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Home My WebLink AboutCT 03-01-02; LA COSTA RESORT AND SPA PHASE 2; GEOTECHNICAL OBSERVATION AND TESTING SERVICES REPORT LOT 29; 2005-10-04CT 03-01-2. Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 114 S. California Street, Beaumont, Ca 92223 (909)845-7743 Fax (909) 845-8863 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 S , October. 4, 2005 V Project No; 422-5019-2 c 05-10-226 KSL Development V , 2100 Costa Del Mar Road Carlsbad, California 92009 Subject: Geotechnicãl Observation and Testing Services Report 1a Costa Resort and Spa V Resort Villas-Phase II, Lot 29 - V 2100 Costa Del Mar Road Carlsbad, California . . •, V • ' ' V This report presents the results of the initial phase of.geotechnicál,testing services provided by V Sladden Engineering '(Sladden) for the Resort Villas Phase II 'proj éct located at 2100 Costa Del V Mar in the City of Carlsbad, California SITE GRADING, V • Site grading operation 'involved removing and recompacting artificial" fill and loose native soils V and placing primary 'structural fill to support the proposed buildings. V Grading operations fOr the V construction of the building pads included 'removal of up to approximately 8 feet of existing soils. The bottoms of excavations were scarified, moisture 'conditioned, and compacted. Slaciden V oberved and tested the 'ubgrade preparation and the overlying fill soils. . . . V The proposed construction area was first stripped of surface vegetation 'and debris and this material was hauled from the* site.. Within the proposed building area and at least 5.0 foot wide V ' V - perimeter strip beyond the.-building walls, all, artificial fill and some native soils were removed. . V Removals -.extended to a 'depth of at least 2 feet below bottom of footings or to competent native 'soil whichever was deeper. The 'exposed, soils were then scarified to a depth 'of 6 inches, brought to near optimum moisture content and ,compacted to at least 90%' of maximum dry density as V determined by test method ASTM D 1557-90. The excavated soils, generally, silty sands, were V ,cleaned of deleterious material and then' replaced -in 6 inch layers, brought . to near optimum - moisture content and compacted. Compaction was obtained using a Caterpillar 953 track loader.' FIELD TESTING Field density test were -periodically performed to check the - compacted fill met project V V specifications. ,The field tests were conducted in general accordance with calibrated sand cone in V ' , test method ASTM D. 1556-90. Our Geotechnical Investigation Report dated November, 11, 2004 préented recommendations for V relative compaction of 90 percent forthe overlying fill. As shown in Table 1, tests met or V exceeded the requirements for relative, compaction. When a test failed to meet minimum relative S compaction requirements, the failing areas were reworked, and then recompacted as necessary t •. • * until a passing retest was achieved. Results of the field density.test are presented in Table 1. Approximately test locations are • presented on Figure 1. V. ,, , V - •V , V • . V KSL Development October 4, 2005 Page 2 LABORATORY TESTING The maximum dry density and optimum moisture content for representative samples of various soils material were determined in the laboratory in accordance with ASTM D1557. The results were used to calculate the relative compaction of fill materials. The laboratory test results for maximum dry density and optimum moisture content -are summarized in Table 1. CONCLUSIONS Based on the results of the field density test and other laboratory tests, the grading work associated with the construction of the Resort Villas Phase II, Building 3 was performed in general accordance with the project specifications and our geoteéhnical recommendations. The work completed under the purview of this report is considered adequate for the intended use. Footings should extend at least 18 inches beneath lowest adjacent grade. Isolated square or rectangularfootings at least 2 feet square may be designed using an allowable bearing pressure of 2500 pounds per square foot. Continuous footings at least 12 inches wide may be designed using an allowable bearing value of 2000 pounds per square foot. The allowable bearing pressures may be increased by 200 psf for each additional one foot of width and 250 psf for each additional 6 inched of depth, if desired. The maximum allowable bearing pressure should be 3000 psf. The allowable bearing pressure are for dead and frequently applied live loads and may be increased by 1/3 to resist wind, seismic or other transient loading. Drainage form the building area should be rapid and complete. CLOSURE Professional judgment presented in this report are based on evaluation of the technical information gathered, on our understanding of the proposed construction, and in accordance with general accepted soil engineering and geologic principles and practices. No warranty is express or implied. The presence of the geotechnical consultant at the site was to provide the client with a source of professional advice and opinions, based upon testing and observation of the client's work, and did not include superintending nor supervision. The data and conclusion contained herein should be considered to relate only to the specific location discussed herein. Sladden is not responsible for any conclusion or recommendations that may be made by others, unless we have been given an opportunity to review such conclusions or recommendations and concur in writing. We hope that this report fulfills the current needs of the project. If you have any questions, or require additional information, please call the undersigned. Respectfully submitted, SLADDEN EN(IIN Brett L. ...i No.C45389 16 Exp. Principle Engineer• Enclosures: Table 1— Field Dehsity Test Results Figure 1 - Soil Density Test Location Plan Test No. Date Test T I Type Apjroximate Location2 S Approximate Elevation : Wet Unit Weight (jcl)3 Moisture Conient . (%) Dry Unit Weight (pci) Soil No. Relative Compaction (%) Remarks 1 9/15/2005 sc Building 405 1315 124 1170 11 94 2 9/16/2005 SC Building 3 42.5. 1322 111 1190 2 94 3 9/1612005 SC Building 3 44.5 129.3 12.4 115.0 2 . 91 4 9/26/2005 SC.-Building 3 40 0 137.1.' 124 122 0 3 95 5 9/26/2005 Sc Building 3 410 1255 111 1130 4 94 6 9/26/2005 SC Building 3 43.0 1344 111 121.0 3 95 7 9/27/2005 SC Building 3 . 45.0 130.4 .12.4 116.0 2 9.1 8 9/27/2005 SC Building 44.0 134.1 9.9 122.0 3 96 9 9/27/2095 sc' . Building 3 . 45.5 . 128.4 13.6 113.0 4 94 10 9/27/2005 SC Building 3 395 1209 99 1100 4 92 II 9/27/2005 SC Building 3 40 5 123.3 111 1111.0 4 93 12 9/28/2005 SC Building 415 1293 124 1150 2 91 13 9/28/2005 SC Building 3 390 136.3 13.6 120.0 3 94 14 9/28/2005 SC Building 420 1300 111 1170 3 91 15 9/28/2005 SC Building 435 1220 99 1.1.1.0 4 93 16 9/29/2005 SC Building 3 Subgrade 130.0 111 117.0 2 92 17 9/29/2005 SC Building 3 Subgrade 1326 124 1180 3 92 18.. 9/29/2005 SC Building - Subgrade . 131:5 12.4 1-17.0 3 91 I. SC=Sand-Cone Method per ASTM-D1556- S S S 2 Refer to Figure l 3. pcf= pounds per cubic foot. S • Optimum Moisture Soil No Soil Classification Maximum Dry Densitiy (pet) Content (%) Clayey Silty Sand (SM) trace of Gravel 1250 105 2 - Silty Sand (SM) . . 127.0 - 10.5 5 - 5 3 Clayey Sand (SM) Trace of Gravel 128.0 41.1 . 4 Gravelly Silty Sand (SM) with Traces of Clay 1200 10.5 V V - 7o'64 *w 43.19' IF! SKi 6 _ 5öo (8 87 S 7G E4 525LJ 7 I / smrmlw — .46' /292' L!1. 2 CO V -• . / O356AUE5 . , ?I.42. 2074 00 / - --... - Qil JS57 V V 025' I V V g V / • V V V V V 4. :• OJJ % wo pf - LANATION EO'DENSITY Notes: ALL LOCATIONS ARE APPROXIMATE . -V -- SOIL TEST LOCATION LOCATION PLAN V Figure By Project No. Là Costa Resort and Spa : • - 22-5019-2 Resort Villas- -Phase II, Builidng 3 VV VV V • XX Figure No. V V Sladden Engineering V V - V V Carlsbad, California V V V j1005 1