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Home My WebLink About2836 CACATUA ST; ; CB940209; Permit09-28-2005 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Building Permit Permit No:CB940209 Building Inspection Request Line (760) 602-2725 Job Address: 2836 CACATUA ST CBAD Permit Type: MISC Sub Type: Parcel No: 2153700900 Lot #: Valuation: $3,500.00 Const Type: NEW OccGroup : Reference #: Project Title: RESUPPORT EXISTING DECK Applicant: WITHERALL, MARK Owner: LARSEN KENT A 7172 OBELISCO CIRCLE CARLSBAD, CA 92009 619 931-1317 Status : FINAL Applied: 02/28/1994 Appr/Issued: 03/01/1994 Entered By: DC Inspect Area: TP SI 4RON C Total Fees: $105.00 Payments To Date: $105.00 $0.00 Balance Due: FINAL APPROVAL Inspector: Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as 'feeslexactions." You have 90 days from the date this permit was issued to protest imposition of these feeslexactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified feeslexactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any feedexactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously othenvise expired. P $/fiS$ APP &IN City of Carlsbad Building Department 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 A - U Commercial 0 New Building LI Tenant Improvement B - 0 Industrial 0 New Building Tenant Improvement C - Wesidential 0 Apartment 0 Condo 0 Single Family Dwelling 0 AdditioWAlteratior 0 Duplex 0 Demolition 0 Relocation 0 Mobile Home 0 Electrical 0 Plumbing OMechanical OPool 0 Spa ORetaining Wall OSolar mother 2 PRCNECXINFoRMAnoN 71 P .-s? -- VAUD. BY DATE FOR OFFICE USE ONLY uilding or Suite No. 7$*36 &e.%-- -ye ' Td& Address NearestCrossStreet -3 ,C &A? LEGAL mN Lot No. Subdiwsion NamdNumber Unit No. Phase No. 02 Energy Calcs #? Structural Calcs R2 Soils Report 0 1 Addressed Envelope USE P- USE DESCRIPTION OF WORK - "$-rG7-+? so. IT. # OF STORIES ADDRESS &Fp DAYTELEPHONE UUm UAI ADDRESS r, CITY / r/ STATE 5 ZIP CODE /" ,& 4 DAY TELEPHONE ?> / /,?/ 7 e ADDRESS 29 ?& &A STATE ZIP CODE DAY TELEPHONE NAME ADDRESS CITY G& STATE ZIP CODE DAY TELEPHONE STATE LIC. # LICENSE CLASS CITY BUSINESS LIC. # AME CITY STATE ZIP CODE DAY TELEPHONE STATE LIC. # Workers' Compensation Declaration: I hereby atlirm that I have a certiticate ot consent to sell-insure issued by the Directorof Industnal Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. C). INSURANCE COMPANY POLICY NO. EXPIRATION DATE Cemticate ot Exempuon: I certity that in the pertormance of the work for which this permit is issued, 1 shall not employ any person in any manner so as to become subject to the-Workers' Compensation Laws of California. Owner-Builder Declaration: I hereby attirm that I am exempt from the Contractor's Ucense Law tor the tollowing reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale.). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section (set. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to tile a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commencing 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 [SSOO]). 0 0 Business and Professions Code for this reason: SIGNATURE DATE C: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? IF ANYOF THE ANSWERS ARE YFS, A FINALCERTIFICATE OF OCCIJPANCYMAY NOT BE ISSUED AFIERJULY 1,1989 UNLESS THE APPLICANT HAS MET OR IS mG THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR H" CONTROL DISIRICX. 1 hereby attrrm that there is a construction lending agency tor the pertormance ot the work for which this permit is issued (Set 30m I Crml WeJ. 0 YES 0 NO 0 YES 0 NO 0 YES 0 NO LENDER'S NAME LENDER'S ADDRESS _. .~ ~ ~ 1 certi that 1 have read the application and state that the above intormation is correct. 1 agree to comply with all City ordinances and State laws relatin! to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I AIS0 AGREE To SAVE INDEMNIFY AND KEEP HARMLFS THE CRYOF cAR[sBAD AGAINSAIL UABlUIlES, JUDGMENTS, COSE AND EXPENSES WHIM MAY IN ANY WAY ACXXUl? AGAIN= SAID Q'IY IN OONSEQUENCE OF THE GRA"G OF THIS PJIRMlT. 05HA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Expiration. Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 303(d) Uniform Building Code). DATE: qh:Fb, /&&:- APPLICANTS SIGNATURE WHITE: File YELLOW Applicant PINK: Finance - * CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB940209 FOR 02/08/95 DESCRIPTION: RESUPPORT EXISTING DECK TYPE: MISC JOB ADDRESS: 2836 CACATUA ST APPLICANT: WITHERALL, MARK CONTRACTOR : OWNER: REMARKS: RS/MARK WITHERALL SPECIAL INSTRUCT: INSPECTOR AREA TP PLANCK# CB940209 OCC GRP CONSTR. TYPE NEW STE : ,,,- LOT: PHONE: 619 931-1317 PHONE : PHONE : INSPECTOR .d TOTAL TIME: CD LVL DESCRIPTION ACT COMMENTS 19 ST Final Structural 29 PL Final Plumbing 39 EL Final Electrical 49 ME Final Mechanical ***** INSPECTION HISTORY ***** DATE DESCRIPTION ACT INSP COMMENTS 083094 Final Combo CO TP OWNER NOT AVLB,LIVES IN LA 080894 Final Structural NR TP NO RESPONSE 080494 Final Structural NR TP 030794 Final Combo NR TP NO RESPONSE/ND ACCESS 03 0394 Ftg/Foundation/Piers AP TP PIER FTNS (5) PND REPORT 030294 Ftg/Foundation/Piers CA TP 08/10/94 INSPECTION HISTORY LISTING FOR PERMIT# CB940209 DATE INSPECTION TYPE INSP ACT 08/ 08/ 9 4 08/08/94 08/04/94 03/07/94 03/07/94 03/03/94 03/03/94 03/02/94 03/02/94 Final Structural Final Structural Final Structural Final Combo Final Combo Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers RI RI TP NR TP NR RI RI TP NR RI RI TP AP RI RI TP CA COMMENTS MW/MARK/ 9 3 1 - 13 17 NO RESPONSE MH/MARK/ 9 3 1- 13 17 NO RESPONSE/ND ACCESS MH/MARK/ 9 3 1 - 13 17 PIER FTNS (5) PND REPORT a/= HIT <RETURN> TO CONTINUE... L r: ESGIL CORPOMTION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 56Ck1468 The plans transmitted herewith have been corrected where building codes. 0 necessary and substantially comply with the jurisdiction's The plans transmitted herewith will substantially comply Iti) with the jurisdicfi.on's building codes when ininor deficien- ' cies identified seT ePkf&p@S Pad are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies and resubmitted for a complete recheck. 0 identified on the enclosed check list and should be corrected The check list transmitted herewith is for your information. plans are submitted for recheck. 0 The plans are being held at Esgil Corp. until corrected The applicant's copy of the check list is enclosed for the 0 jurisdiction to return to the applicant contact person. 0 The applicant's copy of the check list has been sent to: 0 Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has Wl7fkta4-L~ - ' been completed. Person contacted: b#le k- By: P DDLIEfd7E Enclosures: ESGIL CORPORATION OGA OCM CIpc Prepared by t SUILDING PORTION *rsE VALUATTON AND PLAN CHECK FEE BUILDING A32 VALUATION MU LT 1 PLI E2 0 Bldg. Dept. 0 Esgil Air Conditionhe Conmercial . PLAN CHECK NO. 9 -''q BUILDING ADDRESS Zg?% cF)wTU+ BUILDING OCCUPANCY A DESIGNZR PIiONE TYPS OF' CONST3UCTION v-n/ CONT3ACTOR PHONZ APPLICANT/CONTACT W-~ZK WIT/WM. PHONE NO,' ~131- I w 7 I @ I I ~ - I I 1 1 I I I I ~ -~ Residential I' I@ I I I Res. or Corn. I ~ ~~ Totzl Value I- 5-90' $ IZ.%rn' - - - Building Permit Fee $- GO, 9s- Plan Check Fee $ s COMMENTS: SBEET / OF / 12/87 CONSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO MODESTO CORONA OXNARD RENO SEATTLE 2414WYARD.SteG 35400AKDALERtlSteA2 490EPRINCELAND'3#7 1645PACIFICAVE#IM 32GLENCARRANCR. 309S.cLOvERDALBD30 ESCONDIDO, CA92029 MODESTO, CA95355 CORONA, CA 91719 OXNARD, CA 93033 SPARKS, NV 89431 SEATIE, WA 98108 (619) 746-4955 (2473) 551-2271 (909) 371-1890 (805) 486-6475 (702) 331-0503 (206) 767-1820 A -P to ENGINEERING, INC. FAX (619) 746-9806 FAX (20s) 551-3593 FAX (909) 371-2168 FAX (805) 486-9016 FAX (702) 331-2667 FAX (206) 762-8751 CERTIFICATE OF COMPLIANCE Thsrnaw A. Gaeto, RCE #040182 Date GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ESCONDIDO MODEST0 ENGINEERING, INC. March 3, 1994 CTE Job No. 100444 Mark Witherall Construction 7172 Obelisco Circle Carlsbad, CA 92009 Subject: Soil Bearing Capacity Deck at Rear Yard 2836 Cacatua Street La Costa, California -, Reference Report: Geotechnical Evaluation Deck at Rear Yard 2836 Cacatua Street La Costa, California Prepared by Construction Testing & Engineering, Inc. Dated February 21, 1994 Dear Mr. Witherall: Pursuant to your request, we have reviewed our recommendations for allowable soil bearing capacity and minimum caisson dimensions which were provided in the reference report. We have provided the revised recommendations for Section "7.2 Caisson Foundations" as described below. 7.2 Caissons Foundation Basically, the foundation stabilization consists of installing reinforced concrete caissons adjacent to the existing support locations. Caissons should extend completely through the full depth of fill and a minimum of 3 feet into the underlying formational material. A minimum of 10 inch diameter caissons embedded into formational materials may be designed for an allowable soil bearing capacity of 5000 psf and an allowable lateral load of 5 kips. The minimum caisson reinforcement should consist of four #6 steel vertical bars wrapped with a #3 spiral or ties with a maximum of 12 inch clear spacing between spirals/ties. The reinforcement requirements for structural concerns shall supersede the recommended minimum reinforcement. Concrete should be a minimum of 2500 psi for the caissons. Special care should be taken to prevent loose soil from falling into the excavation upon rebar placement. GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 3540 OAKDALE ROAD MODESTO, CA 95355 (209) 551-2271 FAX (209) 551-3593 Mark Witherall Construction March 3, 1994 Page Two The opportunity to be of service is appreciated. If you should have any questions regarding this report please do not hesitate to contact this office. Respectfully submitted, CONSTRUCTION TESTING AND ENGINEERING, INC. &A& Rodnev D. Ballard. GE #2173 GeoteGhnic a1 Engineering Manager Staff Engineer RDB:sc:lc cc:File/Copy/100444.KAR ONSTRUCTION T ESTING & E NGINEERING INC. ESCONDIDO MODEST0 ENGINEERING, INC. GEOTECHNICAL EVALUATION DECK AT REAR YARD 2836 CACATUA STREET LA COSTA, CALIFORNIA PREPARED FOR: MARK WITHERALL CONSTRUCTION 7172 OBELISCO CIRCLE CARLSBAD, CA 92009 PREPARED BY: - JOB NO. 100444 c CONSTRUCTION TESTING & ENGINEERING, INC. 2414 VINEYARD AVENUE, SUITE G ESCONDIDO, CA 92029 FEBRUARY 21, 1994 GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 3540 OAKDALE ROAD MODESTO, CA 95355 (209) 551-2271 FAX (209) 551.3593 ENGINEERING, IhT. February 21, c ONSTRUCTION T ESTING & E NGINEERING INC. 1994 ESCONDIDO MODEST0 CTE Job No. 100444 Mark Witherall Construction 7172 Obelisco Circle Carlsbad, CA 92009 Subject: Geotechnical Evaluation Deck at Rear Yard 2836 Cacatua Street La Costa, California Dear Mr. Witherall: In accordance with your request we have perforneb a Geotechnical Evaluation at the subject site. The attached report discusses the investigated geotechnical conditions of the project site and provides foundation stabilization recommendations for the existing rear yard deck. Our investigation found that the investigated slope is generally comprised of artificial fill materials which overlie Tertiary Del Mar Formation. Based on field observations and data analysis, we believe that apparent movement of the rear yard deck is the result of several factors. Primary among these are inadequately compacted fill, lack of foundation setback from the slope face, and lateral extension combined with vertical compression of the slope fill material. The opportunity to be of service is appreciated. If you should have any questions regarding this report please do not hesitate to contact this office. Respectfully submitted, CONSTRUCTION TESTING AND - ENGINEERING, INC. Rodney D. Ballard, GE #21 Geotechnical Engineering RDB: sc: lc cc:File/Copy/100444 GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 3540 OAKDALE ROAD MODESTO, CA 95355 (209) 551-2271 FAX (209) 551-3593 (Job No. 100444) TABLE OF CONTENTS SECTION PAGE 1.0 Introduction ............................... 1 2.0 Scope of Services 1 .......................... 3.0 Site Investigation ......................... 2 4.0 Laboratory Testing Program ................. 3 5.0 Geology .................................... 4 6.0 Discussion and Conclusions .................. 5 7.0 Repair Recommendations ...................... 6 8.0 Limitations of Investigation ................ 8 Figure 1 Site Location Map Figure 2 Partial Site Plan Appendix A References Appendix B Boring Logs Appendix C Laboratory Testing Geotechnical Evaluation 2836 Cacatua Street, La Costa, CA - February 21, 1994 Page 1 CTE Job No. 100444 1.0 INTRODUCTION This report presents the results of our geotechnical evaluation of the wooden deck located within the rear yard of the single family residence located at 2836 Cacatua Street in La Costa, California (Figure 1). The subject deck is situated above an approximate 2:l slope which extends across the north portion of the rear yard (Figure 2). The purpose of this geotechnical evaluation investigation was to evaluate the cause of the reported movement and develop a recommendation for foundation stabilization. 2.0 SCOPE OF SERVICES The scope of services provided for in this investigation included: 2.1 Review of readily available geotechnical and geologic reports and maps pertinent to the project area; 2.2 Subsurface exploration including excavation and field logging of the two 4 inch diameter exploratory borings; 2.3 Laboratory testing of representative samples obtained during the field investigation; 2.4 Geologic and soils engineering analysis of field and laboratory data, which provide the basis for our conclusions and recommendations; 2.5 Preparation of this report presenting our findings, conclusions, and recommended foundation stabilization plan. Geotechnical Evaluation 2836 Cacatua Street, La Costa, CA February 21, 1994 Page 2 CTE Job No. 100444 c 3.0 SITE INVESTIGATION The site investigation was conducted by a staff engineer on February 9, 1994 and consisted of surficial reconnaissance and subsurface exploration. c 3.1 Subsurface ExDloration The subsurface exploration was performed with a limited access, tripod mounted rig using a 4-inch continuous flight auger. The exploratory borings were excavated in the slope located beneath the deck area at the west and east sides (Figure 2). The borings were excavated to evaluate the engineering characteristics of the artificial fill and to examine the preparation of the natural ground prior to placement of the fill. Subsurface geology was evaluated to a depth that may be influenced by the existing structure. The boring logs Figure B1 and B2 of Appendix B, contain geologic descriptions of materials logged by our personnel. 3.2 Surficial Reconnaissance Surficial observations for signs of apparent deck movement were made during our investigation. Approximately 1/2 inch of lateral separation was observed between the west portion of the deck and adjacent concrete patio. Additionally, approximately 1/4 inch of vertical movement and lateral separation was observed within the concrete patio approximately 10 feet south of the deck/patio separation (Figure 2). Geotechnical Evaluation 2836 Cacatua Street, La Costa, CA February 21, 1994 Page 3 CTE Job No. 100444 The subject wood deck was observed to be in well-maintained condition. The south side of the deck, which extends across the approximate slope crest, appearedto be supported on the underlying grade or tied to adjacent improvements (i.e., pool, planter). The north side of the deck extends out over the underlying 2:l (horizonta1:vertical) slope and is supported by 4" x 4" wood posts. The support posts were observed to be founded on 12" diameter concrete footings. Concrete footings were reported to have a shallow embedment, approximately 1 to 2 feet below adjacent grade. The frame of the deck was observed to be comprised of 4" x 12" wood beams between support locations, 2" x 8" wood joist at approximately 16 inches O.C., and 2" x 6" wood planks to form the deck surface. 4.0 LABORATORY TESTING PROGRAM Samples typical of the soil types found during our field exploration were taken to the laboratory for testing. The testing program included particle size analysis, direct shear, in-place moisture density, modified proctor, and Atterberg limits, Appendix C contains descriptions of the test methods and summaries of the results. Geotechnical Evaluation 2836 Cacatua Street, La Costa, CA & February 21, 1994 - 5.0 GEOLOGY Page 4 CTE Job No. 100444 5.1 Geoloqic Setting The subject site is situated in the Peninsular Ranges, a California geomorphic province. In general, this province consists of rugged mountains underlain by metamorphic and crystalline rock to the East, and the coastal plain section underlain by Cenozoic marine and non-marine sediments to the west. Specifically, formational materials underlying the site consist of Eocene Age Del Mar Formation. Fill was found to overlie the formational materials at the explored location. The approximate distribution of these units is shown on the attached boring log. A description of the geologic units encountered is presented below. 5.2 Geoloqic Units 5.2.1 Fill Fill soils were found to overlie the formational deposits beneath the explored subject site area. In general, fill soils consist of fine, sandy silt with clay. Fill materials sampled from the west boring were determined to possess a low density. Fill materials sampled from the east boring were determined to be dense. Fill soils were encountered to approximately 11 feet at Boring B1 and to 12 feet at Boring B2. Geotechnical Evaluation 2836 Cacatua Street, La Costa, CA February 21, 1994 Page 5 CTE Job No. 100444 5.2.2 Del Mar Foundation Eocene Age Del Mar Foundation was found to underlie the slope fill materials. In general, the formation was found to consist of fine sandy silt exhibiting dense characteristics. 5.3 Groundwater Groundwater was not encountered in our borings to a maximum explored depth of 14 feet. 6.0 DISCUSSION AND CONCLUSIONS Based on the investigation conducted, it is our opinion that the lateral and vertical movement in the wooden deck and exterior improvements is primarily due to settlement and downslope creep of the underlying slope. This opinion appears to be supported by the following: a. The observed deck/patio movements which indicate downslope movement in the west portion of the deck. b. The loose to medium dense fill beneath the west portion of the deck as determined by field observations and laboratory testing. c. Laboratory testing indicating moderate to highly plastic properties of the fill material. d. Shallow footing depth beneath the deck supports. Geotechnical Evaluation 2836 Cacatua Street, La Costa, CA - February 21, 1994 Page 6 CTE Job No. 100444 I The separation apparent along the deck/patio interface on the west portion of the deck indicates downslope creep of the improvements. Settlement of the fill or slope relaxation can be expected to continue until the fill reaches equilibrium with the load imposed by its own weight and by the weight of the deck structure. This equilibrium is also affected by variations in moisture conditions within the fill and by the slope movement processes. Generally speaking, upon wetting, soil cohesive strength tends to reduce causing loss of strength. This loss of strength can cause small progressive failures or downslope creep. Based on our field and laboratory tests, it is our opinion that there is a continued potential for soil movement which may result in further deck movement. 7.0 REPAIR RECOMMENDATIONS 7.1 General Several alternatives for foundation stabilization are available. Each alternative has an associated cost, benefit, and chance of favorable future performance. Based on our findings, conclusions and information obtained during this investigation, in conjunction with our knowledge and experience with similar problems, we recommend a caisson and foundation stabilization system. Geotechnical Evaluation 2836 Cacatua Street, La Costa, CA February 21, 1994 Page 7 CTE Job No. 100444 c 7.2 Caisson Foundations Basically, the foundation stabilization consists of installing c reinforced concrete caissons adjacent to the existing support locations. c - Caissons should extend completely through the full depth of fill and a minimum of 3 feet into the underlying formational material. A minimum of 12 inch diameter caissons embedded into formational - materials may be designed for an allowable soil bearing capacity of 4500 psf and an allowable lateral load of 5 kips. The minimum caisson reinforcement should consist of four #6 steel vertical bars wrapped with a #3 spiral or ties with a maximum of 12 inch clear spacing between spirals/ties. The reinforcement requirements for structural concerns shall supersede the recommended minimum reinforcement. Concrete should be a minimum of 2500 psi for the caissons. Special care should be taken to prevent loose soil from falling into the excavation upon rebar placement. 7.3 Cosmetic Repair After completion of all deck foundation repair work, we recommend that the concrete patio section which has experienced movement be demolished and replaced. c Geotechnical Evaluation Page 8 2836 Cacatua Street, La Costa, CA - February 21, 1994 CTE Job No. 100444 - 8.0 LIMITATIONS OF INVESTIGATION Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Soils Engineers and Geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. The samples taken and used for testing and the observations made are believed representative of the entire project; however, soil and geologic conditions can vary significantly between boreholes and surface exposures. As in most major projects, conditions revealed by excavation may be in variance with preliminary findings. If this occurs, the changed conditions must be evaluated by the Project Soils Engineer and Geologist and designs adjusted as required or alternate designs recommended. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. Geotechnical Evaluation 2836 Cacatua Street, La Costa, CA - February 21, 1994 Page 9 CTE Job No. 100444 - The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the - passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they - result from legislation or the broadening of knowledge. I c c 7 - Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should be updated after a period of three years. Respectfully submitted, CONSTRUCTION TESTING & ENGI 2 g s t a f-ineer RDB: sc: IC cc:File/Copy/100444.REP 173 Mg EE c N / r , . . -7-7 '\ / \ i \ .' \ CARLSB, 'I /I i' RACEMY SITE LOCATION MAP LARSEN RESIDENCE 2836 CACATUA ST, LA COSTA, CA I 1 JOB No: 100444 I DATE: 2/94 I FIG. 1 HOUSE. N s PARTIAL SITE PLAN LARSEN RESIDENCE 2836 CACATUA ST, LA COSTA, CA 11 JOB No: 100444 1 DATE: 2/94 I FIG. 2 APPENDIX A REFERENCES 1. Bowles, J.E., 1982, "Foundation Analysis and Design," McGraw Hill. 2. Kennedy, M.P., 1975. "Geology of the San Diego Metropolitan Area, California," California Division of Mines and Geology, Bulletin 200. 3. Peck, R.B., 1974, "Foundation Engineering", John Wiley & Sons, Inc. 4. Abbott, P.L., 1985, "On the Manner of Deposition of the Eocene Strata in Northern San Diego County", San Diego Association of Geologists 5. Coduto, D.P., 1994, "Foundation Design" Prentice Hall 6. Das, B.M., 1983, "Advanced Soil Mechanics", Hemisphere Publishing Corporation c c i APPENDIX B DEFINITION OF TERMS PRIMARY DIVISIONS bVMBOL8 SECONDARY DIV181ONS SAND GRAVEL COBBLES MEDIUM I COARSE FINE I COARSE ILTS AND CLAYS- I BOULDERS QROUNO WATER LEVEL OR OROUNO WATER SEEPAOE, LOCATION OF SAMPLE TAKEN U8tNQ A STANDARD SPLIT TUBE SAMPLER* 2-INCH 0.0.. 1-J/a-tNGH 1.0, DRlVEH WITIi A 140 POUND HAMMER FALLINO 3O-INGH88- LOCATION Of SAMPLE TAKEN USIND A MODIFIED CALIPOCINIA 8AMPLER. 3- t/8-INGH 0-0,. WITH I-lII-INGH 1.0. LINER RIHQS. DRIVEN U8lNa THE WElOHT Of KELLY BAfl (LARQE OlAUeTefi B0Rl)tQS) OR USINO A 140 POUHO ti AMMER FALLlNO 30-INCHE8 ((IMALL DIAMETER BORIHQ). Location of block or chunk sample. LOCATION OF BULK SAMPLE TAKEN FROM*AUDER CUlTIMQ8. KEY TO LO08 - UNIFIED SO1L CLA8SIFICATION SYSTEM (ALITM 0-2487) 6 06 NO.: OATE: FIOURE: CONSTRUCTION TESTING AND ENGINEERING CONSTRUCTION TESTING & ENGINEERING, INC. L Date observed: 2/9/94 Method of drilling: 4" Cont. Flight Tripod El eva ti on : Location: Larsen Res. Lmtd. Access by: sc I - - S i 1 C 1 a 0 S 8 - ML - - B 1 0 W 8 / f 0 0 t - 11 17 - 60 - - - I JOB NO: 100444 - - M P 8 t U r e % - L4 12. - - - - - D r Y D e n S i t Y BORING No. B1 Description IRTIFICIAL FILL Light greenish brown, fine SANDY SILT with orange and light gray Ival shaped concretions, moist, loose to medium dense 3 7' Slightly moist, medium dense, minor rootless .5 ill' DEL MAR FORMATION Light greyish orange, fine SANDY SILT with orange and light gray Ival shaped concretions (<l") lrery dense, moist rota1 Depth 13' No groundwater encountered. Soil Test 4oisture/ Densit 4odified Proctor Sieve itterberg Limit Jloisture/Densit: Iirec t Shear LOG OF BORING PIDURE: B1 c - BORB-LOQ.PRH (Rev.5/92) CONSTRUCTION TESTING & ENGINEERING, INC. I-Date observed: 2/9/94 Method of drilling: 4" Cont. Flight Tripod Elevation: Location: Larsen Resid. Lmtd. Access BORING No. B2 Description red by: Soil Test sc - - S i 1 C 1 a 0 S S - ML - - B 1 k S a m e U P - - - M P t U r e % - - D r Y D e n i t Y S I08 - 107 UtTIFICIAL FILL Aght greenish brown, fine ;ANDY SILT with oval shaped mange and light gray concretion :<1/2") moist, medium dense to iense 12' DEL MAR FORMATION Lght gray, fine grained SANDY SILT with streaks of orange and Jhite, very dense, moist. rota1 Depth 14' Jo groundwater encountered IIOISTURE/DENSIT 10ISTURE /DENSIT JOB NO: 100444 LOG OF BORING FIGURE: B2 I BORE-LO0.FRM (Rev.5/92) APPENDIX C x APPENDIX C LABORATORY TESTING Laboratorv Testinu Prouram Laboratory tests were performed on representative soil samples to determine their relative engineering properties. Tests were performed in accordance with test methods of the American Society for Testing Materials or other accepted standards. The following presents a brief description of the various test methods used. Classification Soils were classified visually according to the Unified Soil Classification System. Visual classifications were supplemented by laboratory testing of selected samples in accordance with ASTM D2487. The soil classifications are shown on the Exploration Boring Logs. Particle Size Analvsis Particle Size Analyses were performed on selected representative samples in accordance with ASTM D422. Atterberu Limits The procedure of ASTM D4318-84 was used to measure the liquid limic, plastic limit and plasticity index of representative sGple from the borings. In-Situ Moisture/Densitv The in-place moisture content and dry unit weight of selected samples were determined using relatively undisturbed chunk samples from the test pits. The dry unit weight and moisture content are shown on the attached Boring Logs. Direct Shear Undisturbed saturated samples of in-place soil were subjected to controlled normal loading to determine shearing strength and cohesive properties. Modified Proctor The moisture-density relationship for a sample of in-place fill soil was determined using Method A of ASTM D1557-78 (Modified Proctor Test). ..~. . .. . .. ., . PEnCENT PASSINQ 10-0444 I PAll-TiCLE SIZE ANALYSIS 1 FIQUFIE; JOD MO.: CONS-TT\I JCTION TESTING AND ENCJNEEDlNC c c 6000 5000 4000 3000 2000 1000 0 During No. Deplh (feet) 61 12 Sam pi o Dc FC 1.1 p 1 I on FINE SANDY SILT 0 1000 2000 3000 4000 5000 6000 NORMAL LOAD (PSF) [JOB NO, 10-0444 I SHEARING STRENGTH TEST FIGURE 2 II I I 11 IN-PLACE HOIS!CURE, DENSITY AND RELATIVE COMPACTION Moisture Content 13.9 12.2 20.5 21.1 (%I I y;:;h Location * Re1 at ive Compaction (%I 83 Formation 93 Formation B1 B1 B2 B2 (PCf) 3 95.9 12 105.5 5 108.1 14 106.8 MODIFIED PROCTOR RESULTS ASTM 1557 Z Location B1 Depth (ft) Maximum Dry Optimum Density (pcf) Water Content (%I 4-6 116.0 13.6 I' I I I . , ..