1994-4041 G
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Category
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Name
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Plan ck. #
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Street Address
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Serial #
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Description
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ALLIED EARTH TECHNOLOGY
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ROBERT CHAN, P.E.
1466 PIONEER WAY, SUITE 8
EL CAJON, CALIFORNIA 92020
TELEPHONE (619) 447-4747
SEP 20 1994
April 7, 1994
Mr. Wayne Landry
3369 Rocking Horse Circle
Encinitas, CA. 92024
Subject:
Project No. 94-25F301
Report of Compacted Filled
Proposed Tennis Court Site
3369 Rocking Horse Circle
Encinitas, California
Ground
Dear Mr. Landry:
This report records our observations and the results of tests
performed in connection with our inspection of the compaction of
fill soils placed on certain areas of the proposed tennis court site
on subject property, more specifically referred to as being Lot 50,
according to Map thereof No. 11809, in the City of Encinitas, State
of California.
The grading reported herein was accomplished during the period
between March 31 and April 6,1994, inclusive. Prior to grading, the
site was cleared and grubbed. A key was excavated along the toe of
the proposed fill slope through the topsoils into the underlying
competent natural materials. All fill soils were then properly
moistend, and uniformly compacted in lifts on the order of 6 to 8
inches.
The depths of fill at which the tests were taken and the final test
results are presented on page T-l, under "Table of Test Results".
The laboratory determinations of the maximum dry density and optimum
moisture content of the fill materials are set forth on the same
page, under "Laboratory Test Results". The approximate location of
the compacted filled ground and field density tests are presented on
Figure No.1, entitled, "Approximate Location of Compacted Filled
Ground" .
Project No. 94-25F30l
Mr. Wayne Landry
04/07/94
Page 2
The results of the tests and observations indicate that the soils
placed and tested have been compacted to at least 90 percent of
maximum dry density. Test results indicate that these fill soils
will support the proposed tennis court without detrimental settle-
ment.
Laboratory test results indicate that the soils encountered on the
site possess high expansion potential (Expansion Index = 92). It is
recommended that the highly expansive nature of these soils be taken
into consideration when design the concrete slab of the proposed
tennis court. Post-tension slabs are recommended.
Proper control of the site drainage and regular maintenance of all
drainage facilities are important factors related to the overall
stability of the soil mass. No surface water should be allowed to
collect and/or pond on the building pad, and the runoff should be
directed to flow into the street gutter or other suitable on-site
drainage facilities.
A safe allowable soil bearing value of 1,500 pounds per square foot
may be used for the design of foundations, as presented in Table 29-
B of the Uniform Building Code for clayey sands.
Should you have any questions regarding the contents of this report,
please feel free to contact our office at your convenience. This
opportunity to be of service is sincerely appreciated.
Page T-1, and Figure No. 1 are parts of this report.
(3) Addressee
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APPROXIMATE LOCATION OF COMPACTED FILLED GROUND
PROJECT NO. 94-25F301
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FIGURE NO.1
Project No. 94-25F301
Mr. Wayne Landry
04/07/94
Page T-1
LABORATORY TEST RESULTS
1.
The maximum dry density and optimum moisture content of the fill
soils were determined in accordance with A.S.T.M. D1557-78,
Method A. The results of the test are presented as follows:
Soil
Type
Description
Maximum Optimum
Dry Density Moisture Content
(lbs./cu.ft.) (% Dry wt.)
1
Reddish brown clayey sand
123.0
11. 5
2.
The Expansion Index of the most clayey soils encountered was
determined in accordance with UBC Test Method 29-2. The results
of the test are presented as follows:
Soil
Type
Description
Expansion
Index
1
Reddish brown clayey sand
92 *
* Considered to have high expansion potential
TABLE OF TEST RESULTS
----- -- ---- -------
----- -- ---- -------
Depth
of Fill Moisture Dry Maximum Date
Test Soil at Test Content Density Dry Density Relative of
No. Type ((Ft.){% Dry Wt.)(lb./cu.ft.)(lb./cu.ft.) Compaction Test
1 1 + 2 13.1 114.5 123.0 93.1 03/31/94
2 1 + 4 17.3 111.4 123.0 90.5 04/01/94
3 1 + 6 13.2 110.7 123.0 90.0 04/06/94
4 1 + 6 14.1 112.1 123.0 91.1 04/06/94