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REPORT OF OBSERVATION AND FIELD DENSITY TESTING
ROUGH GRADING
GUEST HOUSE PAD
31307 SANTIAGO ROAD
TEMECULA, CAUFORNIA
50
.'!-
PROJECT NO. 20330-01
DECEMBER 30, 2000
Prepared For:
Mr. " Mrs. Sawsom
31307 Santiago Road
Temecula, California 92589
Earth Technics PO. Box 891989, Temecula, California 92589 (909) 699-5451 FAX (909) 767-1193
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December 30, 2000 Project No. 20330-01
Mr. & Mrs. Sawsom
31307 santiago Road
Temecula, California 92589
SUBJECT: REPORT OF OBSERVATION AND FIELD DENSITY TESTING
ROUGH GRADING
Guest House
31307 santiago Road
Temecula, California
Gentlemen:
INTRODUCTION
This report presents the results of our observation and testing
performed during rough grading of a second residential pad on the
subject property.
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The lot is located on the south side of Santiago Road an improved
paved road in the Santiago Ranches area of Temecula. Grading
consisted of cutting on the north and west and placing fill on
the south and east. Maximum cuts and fills were 7 and 5.2 feet
respectfully at finished inclinations of 3:1 (horizontal to
vertical) or flatter. Maximum overexcavation of colluvium was 1.6
feet from original ground until dense bedrock was encountered.
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.
proiect DescriDtion
The proposed development consisted of constructing a residential
pad on the east side of the existing property. Grading consisted
of cutting the existing natural slope on the.north and west and
placing fill for the guest house pad.
PurDose of Gradinq
The purpose of the grading was to prepare the site for the
proposed construction of the guest house residence.
GRADING PROCEDURES
Gradinq Procedures
The site had light weeds, grasses and some small eucalyptus
trees, and clearing and grubbing was necessary prior to the start
of grading. The cleared material was removed to the non-
structural areas to the southeast for disposal. The areas to
receive fill were overexcavated to a maximum depth of 1.6 feet
until the underlying dense sedimentary bedrock was encountered.
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N
SCALE
INDEX MAP
OF
31307 SANTIAGO ROAD
TEMECULA, CALIFORNIA
.3
SOURCE: U.S.G.S. 71/2 MIN, QUAD. PECHANGA 1968 (PR 1988)
20330-01
Page 3
Water was supplied with a garden hose, and the soil was compacted
with a Holland LX 885 front-end loader.
The grading contractor was SLAM Engineering and Grading,
Fallbrook.
TESTING
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.
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 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.
EXDansion/Solub1e Sulfate 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 22 which is low expansion per U.B.C. Table 18-1-
B.
The finished grade soils had a soluble sulfate content of 37ppm.
Normal Type II cement with 2500psi may be used in construction.
Foundation Desiqn
A strip and spread footing foundation will provide an adequate
foundation for one and two-story buildings at the site. All
exterior footings should be founded a minimum of 12 inches for 1-
story buildings and 18 inches for 2-story buildings. When
footings are placed in compacted fill or dense bedrock, an
allowable bearing capacity of 1800 psf for 12-inch wide and deep
footings is acceptable for dead plus live load. One No. 4 bar top
and bottom, for a total of 2 bars, is recommended as a minimum
footing reinforcement design. The low expansion allows normal 4-
inch thick slabs with 6 x 6 - 6/6 wire mesh reinforcement. A 10
mil visqueen layer protected by 2 inches of sand top and bottom
is recommended as a moisture barrier.
4
20330-01
page 4
Settlement
Based on the grading performed, the compaction, and soil
strength, the total settlement will be l..s than 1 inch with less
than 1/2 inch differential settlement between footings of similar
size, ::construction and loads. .
YBC seismic Desiqn
The following UBC seismic parameters should be incorporated into
seismic design:
Nearest Active Seismic Source (Type a Fault) - 1.8km + 2.0
krn = 3.8 km per ICBO Near-Source Zones 1998
Soil Type - So .
Near Source Factor N. -. 1.2
Near Source Factor N. - 1.5
SUMMARY
our description of grading and backfill operations, as well as
observations and testing services, were 1imi~ed to those grading
operations performed between December 4 and 5, 2000. 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 of our
responsibilities is in accordance with the City Grading Codes,
and applicable provisions of Appendix Chapter 33 of the UBe. The
pad is acceptable for its intended purpose.
The cut slope was constructed in low an9le sedimentary bedrock
without adverse bedding and is 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.
..
-s-
20330-01
Page 5
Respectfully Submitted,
Registration
WLS/LJF:ss
Attachments:
Index Map (2000-scale) - Page 2
Plate 1 - Test Location Plan ~30-scale)
Table I - Results of Compaction Tests
Table II - Summary of Maximum Density Testing
Distribution: Addressee (6)
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TABLE I
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RESULTS OF COMPACTION TESTS
JOB NO. 20330-01
NAME: KERR/SA WSOM
DATE: 12/30/00
TEST DATE DEPTH MOISTURE UNIT DRY RELATIVE SOIL DESCRIPTION
NO CONTENT DENSITY COMPACTION TYPE
(%j (PCF) (%)
,
1 12/4/00 1292 11.0 126.2 95.3 A KEY 1 ST LIFT
2 " 1294 12.6 125.3 94.6 " FILL SOUTH
3 12/5/00 1296 11.4 127.1 96.0 " FINISH PAD
4 " 1296 11.7 123.6 93.4 " OVERJFINISH
See plan for test locations.
SC-Sand Cone ASTM 0\556-64
"*Test Failed. See Retest.
DC-Drive Cylinder ASTM 02937-7\
Ji-Nuclear ASTM 3017-78
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TABLE II
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LABORATORY TEST RESULTS
JOB NO. 20330-01
NAME:KERR/SAWSOM
DATE: 12/30100
SOIL TYPE CLASSIFICA TION MAXIMUM OPTIMUM
DENSITY (PFC) MOISTURE (%)
'.
A ON-SITE DARK YELLOWISH BROWN 132.4 11.6
SILTY SAND WI TRACE OF CLAY
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