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Home My WebLink AboutCDP 99-18; TALLMAN PROPERTY; RESULTS OF COMPACTING TESTING AND INSPECTIONS DURING ROUGH GRADING; 2000-09-29& 1311 gitiectitig, Inc. CIVIL. GEO TECHNICAL. & QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT A INSPECTION CLIENT: TALLMAN PROJECT: TAL 900 DATE: 29 SEPT. 2000 MR. & MRS. JEFF TALLMAN 1833 South Coast Highway Oceanside, CA. 92054 Subject: Results of Compaction Testing and Inspections during Rough Grading for the lot located at 2339 Pio Pico Drive, Carlsbad, CA. (APN: 156-350-09) Dear Mr. Mrs. Tallman: Pursuant to your request, we have completed our Inspection and Compaction Testing of the rough grading operations for the subject parcel. Locations of our Field Density Tests are shown on Enclosure (1), and the results of these tests are detailed on Enclosure (2). Site preparation, compaction, testing, and inspections were accomplished between September 5 and 29, 2000. Based on our observations and testing, it is our opinion that the work performed during that period was in general conformance with the City of Carlsbad Grading Ordinance and the Approved Grading Plan and is considered adequate for its intended use. On September 5, 2000, grading began on the subject lot with the contractor removing some shrubs and the surface vegetation. All debris was removed from the pad grading area. On this date, the contractor excavated for a supporting shear key at the toe of the westerly facing fill slope for the house pad by removing the loose topsoil materials to an approximate depth of 2 to 3 feet below the existing surface, where firm natural ground was encountered. Fill material, native silty sands, generated from excavations made along the easterly portion of the pad and imported silty sands, was then watered and recompacted on the house pad. The contractor placed and compacted the native and imported soils on this fill pad until the design finish grades were achieved. 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083-5497 • 760-945-3150 • FAX: 760-945-4221 P& P I3tigjiiiecriiigj, tue. \ CIVIL. CEO TECHNICAL. & QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT & INSPECTION During the rough grading operation, the contractor over-excavated and recompacted the soils in the upper 3 feet in the cut portion of the pad to achieve a uniform fill blanket to help mitigate the effects of differential settlement. Density was achieved by the use of a D-4 bulldozer and a small trackloader compacting the soil as fill was placed in thin lifts. Since the existing and imported soils varied in moisture content, the contractor had to spend additional time and effort in his mixing operation in order to ensure near-optimum moisture and proper compaction in the fill material. As indicated by our Compaction Test Results, Enclosure (2), density tests performed in the fill soils used for the construction of the house pad indicated over 90% relative compaction as compared to the Maximum Dry Density per ASTM Test Procedure D 1557-91. In general, the native and imported materials exposed at finish grades are considered to have a low expansion potential according to Table 1 8AIB of the Uniform Building Code. Foundations shall be sized and constructed in accordance with the recommendations found in the latter part of this Report. For foundation design purposes, an allowable bearing strength of 1750 psf may be utilized for all continuous or spread footings founded in dense native soils compacted to 90% relative compaction per ASTM D 1557-91. This design bearing value is in accordance with the Uniform Building Code. It is recommended that the continuous perimeter foundations and concrete slabs for a light weight, wood framed, stucco type structure shall be constructed and reinforced in accordance with the following minimum design criteria: a. The continuous perimeter foundations shall extend a minimum depth of 24 inches and a minimum width of 15 inches into the compacted fill soils for a two story structure and a minimum depth of 18 inches and a minimum width of 12 inches for a single story as measured from the lowest adjacent grade. The continuous foundations shall be reinforced with at least four No. 4 steel bars, two bars shall be placed 3 inches from the top of the foundation and the other bars shall be placed 3 inches from the bottom. As an alternative, two No. 5 rebars, one top and one bottom, may be used in leu of the No. 4 rebars. 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083-5497 9 760-945-3150 • FAX: 760-945-4221 P& I Eiigitieeriiig, file. CIVIL. CEO TECHNICAL, & QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT & INSPECTION Footings which span from native material to compacted fill soils, where applicable, shall be reinforced with a minimum of one additional No. 5 steel bar top and bottom to control potential differential movement extending 10 feet on either side of the daylight line. Footings placed on or adjacent to fill slopes shall have a minimum horizontal distance of seven feet (7) from the bottom edge of the footings to the face of the slope. All concrete slabs shall be a minimum of four inches in thickness, and reinforced with a minimum of No. 3 steel rebars at 18 inches on center both ways and placed in the center of the slab. The steel bars shall be wire tied to the perimeter foundation steel and bent downward into the foundations at 18 inches on center to a depth of 3 inches from the bottom. Where moisture sensitive flooring is anticipated and in order to minimize vapor transmission, an impermeable membrane (ie: visqueen) shall be placed over 2 inches of non-expansive sandy soil. The visqueen shall be covered with 2 inches of sand or decomposed granite to protect it during construction and the sand should be lightly moistened just prior to placing concrete. All concrete used on this project shall have a minimum compressive strength of 2500 psi unless otherwise stated on the Building Plan. These foundation recommendations are minimum design requirements for the soils encountered during grading; however, actual foundations shall be designed by the Structural Engineer for the expected live and dead loads, and for wind and seismic loads. Findings of this Report are valid as of this date; however, changes in conditions of a property can occur with passage of time, whether they be due to natural process or works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this Report may be invalidated wholly or partially by changes outside our control. Therefore, this Report is subject to review and should not be relied upon after a period of one year. In the event that any changes in the nature, design, or location of buildings are planned, the conclusions and recommendations contained in this Report shall not be considered valid unless the changes are reviewed and the conclusions of this Report are modified or verified in writing. 3 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083-5497 • 760-945-3150 9 FAX 760-945-4221 Etiginecriug, Ijic. CIVIL. GED TECHNICAL, & QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT & INSPECTION 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 called to the attention of the project Architect and Engineer and are incorporated into the plans. Further, the necessary steps shall be taken to ensure that the contractor and subcontractors carry out such recommendations in the field. The Soil Engineer has prepared this Report for the exclusive use of the client and authorized agents. This Report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties, either expressed or implied, are made as to the professional advice provided under the terms of this agreement, and included in the Report. B & B Engineering Inc. and Associates appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. Sincerely, OFESS,0 C. RGE 127 Exp. 121/O1 CH /;h4ur C. Beard RC Chief Engineer El 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083-5497 • 760-945-3150 • FAX: 760-945-4221 14LVC ; Eiiqiiieei•iiiq, Inc. CIVIL, CEO TECHNICAL, & QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT & INSPECTION CLIENT: TALLMAN PROJECT: TAL FTG DATE: 6 OCT. 2000 CITY OF CARLSBAD 1635 Faraday Avenue Carlsbad, CA. 92008-7314 Attention: Engineering/inspection Departments Subject: Soils Engineer Certification for the project located at 2339 Pio Pico Drive, Carlsbad, CA.(APN: 156-350-09)(CDP 99-18)(Dwg 388-1A) Gentlemen: Pursuant to the City of Carlsbad requirements, this letter will serve as confirmation that the foundation plans and specifications have been reviewed for the subject project. We have determined that the recommendations in our. Preliminary Geotechnical Soils Investigation Report dated 27 June, 1998, have been properly incorporated into the construction documents. ,çOFESSi0' ROE 127 E.1v1/oi OF CA0* Sincerely, ,ArthurC. B-e gr-8 RCE RGE Chief Engineer 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083-5497 9 760-945-3150 • FAX: 760-945-4221 NOT 01/ V O' 110.55 / I \ ,r k, Z TGIO. / 5 PRIVATE UTILITY EA5E/TENT a lola, 5 / 112.27 RTH BERM Of SLOPE - \Ng 9 0554 51F - \ N TN,/ON- ( .7 \ Asphalt 65 APN 156-351-05 10 •APPROXIMATE LOCATION OF FIELD DENSITY TESTS PLOT PLAN OWNER: t'112., I MV-5 JE. TAWft)A\) i" IP eIP LOCATION: 39 p) PIC Di2.Ii1E IP&IPIsIIfJllIecrIIIg,mc. CIVIL, GEOTECHNICAL, & QUALITY ENGINEERS C tL..S A 0 C 4. 1Y • STRUCTURAL ENGINEERING • LAND SURVEYING ,-•.. • PERCOLATION & SOIL TESTING A. P. N. : 3 SO ' 9. -CONSTRUCTION MANAGEMENT & INSPECTION PROJECT:Ti4L 900 DATE: 9190clo . ENCLOSURE (1) ç ,.•'. CLIENT:TALLY1Ar'J itSO L11 Y mccrilml iliC. GEOTECHNICAL, & QUALITY ENGINEERS D SURVEYING STRUCTURAL ENGINEERING • LAN PERCOLATION 6 SOIL. TESTING CONSTRUCTION MANAGEMENT 6 INSPECTION P3ECT: A'L- 990 flOJE: EP7 9 Test No. Test Date Test Location Test El/Depth Soil Type Dry Density, pcf Moisture, % Relative Compaction Retest No. Field Maximum Field Opt. L 9/7 /-/O(J56 0 4 //9 I 32 .., 8,8 .67 /I,i', I, 95 /25,7-j it 9,3 9/if 15 /23 /3o5 9,3 /thO 94 /2/3 io.i 9 ii " ii v 1Z9,Z ______ /O. 90 ii ' /Z9.7 /019 * COMPACTION CURVE DATA SOIL TYPE AND DESCRIPTION 0 OPTIMUM MOISTURE% MAXIMUM DRY DENSITY (pcf) A, 74-1V - A137- 840uiA) 5'/-P ,1-1JL . S. 74-fl). - 8iJ 0 /0,0 .• : / O. 5 COMPACTION TEST DATA 0 ENCLOSURE (Z)