In other words, the total pressure acting on the back face of the wall is the sum of the water preiie (62.4) and buoyant active earth pressure (24.4 pcf), or use in the design an equivalent fluid pressure of 87 psf/ft of depth. ------------------------- Passive Pressure: We assume no water in front of the wall and use a total unit weight of soil of 120 pcf. For the sloping ground condition-in front of the wall, the passive pressure coefficient is 1.7. Hence the passive pressure, which starts at ground surface in- front of the wall is 1.7 times 120, or 200 pcf. This value remains constant until you reach a depth that is equal to the top of the lower retaining wall. Then there is a transition increase until you get to a depth equal to the bottom of the lower retaining wall, where the passive pressure increases-to 3.25 times 120 pcf, or 400 psf/ft of depth. So in summary: Allowable passiveressure-200psf/ftofdepthfromground surface (front of wall) to adepth equal to - thetopof the lower-retaiiing'wall - ._• ... ... Allowable passive pressure = 400 psf/ft of depth starting at-a depth below ground surface (front of wall) that corresponds to the bottom of the lower wall (i.e. lower street level). Use a linear transition between the two depths indicated above. - If this is too complicated, just use 200 psf/ft of depth, but this may be too conservative. I do not know about Equation 18-1 and I do not know what you mean about transition from wall to footing. Typically all you would do to determine the depth of the wall is assume a depth of wall, take moments about the bottom of the wall, and if the factor of safety is 1.5 for overturning, your all set. You can check the factor of safety for sliding by summing forces in the horizontal direction, but I think overturning will govern the design. - - I hope this helps Thanks Robert Day Principal Engineer American Geotechnical - From: Charles Colvin [ccolvin© bu rkett-wong .com] Sent: Tuesday, June 01, 2010 4:28 PM - To: Bob Day - Subject: La Costa de Marbella HOA Retaining wall repair rept. no.21381-19 Mr. Day, - The Marbella HOA has hired Burkett and Wong to do a calc and sketch of the typical repair for the retaining wall as we discussed on 4/15/10 SO that Dave with Groundforce can perform a more accurate 9/1/2010 - Page 2 of 2' bid. I have your report dated 3/25/10, file No. 21381-19. I know that your report is not intended to provide design parameters, but to provide calculations to show that the wall does not meet code requirements for design loads. We are going to design the wall as attached,'using the non-constrained lateral bearing design method in the CBC 07, equation 18- 1. We typical assume a load per foot, and use one foot of footing to resist that load.. For this equation I need to use and allowable lateral soil bearing pressure starting at a depth which we agree upon coupled with an appropriate active pressure. lam attempting to lock our new footing with the existing footing to attempt to create a more solid location for the footing to start and wall to continue, as I have mrked on the sketch. Please let me know what values you think are appropriate for active pressure, passive pressure and at what location you are assuming we transition from wall to footing (if different than in my sketch). Rosemarie is in a rush to show something to her board meeting tomorrow, so she really wants my design by tomorrow. I told her that I did not know if I could do that, but would try. Give me a call if you have any questions. Thanks, Charlie Calvin, P.E. PrincipalAssociate Burkett & Wong 3434 41.1 Ave San Dcjo, CA P61) 21)9.5550 F 61.2999934 CCOVbUfket1WOfl4.COrfl ell -- __ - .-. - 3_•'_ -, — - 9/1/2010 11 American Geotechnical D TRANSMITTAL FORM gIELD MEMO D INTER OFFICE MEMO D INTRA OFFICE MEMO TO: Y O LkA &rCL 1Z,_ Q4, / M1Lt1ATE: / - FILE NO._________ SUBJECT: Ne—f COJjk-) .(tu 'i -L J&_ p c rLpr. 40 olc~_ o- -i'L We/ 's au-, I u ci L. cL't . i'L '(cLf ci c Se-Y+eil. /1k #f s 1t+ à-Q - f 4cLr . Q II// 7- LA_4- c fL / S a b cJcChA oc 1it ckr4'r S' (4h f eJc-d-r'ic1 / 47 /j e. LcjtJ.2kcc1? /o co Y4U /o4 L4Ø( 'c&rl&ç jk I&eA e ' eJi i-((€ t( s o4 LrdA4. /-4leS t't e decttte FROM: /h 12. Ccm 011R OFFICE: Ii 22725 Old Canal Road - Yorba Linda, CA 92887 (714) 685-3900 U 5764 Pacific Center Boulevard—Suite 112 -San Diego, CA 92121 (858) 450-4040 — t - .-- VGA 95424 SOUTHERN CALIFORNIA ' 3[SOIL &TESTINGINC. A LEA #047 A California Certified Small Business Enterprise (SBE) 6280 Riverdale Street 83-740 CitrusAvehue, Suite G 1130 Palmyrita Avenue, Suite 330-A SAN DIEGO, CA 92120 . INDlO, CA 92201 RIVERSIDE, CA 92507 Phone (619) 2804321 Fax (619) 280-4717 Phone (760) 775-5983 Fax (760) 775-8362 Phone (951) 965-8711 SCS&T FILE NO.: _7/Z/ VZ I C I I P1 I I I NC I I I FIX I I P.O. NO.: PAGE / OF 7 77 FIELD INSPECTION REPORT FOR: 2 REINFORCED CONCRETE D REINFORCED MASONRY 0 WELDING E FIREPROOFING Q. C. CONCRETE ROOFING / WATERPROOFING El PT. CONCRETE /STRESS [--]EPDXY ANCHORS El H.S. BOLTiNG El PRO,IECT TITLE: I PHASE #: I FILE DSN SHPD ____ NO.: _ I I DSA PP NO PROyA427 1 ARCHITECT: PER IPLAN.FILC NO. .. ENGINEj,J_ GENERAL CONTRACTOR:61€_ SUB CONTRACTOR: LOCATION OF WORK INSPECTED: . MATERIAL CLASSIFICATION: ,,95 A//V_et/,t DATE 7 frI_I I DESCRIPTION OF WORK INSPECTED: TIME ARRIVED: / TIME DEPARTED: I — c,2-z , ,172 7,46 7M PRINT NP/vIE PE. REVIEW CBCIICC I hereby certify that I have inspected the above reported work. Unless noted otherwise the work inspected is to the best of my knowledge in compliance with the approved plans, se—cific t, ns and applicable sections of the governing building laws. Inspector Initials DNOSHPD I her.cboify that I have inspected the above reported work in accordance with the requirements of DSNOSHPD approved documents. Sampling and testing were conducted in accordance with the requirements of the DSNOSHPD approved documents. The work inspected complies with the DSNOSHPD approved documents. Yes: No: Inspector Initials: 71 lNS CR REGISTRATION FJO 0 . *AUTHORIZING SIGNATURE DATE *signature authorizes the above work scs&r205 REV 7/ID 1 . . EsGil Corporation In (Partners flip with government for Building Safety DATE: 11/2/2010 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 101719 SET:!! PROJECT ADDRESS: 2427 La Costa Avenue PROJECT NAME: Retaining Wall Repair U ELICANT U JURI LAN REVIEWER U FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward tothe applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: ) Mail Telephone Fax In Person LI REMARKS: By: David Yao EsGil Corporation EGA LIEJ F1 PC Telephone #: Fax #: Enclosures: 10/28 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsG ii. Corporation In(Partnership with government for Bui(ding Safety DATE: 9/28/2010 JURISDICTION: City of Carlsbad NT U PLAN REVIEWER U FILE PLAN CHECK NO.: 101719 SET: I PROJECT ADDRESS: 2427 La Costa Avenue PROJECT NAME: Retaining Wall Repair The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's ' codes. Liii The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LIII The applicant's copy of the check list is enclosed for the jurisdiction toforward to the applicant contact person. The applicant's copy of the check list has been sent to:' Dave Hoffman P. 0. Box 928722 San Diego, CA 92192 LI Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Dave Hoffman Date contacted: (bYLh3) MaiIV'Telephone Fax V'in Person REMARKS: By: David Yao EsGil Corporation LIGA EEJ 1-1 PC Telephone #: 858-560-9555 Fax #: 858-560-8960 Enclosures: 9/21 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 101719 9128/2010 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 101719 JURISDICTION: City of Carlsbad OCCUPANCY:. U USE: retaining walls TYPE OF CONSTRUCTION: ACTUAL AREA: ALLOWABLE FLOOR AREA: STORIES: HEIGHT: SPRINKLERS?: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 9/28/2010 OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 9/21 PLAN REVIEWER: David Yao FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by .the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2007 CBC, which adopts the 2006 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2006 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad 101719 - 9/28/2010 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. In Seismic Design Categories D,E or F, the soils investigation must address liquefaction, and, if retaining walls are proposed, the soils investigation must address increased loading on the walls due to earthquake motions. Section 1802.2.7. 2. Specify on the foundation-plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Section A106.1 .1. (87 psf for equivalent fluid pressure) Sheet 2 of thecalculation shows M0, Mra, Mrb C-Mr. The calculation did not show grade beam and pier size, reinforcement are adequate to resist the proper force. Please clarify. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: LJ Yes L1 No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform th&plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. - City of Carlsbad 101719 9/28/2010 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad . PLAN CHECK NO.: 101719 PREPARED BY: David Yao DATE: 9/28/2010 BUILDING ADDRESS: 2427 La Costa Avenue BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION . AREA. (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) retaining wall . per city 45,000 Air Conditioning Fire Sprinklers TOTAL VALUE . 45,000 Jurisdiction Code Icb 113y Ordinance J Bldg. Permit Fee by Or( nance -.Plan Check Fee by Ordinance low Type of Review: El Complete Review I $3815.711 I $250.711 Structural Only E Repetitive Fee .vj Repeats D Other Hourly Hr. @ * EsGil Fee I $216.001 Comments: Sheet 1 of 1 macvalue.doc + BUILDING PLANCHECK - Development Services X10W POOLS/RETAINING WALLS Land Development Engineering CITY OF CHECKLIST 1635 Faraday Avenue 760-602-2750 CARLSBAD E37 BUILDING PLANCHECK NUMBER: CB 10- 1 •) 1C) BUILDING ADDRESS: 2-'/2? t (& ç4¼ a.AJ L PROJECT DESCRIPTION: P601 / ing Wall ASSESSOR'S PARCEL NUMBER: l-t ( -2-yo 5T1 I 3 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 ensure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in,, this report can result i S p nsion of permit to build,; / 16 By: Date( DENIAL Please see the attached report of deficiencies ma ith El. Make necessary corrections to plans or specificati ns compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: Date: By: Date: LA By: Date: ENGINEERING DEPT. CONTACT PERSON • Name: • KATHLEEN LAWRENCE City of Carlsbad Email: kathleen.lawrence(carlsbadca.gov Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2741 Fax: 760-602-1052 E-37 Page 1of 3 REV 6/30/10 p SITE PLAN 3RD I' El 0 1. Provide a fully dimensioned site plan drawn to scale. Show: ANorth arrow eroperty lines B. Existing & proposed structures D. Easements 2' El El 2. Show on site plan: Drainage patterns D. Indicate what will happen with Existing & proposed slopes soil excavated from pool area Existing topography E. Retaining walls (location and height) Note: If excavated soil is not to be removed from property but regraded on site, show proposed elevations and slopes. If any portion of retaining walls is over 4' in height, a separate permit is required. Retaining Wall Permit CB - Applied for Approved El 3. Include on title seét: Site address Assessor's parcel number Legal description Grading quantities Cut Fill Import Export El El El 4. Project does not comply with the following engineering conditions of approval for project no. Conditions were complied with by: Date: GRADING PERMIT REQUIREMENTS The conditions that invoke the need for grading permit are found in Section 11.06.030 of the Municipal Code. 0 El El 5a. Inadequate infôrrnätion available on site plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill, import, export). El El El 5b. Grading permit required. A separate grading plan prepared by a registered civil engineer must be submitted together with the completed application form attached. Note: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit 0 0 0 5c. A grading permit has been applied for: DWG El El El 5d. No grading permit required. E-37 Page 2 of 3 REV 6/30/10 I 1ST 2ND 3RD El El 11 MISCELLANEOUS PERMITS 6. A RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the. public right-of-way. A separate right-of-way issued by the engineering department is required for the following: Please complete attached right-of-way application form and return to the engineering department together with the requirements on the attached right-of-way checklist, at the time of resubmittal. Right-of-way permit and pool building permit will be issued simultaneously. STORM WATER REQUIREMENTS pLc ak Ck j,u j Construction Compliance d —QJ&aXIa Project Threat Assessment Form eemptete. Enclosed Project Threat Assessment Form incorrectly completed. Please make the corrections, re-sign a new form and resubmit with next submittal. Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW /0 3 2--Z-_) Post-Development (SUSMP) Compliance Storm Water Standards Questionnaire complete. - 'z4L Storm Water Standards Questionnaire incorrectly completed. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. Disconnect discharges per SUSMP. Do not connect runoff from impervious surfaces to storm drains without first discharging water over landscape areas. See SUSMP. Minimize use Of impervious surfaces per SUSMP. Redesign to reduce the excessive use of impervious area (pavement) on project. Use a balanced design of pervious surfaces (landscape area, planters, etc.) and impervious surfaces. See SUSMP Remarks tAtJ2 / ( ciLU ai / E-37 Page 3 of 3 REV 6/30/10 / . PLANNING/ENGINEERING APPROVALS PERMIT NUMBER cb 10 1719 DATE September 24, 2010 ADDRESS 2427 La Costa Ave RESIDENTIAL ADDITION- POOL/SPA MINOR (07,000.00) TENANT IMPROVEMENT RETAINING WALL COMPLETE OFFICE BUILDING VILLAGE FAIRE OTHER PLANNER Christer Westman DATE September 24, 2010 ENGINEER DATE II:\AI)IIN\CI)IiNTIH/PNNI/lNEINEEHINI APPROVALS Retaining wall repair 10835A 10/10 2427 La Costa Ave Responses to Plan Check; Strictural Items Plan Check No 101719 Attn: David Yao PC Responses: Item Response Structural T. • See letter from American Geotechnical. They have added the load due to seismic effects, and the enclosed calculaction reflect this load. The wall and footings are still okay as previously drawn. Soil classification, expansion index, and design bearing capacity are now shown on SI.1 un "Foundation" notes. The calculations have been revised to include the seismic effects on the wall, and the gradebeam and concrete pier calculations have been included on sheet 3. Engr: Charles Colvin Date: S1W, 2010 ENGINEERS Structural Engineering • Civil Engineering o Surveying . LanciPianning 3434 Fourth- Ave. San Diego, CA 92103 Phone (619) 299-5550 • Fax (619) 299-9934 www. burkett-wbng corn. info@burkbft-wong.com Job No: 10835A.1.00 STRUCTURAL CALCULATIONS FOR La Costa De Marbella Wall Repair Carlsbad, CA La Costa De Marbella HOA 2429 B La Costa Ave Carlsbad, CA C6 ((q / -7 ( I Amercan Geotechnical Inc. 1Jt5C, FOUNDAT'ON AND GEOLOGIC SIUDIES March 25, 2010 File No. 21381-19 Ms. Sue Burnett PREMIER COMMUNITY SERVICES 5661-A Palmer Way Carlsbad, California 92010 Subject: GEOTECHNICAL INVESTIGATION OF UPPER WALL LA COSTA DE MARBELLA 2427 - 2431 La Costa Avenue Carlsbad, California Reference: As-8uilt.Report, Landslide Treatment, La Costa De Marbella, Carlsbad, California, PD 07- 08, DWG No. 454-5A." Report prepared by American Geotechnical, File No. 21381.18, December 17, 2009. Dear Ms. Burnett: The purpose of this report is to present the results of our geotechnical investigation of the upper wall at La Costa De Marbella, Carlsbad, California. The upper wall is located along the north side of the upper driveway at 2427 - 2431 La Costa Avenue. This wall is visibly tilting down-slope and the drainage swale located behind the wall has settled. Based on the results of our investigation, it is our opinion that the retaining wall has a factor of safety of overturning that is too low. In addition, the resultant of the normal force is within the front third of the wall footing and the bearing pressure at the toe of the wall footing exceeds allowable values. In essence, it is our opinion that the soil located below the toe of the footing is overstressed. This has allowed the toe of the retaining wall footing to rotate downward and outward, resulting in the observed damage. A structural engineer will be needed to develop an appropriate treatment solution. 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, -- AMERICAN GEOTECHNICAL, INC. -: --r liv '- / Robert W Day t.lo. 3454 4 Principal Engineer J - R.C.E. 34544 G.E. 2059 RWD/kb Distribution: Ms. Sue Burnett - (2) Via Mall Only Mr. Harold Mills —(1) Via E-mail Only 22725 Old Canal Road, YorbaLinda, CA 92887 - (714) 685-3900 - FAX (714) 685-3909 5764 Pacific Center Blvd., Suite 112, San. Diego, CA 92121 (858)450-4040 - FAX (858)457-0814 10398 Rockingham Drive Suite 7 Sacramento CA 95827 (916) 368-2088 FAX (916) 368-2188 5600 Spring Moiintain Ràad, Suite 201, Las Vegas, NV 89146- (702) 562-5046- FAX (702) 562-2457 IAmerican Geotechnical, Inc. SOIL, FOUNDATION AND GEOLOGIC STUDIES TABLE OF CONTENTS Page 1.0 INTRODUCTION .............................................................................................................1 2.0 SCOPE OF SERVICES ...................................................................................................... 3.0 WALL MONITORING.. ........................................................... ............................................. 2 4.0 CONCLUSIONS .................................................................................................................. 2 5.0 RECOMMENDATIONS ........................... . ............................................................................ 3 6.0 CLOSURE ........................................................................................................................... 3 APPENDIXA Field Data F APPENDIX B . Laboratory ITéstin. APPENDIX C Photographs of the Test Pits APPENDIX D Retaining Wall Calculations 19 22725 OldCanal Road, Xorba Linda 1CA 92887 - (714)685-3900- FAX (714) 685-3909 5764 Pacitic Center Blvd Suite 112 San Diego CA 92121 (868):450-4040 FAX (858) 457-0814 10398 Rockingham Drive 7 Suite Sacramento CA 95827 (916) 368 2088 FAX (916) 368-2168 5600 Spring Mountain Road; Sciite 201 Las Vegas, NV 89146 -(702)562-5046- FAX (702) 562-2457 flAmerican Geotechnical, Inc. File No. 21381-19 March 25, 2010 Page 1 1.0 INTRODUCTION As discussed in our referenced report, the landslide at La Costa De Marbella was treated in 2009 by the installation of a row of tiebacks that extended across the entire width of the landslide. As recorded by the inclinometers, the landslide moved during the construction of the row of tiebacks. The inclinometers recorded up to about one-third of an inch of landslide movement. It should be mentioned that one-third of an inch of landslide thovement is a rather small amount of movement and is somewhat expected given the extent of the landslide treatment. The effect of the landslide movement during construction was most visible at the head of the landslide. Damage was concentrated at this area where a separation developed between the upper asphalt road and the adjacent concrete drainage ditch. In addition, this concrete drainage ditch appeared to have dropped downward as the landslide moved. Furthermore, the wall located on the north side of the upper road appears to have cracked and titled down-slope. The amount of movement of the wall was well in excess of the movement recorded by the inclinometers and the purpose of this investigation was to evaluate the geotechnical condition of this upper retaining wall. 2.0 SCOPE OF SERVICES Our scope of services has included the follOwing: Test Pit Excavations: Two test pits were excavated adjacent the retaining wall. One test pit was excavated in front of the wall and the other test pit was excavated behind the wall. The test pit excavation logs are presented as the first two diagrams in Appendix A. Photographs of the test pit excavations are presented in Appendix C. The locations of the test pits are shown on the site map inAppendix A. Cross-Section: The test pits were used to develop a cross-section through the retaining wall. The cross-section is presented as the third diagram in Appendix A. Retaining Wall Tilt Data: The retaining wall tilt data is presented as the fourth diagram in Appendix A. The location of the monitoring points is shown on the site map in Appendix A. Laboratory"Testing: Laboratory tests consisting of field density tests and direct shear tests are presented in Appendix B. These laboratory tests were required in order to determine the soil forces acting on the retaining wall. flAmericanGeotechnical,Inc. File No. 2138119 March 25, 2010 Page 2 Engineering Calculations: Our engineering calculations for the existing retaining wall are presented in AppendixD. These engineering calculations were used to evaluate the retaining wall and develop conclusions as to the cause of movement of the wall. 3.0 WALL MONITORING We have been monitoring the tilt of the upper wall for the past year and the data is presented in Appendix A. The fourth diagram in Appendix A shows the results of the monitoring from February 12, 2009 to February 8, 2010. The site map in Appendix A shows the locations of our wall monitoring (numbers 1 through 12). As shown by this data, the wall tilt varies between about 1 degree up to 3 degrees. The latest reading (February , 2010) does seem to indicate recent wall movement at monitoring numbers 3 through 10. The greatest change in readings occurred at monitoring number 8, where the wall tilt increased from 2.7 degrees (October 13, 2009) to 3.0 degrees as reàórded on February 8, 2010. 4.0 CONCLUSIONS A summary of our coriclusions is as follows: Landslide Movement: The amount of movement of the wall is well in excess of the movement recorded by theinclinométers during the 2009 installation of the row of tiebacks. Hence, it is our opinion that while the landslide movement during the installation of the row of tiebacks may have contributed to or triggered some of the wall movement, this is not the main factor in the observed wall movement and distress. Overstressed Soil: Based on the results of our investigation, it is our opinion that the retaining wall has a factor of safety of overturning that is too low. In addition, the resultant of the normal force is within the front third of the wall footing and the bearing pressure at the toe of the wall footing exceeds allowable values. In essence, it is our opinion that the soil located below the toe of the footing is overstressed. This has allowed the toe of the retaining wall footing to rotate downward and outward, resulting in the observed damage. flAmerican, Geotechnical, Inc. File No. 2138119 March 25, 2010 Page 3 3. Traffic Loads: If surcharge loads, such as due to vehicle loads, had been included in the analysis, the soil located below the toe of footing would become even more overstressed. Hence it seems likely that heavy traffic loads such as from construction equipment during the repair of the landslide were a contributor in the wall movement and distress. With the lower road closed during much of the landslide repair, the upper road would have borne the brunt of both the normal traffic loads as well as the construction vehicle loads. 5.0 RECOMMENDATIONS A structural engineer will be needed to develop an appropriate treatment solution. We would recommend that the structural engineer review this report, including our calculations. In addition, we would recommend that the structural engineer evaluate the structural integrity of the wall and prepare treatment details. We could provide additional soil pararrieters and provide our opinion on the treatment solution upon request of the structuraléngineer. Given the overstressed nature of soil below the toe of the retaining wall, an appropriate type of treatment solution would seem to be underpinning the toe of the'wall footing with individual hand-dug reinforced-concrete piers spaced at about 5 to 10 feet on center; At presert, there are construction warning cones that have been placed in the drainage ditch that are used to prevent traffic from getting too close to the wall and to prevent vehicles from parking adjacent the wall. We would recommend that these warning cones be kept in place until the structural engineer has completed their workand a treatment solution has been implemented. 6.0 CLOSURE The work as described in this report is solely limited to an investigation of the upper retaining wall. It is understood by all parties that we were not involved in the original construction of the site. As such, no warranty in any respect is made as to the performance of the project. If any slope movement or other types of damage occur to the site 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. f American Geotechnical, Inc. IWS'OIL, FOUNDATION AND GEOLOGIC STUDIES APPENDIX A - FIELD DATA 1. Test Pit Excavation Log AGTP-1 2. Test Pit Excavation Log AGTP-2 3. Cross-Section Through Retaining Wall 4. Retaining Wall Tilt Data Site Map: Test pit locations (red notation) and retaining wall tilt data locations (blue boxes with arrows) 22725 Old Canal Road Yorta Linda CA 92887 (714) 685-3900 FAX (714) 685-3909 5764 Pacific Center Blvd Suite 112 San Diego CA 9212105 8) 450-.4040 FAX (858) 457-0814 10398 Rockingham Drive Suite 7 Sacramento CA 95827 (916) 368 2088 FAX (916) 368-2188 56OOSprin Mäuñtáin RoàdSÜifè 20i,Lás Vegas, NV 89146 - (702) 562-504•6 - FAX (702)562-2457 Test Pit No. -_4 61'P - File No. 213LiL Project Name: L Sheet: S I I Date: Location: -kdlow i,,. 4(opf ot .4jfk r re-+. vi C' (I Total Depth:' Y' - Rig Type: (44J1\ Est. Surface Elevation: Sample Field Description Y: 'k: - F Type Surface Conditions: Intact Bulk Subsurface Conditions: FORMATION: Classification color, moisture, tight n e s s , e t c . - - S - - .5'- - 0.0 - C - 15' j. cd..c!& 4 (v,o1J 14 r r 'ii , '17t- 1 I. . S • S' ._ .. ,' i LI', ,..ç..-,, i' -vv) - , Jr (' Vv1 (. -. e : :: '..:j' I I. f I '.,I4V r • •, / /.s-3.'.flL I e .' 5•.5, • •'S ç .* F-k •- . c"' -- t meric ifililujiExplanation: shelby RlngSampler SandCone eotechnical Large Bag In Medium Bag LAATP p [American Explanation: Ma Shelby eotechnical _' Large Bag Ring Sampler Sand Cone 1p"~TpMedium Bag - 45 A 4P. •- !fl 4 • - Test Pit No. File No. 1 t I " Sheet Project Name: A- Cot - aa ,4I I ( Date:Li_.2LQ. Location: " up9e 1 '(Qt UUc... I • Total Depth: 7 l Rig Type: Htxv _1. "1 Est. Surface Elevation: Sample heto uescription By: )( Depth Type Surface Conditions: Feel Intact Bulk Subsurface Conditions: FORMATION: Classification, color, moisture, t i g h t n e s s , e t c . 0.0 0_;.J /.2_.I C"P CL..st.jcJ e.._M_ r , A.0 vctt.. 11 -- _ Location eL5t..\e) Profile - - - e i/i EJ American Geotechnical SOIL, FOUNDATION AND GEOLOGIC STUDIES 5764 Pacific Center Blvd. Suite 112 • San Diego CA 92121 - (858) 450-4040 • Fax (858) 457-0814 BY: FILE NO.: DATE: ___ L2 - PROJECT: /- c&.L 14" 1/ SEEET:.... / DESCRIPTION: me M U U17QX. La Costa De Marbella RETAINING WALL TILT 21381.i Dcfe Degrees of Tilt z. -q 3 z oF1 II32of I iz i. 3fi/o7 23 iz 3 3 ' 2 E 3 4 a•3 __ Z-S 2 a5Z575 Z. 5 a•7 .1 2? .7 Z..7 2.7 z.7 2.7 6 2. a.c 2.5 2. .$- Z. S' 7 a.7 a7 2.82.8 z.7 2.? z7 . 8 ze Z3 ZS 7c Z6 7 9 Z.5 Z- a.a 2.8 2 z8 10 .? 2.7 2.? 2.a.7_ 1 2-,-4 27 , g. s 40 12 - ,.o i.O O.1 0.5 ____ 21 9VW : ----t _-GHA IAGVW - I - - - ________ - - - -- - - - GVW1 GHA-.1 AGI-2 / -- - - - - --1----- - -t-- / .' GB-3A \ 7/ 2.30 2 4- / 250 27° / .4__----- -- ____ 4 ____ 'iAmerican Geo.technical, Inc. I SOiL, FO'JIvD/2iT'UI'i AND GL OLOG!C STUDIES APPENDIX B - LABORATORY TESTING Unit Weight Tests The total unit weight of the soil was determined by extruding the soil from the Shelby tubes into rings of known volume. The dry unit weight was calculated after the water content of the soil was determined. The water content was determined by using ASTM method of test D 2216. The test results are summarized in Table 1, Field Density Data Summary, contained in Appendix B. Direct Shear Tests The direct shear tests were performed on soil extruded from the Shelby tubes. Soil samples were allowed to soak for about 24 hours under the confining pressure specified for testing. Consolidated-drained conditions were approximated by using a slow strain-controlled approach, similar to that as outlined in ASTM method of test D 3080. The test results are summarized on the figures presented in Appendix B. TABLE 1: FIELD DENSITY DATA SUMMARY .TäiUnJt :DryUhIWelght 'Wa r. jit .. Dogoof Location Depth 61 AGTP — 11 1.1 —2.2 114.5 98.8 15.8 71 AGTP-1 24-34 1211 1042 163 86 AGTP-2 19-30 1225 1012 211 84 AGTP—.2 6.2-7.2 . 120.3 98.6 22.0 Note: Degree of Saturation based on G =.2.17 22725 Old CanalRoad, Yorba Linda, CA 92887 - (714) 685-3900 - FAX (714) 685-3909 5764 Pacific Center Blvd Suite 112 San Diego CA 92121 (858) 450-4040 FAX (858) 457-0814 10398 Rockingham Drive, Suite 7, Sacramento, CA 95827 (916) 368-2088 FAX (916) 368-2188 5600 Spring Mountain Road, Suite 201, Las Vegas, NV 89146 -(702) 5625046 - FAX (702) 562-2457 1000 0, 0 1000 0. 0 0 500 CI, 0 DIRECT SHEAR TEST PLOT ProjetName: La Costa, De Marbella F.N.: 21381-19 Addresss: Boring No: TP-1 Sample Deoth 1.1-2.2 Sample Type: Intact 0.00 0.05 0.10 0.15 0.20 0.25 Displacement (Inch) —4500 Dsf -- 1000 psI —h--I —R—I Shear Strenolh Plot (Peak and Ultimate 0 500 1000 1500 Normal Stress (ksf) Project : Lacosta De Marbella F.N :21381-19 Location: Sample I 0: TP-1 Depth :ii-2.2 Sample Type: Intact Normal Stess (ksf) Shear Stress -Peak (kst) Shear Stress -Ultimate (ksf) 500 371 297 1000 696 624 DIRECT SHEAR TEST DATA SHEET METHOD? DRAINED / UNDRAINED SAMPLE CONSOLIDATED? YES SAMPLE SATURATED? YES AMERICAN GEOTECHNICAL FILE NO. 21381•19 Prolecl LAcosta De MareIIa BY Sam RING ID 2.5' FThUYk'IEs F71MJ'J1'— Eons I1LI; I'i1:I:• tr1:I; . I . uf i F. iXi .1 1t1 II I*1 ii _'wl [I Z114 11 ii 1.1 .I4 4A] PA ii 1:1 t S.: I.•I 41 wI .i YA1 TA XE v.i 1I *1 TA 41 cTAt 1.1 f:IcI 41 .F _cKJ 1.1 U - Zs] PROOF RING CALIBRATION: 0-200 14.853 Above 200 24.082 DIRECT SHEAR TEST PLOT C. a 500 0 0.00 0.05 010 0.15 0.20 0.25 Displacement (Inch) Shear Strength Plot (Peak and Ultimate) 1000 Peak Strength F (psi) 0 Ultimate Strength - 500 1000 1500 Normal Stress (kg?) Projet Name: :La Costa De MarbeHa FN.: 2138149, Addresss: Boring No: TP-2 Sample Deoth 1.9-2.2' Sample Type: Intact I500 pal—.-1aps —e—i —*—t Project: Lacosta Del F.N :21381-19 Location: Sample I D: TP-2 Depth: 1.9-2.2' Sample Type: Intact Normal Stess (ksf) Shear Stress -Peak (ksf) Shear Stress -Ultimate (ksf) 600 282 282 1000 490 431 DIRECT SHEAR TEST DATA SHEET METHOD? DRAINED / UNDRAINED SAMPLE CONSOLIDATED? YES SAMPLE SATURATED? YES AMERICAN GEOTECHNICAL FILE NO. 21381-19 Project LAcosta De MareI!a BY Sam RING ID 2.5' BORING NO. TP-2 TP-2 SAMPLE NO. DEPTH (FT) 1.9-22 1.9-22 LOAD (PSF) 500 PSF 1000 PSF SOIL TYPE Intact I Intact DESCRIPTION DATE 2/19/2010 2/19/2010 TIME START 800AM 12.15 PM TIME END 12.00 AM 4.30 PM _____________ STRAIN RATE IN/HR IN/HR IN/HR IN/HR INIT. MC&DD % PCF %_____ PCF % PCF % _PCF • DEFt.. (IN) PROV. RING (X .0011 DIAL- 110$ CX .0011 SHEAR STRESS (PSF) PROV, RING CX .001') 134F DIAL- TION (X.001') SHEAR STRESS (PSF) PROV. RING (X .001"). DIAL- liON 'CX_.00 SHEAR STRESS (PSF) PROV. RING CX .001') I DIAL- liON ((X .001') SHEAR STRESS (PSF) 0.00 0 ______ 01 0.01 - 74 _____ _22 0.02 .. 327 0.03 1 1931 431 0.04 .. I ... .2231 490 1 .238 490 0.08 1 .. 238 475 0.07 17 253 32 475. 0.08 17 2 3 4751 0.09... ..17 253 31l 4601 0.10 1 31 267 460 0.11,.: 18 267 30 446 0.12 1 .. 267 30 446 0.13 1 .267. ' 3 446 0.14, .1 . :267 29 431 0.15 1' ' •'. .29 016 :18 2671 2 431. 0.17 1. 29 2671 . 431 0.18 1 . 431 0.19 1. ' .•.29 431 -0.20 19 282 29 431 .0.21....... 1' :.282 29 431 0.22 is 282 . 29 431 1 - 29 ' 4311 0.24. . 1 282 . . 2 431 0.25 19 - 29 431 PROOF RING CALIBRATION: 0-200 14.853 Above 200 24.082 Amer1can Geotechnical Inc. OUNbATOiI AND GEOLOGIC STUDIES APPENDIX C -PHOTOGRAPHS OF THE TEST PITS 22725. Old Canal Road, Yorba Linda, CA 92887 - (714) 685-3900 - FAX (714)685-3909 5764 Pacific Center Blvd Suite 112 San Diego CA 92121 (858) 450 4040 FAX (858) 457-0814 10398 Rockingham Drive Suite 7 Sacramento CA 95827 (916) 368-2 088 FAX (916) 36&.2188 5600 Spring Mountain Road. Suite201, Ls Vegas, NV 89146 - (702) 562-5046- FAX (702) 562-2457 Ac dress: La Costa De Marbella, AGRWTP - 1 - - - -- -- -- - -.-; Project: 21381-19 Roll: 1 Serial: 1 Frame: 1 Photographer: K. Rogers Date Taken: 2OIOO2-09 roject: 1381-19 oIl: 1 erial: 2 rame: 2 hotographer: Rogers We Taken: 010-02-09 Project: 21381-19 Roll: 1 Serial: 5 Frame: 5 Photographer: K. Rogers Date Taken: 2010-02-09 Address: La Costa De Marbella, AGRWTP - I Project: 21381-19 Roll: 1 Serial: 6 Frame: 6 Photographer: K. Rogers Date Taken: 2010-02-09 Address: La Costa De Marbella, AGRWTP - 1 Address: La Costa IDe Marbe!lat AGRWTP - 1 Project: 21381-19 Roll: 1 Serial: 7 Frame: 7 Photographer: K. Rogers Date Taken: 2010-02-09 Project: 21381-19 Roll: 2 Serial: 1 Frame: 1 Photographer: K. Rogers Date Taken: 2010-02-09 Address: La Costa De Marbella, AGRWTP - 2 Project: 21381-19 Roll: 2 Serial: 2 Frame: 2 Photographer: K. Rogers Date Taken: 2010-02-09 Address: Lb Costa De Marbélla, AGRWTP 2 Project: 21381-19 Roll: 2 Serial: 3 Frame: 3 Photographer: K. Rogers Date Taken: 2010-02-09 Address: La Costa De Marbella, AGRVTP - 2 Project: 21381-19 Roll: 2 Serial: 4 Frame: 4 Photographer: K. Rogers Date Taken: 2010-02-09 Address: La Costa De MarbeHa, AGRW1.P - 2 Project: 21381-19 Roll: 2 Serial: 5 Frame: S Photographer: K. Rogers Date Taken: 2010-02-09 Project: 21381-19 Roll: 2 Serial: 6 Frame: 6 Photographer: K. Rogers Date Taken: 2010-02-09 Project: 21381-19 Roll: 2 Serial: 8 Frame: 8 Photographer: K. Rogers Date Taken: 2010-02-09 Project: 21381-19 Roll: 2 Serial: 7 Frame: 7 Photographer: K. Rogers Date Taken: 2010-02-09 Address: La Costa De Marbeilà, AGRWTP - 2 Address: La Costa De Marbel a, AGRWTP - 2 ]MAngr"acn Geotechnical, Inc. OU'\'OATION AND GEOLOGIC STUDIES APPENDIX D - RETAINING WALL CALCULATIONS Assumptions for All calculations: 1. No groundwater or seepage forces acting on wall because none observed in test pit excavations. 2. No surcharge loads acting on wall from vehicle loads, earthquake loads, etc. The unit weight of the wall stem and footing is equal to the total unit weight of the soil (120 pcf). Also, neglect the weight of the upper 4.5 feet "free-standing" portion of wall. Notation: W = total weight of the wall, including the footing, wall stem, and soil located directly above the footing. = active earth pressure force acting on the retaining wall P, = passive earth pressure force acting on the retaining wall H = height of the retaining wall, measured behind the wall from the bottom of the footing to the pavement surface. D = depth of soil in front of the retaining wall, measured from the ground surface to the bottom of the footing. L = width of the retaining wall footing = total unit weight of soil (120 pcf) a = distance from W to toe of retaining wall footing kA = active earth pressure coefficient k = passive earth pressure coefficient = slope inclination in front of retaining wall 6 = friction angle between the bottom of the footing and the underlying soil N = normal force acting on the bottom of the tooting x = resultant location of normal force (N) y = bearing pressure at toe of footing 22725Old Canal Road, Yorba Linda, CA 92887 - (714) 685-3900 - FAX (714) 685-3909 5764 Pacific Center Blvd., Suite 112, San. Diego, CA 92121 (858) 450-4040 - FAX (858) 457-0814 16398 RôckinghárnOrive, Suité7, Sacramento, CA 95827 (916) 368-2088 FAX (916) 36872188 5600 Spring Mountain Road, Suite 201, Las Vegas, NV 69146- (702) 562-5046 - FAX (702) 562-2457 , s A American Geotechnical, Inc. " IF J SOIL, FOUNDATION AND GEOLOGIC STUDIES Factor of Safety for Overturning about Toe of Retaining Wall Footing Calculations: = tan 2 (45° - /2 ') = tan 2 [450 - (Y2)(260)] = 0.39 PA = ½ kA H2 = ½ (0.39)(120 pcf)(5.92 ft)' = 820 lb/ft of wall length W = L ' H = (2.5 tt)(120 pcf)(5.92 ft) = 1,780 lb/ft of wall length F = (W)(a) / [(1/3)(P4(H)]:= (1,780)(.2.5/2):/ [(1/3)(820)(5.92)J = 1.37 Acceptable factor of safety for overturning typically 1.5 to 2.0, hence value of 1 .37 is unacceptable. Factor of Safety for Sliding of Retaining Wall Footing Calculations Because of sloping ground in front of retaining wall, special equation is required for k as follows: Cos 2 q' S [1 - (sin 24) + sin 4' cosip' tan 13)0.5] 2 Cos 2 320 -- [1 - (sin 2320 + sin 320 cos 320 tan 19°)° ]2 = ½ k y D2 = ½ (1.7)(120 pcf)(2.8 ft)2 = 800 lb/ft of wall length 8=44=3/4 (26°)=20° Summationof forces in the vertical direction, hence N = W F = (N tan 5 + P) / PA = (1,780 tan 200 + 800)! 820 = 1.77 Acceptable factor of safety for sliding typically 1.5 to 2.0, hence value of 1.77 is probably acceptable. 22725 OldCanalAoad, Yorba Linda, CA 92887 - (714) 685-3900 - FAX (714) 685.3909 5764 Pacific Center Blvd Suite 112 San Diego CA 92121 (858) 450-4040. FAX (858) 457-081-4 10398 Rod kngham Drive '§' uite 7 Sacramento CA 95827 (916) 368-2088 FAX (916) 368-2188 5600 Spring Móuniàiii:Röád, Suite 201, LasVegas, NV 89146 - (702):562-5046 - FAX (702)562-2457 , , a • r .American Geotechnical, Inc. J.._1 SOIL, FOUNDATION AND GEOLOGIC STUDIES Resultant Location of Normal Force Calculations: Take moments about the toe of the wall to determine x or: N x = —PA (1/3H) + (W)(a) (1,780) - (820)(113)(5.92) + (1,780)(2.5/2) Solving for X = 600 / 178 = 0.34 ft Middle third of footing is from 2.5/3 = 0.83 ft to 1.67 ft, hence resultant location of normal force not within middle third of footing. This is unacceptable. Calculation of Footing Bearing Pressure at Toe of Footing Calculations: Assuming triangular distribution of footing pressure: y(O.34 +0.34)(1/2) = 1780 lb/ft solving for y = 5,200 psf Calculation of Ultimate Bearing Capacity and Factor of Safety Calculations: For 4)' 32°, from Peck, Hanson, and Thornburn, N.( = 21 and Nq = 23 Using Teizaghi bearing capacity equation with c = 0: UiL = Y2 yj BN+ '(iDiNq - Because of sloping ground in front of retaining wall, reduce D1 by 50%. quit = 1/2 (120 pcf)(2.5 ft)(21) + (120 pcf)(1.4 ft)(23) = 7,000 psf Factor of Safety.for Bearing Pressure at Toe of Footing = 7,000 / 5,200 = 1.35 Acceptable factor of safety for bearing capacity is typically 3.0, hence value of 1.35 is unacceptable. 22725Old Canal Road" -YorbaLjnda;CA 92887 -(714) 685-3900 - FAX (714) 685-3909 5764 Pacific Center Blvd.,Suite 112 San Diego CA 92121 (858) 450-4040 FAX (858) 457-0814 10398 Rockingham Drive Suite 7 Sacramento CA 95827 (916) 368-2088 FAX (916) 368-2188 56O0Spii,IgMôuntainRad, Suite 201, LasVégas. NV 89146 - (702) 562-5046 - FAX (702) 562-2457