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Home My WebLink AboutTract Map 3646 Lot 21 Field Density Testing Rough Grading Ear ~ RECEIVED JUN 1 4 2002 CITY OF TEMECULA ENGINEERING DEPARTMENT REPORT OF OBSERVATION AND FIELD DENSITY TESTING ROUGH GRADING Single Family Residential Development Lot 21, Tract No. 3646 NEC East Vallejo Avenue & Ynez Road Temecula, California - PROJECT NO. 22291-01 June 13, 2002 Prepared For: Linda Doucett 2170 Century Park E. No. 307 Los Angeles, California 90067 \ Earth Technics P.O. Box 891989, Temecula, California 92589 (909) 699-5451 FAX (909) 767-1193 June 3, 2002 project No. 22291-01 Linda Doucett 2170 Century Park E. No. 307 Los Angeles, California 90067 SUBJECT: REPORT OF OBSERVATION AND FIELD DENSITY TESTING ROUGH GRADING single Family Residential Development Lot 21, Tract No. 3646 NEC East vallejo Avenue , Ynez Road Temecula, california Reference: "Preliminary Soil Engineering Evaluation for Proposed Residence Located at East Vallejo Road and Ynez Road, City of Temecula, Califoria", Report Dated December 30, 1999, by W.C. Hobbs Consulting Engineer, Proj. No. 99128-01 INTRODUCTION < This report presents the results of our observation and testing performed during construction and grading for the single-family residential development, detached garage, barn, and appurtenances. Grading was performed at the northeast corner of East Valejo Avenue and Ynez Road, both improved paved roads in the Temecula area of Riverside County. The results of our Field Density Tests obtained during grading are tabulated in Table I, Results of Compaction Tests. The approximate locations of the tests are shown on the Plot Plan, Plate 1. The 40-scale Grading Plan and Erosion Control Plan were prepared by Vandenberg Civil Consulting, Canyon Lake, dated April 2002, and were used to plot our data and guide the grading, along with field staking. 1.1 Pro;ect Description The proposed development consisted of daylight cutting the house and detached garage pad approximately 3-5 feet from the north side of the site. The excavated material was placed as fill to a maximum depth of 2-3 feet on the south side of the pad. The access driveway required fills to a maximum of 2 feet. All cut and fill slopes were constructed at finished face inclinations of 2:1 (horizontal to vertical) or flatter. 1.2 Purpose of Gradinq The purpose of the grading was to prepare a building pad for the 1 & 2-story residential house, detached garage, and barn, and to provide a driveway access to the pads from East Vallejo Avenue. '1/ INDEX. MAP . o 2000 4000 SCALE INDEX r-1Ap OF LOT 21, TRACT NO. 3646 NEC YNEZ ROAD & E. VALLEJO AVE. TEMECULA, CALIFORNIA feet 2 SOURCE: U.S.G.S. 7~ MIN. QUAD. PECHAr~GA 1968 (PR 1988) & TEMECULA 1968 (PR 1975) ~ ., N ~ 22291-01 Page 3 2.0 GRADING PROCEDURES 2.1 Gradinq Procedures The entire pad area was cleared and grubbed, and the material removed off-site. The pad areas were overexcavated through the loose near-surface colluvium to a maximum depth of 3.8 feet until the dense underlying sedimentary bedrock with in place densities of 90% relative compaction was encountered. The fill materials were brought to near optimum moisture utilizing a 4000-gallon water truck when necessary. The fill was compacted with a combination of caterpillar 550G front-end loader, JD850C bulldozer, and 322L excavator. The pads were graded entirely in fill overexcavation and all transitions were removed. The grading contractor was GSI Construction, Temecula. 3.0 TESTING 3.1 Field Densitv Testinq Field density testing was performed in accordance with ASTM D1556-64 (Sand Cone Method). The elevations and the results of the field density tests are presented in Table I of this report. The approximate location of the tests are shown on the Grading Plan, Plate 1. 3.2 Maximum Densitv Determinations Maximum density/optimum moisture determinations were made from representative samples of on-site soils used in the fill operations. The tests were performed in accordance with ASTM D 1557-00 which consist of compacting 5 equal layers of soil in a 1/30 cubic foot volume mold with 25 blows of a 10 pound hammer falling 18 inches. The results of the Maximum density/optimum determination are presented herein as Table II, Laboratory Test Results. ~ 22291-01 Page 4 3.3 Expansion Testinq A finished grade sample was obtained and tested for expansion utilizing the U.B.C. 29-2 method. The test yielded an expansion index (E.I.) of 16 which is low expannsion per UBC Table 18-1-B. 3.4 Sulfate Testinq A finished grade sample was obtained and tested for water soluable sulfate. The results were below the limits of detection at 56ppm indicating normal Type II - 2500 psi concrete may be used for foundations and slabs. 3.5 Settlement Based on the grading performed, the compaction and soil strength values, total settlement would be less than 3/4 inch with less than 1/2 inch differential settlement between footing of similar size construction and loads over a horizontal distance of 50 feet. 3.6 Foundation Recommendations The footings will be founded entirely within dense engineered fill with very low expansion potential. Accordingly, and in compliance with the recommendations of the referenced report, the structures may utilize continuous or isolated pier footings with an allowable maximum bearing capacity of 2000 psf. All exterior footings shuld be founded a minimum of 18 inches for 1-story and 24 inches for 2-story footings as measured from nearest adjacent grades. This value may be increased by one-third for short term wind and seismic loading conditions. The foundation should have a minimum of two No. 4 bars top and bottom for a total of 4 bars as reinforcement. The slab may utilize No. 3 bars on 18-inch centers as reinforcement. A moisture barrier should consist of a 10-mil polyethylene vapor barrier sandwiched between a 1-inch layer of sand top and bottom to prevent puncture of the barrier and enhance curing of the concrete. s 22291-01 Page 5 4.0 SUMMARY Our description of grading and backfill operations, as well as observations and testing services, were limited to those grading operations performed between June 4 and 12, 2002. The conclusions and recommendations contained herein have been based upon our observation and testing as noted. To the best of our knowledge, the work preformed in the areas denoted, has been accomplished in accordance with the recommendations of the referenced report, the U.B.C. Appendix Chapter 33, the city of Temecula Grading Code, and the requirements of the regulating agencies and is acceptable for its intended purpose. The cut and fill slopes are stable as constructed. The cut slopes are composed of sedimentary bedrock, and are stable as constructed. No conclusions or warranties are made for areas not tested or observed. This report should be considered subject to review by the controlling authorities. This opportunity to be of service is sincerely appreciated. If you have any questions, please call. b 22291-01 Page 5 FJ/WLS:ss Attachments: rling Geotechnical services Index Map (2000-scale) - Page 2 Plate 1 - Test Location Plan (In Pocket) Table I - Results of Compaction Tests Table II - Summary of Maximum Density Testing Distribution: Addressee (3) 1 TABLE I >~ RESULTS OF COMPACTION TESTS JOB NO. 22291-01 NAME: DOUCEIT DATE: 6/12/02 TEST DATE DEPTH MOISTURE UNIT DRY RELATIVE SOIL DESCRIPTION NO . CONTENT DENSITY COMPACTION TYPE (%) (PCF) (%) 1 6/4/02 1023 6.4 131.5 99.0 B BOITOM, OVER-X BARN PAD 2 6/5/02 1024 10.8 120.3 95.2 A FILL, BARN PAD 3 6/5/02 1025 10.0 122.2 96.7 A FILL, BARN PAD 4 6/6/02 1024 5.6 128.3 96.6 B BOITOM, OVER-X HOUSE PAD 5 6/7/02 1027 9.3 130.9 98.6 B FILL, BARN PAD 6 6/10/02 1025 10.5 120.6 95.4 A FILL, HOUSE PAD 7 6/10/02 1026 6.1 127.7 96.2 B BOITOM, OVER-X GARAGE PAD 8a 6/10/02 1027 8.3 108.0 85.4 A test failed, see retest 8b 8b 6/10/02 1027 9.6 120.2 95.'1 A FILL, HOUSE PAD 9a 6/11/02 1028 6.8 116.8 88.0 A test failed, see retest 9b 9b 6/11/02 1028 9.1 125.2 94.3 A FILL, GARAGE PAD 10 6/11/02 1029 8.0 125.3 94.3 B FILL, HOUSE PAD 11 6/12/02 1030.0 10.0 120.7 95.5 A PAD OVER FINISH 12 6/12/02 1029.5 9.6 116.4 92.1 A PAD OVER FINISH 13 6/12/02 1028.5 8.1 128.1 96.4 B PAD OVER FINISH See plan for test locations. SC-Sand Cone ASTM 01556-64 .*Test Failed. See Retest. DC-Drive Cylinder ASTM 02937-71 N-NucIear ASTM 3017-78 ~ TABLE II .>~C. LABORATORY TEST RESULTS JOB NO. 22291-01 NAME: DOUCEIT DATE: 6/12/02 SOIL TYPE; CLASSIFICATION MAXIMUM OPTIMUM , DENSITY (pFC) MOISTURE (%) A YELLOW SLIGHTLY SILTY FINE TO 132.8 9.2 COARSE SAND WITH A TRACE OF GRAVEL B LIGHT BROWN SILTY SAND WITH A 126.4 10.8 TRACE OF GRAVEL Ov