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4••i GEOTECHNOLOGY
t LABORATORY, INC.
September 12, 2000
S & W Development
20547 Walnut Drive, Unit D
Walnut, California 91789
Attention: Mr. Simon Shum
Subject: Soils Compaction Report
2501 Crowfoot Lane, Diamond Bar, California
EGL Project Number: 99-181-006C
Reference: 1. Report of Geotechnical and Geological Investigation for the subject site, by
Environmental Geotechnology Laboratory, Inc., Project No.: 99-181-006EG,
dated August 30, 2000
2. Final As -Graded Geologic Report, Rough Grading completed, Tract 3057.7
Diamond Bar, California. Prepared by Robert Stone & Associates, Report No.:
1-68-303-44, Dated September 24, 1971
3. Grading Plan of the sbject site prepared by EGL Associates, dated May 30,
2000
Gentlemen:
This report presents results of our field density test performed on the proposed building pad at the
subject site. The building pad was constructed for a residential structure foundation. The site
conditions, field and laboratory test results, and post -grading recommendations are presented as
follows: .
SITE CONDITION
The project site is located on the west side of Crowfoot Lane in the City of Diamond Bar,
California. The proposed building pad, as shown on the attached Site Plan (Figure 1), was
excavated to a maximum depth of 6 feet below existing grade. A shear key was constructed at
the toe of the fillslope generally per the approved grading plan (EGL Associates, 1999). The
shear key is 14 feet wide and 6 feet deep. A 4-inch perforated PVC pipe is placed at the back of
the shear key. Competent olive brown clayey soils were exposed at the bottom of the shear key.
The shear key bottom is founded on the compacted fill which was inspected by Robert Stone &
Associates (1971).
Prior to all backfill, EGL field personnel had checked soil surface receiving fills to ensure
clearance of non -acceptable debris. The exposed onsite soils consist mainly of olive brown silty
clay (CL). Onsite and imported soils were used as fill materials.
11823 5lauson Avenue, Unit 18, Sanfa Fe Springs, CA 90670, Phone: 562-945-0689, Fax: 562-945-0364
S & W Development Page 2
EGL Project Number: 99-181-006C September 12, 2000
MELD DENSITY TE
Field density test was performed using the Nuclear Gage Method (ASTM D-2922-91 and D-
3017-88) and/or Sand Cone Method (ASTM D-1556-90). The field density test results are
presented in Table I on page 4. Approximate locations of the test are shown on the enclosed
Site Plan (Figure 1)
2. Field density tests were performed at random locations to check compaction effort provided
by the contractor. The test results exceeded minimum required relative compaction of 90
percent. The test results herein are considered representative of the compacted area.
3. The onsite soils consist mainly of olive brown silty clay. The soils were verified to match with
the laboratory tested samples.
4. The compacted fill is considered adequate for its intended use.
LABORATORY TESTING
The laboratory maximum dry density and optimum moisture content for the onsite soil were
determined according to laboratory standard ASTM D-1557-91. The following table presents the
test result of representative soil samples collected from the subject site:
TABLE 11
LABORATORY TEST RESULTS
Soil Type Maximum Dry Density
p'cf)
Optimum Moisture
Content
A -dark brown clayey silt (ML) 115.0 14.0
B- dark brown clayey silt (ML) 120.0 11.0
C-dark brown silty clay (CL) 100.0 20.0
POST -GRADING RECOMMENDATIONS
1. All utility backfill should be brought to near optimum moisture content and then compacted to
obtain a minimum relative compaction of 90 percent of the laboratory standard.
2. Soils generated from footing excavations to be used on onsite should be compacted to 90
percent minimum relative compaction, whether it is to be placed in landscape areas or within
areas to be improved. This material must not alter positive drainage patterns away from the
structural areas.
11823 Siauson Avenue, Unit 18, Santa Fe Springs, California 90670
Phone: (562) 945-0689; Fax: (562) 945-0364
S & W Development Page 3
EGL Project Number: 99-181-006C September 12, 2000
3. All trench excavations should conform to CAL -OSHA and local safety codes.
REGULATORY COMPLIANCE
This report presents information and data relative to the grading and placement of compacted fill
at the subject site. Representative(s) of this firm conducted periodic tests during the progress of
the construction in an effort to determine whether compliance with the County's grading
specifications was being obtained. The presence of our personnel during the work progress did
not involve any direct supervision of the contractor or his work forces and does not relieve the
contractor of the primary responsibility to perform all work in accordance with the project
specifications and Code requirements. Completed work under the purview of this report is
considered suitable and adequate for the intended use from a geotechnical point of view.
Conditions of the referenced report remain applicable unless specifically superceded herein.
This opportunity to be of service is appreciated. If you should have any questions, please call the
undersigned.
Respectfully submitted,
Environmental Geotechnology Laboratory Inc. (EGL)
Hank Jong, GE 2305 QRQFES$/D , Principal EngineerS1NG-L/ F2
Encl.: Figure I — Site Plan'" O2 rri
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Slauson Avenue YYUnit 18, Santa Fe California 9067 Springs, t-.,. ,
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Phone: (
562) 945-0689; Fax: (562) 945-0364
S & W Development
EGL Project Number: 99-181-006C
TABLE I
FIELD DENSITY TEST SUMMARY
Page 4
September 12, 2000
Test
No.
Test
Date
Test
Location
Elevation
ft)
Moisture
Content.
N
Dry
Density
pcf)
Relative
Compaction
a)
Soil
Type
Remark
X-1 06/12/00 Shear key 1046.0 12.0 105.3 91.6 A N
X-2 06/12/00 Shear key 1048.0 12.1 103.9 90.4 A N
X-3 06/12/00 Shear key 1050.0 12.6 104.9 91.3 A N
X-4 06/13/00 Shear key 1052.0 14.9 104.8 91.2 A N
X-5 06/13/00 Shear key 1054.0 14.2 105.2 91.5 A S
X-6 06/14/00 Shear key 1056.0 14.6 105.3 91.6 A N
X-7 06/15/00 Shear key 1058.0 12.6 104.0 90.5 A N
X-8- 06/15/00 Shear key 1060.0 13.5 104.3 90.7 A N
X-9 06/15/00 Shear key 1062.0 15.9 104.4 90.8 A S
X-10 06/15/00 Shear key 1064.0 15.4 104.5 90.9 A N
X-11 06/15/00 Shear key 1066.0 16.2 105.2 91.5 A N
X-12 06/16/00 Slope fill 1068.0 15.8 104.6 91.0 A N
X-13 06/16/00 Slope fill 1070.0 14.1 105.5 91.8 A S
X-14 06/19/00 Slope fill 1070.0 14.6 105.4 91.7 A N
X-15 06/19/00 Slope fill 1072.0 13.5 105.2 91.5 A N
X-16 06/20/00 Slope fill 1072.0 12.1 108.9 90.8 B N
X-17 06/20/00 Slope fill 1072.0 12.5 109.2 91.0 B N
X-18 06/20/00 Slope fill 1074.0 13.2 109.5 91.3 B N
X-19 06/20/00 Slope fill 1074.0 11.4 109.0 90.9 B N
X-20 06/21/00 Slope fill 1076.0 12.7 108.6 90.5 B N
X-21 06/21/00 Slope fill 1078.0 11.9 109.6 91.4 B N
X-22 06/21/00 Slope fill 1080,0 13.0 109.0 90.9 B S
X-23 06/22/00 Slope fill 1082.0 12.1 108.9 90.8 B S
X-24 06/22/00 Slope fill 1082.0 12.5 110.5 92.1 B N
X-25 06/22/00 Slope fill 1082.0 10.9 109.0 90.9 B N
11823 Slauson Avenue, Unit 18, Santa Fe Springs, California 90670
Phone: (562) 945-0689-1 Fax: (562) 945-0364
S & W Development page 5
EGL Project Number: 99-181-006C September 12, 2000
Test
No.
Test '
Date
Test
Location
Elevation
ft)
Moisture
Content
Dr
Density.
pcf)
Relative
Compaction
N
SoiVx
Type
Remark
X-26 08/09/00 Slope fill 1084,0 10.5 109.9 91.6 B N
X-27 08/09/00 Slope fill 1084.0 11.7 109.0 90.9 B S
X-28 08/09/00 Slope fill 1086.0 12.3 108.8 90.7 B N
X-29 08/09/00 Slope fill 1086.0 11.1 109.E 91.4 B N
X-30 08/10/00 Slope fill 1088.0 12.6 108.4 90.4 B N
X-31 08/10/00 Slope fill 1088.0 12.2 110.0 91.7 B N
X-32 08/15/00 Slope fill 1086.0 19.2 90.4 90.4 C N
X-33 08/15/00 Slope fill 1086.0 18.7 91.7 91.7 C N
X-34 08/15/00 Slope fill 1088.0 21.4 91.3 91.3 C S
X-35 08/15/00 Slope fill 1088.0 21.7 91.1 91.1 C N
X-36 08/23/00 Slope fill 1089.0 20.3 90.4 90.4 C N
X-37 08/23/00 Slope fill 1089.0 21.4 91.7 91.7 C N
X-38 08/23/00 Pad FG 19.5 91.1 91.1 C N
X-39 08/23/00 Pad FG 19.1 91.4 91.4 C N
X-40 08/23/00 Pad FG 20.4 90.2 90.2 C N
11823 Slauson Avenue, Unit 18, Santa Fe Springs, California 90670
Phone: (562) 945-0689; Fax: (562) 945-0364
1—
9
MIN
LAME
Scale as shown
LEGEND
X-2 Approximate Location of Field Density Test
Limit of fill placed under purview
of this report
Environmental Project Location:
Geotechnology 2501 Crowfoot Lane,
Laboratory
Diamond Bar, California
1i '
0s/oo
SITE PLAN
FIGURE 1