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Home My WebLink AboutParcel Map 19276 Parcel 2 Soils Report (Peggy Lou) PM ICf ~7(P ~~ A&E WEST INC. ARCHITECTS AND ENGINEERS REPORT OF OBSERVATION AND FIELD DENSITY TESTING ROUGH & PRECISE GRADING Single Family Residential Development 2.68 +/- Acres, APN 957-150-014 Parcel 2, PM 19276 31240 Peggy Lou Lane, Temecula Riverside County, California PROJECT NO. AEG-1129 January 23, 2007 Prepared For: Mr. Anthony Ritenour 32145 Corte Carmona Temecula, California 92593 41663 Dqte Street, Suite 201 Murriclq, CA 92562 phone (951) 600-0205 Fqx (951) 600-0207 \ January 23, 2007 Project No. AE6-1129 'Mr. Anthony Ritenour 32145 Corte Carmona Temecula, California 92593 : SUBJECT: REPORT OF OBSERVATION AND FIELD DENSITY TESTING PRECISE GRADING Single Family Residential Development 2.68+/- Acres, A.P.N. 957-150-014 Parcel 2, PM 19276 3.1240 Peggy Lou Lane, Temecu1a Area Riverside County, California 1.0 INTRODUCTION This report presents the results of our observation and testing performed during construction and grading for the single-family residential development, attached garage, and appurtenances. Grading was performed at the northeast end of the Peggy Lou Lane cul-de-sac, an unimproved dirt road in the Temecula area of Riverside County. Access to the site is via a driveway from Peggy Lou Lane. 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 3D-scale Precise Grading Plan was prepared by TEC Inc., Temecula, dated January 3, 2007, and was used to plot our data and guide the grading, along with field staking. ,1.1 Proiect Description :The proposed development consisted of constructing the house and detached garage pad by enlarging the existing pad with cut and fill grading on the order of 10 and 14 feet, respectfully, at finished inclinations of 2:1 (horizontal to vertical). The lot was designed in cut beneath the house and no transition exists. The driveway was constructed in cut and fill to 6 and 12 feet, respectfully from Peggy Lou Lane, which is to be abandoned. ,1.2 Purpose of Gradinq The purpose of the grading was to prepare a building pad for the 1 & 2-story residential house with attached garage, and to .provide the driveway access to the pad from Peggy Lou Lane. '2- INDEX MAP o 2000 40110 ..-~~': 'feet N SCALE INDEX MAP OF 2.68+/- ACRES, APN PARCEL 2, PM PEGGY LOU LANE, RIVERSIDE COUNTY, 957-150-014 19276 TEMECULA CALIFORNIA SOURCE: U.S.G.S. 7! MIN. QUAD. BACHELOR MTN. 1953 (PR 1973) 3 AE6-1129 Page 3 2.0 GRADING PROCEDURES .2.1 GradinQ Procedures The area of fill to the south was cleared and grubbed and the material was removed off site. The fills were provided with keys as shown on Plate 1 that was extended to firm granitic bedrock at 4.4 feet, as determined by testing to a minimum of 90% relative compaction of the maximum dry density. The fill was benched as placed to remove all loose alluvium, The fill materials were brought to near optimum moisture utilizing 1.5-inch fire hose .when necessary, and compacted with a combination of Caterpillar D6H bulldozer, and Case 550 skip loader. The grading contractor was John Piconi Grading, Temecula. 3.0 TESTING :3.1 Field Densitv Testinq Field density testing was performed in accordance with ASTM D1556-91 (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. '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 0 (zero) which is very low expansion per UBC Table 18-1-B. A --r- AE6-1129 Page 5 sincerely appreciated. If you have any questions, please call. Respectfully Submitted, Neal G. Wanket 68856 Registration Expires 10-31-07 NGW:ss Attachments: 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) Ie. ~ .AE6-1129 Page 4 3.4 Sulfate Testinq A finished grade sample was obtained and tested for water soluble sulfate. The results yielded a value of <25ppm 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 1 inch with less than 1/2 inch differential settlement between footings 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 compacted, granular, low-expansion fill. Accordingly, the structures may utilize continuous or isolated pier footings with an allowable maximum bearing capacity of 1800 psf for 12-inch wide footings. All exterior footings should be founded a minimum of 12 inches for 1-story and lS inches for 2-story buildings 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 one NO.4 bar top and bottom, for a total of 2 bars as reinforcement. The slab may utilize No.3 bars on lS-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. 4.0 SUMMARY Our description of grading and backfill operations, as well as observation~ and testing services, were limited to those grading operations performed between November 6 to 10, 2006. 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 U.B.C. Appendix Chapter 33, the Riverside County Grading Code, as amended by Ordinance No. 457, and the requirements of the regulating agencies and is acceptable for its intended purpose, 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 -5' TABLE I A&E WEST INC. RESULTS OF COMPACTION TESTS JOB 'NO. AE6-1129 NAME: Ritenhour DATE: 01/23/07 'JEST DATE DEPTH MOISTURE UNIT DRY RELATIVE SOIL DESCRIPTION NO CONTENT DENSITY COMPACTION TYPE (%) (PCF) (%) 1 11/6/06 1238 6.7 126.2 95.8 A BOTTOM KEY SOUTH 2 11/6/06 1240 10.3 124.4 94.4 A FILL SOUTH 3 11/7/06 1242 9.4 123.8 93.9 A FILL SOUTH 4 11/7/06 1244 11.2 125.9 95.5 A FILL SOUTH 5 11/7/06 1246 10.1 124.6 94.5 A FILL PAD 6 11/8/06 1247 9.6 123.1 93.4 A FILL DRIVEIPAD 7 1118/06 1248 12.1 122.7 93.1 A FILL DRIVE/PAD 8 1119/06 1250 11.6 126.6 96.1 A FILL DRIVE/PAD 9 1119/06 1250 11.4 125.5 95.2 A DRIVE/P AD FINISH 10 11110/06 1249 10.6 123.4 93.6 A PAD FINISH 11 11110/06 1250 10.2 121.8 92.4 A PAD FINISH SC-Sand Cone ASTM 01556-64 DC-Drive Cylinder ASTM D2937-71 **Test Failed. See Retest. N-Nuclear ASTM 3017-78 "1 A&E WEST INC. TABLE II LABORATORY TEST RESULTS JOB NO. AE6-1129 NAME: Ritenhour DATE: 1/23/07 SOIL 'fYPE CLASSIFICATION MAXIMUM OPTIMUM DENSITY (pFC) MOISTURE (%) A ON-SITE LIGHT YELLOW BROWN 131.8 11.4 SILTY FINE TO MEDIUM SAND WITH TRACE OF SANDY SILT .' ~