HomeMy WebLinkAboutParcel Map 18022 Parcel 4 Soils Report
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RECEIVED
APR 0 2 2003
CITY OF TEMECULA
ENGINEERING DEPARTMENT
REPORT OF OBSERVATION AND RElD DENSITY TESTING
ROUGH & RNE GRADING
Single Family Residential Development
Parcel4, P.M. 18022, APN 957-Q9().()23
NEC Nicolas & Uefer Roads
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Temecula, California
PROJECT NO. 23262-01
March 25, 2003
Prepared For:
Lorin Phipps
28745 Old Town Front Street, Suite D
Temecula, California 92590
Earth Technics P.O. Box 891989, Temecula, California 92589 (909) 699-5451 FAX (909) 767-1193
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March 25, 2003
Project No. 23262-01
Lorin Phipps
28745 Old Town Front
Temecula, California
street, suite D
92590
SUBJECT: REPORT OF OBSERVATION AND FIELD DENSITY TESTING
ROUGH GRADING
Single Family Residential Development
Parcel 4, P.M. 18022
NEC Nicolas & Liefer Roads
Temecula, California
Reference:
"Preliminary Geotechnical Investigation, single-
Family Development, 5.0+/- Acres, APN 957-090-023
Parcel 4, P.M. 18022, NEC Nicolas & Liefer Roads,
City of Temecula, Califoria", Report Dated
December 20, 2002, by Earth Technics, Proj. No.
22586-01
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 southeast corner of Liefer Road and
Indian Summer Road, an unimproved dirt road, and proposed road 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 Precise
Grading Plans were prepared by TerraCivil Consultants,
Winchester, dated March 4, 2003, and were used to plot our data
and guide the grading, along with field staking.
1.1 Pro;ect DescriDtion
The proposed development consisted of cut and fill grading to a
maximum of 5 and 3 feet respectfully. The excavated material from
the west was placed as fill to a maximum depth of 2-3 feet on the
east 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 PurDose of Gradina
The purpose of the grading was to prepare a building pad for the
1-story residential house, attached garage, and barn, and to
provide a driveway access to the pads from East Vallejo Avenue.
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INDEX MAP
2000
4000
N
o
SCALE
INDEX MAP
feet OF
5.0 +/- ACRES, APN 957-090-023
PARCEL 4, P.M. 18022
NEC NICOLAS & LIEFER ROADS
TEMECULA, CALIFORNIA
SOURCE:
U.S.G.S. 7~ MIN QUAD. BACHELOR MTN. 1953 (PR 1973)
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23262-01
Page 3
2.0 GRADING PROCEDURES
2.1 Gradina 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 2.2 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 1.5 inch fire
hose when necessary. The fill was compacted with a combination of
Caterpillar D8H bulldozer, and skiploader excavator.
The pad was designed in transition, and the cut portions of the
site were overexcavated to a depth of 3 feet to a distance of 5
feet outside the building footprint.
The grading contractor was J & L Custom Grading, Temecula.
3.0 TESTING
3.1 Field Densitv Testina
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.
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23262-01
Page 4
3.3 EXDansion Testina
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 11 which is low expannsion per UBC Table 18-1-B.
3.4 Sulfate Testina
A finished grade sample was obtained and tested for water
soluable sulfate. The results were 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 1500 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 one No. 4 bar top and
bottom for a total of 2 bars as reinforcement. The slab may
utilize 6 x 6 -6/6 welder 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.
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23262-01
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 March 19 and 20, 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.
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.
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23262-01
Page 6
Respectfully Submitted,
Fred Jaleh, RCE 30527
Registration Expires 3-31-03
Warren L. Sherling
Director of Geotechnical Services
FJ/WLS: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)
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TABLE I
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RESULTS OF COMPACTION TESTS
JOB NO. 23262-01
NAME: PHIPPS
DATE: 3/25/03
TEST DATE DEPTH MOISTURE UNIT DRY RELATIVE SOIL DESCRIPTION
NO CONTENT DENSITY COMPACTION TYPE
(%) (pCF) (%)
.
1 3/19/03 1167 9.0 124.6 97.5 A BOITOM OF OVEREX
2 3/19/03 1169 9.6 120.4 94,2 A FILL, NORTH
3 3/19/03 1171 10.3 123.1 96.3 A FILL
4 3/20/03 1169 9.2 121.3 94.9 A OVEREX/PAD
5 3/20/03 1171 9.0 123.2 96.4 A FILL/OVEREX
6 3/20/03 1173 8.9 119,3 93.3 A FINISH/P AD
See plan for test locations.
SC-Sand Cone ASTM 01556-64
""Test Failed, See Retest.
DC-Drive Cylinder ASTM 02937-71
)i-Nuclear ASTM 3017-78
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TABLE II
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LABORATORY TEST RESULTS
JOB NO. 23262-01
NAME: PHIPPS
DATE: 3/25/03
SOIL TYPE CLASSIFICATION MAXIMUM OPTIMUM
DENSITY (PFC) MOISTURE (%)
A ON-SITE YELLOW BROWN SILTY 127.8 10.6
SAND W/MINORFINE GRAVEL
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