HomeMy WebLinkAboutTR 16452 MACHADO & WOODCREST FIELD DENSITY TEST 2-1988 _ LAKESHORE
Engineering
CONSULTING CIVIL ENGINEERS
— February 16, 1988
Project No: 87-365C
Client: Mr . Dave Fenton
11682 Tara Circle
Santa Ana, Ca. 92705
Attention: Dave Fenton
Subject Field Density Test Results
Subgrade and base testing for sidewalk and driveway
for model units, Tract 16452, Machado Street
and Woodcrest Drive, Lake Elsinore
Riverside County, Ca.
Gentlemen:
This is to report the results of our test and observation' s made on
the subgrade and base material at the subject site. The opinions and
recommendations presented hereafter are based on our tests and
engineering judgement as to the contractor' s compliance with the job
specifications.
GRADING OBSERVATION AND TESTING
The rough grading of the driveway and sidewalk Has observed to be
performed in the following manner :
1 . The subgrade were scarified a minimum of 12 inches and compacted
.o to the desired grade.
2. The minimum acceptable degree of compaction was 90 percent of the
maximum density.
3. Maximum density and optimum moisture content was determined by
the A. S.T.M. D1556 method .
4. Field density tests were performed utilizing the sandcone method
(A. S.T.M. D1556) .
5. The soils used in compacted fills consisted of on-site Silty Sand
for subgrade and import Aggregate Base Material.
31678 Railroad Cyn. Rd. • Box 7 •Canyon Lake. CA 92380• (714) 244-2913
February 16, 1988
Project No: 87-365c
Page Two
Field density tests were made in the subgrade to determine the degree
of compaction and moisture content. The field density tests are
listed their approvimate locations are shown on Figure 1. Also shown
are the limits of earthwork placed during this grading operation.
LABORATORY TEST PROCEDURES
The procedures outlined in A.S.T.M. Test Methokd D1557-78 were used
to determine the compaction characteristics of the fill materials.
The results of our laboratory compaction tests are presented below:
Soil Type Soil Description Optimum Moisture Max. Dry Density
A Silty Sand 10.5% 122. 5 P.C. f.
B Aggregate Base 7. 0 140. 0 P.C. F.
CONCLUSIONS AND RECOMMENDATIONS
Based on final results of the tests, on observations of the
— construction procedures used in the field and on our experience, it
is our opinion that the subgrade and base fills shown on Figure No. 1
has been placed in accordance with the applicable portions of the job
specifications and is considered suituable for its intended use.
Our findings have been obtained in accordance with accepted
professional engineering practice in the fields of geotechnical
engineering. This warranty is in lieu of all other warranties,
either express or implied.
It has been our pleasure to serve you on this project. If you have
any questions, please contact this office at your convenience.
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1 : ' Subgrade Driveway -'� A 122.5 8.7
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2 11-23 Subgrade A 122.5 7.3 91
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3 11-23 Base B 140.0 7.6 97 X
4 11-24 Sidc.5clk (subgrade) , A 122.5 8.5 92
5 11-24 Sidewalk , A 122.5 8.0 93
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1-24 Sidewalk (base) B 140.0 4.3 96
71-24 Sidewalk F.G. B 140.0 6.0 95
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LA K E S N O A E Dave Fenton !
A6chado Street and Woodcrest Drive.
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