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HomeMy WebLinkAbout2175 SALK AVE; ; CB090281; Permit04-02-2009 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Permit No: CB090281 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: 2175SALKAVCBAD RETAIN 2120210200 Lot#: 0 $33,300.00 Construction Type: NEW VENTANA REAL LOT 2- BUILD 1850 SF KEYSTONE RET WALL Applicant: TSIA CONTRACTING INC. 4350 EXECUTIVE DR SUITE 301 SAN DIEGO 92121 858-784-3650 Status: Applied: Entered By: Plan Approved: Issued: Plan Check#: Inspect Area: ISSUED 02/19/2009 LSM 04/01/2009 04/01/2009 Owner: RIO SD PLAZA II MASTER LLC C/O NEWPORT NATIONAL CORPORATION 1525 FARADAY AVE #100 CARLSBAD CA 92008 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Strong Motion Fee Green Bldg Standards (SB1473) Fee Renewal Fee Add'l Renewal Fee Other Building Fee Additional Fees TOTAL PERMIT FEES $313.44 $0.00 $203.74 $0.00 $3.33 $1.00 $0.00 $0.00 $0.00 $0.00 $521.51 Total Fees:$521.51 Total Payments To Date:$521.51 Balance Due:$0.00 Inspector:ILfi FINAL APPROVAL Date:Clearance: NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a). and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. City of Carlsbad 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 www.carlsbadca.gov Building Permit Application Plan Check No. Est. Value 33 Plan Ck. Deposit Date R JOB ADDRESS SUITE#/SPACE#/UNIT* CT/PROJECT It PHASE » « OF UNITS tt BEDROOMS # BATHROOMS I TENANT BUSINESS NAME CONSTR. TYPE OCC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) 1250 EXISTING USE PROPOSED USE GARAGE (SF)PATIOS (SF)DECKS (SF)FIREPLACE YES D # _ NO D AIR CONDITIONING YES D NO D FIRE SPRINKLERS YES D NO D CONTACT NAME (If Different Fom Applicant)APPLICANT NAME 1 )kf ADDRESS CITY STATE ZIP CIW STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL PROPERTY OWNER NAME LLC CONTRACTOR BUS. NAME "ITADDRESS CITY STATE ZIP,CITY STATE ZIP PHONE FAX FAX EMAIL EMAIL ARCH/DESIGNER NAME & ADDRESS STATE LIC.#CLASS—^D>CITY BUS. LIC.# (See. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he is exempt there from, and the basts 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 live hundred dollars {$500}). Workers' Compensation Declaration: / hereby affirm under penalty of perjury one of the following declarations: n 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 tor which this permit is issued. have and will maintain workers' compensation, as required by Section 37QO of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co.Policy No.Expiration Date 6\f&i (' O This section need not be completed if the permit is for one hundred dollars ($100) or less. [Tl 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' compensatipacoverage js,«rtflwful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&1 00.000), in addition to the cost of compensation, damages as pro^idjd-fcn Sectiop-3'706 afthe Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE DATE "2- / / ( 5 / O ^ / hereby affirm that I am exempt from Contractor's License Law for the following reason: D 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 sate. 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). El 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). O I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement, n Yes D No 2.1 (have / have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): 5.1 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 DATE i 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? d Yes O No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D Yes D No Is the facility to be constructed within 1,000 feet of the outer boundary ol a school site? O Yes CJ No IF ANY OF THE ANSWERS ARE YES, / EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize 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 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 otthis 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 orjjierKluthorized by^tion permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). ^APPLICANT'S SIGNATURE /jT //r^S^^^' N DATE —, /.„/**] City of Carlsbad Bldg Inspection Request For: 11/09/2009 Permit* CB090281 Title: VENTANA REAL LOT 2- BUILD Description: 1850 SF KEYSTONE RET WALL Inspector Assignment: RB Type: RETAIN Sub Type: Job Address: 2175 SALK AV Suite: Lot: C Location: APPLICANT TSIA CONTRACTING INC. Owner: Remarks: Phone: 8582299796 Inspector: Total Time: CD Description 69 Final Masonry Act Comments ££. Requested By: TONY Entered By: CHRISTINE Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date Description Act Insp Comments 10/29/2009 69 Final Masonry NR TP NEED REPORT 05/11/2009 61 Footing AP RB SPECIAL INSP. REPORT @ FINAL NEEDED. 05/11/2009 98 BMP Inspection PA RB EsGil Corporation In (Partnership with government for (BuMing Safety DATE: March 2, 2O09 JURISDICTION: Carlsbad a FILE PLAN CHECK NO.: 09O281 SET: I PROJECT ADDRESS: 2175SalkAve. PROJECT NAME: Keystone Retaining Walls for Ventana real Lot 2 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. PLEASE SEE REMARKS BELOW. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: The owner shall provide a special inspector, approved by the City of Carlsbad, to observe the wall installation to satisfy the special inspection requirements as noted on the Keystone Retaining wall plans. By: Abe Doliente Enclosures: EsGil Corporation D GA D MB D EJ D PC 2/24/09 9320 Chesapeake Drive, Suite 208 4- San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 Carlsbad 09O281 March 2, 2009 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Abe Doliente BUILDING ADDRESS: 2175SalkAve. PLAN CHECK NO.: 090281 DATE: March 2, 2009 BUILDING OCCUPANCY: U TYPE OF CONSTRUCTION: V-B BUILDING PORTION Keystone Retaining Walls Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Rlrln Pprmit FPP hu Orrlina AREA I! Valuation ( Sq. Ft.) Multiplier 1850 cb 18.00 By Ordinance i nrp ^ ! Reg. Mod. VALUE ($) 33,300 33,300 $289.29 Plan Check Fee by Ordinance ^ i Type of Review: 0 Complete Review I I Repetitive Fee^j Repeats D Other r—i Hourly EsGil Fee D Structural Only Hr. $188.04 $162.00 Comments: Sheet 1 of 1 macvalue.doc + PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB090281 DATE 2/19/09 ADDRESS 2175 SALK AV RESIDENTIAL ADDITION- MINOR (< 17,000.00) RETAINING WALL VILLAGE FAIRE POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING OTHER PLANNER GINA RUIZ ENGINEE DATE 2/23/09 DATE H:\ADMIN\aiUNTER/PlANNlNG/ENGINEEHlNC APPROVALS engineering inc Keystone Retaining Wall Structural Calculations for Ventana Real Lot 2 City of Carlsbad, California January 29, 2009 W.O. #375-126 Prepared by: Matthew M. Merritt, P.E Red One Engineering, Inc. 1295 Distribution Way Vista, Ca 92081 Prepared for: Geogrid Retaining Wall Systems, Inc. 1295 Distribution Way Vista, Ca 92081 C6CR-038I engineering tnc January 29, 2009 W.O. #375-126 Geogrid Retaining Walls Inc. 1295 Distribution Way Vista, CA 92081 Attention: Mr. Thomas "Higgy" Higginbotham Subject: Keystone Retaining Wall Structural Calculations Ventana Real Lot 2 City of Carlsbad, California Please find enclosed the structural wall calculations for the Ventana Real Lot 2 Keystone retaining wall. The Keystone retaining walls were designed using the KeyDraw design software; version 1.0.2 Build 126 based on Rankine (modified) methodology, developed by Keystone Retaining Wall Systems, Inc. The retaining walls have been designed for internal and external wall stability only. The Geotechnical Engineer of Record shall confirm site global stability. The General contractor/developer shall coordinate the installation of all subterranean construction within the reinforced zone of the Keystone walls. Red One Engineering, Inc. shall be consulted prior to any excavation within the reinforced zone. All efforts shall be made too coordinate the installation of subterranean features during wall construction to limit future disturbance of the geogrid reinforcement. Keystone Retaining Wall Systems are active systems and may exhibit slight movement or creep over time as the geogrid reinforcement elongate to develop full tensile resistance. The owner should be aware that structures and pavement placed within the reinforced or retained zones of the wall may undergo movement that can lead to surface cracking. It is recommended that the compacted soil in the reinforced and retained zones be allowed to consolidate for a time up to 45 days to allow for the elongation of the geogrid reinforcement. This will allow for any slight movement or creep to occur before placement of structures or pavement on top of the fill and further mitigate the possibility of surface cracking. It is also recommended a maintenance program be implemented by the property owner to monitor and repair any cracking in the finished surface above the Keystone retaining wall to prevent water infiltration and hydrostatic pressures. 1295 distribution way, vista, California 92081 phone 760.410.1665 facsimile 760.509.0078 matt@red1 engineering.com Soil design parameters are based on the Geotechnical Parameters for Segmental Retaining Wall Design by Geocon, Inc dated October 30, 2008. The owner shall provide a special inspector, approved by the City of Carlsbad, to observe the wall installation to satisfy the special inspection requirements as noted on the Keystone Retaining Wall Plans. Please contact the undersigned with any questions regarding the Retaining Wall Structural Calculations or the Retaining Wall Plans. Sincerely, Red One Engineering, Inc. RCE #68429 1295 distribution way, vista, California 92081 phone 760.410.1665 facsimile 760.509.0078 matt@red1 engineering.com ABBREVIATIONS: f = soil internal friction angle c = soil cohesion value g = soil unit weight in pounds per cubic foot TU|t = ultimate tensile strength RFcr = creep reduction factor RFd = durability reduction factor RFid = installation damage reduction factor LTDS = long term design strength FS = factor of safety Tai = allowable tension TC| = peak connection tension Tsc = serviceability connection tension C, = pullout soil interaction coefficient Cds —direct shear soil interaction coefficient NOTE: Please reference calculation case number located in bold print on the middle right hand side of the KeyCAD output page with corresponding case number located on the Keystone retaining wall profiles. WALL #1 STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1.0.2 Build 126 SEISMIC DESIGN Project: Ventana Real Lot 2 Project No: A1 Case: H=5.67' Design Method: Rankine-w/Batter (modified soil interface) Date: 07/26*: DesignerfMMM/ Design Parameters Soil Parameters: Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type: Unit Fill: f S g pcf 28 0 130 28 100 130 28 100 130 Silts & sands Crushed Stone, 1 inch minus Peak Acceleration = 0.15 g Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static) sliding: 1.50/1.13 pullout: 1.50/1.13 uncertainties: overturning: 2.00/1.50 shear: 1.50 connection: bearing: 2.00/1.50 bending: 1.50 1.50/1.13 1.50/1.13 Reinforcing Parameters: MirafiXTc Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds 3XTc 3150 1.60 1.10 1.05 1705 1.50 1136 0.80 0.80 Analysis: Unit Type: Compacll Leveling Pad: Crushed Stone Wall Ht: 5.33 ft BackSlope: 26.60 deg. slope, Surcharge: LL: 250 psf uniform surcharge Load Width: 100.00ft Case: Case 1 Wall Batter: 0.00 deg. embedment: 1.33ft 40.00 ft long DL: 0 psf uniform surcharge Load Width: 100.00ft Results:Sliding Overturning Factors of Safety: 1.75/1.27 4.25/2.71 Calculated Bearing Pressure: 1025/1297 psf Eccentricity at base: 0.08 ft/0.51 ft Reinforcing: (ft & Ibs/ft) Calc. Length Tension 5.0 151/243 5.0 357/494 5.0 567/773 Bearing 10.12/7.29 Shear 4.11/4.13 Bending 2.34/1.40 Height 4.00 2.67 0.67 Reinf. Type 3XTc 3XTc 3XTc Allow Ten 111 11 36/1939 ok 11 36/1 939 ok 11 36/1 939 ok Pk Conn IcJ 571/761 ok 702/935 ok 898/1 197 ok Serv Conn Tsc N/A N/A N/A Pullout FS 3.43/1.71 ok 3. 02/1. 7 5 ok 4.05/2. 38 ok Reinforcing Quantities (no waste included): 3XTc 1.67sy/ft GEOTECHNICAL DESIGN PARAMETERS GEOCON 1 K C. O K P O P. A T ]•: D GEOTECHNICAL CONSULTANTS Project No. 07238-^2-05 October 3 0,2008 Newport National Corporation 1525 Faraday, Suite 101 Carlsbad, California 92008 GEOGRID NQV032008 ^ECEIVEP Attention: Mr. Scott Merry Subject: VENTANA REAL LOT 2 PARCEL 2 CARLSBAD. CALIFORNIA CONSULTATION: GEOTECHNICAL PARAMETERS FOR SEGMENTAL RETAINING WALL DESIGN Reference: I. Final Report of Testing and Observation Services During Site Grading, Fox Miller Property, Carlsbad Tract C. T. 00-20, Dra\ving No. 418-6A, Carlsbad, California, prepared by Geocon Incorporated, dated December 29. 2006 (Project No. 07238- 42-03). 2. Update to Ax-Graded Compaction Report, Vent an a Real Lot 2 - Parcel 2, Carlsbad, California, prepared by Geocon Incorporated, dated July 22, 2008 (Project No.'07238-22-05) Dear Mr. Merry: In accordance with the request of Mr. Thomas Higginbotham with Geogrid Retaining Wall Systems, Inc., we are providing geotechnical parameters for a planned Segmental Retaining Wall (SRW) for the subject project. We recommend the following geotechnical parameters for design of the geogrid reinforced walls. GEOTECHNICAL PARAMETERS FOR GEOGRID REINFORCED WALLS Parameter Angle of Internal Friction Cohesion Wet Unit Weight Reinforced Zone 28 degrees 1 00 psf I30pcf Retained Zone 28 degrees 100 psf 130pcf Foundation Zone 28 degrees 100 psf ISOpcf Review of the referenced geotechnical reports indicate site soils predominately consist of sandy clay. The clayey nature of the on-site soils may preclude their use as wall backfill. We recommend testing of wall backfill sources to assess shear strength and swell potential. If on-site soils are not suitable for use 6960 Flanders Drive • San Diego, California 92121-2974 • Telephone (858) 558-6900 • Fax (858] 558-6159 as wall backfill, import soils will be required. \\ t recommend on-silc or import soils have the following soil parameters: • Backfill soil should have a angle of internal friction of at least 28 degrees: • Backfill soil should have an expansion index no greater than 50: • Backfill soil should have a fines content no greater than 35 percent and a plasticity index less than 20; • Fill soil should he free of rock greater than 3 inches in diameter or as directed by the wall designer; The above soil parameters are based on our experience with similar soils, and may represent some of the on-site soils. We have no way of knowing what soils will actually be used during the wall construction. It is up to the wall designer to use his judgment in selection of design parameters. As such, once backfill soils have been selected and/or stockpiled, sufficient shear tests, gradation tests, Atterberg and swell tests should be conducted on samples to check for conformance with the design values. Test results should be provided to the wall engineer to re-evaluate stability of the wall. Dependent upon test results, the wall engineer may require modifications to the original wall design (e.g., longer geogrid embedment lengths). An allowable soil bearing pressure of 2,000 psf should be used for foundation design and calculations for wall bearing. This bearing pressure assumes a minimum foundation width and depth of 12 inches. Trie allowable soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil-bearing pressure of 4,000 psf. Walls on sloping surfaces or walls located near the top of slopes should have the first course of blocks embedded so that the bottom outside edge of the bottom block is no closer than 7 feet from the slope face. Backfill materials within the reinforced zone should be compacted to at least 90-percent relative compaction. This is applicable to the entire embedment width of the geogrid reinforcement. Typically, wall designers specify no heavy compaction equipment within 3 feet of the face of the wall. However, smaller equipment (e.g., walk-behind, self-driven compactors or hand whackers) can be used to compact the materials without causing deformation of the wall. If the designer specifies no compactive effort for this zone, then the materials are essentially not properly compacted and the geogrid should not be relied upon for reinforcement, and overall embedment lengths will have to be increased to account for the difference. The wall should be provided with drainage system sufficient enough to prevent excessive seepage through the wall and water at the base of the wall to prevent hydrostatic pressures behind the wall. As a minimum, we recommend a 1 foot wide zone of 3/4 inch gravel wrapped in Mirafi 140N filter fabric (or Project No. 07238-42-05 -2- October 30, 2008 equivalent) placed direct!} behind the wall facing block units. This gravel zone should connect to a drain at the base of the wall Figure 1 presents a Typical detail for retaining walls. WALL PERFORMANCE SR\V geogrid reinforcement must elongate to develop full tensile resistance. This elongation generally results in movement at the top of the wall. The amount of movement is dependent upon the height of the wall (e.g., higher walls rotate more) and the type of geogrid reinforcing used. In addition, over time geogrid has been known to exhibit creep (sometimes as much as 5 percent) and can undergo additional movement. Given this condition, the owner should be aware that structures and pavement placed within the reinforced and retained zones of the wall might undergo movement. Should you have questions regarding these recommendations, or if we may be of further service, please contact the undersigned at vour convenience. Very truly yours, GEOCON INCORPORATED RCM:dmc (2) Addressee (1) Geogrid Retaining Wall Systems, Inc. Attention: Mr. Thomas Higginbotham Project No. 07238-42-05 •3-October 30, 2008 GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS Project No. 07238-42-05A November 3, 2009 Newport National Corporation 1525 Faraday, Suite 101 Carlsbad, California 92008 Attention: Mr. Scott Merry Subject: VENT AN A REAL LOT 2 CARLSBAD, CALIFORNIA REPORT OF TESTING AND OBSERVATION SERVICES FOR KEYSTONE WALL NO. 1 References: 1. Keystone Retaining Wall Plans for Ventana Real Lot 2, City of Carlsbad, California, prepared by Red One Engineering Inc., plot date January 29, 2009. 2. Consultation: Geotechnical Parameters for Segmental Retaining Wall Design, Ventana Real Lot 2 - Parcel 2, Carlsbad, California, prepared by Geocon Incorporated dated October 30, 2008 (Project No. 07238-42-05). 3. Final Report of Testing and Observation Services During Site Grading, Fox Miller Property, Carlsbad Tract C.T. 00-20, Drawing No. 418-6A, Carlsbad, California, prepared by Geocon Incorporated, dated December 29, 2006 (Project No. 07238- 42-03). Dear Mr. Merry: In accordance with your request, we have provided compaction testing and observation services during construction of Keystone Retaining Wall No. 1 at the subject project. We performed our services on May 11 through June 10, 2009. The scope of our services included: • Performing testing and observation services during construction of the wall. • Performing laboratory tests on soil used for keystone wall backfill lo aid in evaluating the compaction characteristics (maximum dry density and optimum moisture content), shear strength, and sieve analysis. • Preparing this report of services performed during keystone wall backfill operations. The 393-foot keystone wall was constructed at the south side of the property to create additional room for the parking lot. The wall was constructed with a maximum height of approximately 5 feet. Geogrid Retaining Wall Systems Incorporated was the contractor for the wall. Prior to placing wall units, a representative of Geocon Incorporated observed the base of the excavation to assess soil conditions for support of the wall. Our observations indicated the soil exposed at the base of the wall was composed of native soil of the Point Loma Formation. The formational soil is considered suitable for the support of the retainin 6960 Flanders Drive • San Diego, California 92121-2974 • Telephone (858) 558-6900 • Fax (858) 558-6159 A wall drain consisting of a 4-inch-diameler perforated drainpipe embedded in %-inch gravel and wrapped in filter fabric (Mirafi 140N or equivalent) was installed at the base of the wall. Based on information from TSA Contracting, the wall drain is stubbed out to a brow ditch at the east end of the wall. At the west end of the wall the drain outlets to the adjacent ground surface. We recommend the drain be connected to a positive drainage outlet to avoid saturation of the surrounding soils. Backfill material was placed and compacted in layers to the design elevations. The geogrid reinforcement consisted of Mirafi Grid 3XT. Grid lengths of 5 feet were placed at the required elevations. During wall backfilling, we observed compaction procedures and performed in-place density tests using a nuclear gauge in substantial confonnance with ASTM Test Procedure D 6938 Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth). A summary of in-place dry density and moisture content tests is presented on Table I. In general, the in-place dry density test results indicate wall backfill materials possess a dry density of least 90 percent of the laboratory maximum dry density near to slightly above optimum moisture content at the locations tested. We performed laboratory tests on the material used for backfill to evaluate moisture-density relationships, maximum dry density and optimum moisture content (ASTM D 1557), direct shear strength (ASTM D 3080), and particle size/sieve analysis (ASTM D 422). Laboratory test results are presented on Tables II through FV. From a geotechnical engineering standpoint, it is our opinion the Keystone Wall No. 1 was constructed in general conformance with the project plans and specifications. Should you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Noel G/Borja)N GE2533 """ " RCM:NB:dmc (3) Addressee (e-mail) TSA Contracting Incorporated Attention: Mr. Tony Thomas Project No. 07238-42-05A -2- November 3, 2009 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Test KW K.W KW KW KW KW KW KW KW KW KW KW KW KW KW KW KW KW KW KW KW" KW KW KW KW KW No. I 2 2A 3 4 s 6 7 8 9 10 11 12 13 14 15 16 17 IS 19 20 21 22 23 24 25 Date 05/11/09 05/11/09 05/1 1/09 05/11/09 05/11/09 05/11/09 05/11/09 05/14/09 05/14/09 05/14/09 05/14/09 05/14/09 05/14/09 05/14/09 05/15/09 05/15/09 05/15/09 05/15/09 05/18/09 05/18/09 05/18/09 05/18/09 05/18/09 05/18/09 06/10/09 06/10/09 Wall #1 WalUl Wall #1 WalUl Wall #1 Wall #\ Wall #1 Wail #1 WalUl Wall #1 Wall #1 WalUl Wall #1 WalUl Wall #1 WalUl Wall #1 WalUl Wail #1 Wail #1 WalUl Wall #1 Wall #1 WalUl Wall #1 Wall #1 Location 4+62 4+25 4+25 3+85 2+50 3+20 3+75 2+00 2+65 2+80 4+50 4+15 3+55 3+00 1+30 1+55" 1+00 1+85 1+40 0+90 ; Slope Zone 4+30 : Slope '/.one 3+45 ; Slope Zone 2+40 ; Slope Zone 1+60 0+83 0+83 Elev. or Depth | (it) 284 284 284 286 286 287 287 288 288 288 286 287 288 289 287 288 289 290 290 290 288 290 29! 291 289 290 Curve No. 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 4 4 4 4 6 6 Plus 3/4" Rock 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Field Dry Dens, (pcO 112.9 1099 111.9 111.6 111.4 111.7 111.8 111.1 1 1 1. 6 112.3 111.5 113.2 111.9 112.2 112.1 111.4 111.1 112.7 111,3 112.6 97.3 95.3 96.0 100.2 101,9 103.1 Field Moist. Cont. 13.3 18.6 15.1 14.1 14.2 13.2 15.7 15.4 15.0 14.9 14.0 14.8 13.4 13.8 12.4 14.3 14.6 139 14.5 11.5 18.3 19.6 19.0 19 1 16.0 17.3 Field Re!. Comp. 9! 89 90 90 90 90 90 90 90 91 90 91 90 90 90 90 90 91 90 91 92 90 90 94 90 91 Req'd. Rel. Comp, 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Project No. 07238-42-05A November 3, 2009 TABLE I EXPLANATION OF CODED TERMS - TEST SUFFIX A, B, C, . . . : Retest of previous density test failure, following moisture conditioning and/or recompaction. - STRIKE-OUT Fill in area of density test failure was removed and replaced with properly compacted fill soil. - PREFIX CODE DESIGNATION FOR TEST NUMBERS ET - ELECTRICAL TRENCH KW - KEYSTONE WALL FT - PLUMBING TRENCH - CURVE NO. Corresponds to curve numbers listed in the summary of laboratory maximum dry density and optimum moisture content test results table for selected fill soil samples encountered during testing and observation. - ROCK CORRECTION For density tests with rock percentage greater than zero, laboratory maximum dry density and optimum moisture content were adjusted for rock content. For tests with rock content equal to zero, laboratory- maximum dry density and optimum moisture content values are unadjusted. - TYPE OF TEST SC: Sand Cone Test (ASTM D 1556) NU: Nuclear Density Test (ASTM D 6938) OT: Other - ELEVATION/DEPTH Test elevations/depths have been rounded to the nearest whole foot. - LOCATION DESCRIPTION (IP): Indicates in-place tests. Where (IP) appears in the location description, the compaction procedures were not observed by a representative of Geocon. Tests were taken at the surface or in test pits after placement of the fill. The results of these tests are indicative of the relative compaction at the location of the test only and may not be extrapolated to adjacent areas. Geocon has no opinion regarding the relative compaction of fill in adjacent areas. Project No. 07238-42-05A November 3, 2009 TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTMD1557 Sample No. 3 4 6 Description Olive gray, Silty, fine SAND; trace gravel Brown, Sandy CLAY Yellowish brown, Sandy CLAY Maximum Dry Density (pcf) 124.0 106.2 113.7 Optimum Moisture Content (%) 11.2 19.8 15.9 TABLE III SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS ASTM D 3080 Sample No. 3 Dry Density (pcf) 111.4 Moisture Content (%) Initial 11.0 Final 16.6 Unit Cohesion (psf) 500 Angle of Shear Resistance (degrees) 39 Samples were remolded to approximate!}' 90 percent of laboratory maximum dry density a! near optimum moisture content. TABLE IV SUMMARY OF LABORATORY PARTICLE SIZE/SIEVE ANALYSIS TEST RESULTS ASTM D 422 Sieve Size 1 inch % inch '/a inch No. 4 No. 8 No. 30 No. 50 No. 200 Sample No. 3 (% passing) 100 100 99 99 99 81 6! 13 November 3, 2009 Check a License or Home Improvement Salesperson (HIS) Registration - Contractors Stat... Page 1 of 1 Department of Consumer Affairs •GOV Contractors State Lieu e Board Contractor's License Detail - License # 847198 glBi DISCLAIMER: A license status check provides information taken from the CSLB license database. Before relying on this information, you should be aware of the following limitations. ••» CSLB complaint disclosure is restricted by law (B&P Z124 S). If this entity is subject to public complaint disclosure, a link for complaint disclosure will appear below. Click on the link or button to obtain complaint and/or legal action information. ••» Per B&P.7071.17, only construction related civil judgments reported to the CSLB are disclosed. ••» Arbitrations are not listed unless the contractor fails to comply with the terms of the arbitration. ~» Due to workload, there may be relevant information that has not yet been entered onto the Board's license database. License Number: Business Information: Entity: Issue Date: Expire Date: License Status: Classifications: 847198 Extract Date: 02/19/2009 T S A CONTRACTING INC dba D B C 9535 WAPLES STREET SUITE 200 SAN DIEGO, CA 92121 Business Phone Number: (858) 784-3650 Corporation 09/20/2004 09/30/2010 This license is current and active. All information below should be reviewed. CLASS DESCRIPTION GENERAL BUILDING.CQNIRACIQB CONTRACTOR'S BOND This license filed Contractor's Bond number 661110973 in the amount of $12,500 with the bonding company Bonding: Effective Date: 01/01/2007 Contractpr'sjonding.. 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