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Home My WebLink AboutTract Map 3883 Lot 130 Field Density Testing Eair RECEIVED APR 2 5 2003 CITY OF TEMECULA ENGINEERING DEPARTMENT REPORT OF OBSERVATION AND AELD DENSITY TESTING ROUGH a PRECISE GRADING Single Family Residential Development Lot 130, Tract 3883, APN 919-1()()"()14 40497 Paseo del Cielo Temecula, California PROJECT NO. 23273-01 April 11, 2003 Prepared For: Mr. & Mrs. Sakamoto , 32944 Sotelo Drive Temecula, California 92592 \ '. -'=:rt~---- 1;,"-, ! EartthTechnics P,O. Box 891989, Temecula, California 92589 (909) 699-5451 FAX (909) 767-1193 i~-._, ':::._ _u" ._--_.._.~-~.,- '._,--._."._,--~._--- -. ~.~._~. -+-~. - ,'+ ... _._- __~....o....;....._ +-_.o.;.~=>-'-"._._-.-"--,=-,, - '----'------'-~_.._------~'-----:-_._~_."... ~:...--- April 11, 2003 Project No. 23273-01 Mr. & Mrs. Sakamoto 32944 Sotelo Drive Temecula, California 92592 SUBJECT: REPORT OF OBSERVATION AND FIELD DENSITY TESTING ROUGH AND FINE GRADING single Family Residential Development Lot 130, Tract 3883, A.P.N. 910-100-014 40497 paseo Del cielo Temecula, California Reference: "Preliminary Geotechnical Investigation Single- Lot, Residential Development, Lot 30, Tract 3883, 40497 Paseo del Cielo, A.P.N. 919-100-014, Temecula, California", Report Dated January 17, 2003, by Earth Technics, Proj. No. 23118-01 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. I ~ Grading was performed on the west side of Paseo del Cielo, an improved paved road in the City of Temecula. Access to the site is via a driveway from Paseo del Cielo. 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 30-scale Grading Plan was prepared by Manning Engineering, Temecula, dated January 2003, 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 attached garage pad with cut and fill grading to a maximum of 11 and 8 feet respectfully. The driveway was constructed entirely in cuts to a maximum of 4 feet to provide access from Quincy Street. The main house pad was designed in transition. 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 Paseo del Cielo. ~ INDEX MAP / '. ; , c ',~ " ' ~' \" , ~", \" ~.~"""\ ''','::, ~,:, , :0 ) ,'. .:,-,"> . '? '\~":,,, ~~ <9 ' ("\ '~ : " I " 1,\ ~\}. , /~~, /;;. . ' o I 2000 4000 N SCALE INDEX MAP feet 0 F LOT 130, TRACT 3883, APN 919-100-014 40497 PAS EO DEL CIELO TEMECULA, CALIFORNIA ~ ,,~~IJ~CE; U.S.G.S. 7~ MIN. QUAD. MURRIETA 1953 PR ( 1979 .,._"",,"~_....._.~l 23273-01 Page 3 2.0 GRADING PROCEDURES 2.1 Gradinq Procedures The area of the main house, fill slopes, and driveway was cleared and grubbed of the minor weeds and brush and removed off-site. Keys were excavated into firm sedimentary bedrock, until the bottom of the key achieved in-place densities were 90% of the maximum dry density. The bottom surface was then scarified 12 inches, moisture conditioned and recompacted. The fills were benched as placed to remove remaining soft alluvium to a maximum of 6.4 feet on the west. The fill materials were brought to near optimum moisture utilizing a 1.5-inch fire hose when necessary, and compacted with a Caterpillar D6H bulldozer. The building pad was designed in transition, and the transition was eliminated by overexcavating the cut areas of the pad to a minimum depth of 3 feet to a distance of 5 feet outside the building foundation line. The grading contractor was Burchette Grading, 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 and import 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 O(zero) which is very low expansion per UBC Table 18-1-B. ~ 23273-01 Page 4 3.4 Sulfate Testinq A finished grade sample was obtained and tested for water soluable sulfate. The results yielded a value of 47ppm 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 I . The footings will be founded entirely within dense engineered compacted granular, low-expansion fill. Accordingly, as recommended in the referenced soils report, the structures may utilize continuous or isolated pier footings with an allowable maximum bearing capacity of 1800 psf. All exterior footings should be founded a minimum of 12 inches for l-story and 18 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 6 x 6 - 6/6 welded wire fabric 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 observations and testing services, were limited to those grading operations 'performed between April 2 and 9, 2003. 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. :5 23273-01 Page 5 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. Respectfully Submitted, s 3-31-04 Services FJ/WLS:ss Attachments: Index Map (2000-scale) - Page 2 Plate 1 - Test Location Plan Table I - Results of Compaction Tests Table II - Summary of Maximum Density Testing Distribution: Addressee (3) ~ -- " ........ '\r-" I r 1 ~ . i ~I ~I : ......, -. '- . . ~ CrE::LO - I ~i ,~' z o H E-< ..; U o .... @ ~'MIN' HPI/?t,o \" ... w l- S Q, ~, o , \!! '" :s :-- '2. LA'IGeS of <S;'N"'~ PI) Ie I NG. c.vl-lSitUCTlbN .' -= ' I, ,,-' ,- k~-4.s."~" I, I \//~""\~"\' \'\ .. \,.,,- t I ,/~ ;!ox f'l,1 P / // -~ ~ ;. ~~I~~,\ / " 1% ~-WN I<.~ \ , \ '. \ \ \ \ '. I "" \ " 'i,- 0,,) \ \, , 'II? 2) ", (If "'0) ~lr" ) '~ ~ '" ,"" .. q\ \ , " 'I , 182.36" , -- N ~V'16'18i, W \. (/,Ie ...., ~ !/~../ /,," , " ;, --~ ~, V ...... ..... ,', ,,/,... ~~-I/ , " .;rf' ;....~ } 'I- , o ~.11') , '\ ' ~' ,yv ---- 'GRADING PLAN & control Plan ITICE ,E CITY ()F TEMECULA ( CLEARANCES FROM ~IES : REGULATING THE IATIONAL ENDANGERED EroS i on c \5 ?O ,r :L '10 4 120 ] {pO " -.:. ._ r."':; \ tor: I I I I I , :i' ~;: J," ""q iri 'i .,:~ "1 ,'" fl ,i1 ,.", TABLE I >~k' RESULTS OF COMPACTION TESTS JOB NO. 23273-01 NAME: SAKAMOTO DATE: 4/11/03 TEST DATE DEPTH MOISTURE UNIT DRY RELATIVE SOIL DESCRIPTION NO CONTENT DENSITY COMPACTION TYPE (%) (pCF) (%) 1 4/02/03 1151 7.0 118.3 93.7 A BOTTOM OF KEY 2 4/04/03 1154 8.8 115.0 91.1 A FILL WEST PAD 3 4/04/03 1162 4.4 125.2 99.1 A BOTTOM KEY EAST 4 4/05/03 1157 8.2 117.4 92.9 A FILL WEST PAD 5 4/05/03 1159 9.1 116.4 92.2 A FILL WEST PAD 6 4/05/03 1161 8.8 118,6 93.9 A FILL EAST 7 4/07/03 1163 7.9 117.1 92.7 A PAD FILL 8 4/09/03 1165 8.2 120.8 95.7 A PAD OVER-EX/FINISH See plan for test locations. SC-Sand Cone ASTM 01556-64 ..Test Failed. See Retest. DC-Drive Cylinder ASTM 02937-7\ N-Nuclear ASTM 3017-78 6 TABLE II >~1C1 LABORATORY TEST RESULTS JOB NO. 23273-01 NAME: SAKAMOTO DATE:4/l1/03 SOIL TYPE CLASSIFICATION MAXIMUM OPTIMUM DENSITY (PFC) MOISTURE (%) 'A ON-SITE LIGHT YELLOW BROWN 126.2 10.1 SILTY FINE TO MEDIUM SAND WITH TRACE OF GRAVEL ~ -~