HomeMy WebLinkAboutTract Map 3883 Lot 147 Rough Grading
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EnGEN Corporation . Soil Engineering . Te~lng . Co~ruc'on Ma1enols Tesllng . laboratory Tesling .
. Environmental Site Assessments. Hazardous Materials Site Cleanup.
Environmental and Geotechnical Engineering Network Corporation . Speciallnspec'ons . Geology' Englneenng Geology .
.GEOTECHNICAl REPORT OF ROUGH GRADING
Lot 147 otTract 3883
APN: 919-131-011
City of Temecula. Riverside County, California
Project Number: T4366-C
August 8, 1996
Prepared for:
Mr. and Mrs. Torn Fisher
40711 Calle Medusa
Temecula, California 92591
Los Angeles Office
Post Office Box 1497
LancasfSf, CA 93534
(805)940-1200 I Fax: 940-1202
Corporate Office
\
Orange COunty Office
2615 Orange Avenue
SOnto Ana. CA 92707
(714) 546-40511 Fax: 546-4052
41607 Enterprise Circle North, Suite 1 . Temecula . California 92590 . (909) 676-3095 . Fax: (909) 676-3294
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Mr. and Mrs. T. Fisher
Project No. T4366-C
TABLE OF CONTENTS
SECTION NUMBER AND TITLE
PAGE
1.0 PROJECT DESCRIPTION ...............................................................................................1
2.0 SITE DESCRiPTION........................................................................................................ 1
2.1 Location
2.2 Topography and Surface Conditions
3.0 SCOPE OF WORK ..........................................................................................................2
3.1 Time of Grading
3.2 Equipment
3.3 Grading Operations
4.0 TESTING .................................................................................................................. 3
4.1 Field Testing
4.2 Laboratory Testing
4.2.1 Moisture-Density Relationship Test
4.2.2 Expansion Index Test
5.0 EARTH MATERIALS ....................................................................................................... 4
6.0 CONCLUSIONS AND RECOMMENDATIONS ...............................................................4
6.1 General
7.0 CLOSURE .................................................................................................................. 5
APPENDIX:
FIELD TEST RESULTS
LABORATORY TEST RESULTS
DRAWINGS
EnGEN Corpor3.tion
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E GEN C . . Soil Engineering. Testing. ConstnJctlon Matertals Testing. Laboratory Testing.
n orporatlon . Environmental Site Assessments. Hazardous Materials Site Cleanup.
Environmental and Geotechnical Engineering Network Corporation . Special Inspections . Geology' Engineenng Geology .
August 8, 1996
Tom and Debbie Fisher
40711 Calle Medusa
Ternecula, California 92591
(909) 695-3844
Regarding:
GEOTECHNICAL REPORT OF ROUGH GRADING
Lot 147 ofTract 3883; APN: 919-131-011
40285 Paseo Del Cielo
Temecula, Riverside County, California
Project Number: T4366-C
Reference:
Bratene Construction & Engineering, undated, Precise Grading Plan for
the Fisher Residence, Lot 147, Tract 3883, City of Temecula, Riverside
County, California; LD96-061 GR.
2. Soil Tech. Inc. Letter, dated May 14, 1996, Soils Report, Single Family
Residence, 40285 Paseo Del Cielo, Temecula, CA, LD 96-061GR.
1.
Dear Mr. & Mrs. Fisher:
According to your request and signed authorization, EnGEN Corporation has performed field
observations, sampling, and in-place density testing during the rough grading operations for the
referenced site. Submitted, herein, are the results of the findings and the supporting field and
laboratory data.
1.0 PROJECT DESCRIPTION
The referenced grading consisted of preparing a house and garage building pad. The
referenced site was graded to the elevations as shown on the Reference NO.1 Plan.
2.0 SITE DESCRIPTION
2.1 Location: The subject property is located on the northwest side of Paseo Del Cielo, in the
city of Temecula, Riverside County, California, as shown on the Vicinity Map presented in
the Appendix.
Los Angeles Offlce Orange COunty Office
Post Office Box 1497 2615 Orange Avenue
lancaster, CA 93534 Santo 1V'ta. CA 92707
(805)940-1200 I Fax: 940-1202 ffi 1714)546 40511 F-' 546 4052
Corporate 0 Ice . ....A.-
41607 Enterprise Circle North, Suite 1 . Temecula . California 92590 . (909) 676-3095 . Fax: (909) 676-3294
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3.0
3.1
3.2
3.3
Mr. & Mrs. T. Fisher
Project No. T4366-C
August 1996
Page 2
2.2
Topoqraphv and Surface Conditions: Topography of the site was moderately to gently
sloping hillside with sheetflow drainage toward the northwest at an average gradient of 18
percent. A stockpile of approximately 1600 cubic yards of imported material existed on the
western portion of the site prior to grading. The site was vacant of any man-made
structures. The site was covered with a light growth of native vegetation such as grasses
and weeds.
SCOPE OF WORK
Time of Gradinq: Grading operations were conducted from June 19 through July 2,
1996.
Equipment: The grading operations for the house and garage pad were performed by
One Tractor Doze It All through the use of one (1) Caterpillar D8K track mounted dozer,
one (1) John Deere 450 track-mounted dozer, and one (1) fire hose attached to a hydrant.
Gradinq Operations: Grading within the house and garage pad consisted of a cut! fill
operation. Clearing of grasses and weeds was performed prior fill placement. Fill material
was generated from the previously existing stockpile in the western portion and the cut in
the southern portion of the lot to bring the northern and northwestern portions of the site to
finish grade elevation. At the onset of grading, a 10-foot wide key, a minimum of 2.0-feet
deep, was excavated at the toe of the fill slope. As fill was placed, benches were cut into
the natural ground such that all fill was placed on level ground. Overexcavation was
performed in the cut portion on the southern portion of the building pad to a minimum
depth of 3.0-feet below finish grade elevation. The exposed bottom was scarified and
moisture conditioned a depth of 6.0-inches, then compacted to 90 percent. Fill was placed
in lens thicknesses of 4.0 to 6.0-inches, thoroughly moisture conditioned to near optimum
moisture content, then compacted to a minimum of 90 percent relative compaction.
Moisture conditioning of the on-site soils was performed during the compaction process
A..
EnGEN Corporation
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Mr. & Mrs. T. Fisher
Project No. T4366-C
August 1996
Page 3
through the use of a fire hose attached to a hydrant. The pad area was generally graded
to the elevations noted on the Grading Plan. However, the actual pad location,
dimensions, elevations, slope locations and inclinations, etc., were surveyed and staked
by others and should be verified by the Project Civil Engineer.
4.0 TESTING
4.1 Field TestinQ: Field observations and in-place density testing were performed on a part-
time as-needed basis during the grading operations. Where tests indicate failing results,
the soils were reprocessed until at least 90 percent relative compaction was achieved.
Test locations were randomly selected in the areas receiving fill and were recorded using
approximate locations and elevations as could be determined in the field. Field in-place
density and moisture content testing were performed during the placement of the fill
materials during the rough grading operations in general accordance with the following
ASTM test procedures:
Test Method for Density of Soil and Soil-Aggregate in Place by Nuclear Methods
(Shallow Depths) - ASTM D2922-81 (1990).
Test Method for Water Content of Soil and Rock in Place by Nuclear Methods
(Shallow Depth) - ASTM D3017-88.
The test results indicate that soils were compacted to a minimum of 90 percent relative
compaction. Test results are presented in the Appendix. The locations of the in-place
density tests are presented on the Rough Grading Report Site Plan in the Appendix.
4.2 Laboratory TestinQ: The following laboratory tests were performed as part of our
services during the rough grading of the subject site. The test results are presented in the
Appendix.
4.2.1 Moisture-Density Relationship Test: Maximum dry density - optimum moisture content
relationship tests were conducted on samples of the materials used as fill. The tests were
performed in general accordance with ASTM D1557-91 procedures. The test results are
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EnGEN Corporation
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Mr. & Mrs. T. Fisher
Project No. T4366-C
August 1996
Page 4
presented in the Summary of Optimum Moisture Content I Maximum Dry Density
Relationship Test Results.
4.2.2 Expansion Index Test: Soil samples were obtained for expansion potential testing from
the building pad area upon completion of rough grading. The expansion test procedure
utilized was the Uniform Building Code Test Designation Standard 29-2. The material
tested consisted of a silty sand with traces of clay, which was visually judged as the most
expansive fill material for the subject site. The material had an Expansion Index of 0 and a
very low expansion potential as determined by Table 26-C-A of the Uniform Building Code.
As a result, no special design or construction is required for expansive soils purposes. The
results are presented on the Summary of Expansion Index Test Results.
5.0 EARTH MATERIALS
The natural earth materials encountered on-site and the imported materials generally
consisted of silty sands.
6.0 CONCLUSIONS AND RECOMMENDATIONS
6.1 General: Based on the observations and tests performed during grading, the subject site
in the areas noted has been completed in accordance with the project plans and
specifications, and the Grading Code of the City of Temecula. The 9raded site in the
areas noted as rough graded is determined to be adequate for the support of a single
family residential structure and appurtenant facilities. A small area in the immediate
vicinity of the proposed retaining wall along the east property line was not filled at this time,
pending the construction of the retaining wall and the associated backfill operation. Any
subsequent grading for development of the subject property should be performed under
engineering observation and testing performed by EnGEN Corporation. Subsequent
grading includes, but is not limited to, any additional fill placement and excavation of
(p
EnGEN Corpoiation
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Mr. & Mrs. T. Fisher
Project No. T4366-C
August 1996
Page 5
temporary and permanent cut and fill slopes. In addition, EnGEN Corporation should
observe all foundation excavations. Observations should be made prior to installation of
concrete forms and/or reinforcing steel so as to verify and/or modify, if necessary, the
conclusions and recommendations in this report. Observations of overexcavation cuts, fill
placement, finish grading, utility or other trench backfill, pavement subgrade and base
course, retaining wall backfill, slab presaturation, or other earthwork completed for the
development of subject site should be performed by EnGEN Corporation. If any of the
observations and testing to verify site geotechnical conditions are not performed by
EnGEN Corporation, liability for the safety and performance of the development is limited
to the actual portions of the project observed and/or tested by EnGEN Corporation.
7.0 CLOSURE
This report has been prepared for use by the parties or project named or described above.
It mayor may not contain sufficient information for other parties or purposes. The findings
and recommendations expressed in this report are based on field and laboratory testing
performed during the rough grading operation and on generally accepted engineering
practices and principles. No further warranties are implied or expressed beyond the direct
representations of this report.
Thank you for the opportunity to provide these services. If you should have any questions
regarding this report, please do not hesitate to contact this office at your convenience.
JDG/OB:df
Distribution: (4)
D:\ENGEN\REPORTS\COMPACTION\T4366C Fisher
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EnGEN Corporation
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APPENDIX
FIELD TEST RESULTS
(Summary of Field In-Place Density Test Results)
Mr. & Mrs. T. Fisher
Project No. T 4366-C
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EnGEN Corporation
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Mr. & Mrs. T. Fisher
Project No. T 43S6-C
SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS
(Nuclear Gauge Test Method)
TEST TEST DEPTH or SOIL MAX. MOISTURE DRY RELATIVE / REQUIRED
NO. DATE TEST LOCATION ELEV. TYPE DENSITY CONTENT DENSITY COMPACTION
(199S) (FT.) (PCF) (%) (PCF) (%) (%)
1 S/19 NW. Keyway 73W 1 127.8 8.3 124.2 97.2 90
2 6/19 NW. Fill 75.0' 1 127.8 8.9 123.0 9S.2 90
3 6/20 NW. Fill 77.0' 1 127.8 11.3 11S.9 91.5 90
4 6/20 W Fill 78.0' 1 127.8 10.0 118.8 93.0 90
5 S/21 N.W Fill 80.0' 1 127.8 11.7 11S.3 91.0 90
S S/21 W Fill 85.0' 1 127.8 112 119.2 93.3 90
7 6/21 N.E. Fill 82.0' 2 133.8 9.9 123.0 91.9 90
8 S/24 N.E. Fill 88.0' 1 127.8 8.2 118.1 92.4 90
9 S/24 N. Slope 89.0' 1 127.8 8.8 112.9 88.3 90
10 S/24 Bldg. Pad 90.0' 1 127.8 9.0 115.9 90.7 90
11 6/25 Retest of #9 89.0' 1 127.8 9.7 119.5 93.5 90
12 S/25 Bldg. Pad 93.0' 1 127.8 11.S 120.6 94.4 90
13 7/02 Bldg. Pad OIX 93.5' 1 127.8 10.5 115.0 90.0 90
14 7/02 Bldg. Pad 9S.0' 2 133.8 11.S 120.S 90.1 90
15 7/02 Bldg. Pad 97.0'(FG) 2 133.8 10.8 121.3 90.7 90
(*) indicates Processed Bottom
(F.G.) indicates Finish Grade
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EnGEN Corporation
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LABORATORY TEST RESULTS
(Summary of Optimum Moisture Content I Maximum
Dry Density Relationship Test Results)
(Summary of Expansion Index Test Results)
Mr. & Mrs. T. Fisher
Project No. T 4366-C
EnGEN Corporation
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Mr. & Mrs. T. Fisher
Project No. T 4366-C
SUMMARY OF OPTIMUM MOISTURE CONTENT I
MAXIMUM DRY DENSITY RELATIONSHIP TEST RESULTS
ASTM D1557-91
SOIL MAXIMUM OPTIMUM
TYPE SOIL DESCRIPTION, (USCS Svmbol) DRY DENSITY MOISTURE CONTENT
(PCF) (%)
1 Brown Silty Sand (Imported) 127.8 8.7
2 Brown Silty Sand 133.8 8.4
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EnGEN Corporation
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SOIL
TYPE
DEPTH
(FT)
1.5
SUMMARY OF EXPANSION INDEX TEST RESULTS
(UBC 29-2)
SURCHARGE
(PSF)
144
DRY
DENSITY
(PCF)
119.4
Mr. & Mrs. T. Fisher
Project No. T 4366-C
MOISTURE CONDITION EXPANSION
BEFORE TEST AFTER TEST INDEX
(%) (%)
7.3
14.8
o
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EnGEN Corporation
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Mr. & Mrs. T. Fisher
Project No. T 4366-C
DRAWINGS
(Rough Grading Report Site Plan)
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EnGEN Corporation