HomeMy WebLinkAboutParcel Map 30404 Proposed Rough Grading ReportT. . E. Soils Co.
Phone: (951) 894-2121 FAX. (951) 894-2122
41548 Eastman Drive, Unit G • Murrieta, CA 92562
August 31, 2007
Mr. Chuck Delgado
27349 Jefferson Avenue, Suite 201
Temecula, California 92590
SUBJECT: REPORT OF ROUGH GRADING
Proposed 2 -Single -Family Residential Parcels
30207 Santiago Road
APN: 945-080-009
Temecula, Riverside County, California
Work Order No. 1197701.22
Dear Mr. Delgado:
E-mail: thesoilsco@aol.com
In accordance with your request, we have prepared this Report of Rough Grading presenting the
results of our testing of the house pads located at the above subject site. Compaction test results are
included in this report in Appendix C, Table 1. The subject pads were graded in accordance with
the requirements of the City of Temecula and the 2001 California Building Code (CBC).
The 40 -scale "Site Plan" prepared by MDMG, Inc., of Temecula, California, was utilized during
grading to locate our field density tests. A reduced copy of the plan was utilized as a base map for
our test locations presented as Plate 1. Lewis Valley Contractors performed the grading operations.
ACCOMPANYING MAPS AND APPENDICES
Site Location Map - Figure 1
Density Test Location Map - Plate I
Appendix A - References
Appendix B - Laboratory Test Results
Appendix C - Results of Compaction Tests
T.H.E. Soils Co. Inc. W.O. 1197701.22
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Mr. Chuck Delgado
August 31, 2007
Page 2
Proposed Development
0
The proposed development calls for the construction of two single-family residences. Based on our
observation and the site plan, it is anticipated that the subject structures will be founded entirely in
properly compacted engineered fill material and that conventional footings and typical slab -on -
grade construction will be utilized.
Site Description
The subject site is located in the city of Temecula in Riverside County, California. The site is
bordered on the east by Ormsby Road, on the south by Santiago Road, and on the west and north by
large parcel single-family residential developments. The location of the site and surrounding area
are shown on our Site Location Map, Figure 1.
Prior to grading, the site consisted of moderately sloping terrain, which, for the most part, was
vacant and undeveloped. Vegetation on the subject site consisted of a sparse growth of annual
weeds and grasses, and overall relief at the site for the proposed development was approximately
60+ -ft.
GRADING PROCEDURES
Site Preparation
The subject pads were cleared of weeds and debris prior to commencement of grading, which were
disposed of offsite. The pads were overexcavated a minimum of 3.0 feet below pad grade and
extended approximately 5 -ft outside the building footprint. The contractor staked the limits of the
pad prior to overexcavation and recompaction.
A keyway for parcel l was established for the approximately 5 -foot high fill slope along the
southern portion of the proposed house pad. The keyway was established a minimum of 2 -feet into
medium dense native materials at the toe and tilted a minimum of 2% into the hillside. The earth
materials exposed at the keyway bottom were free of pinpoint pores and roots.
A second keyway for parcel 2 was established for the approximately 6 -foot high fill slope along the
southern portion of the proposed house pad. The keyway was established a minimum of 2 -feet into
medium dense native materials at the toe and tilted a minimum of 2% into the hillside. The earth
materials exposed at the keyway bottom were free of pinpoint pores and roots.
Prior to placement of fill within the removal, the bottoms were scarified a minimum of 12 -inches,
brought to near optimum moisture content, and compacted to at least 90% relative compaction as
determined by ASTM D-1557 test method. The fill materials were leveled and mixed by a D4
T.H.E. Soils Co. Inc. W.O. 1197701.22
1]
Mr. Chuck Delgado
August 31, 2007
Page 3
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dozer, a 623 scraper, a Cat blade and a loader, and compaction was achieved by wheel rolling by the
water truck and loader and track walking by the dozers, and incidental contact from the loaded and
unloaded scrapper.
TESTING PROCEDURES
Maximum Density Determinations
Maximum Density/Optimum Moisture determinations were performed in the laboratory on
representative samples of onsite soils used in the fill operations. The tests were performed in
accordance with ASTM 131557, Test Method A. Test results, which were utilized in determining
the degree of compaction achieved during fill placement, are presented in Appendix B, Table I.
Fill Soils
Soils utilized for compacted fill typically consisted of medium brown silty Sand (Unified Soils
Classification -SM) derived from onsite colluvial/alluvial soils and sedimentary bedrock units.
Compaction test results are presented in Appendix C, Results of Compaction Tests, Table I.
Cut/Fill Transitions
Rough grading operations at the site included overexcavation of the two house pads to a minimum
of 5 -ft outside the building footprint to a minimum of 3 -ft below finish grade elevation as staked by
the contractor, therefore, eliminating the cut/fill transition.
Fill and Cut Slove Construction
Fill slopes were constructed at a 2:1 (horizontal:vertical) slope ratio running along the southern
portion of the proposed house pad on Parcel 1 at a maximum height of 5 -ft. and on Parcel 2 at a
maximum height of 6-11. The fill slopes were constructed from existing colluvial/alluvial soils and
sedmentary bedrock units. Cut slopes were constructed at a 2:1 (horizontal:vertical) slope ratio on
the northerly portion of each pad at maximum heights of l I and 15 -ft.
Field Density Testing
Field density testing was performed in accordance with ASTM Test Method D2922-01 (nuclear
gauge). Areas failing to meet the minimum compaction requirements were reworked and retested
until the specified degree of compaction was achieved. The elevations and the results of the field
density tests are presented in Appendix C, Results of Compaction Tests, Table 1. The approximate
locations of the tests are shown on the Density Test Location Map, Plate 1.
T.H.E. Soils Co. Inc. W.O. 1197701.22
0
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Mr. Chuck Delgado
August 31, 2007
Page 4
Expansion Testing
0
Expansion testing was performed at the completion of rough grading on a representative near
surface soil sample obtained from each building pad area. The results, which are listed in Appendix
B, Table II indicate that the expansion potential for the onsite soils varied between 13 and 19,
which corresponds to a VERY LOW (0-20, Table 18-1-B, 2001 CBC) expansion potential.
Sulfate & Chloride Content
Soluble Sulfate Content testing was performed on a representative near surface soil sample exposed
at each pad surface. The test results varied between a 0.001 to 0.033 (% by weight) amount of
soluble sulfate, which equates to a negligible attack hazard (0.0 to 0.10 percentage by weight, Table
19-A-4, 2001 CBC). It is anticipated that, from a corrosivity standpoint, Type 11 Portland Cement
can be used for construction. Prime Testing Laboratory, Inc. of Murrieta, California performed
the laboratory testing and test results are presented in Appendix B, Table I11.
Additionally, the representative samples of the near surface soils were also tested for chloride
content. Chloride test results varied between 60 to 90 ppm (parts -per -million). T.H.E. Soils
Company, Inc. does not practice corrosion engineering. If specific information or evaluation relating
to the corrosivity of the onsite or any import soil is required, we recommend that a competent
corrosion engineer be retained to interpret or provide additional corrosion analysis and mitigation.
Prime Testing Laboratory, Inc. of Murrieta, California performed the testing; all test results are
presented in Appendix B, Table IV.
Foundation System Design
It is anticipated that the foundation elements should be founded entirely in properly compacted
materials. T.H.E. Soils Company, Inc. should perform a footing inspection, prior to
placement of reinforcement, to insure the proposed footing excavations are in conformance
with the job specifications.
The structural engineer should design all footings and concrete slabs in accordance with the
allowable foundation pressures and lateral bearing pressures presented for Class 4 soils on Table
18-1-A of the 2001 California Building Code (CBC). The allowable foundation and lateral
pressures shall not exceed the values set forth in Table 18-1-A for Class 4 soils unless data to
substantiate the use of higher values are submitted.
Where the site is prepared as recommended, the proposed structures may bear on continuous and
isolated footings. The footings should have a minimum width of 12 -inches, and be placed at least
T.H.E. Soils Co. Inc. W.O. 1197701.22
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Mr. Chuck Delgado
August 31, 2007
Page 5
0
12 -inches below the lowest final adjacent grade for one-story houses, with a minimum width of 12 -
inches, and be placed at least 18 -inches below the lowest final adjacent grade for two-story houses.
Footings may be designed for a maximum safe soil bearing pressure for Class 4 soils as per Table
18-1-A of the 2001 CBC for dead plus live loads.
Concrete slabs, in moisture sensitive areas, should be underlain with a vapor barrier consisting of
a minimum of six mil polyvinyl chloride membrane with all laps sealed. A 2 -inch layer of clean
sand should be placed above the moisture barrier. The 2 -inches of clean sand is recommended to
protect the six mil polyvinyl chloride moisture barrier and aid in the curing of the concrete.
Total settlements under static loads of footings supported on in-place bedrock materials and
sized for the allowable bearing pressures are not expected to exceed about 1/2 to 3/4 of 1 inch.
Differential settlements under dynamic loads of footings supported on properly compacted fill
materials and sized for the allowable bearing pressures are not expected to exceed 1/4 -inches for
a span of 40-fi. These settlements are expected to occur primarily during construction. Soil
engineering parameters for imported soil may vary.
Utility Trench Backfill
Utility trench backfill should be compacted to a minimum of 90% of the maximum dry density, as
determined by the ASTM 1557 test method. It is our opinion, that utility trench backfill consisting
of onsite or approved sandy soils can best be placed by mechanical compaction to a minimum of
90% of the maximum dry density. All trench excavations should be conducted in accordance with
Cal -OSHA standards, as a minimum.
The soils encountered during rough grading are generally classified as Type "C" soil in
accordance with the CAL/OSHA (California, State of 2007) excavation standards. Unless
specifically evaluated by the project engineering geologist, all temporary excavations should be
performed in accordance with CAL/OSHA (California, State of, 2007) excavation standards for
Type "C" soil. Based upon a soil classification of Type "C", the temporary excavations should
not be inclined steeper than 1.5:1 (horizontal: vertical) for a maximum depth of 20 -ft. For
temporary excavations deeper than 20 -ft or for conditions that differ from those described for
Type "C" in the CAL/OSHA excavation standards, the project geotechnical engineer should be
contacted.
Surface Drainage
Surface drainage should be directed away from foundations of buildings or appurtenant structures.
All drainage should be directed toward streets or approved permanent drainage devices. Where
landscaping and planters are proposed adjacent to foundations, subsurface drains should be
provided to prevent ponding or saturation of foundations by landscape water.
T.H.E. Soils Co. Inc. W.O. 1197701.22
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Mr. Chuck Delgado
August 31, 2007
Page 6
Construction Monitoring
0
Observation and testing, by T.H.E. Soils Company, Inc. is essential to verify compliance with
recommendations and to confirm that the geotechnical conditions encountered are consistent with
the recommendations of this report. T.H.E. Soils Company, Inc. should conduct construction
monitoring, at the following stages of construction:
• At completion of excavation of footings for foundations
• During till placement
• During utility trench backfill operations
LIMITATIONS
This report is issued with the understanding that it is the responsibility of the owner, or his
representative, to ensure that the information and recommendations contained herein are brought to
the attention of the project architect and engineer. The project architect or engineer should
incorporate such information and recommendations into the plans, and take the necessary steps to
see that the contractor and subcontractors carry out such recommendations in the field.
This firm does not practice or consult in the field of safety engineering. We do not direct the
contractor's operations, and we cannot be responsible for other than our own personnel on the site.
Therefore, the safety of others is the responsibility of the contractor. The contractor should notify
the owner if he considers any of the recommended actions presented herein to be unsafe. This firm
did not provide any surveying services at the subject site and does not represent that the building
locations, contours, elevations, or slopes are accurately depicted on the plans.
The findings of this report are valid as of the report date. However, changes in the conditions of a
property can occur with the passage of time, whether due to natural processes or the works of man
on this or adjacent properties. In addition, changes in applicable or appropriate standards may
occur, whether they result from legislation or the broadening of knowledge.
Accordingly, the findings of this report may be invalidated wholly or partially by changes outside
our control. Therefore, this report is subject to review and revision as changed conditions are
identified.
SUMMARY
Our description of rough grading operations, as well as testing services, is limited to rough grade
testing only between April 12, 2007 and June 22, 2007. The conclusions and recommendations
contained herein have been based upon our observation and testing, as noted. It is our opinion the
work performed in the areas denoted has generally been accomplished in accordance with the job
specifications and the requirements of the regulating agencies. No conclusions or warranties are
T.H.E. Soils Co. Inc. W.O. 1197701.22
0 0
Mr. Chuck Delgado
August 31, 2007
Page 7
made for the areas not tested or observed. This report is based on information obtained during
rough grading. No warranty as to the current conditions can be made. 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.
Very truly yours,
T.H.E. Soils Company, Inc. -INVI
[Rii25 1287{/)
y y/9�OrtAt- .
Jo . Frey hn inhart, RCE 23464
P ject Geolog Civt Enb' eer, Expires 12-31-07
L2an���n�tia}
J nes R. Harrison
roject Manager
JPF/JTR/JRH:jek
T.H.E. Soils Co. Inc. W.O. 1197701.22
0 0
APPENDIX A
References
T.H.E. Soils Co. Inc. W.O. 1197701.22
0
0
W.C. Hobbs, Consulting Engineer, 2006, "Evaluation of Slope Stability, Cut Slopes on Proposed
Grading and Street Improvement Plans, 30270 Santiago Road, City of Temecula, California,
Project No: 02019-2", dated December H, 2006.
W.C. Hobbs, Consulting Engineer, 2002, "Preliminary Soil Engineering Evaluation, Tentative
Parcel Map 30404, Portion of Lot 6 of PM 6807, 30270 Santiago Road, City of Temecula,
California, Project No: 02019-1," dated April 24, 2002.
T.H.E. Sods Co. Inc. W.O. 1197701.22
0
APPENDIX B
Laboratory Test Results
40
T.H.E. Soils Co. Inc. W.O. 1197701.22
0
TABLE
Maximum Density/Optimum Moisture
Test Location
Description
Lbs/Ft3
Moisture
1
Medium Brown Silty Sand
130.9
7.4
2
Grayish Brown Sandy Silt
129.5
8.5
3
Grayish Brown Clayey Silt
122.8
12.1
4
Olive Grey Sandy Silt
141.5
3.4
TABLE II
Expansion Index
Test Location
Expansion Index
Expansion Potential
Parcel 1
13
Very Low
Parcel 2
19
Very Low
—11
TABLE III
Soluble Sulfate
Test Location
Sulfate Content
Sulfate Hazard
Parcel 1
0.001 % by weight
Negligible
Parcel 2
0.033 % by weight
Negligible
TABLE IV
Corrosivity Suite
Test Location
Saturated Resistivity
pH
F Chloride
Content
Parcel1
3700
7.1
90 PPM
Parcel 2
2800
7.0
60 ppm
T.H.E. Soils Co Inc. N.O. 1197701.22
JUN -12-2007 11:56R FROM:PRIME TE G (951)892-2683 TO*42122
,m
Prime Testing, Inc.
38372 Innovation Ct Ste 102 Murrieta, CA 92563
ph (951) 894.2682 - fx (951) 894.2683
Client:
Report Date:
Client No:
Work Order:
Project No:
Project Name:
T.H.E. Soils Company
June 12, 2007
CO1
7F1
1197702.22
Delgado
Laboratory lest(s) Results Summary
The subject soil sample was processed in accordance with California Test Method
CTM 643 and tested for pH / Minimum Resistivity (CTM 643), Sulfate Content (CTM 417)
and Chloride Content (CTM 422). The test results follow.
Client Data
pH
Minimum
Resistivity
Sulfate
Content
Sulfate
Content
Chloride
Sample Location
(ohm -cm)
(mg/kg)
(/R bywgt)
30270 Santiago Rd., Lower Pad
7.1
1 3,700
10
0.001
g0
'ND=No Detection
We appreciate the opportunity to serve you. Please do not hesitate to contact us with any
questions or clarifications regarding these results or procedures.
�I
M
I
eacM8 M 1 ER
Ahmet K. Kaya, Laboratory Manager
P.2
Form No. 0.111
Rev,05/06
JUN -1-2007 01:15P FROM:PRIME TING (951)892-2683 T(JW42122
Prime Testing, Inc.
38372 Innovation Ct Ste 102 Murrieta, CA 92563
ph (951) 894-2682 • fx (951) 894.2693
Client:
Report Date:
Client No:
Work Order:
Project No:
Project Name:
T.H.E. Soils Company
3une 1, 2007
C01
7E6
1197701.22
Delgado
Laboratory Test(s) Results Summary
The subject soil sample was processed in accordance with California Test Method
CTM 643 and tested for pH / Minimum Resistivity (CTM 643), Sulfate Content (CTM 417)
and Chloride Content (CTM 422). The test results follow:
Client Data
pH
I Minimum
I Resistivity
Sulfate
Content
Sulfate
Content
I Chloride
Content
Sample Location
(ohm -cm)
(mg/kg)
(% by wgt)
(ppm)
F/G Pad
7.0
2,800
1 330
0.033
60
'ND -No Detection
We appreciate the opportunity to serve you. Please do not hesitate to contact us with any
questions or clarifications regarding these results or procedures.
az K r J-
Ahmet K. Kaya, Laboratory Manager
P.1
i
a,ce�¢.rian.�
M E M 0 E N Form No. 63R
---- Rev.05/06
i
I]
APPENDIX C
Results of Compaction Tests
0
T.H.E. Soils Co. Inc. W.O. 1197701.22
Job No. 1197701.22
0 9
TABLE I
RESULTS OF COMPACTION
DELGADO
August -07
Test
No.
Test
Date
Elev /
Depth
(ft.)
Moisture
Content
(%)
Unit Dry
Density
(PCF)
Rel.
Comp.
(%)
Soil
Type
Location
1
4/13/2007
1112.0
4.9
122.5
97
Na
1
SEE PLATE
2
4/13/2007
1114.0
4.9
123.8
98
NG
1
SEE PLATE
3
4/16/2007
1114.0
8.7
114.8
91
N
1
SEE PLATE
4
4/16/2007
1115.0
9.3
123.4
98
N
1
SEE PLATE
5
1 4/17/2007
1116.0
9.6
114.7
91
N
1
SEE PLATE
6
4/17/2007
1117.0
9.4
119.4
94
N
1
SEE PLATE
7
4/17/2007
1118.0
9.7
1 119.8
95
N
1
SEE PLATE
8
4/17/2007
1119.0
10.0
115.3
91
N
1
SEE PLATE
9
4/18/2007
1120.0
8.8
115.5
91
N
1
SEE PLATE
10
4/18/2007
1121.0
9.7
114.2
90
N
l
SEE PLATE
11
4/18/2007
122.0
8.9
116.1
92.N
l
SEE PLATE
12
1 4/18/2007
1123.0
9.4
120.1
95
N
l
SEE PLATE
13
4/19/2007
1124.0
1 9.9
113.8
90
N
I
SEE PLATE
14
4/19/2007
1124.0
8.8
120.8
95
N
1
SEE PLATE
15
4/19/2007
1102.0
5.6
107.7
85
No
1
SEE PLATE
16
4/19/2007
1108.0
5.2
112.8
89
Na
1
SEE PLATE
17
4/19/2007
1104.0
9.5
115.7
91.N
1
SEE PLATE
18
4/19/2007
1104.0
8.9
118.7
94
N
1
SEE PLATE
19
1 4/19/2007
1106.0
1 9.2
117.2
93
N
1
SEE PLATE
20
4/19/2007
1106.0
10.0
116.7
92
N
l
SEE PLATE
21
4/20/2007
1108.0
9.2
117.2
93
N
1
SEE PLATE
22
4/20/2007
1108.0
8.2
122.2
94
N
2
SEE PLATE
23
4/20/2007
1110.0
10.4
119.2
941N
t
SEE PLATE
24
4/20/2007
1110.0
11.0
120.1
95
N
l
SEE PLATE
25
4/20/2007
1112.0
12.6
118.5
94
N
t
SEE PLATE
26
4/20/2007
1112.0
9.3
116.4
92
N
I
SEE PLATE
27
4/23/2007
1114.0
11.7
117.2
93
N
1
SEE PLATE
28
4/23/2007
1114.0
10.8
125.6
97
N
2
SEE PLATE
29
4/23/2007
1116.0
10.0
121.1
96
N
1
SEE PLATE
30
4/23/2007
1116.0
1 10.6
118.3
94
N
1
SEE PLATE
31
4/23/2007
1118.0
9.1
117.9
93
N
1
SEE PLATE
32
4/23/2007
1118.0
8.8
120.4
95
N
1
SEE PLATE
SEE PLANS FOR DETAILS
SC -Sand Cone ASTM DI 556-64; DC-Dm,e Cylinder ASTM D2937-71; N -Nuclear ASTM D3017-93, and D2922-91; NG -Natural Ground +
85%- Passing Test; •'-Test Failed, See Retest
Job No. 1 197701.22
0 0
TABLE I
RESULTS OF COMPACTION
DELGADO
August -07
Test
No.
Test
I Date
Elev /
Depth
Moisture
Content
Unit Dry
Density
(PCF)
Rel.
Comp.
(%)
Soil
Type
Location
33
4/23/2007
1107.0
3.5
127.5
98
N
2
SEE PLATE
34
4/23/2007
1109.0
11.6
113.4
90
N
l I
SEE PLATE
35
4/24/2007
1126.0
8.9
119.6
95
N
1
SEE PLATE
36
4/24/2007
1126.0
9.2
120.7
95
N
1
SEE PLATE
37
1 4/24/2007
1120.0
9.7
117.1
931N
1
SEE PLATE
38
4/24/2007
1120.0
11.3
119.0
94
N
1
SEE PLATE
39
4/25/2007
1109.0
6.4
112.0
94
N
4
SEE PLATE
40
4/25/2007
1110.0
8.1
114.0
90
N
1
SEE PLATE
41
4/25/2007
1111.0
14.1
112.2
91
N
3
SEE PLATE
42
4/25/2007
1111.0
8.1
121.1
96
N
1
SEE PLATE
43
4/25/2007
1112.0
6.7
115.6
91,N
1
SEE PLATE
44
4/25/2007
1112.0
7.8
115.1
91
N
1
SEE PLATE
45
4/26/2007
1114.0
7.8
111.3
94
N
4
SEE PLATE
46
4/26/2007
1114.0
8.2
115.1
91
N
1
SEE PLATE
47
4/26/2007
1116.0
9.9
118.4
94
N
1
SEE PLATE
48
4/26/2007
1116.0
8.1
122.2
97
N
1
SEE PLATE
49
4/26/2007
1118.0
8.3
124.9
96,N
2
SEE PLATE
50
4/26/2007
1118.0
8.4
121.4
94
N
2
SEE PLATE
51
4/27/2007
1120.0
8.0
114.2
90
N
1
SEE PLATE
52
4/27/2007
1120.0
7.4
117.2
93
N
1
SEE PLATE
53
4/27/2007
1122.0
9.8
1 116.5
92
N
1
SEE PLATE
54
4/27/2007
1122.0
9.2
119.8
95
N
1
I SEE PLATE
55
4/27/2007
1122.0
7.5
121.6
941N
2
SEE PLATE
56
4/27/2007
1122.0
7.8
123.1
97
N
1
SEE PLATE
57
4/30/2007
1124.0
10.0
116.3
92
N
1
SEE PLATE
58
4/30/2007
1124.0
11.6
111.5
91
N
3
SEE PLATE
59
4/30/2007
1124.0
13.2
113.5
90
N
1
SEE PLATE
60
4/30/2007
1124.0
8.8
116.7
92
N
i
SEE PLATE
61
5/1/2007
1125.0
9.7
121.8
96
N
1
SEE PLATE
62
5/1/2007
1 1125.0
9.8
120.6
95
N
1
SEE PLATE
63
5/1/2007
1125.0
10.7
116.2
92
N
1
SEE PLATE
64
5/1/2007
1125.0
7.7
120.3
95
N
1
SEE PLATE
SEE PLANS FOR DETAILS
SC -Sand Cone ASTM D1556-64; DC -Drive Cylinder ASTM D2937-71, N -Nuclear ASTM D3017-93, and D2922-91; NG-Nalural Ground+
85%= Passing Test; **-Test Failed, See Retest
Job No. 1197701.22
0 0
TABLE I
RESULTS OF COMPACTION
DELGADO
August -07
Test
No.
Test
Date
Elev /
Depth
(ft.)
Moisture
Content
(%)
Unit Dry
Density
(PCF)
Rel.
Comp.
(%)
Soil
Type
Location
65
5/3/2007
1124.0
7.4
114.0
90
N
1
SEE PLATE
66
5/3/2007
1129.0
4.5
115.9
92
N
1
SEE PLATE
67
5/4/2007
1127.0
8.0
122.7
97
N
I
SEE PLATE
68
5/4/2007
1127.0
8.0
123.2
97
N
l j
SEE PLATE
69
5/4/2007
1127.0
7.3
122.0
96
N
1
SEE PLATE
70
5/4/2007
1127.0
10.2
120.8
95
N
1
SEE PLATE
71
5/7/2007
1129.0
7.4
119.1
94
N
l
SEE PLATE
72
5/7/2007
1129.0
7.2
119.7
95
N
I
SEE PLATE
73
5/7/2007
1129.0
7.8
120.2
95
N
1
SEE PLATE
74
5/7/2007
1129.0
7.7
120.0
95.N
1
SEE PLATE
75
5/8/2007
1130.0
FG
120.1
95
N
1
SEE PLATE
76
5/8/2007
1130.0
FG
121.7
96
N
I
SEE PLATE
77
5/8/2007
1130.0
FG
119.7
95
N
1
SEE PLATE
78
5/8/2007
1130.0
FG
119.8
95
N
1
SEE PLATE
79
5/9/2007
1130.0
FG
119.7
95
N
1
SEE PLATE
80
5/9/2007
1130.0
1 FG
111.2
941N
4
SEE PLATE
81
5/9/2007
1130.0
FG
110.9
94
N
4
SEE PLATE
82
5/10/2007
1130.0
FG
112.2
95
N
4
SEE PLATE
83
5/10/2007
1130.0
FG
112.8
95
N
4
SEE PLATE
84
5/11/2007
1132.0
FG
113.2
95
N
4
SEE PLATE
85
5/11/2007
1132.0
FG
112.9
95
N
4
SEE PLATE
86
5/11/2007
1132.0
FG
117.0
92.N
1
SEE PLATE
87
5/22/2007
1092.0
12.8
111.4
94
N
4
SEE PLATE
88
5/22/2007
1092.0
8.0
113.5
90
N
1
SEE PLATE
89
5/22/2007
1098.0
4.3
109.4
92
N
4
SEE PLATE
90
5/22/2007
1102.0
4.0
113.6
90
N
1
SEE PLATE
91
5/22/2007
1094.0
9.5
116.4
92
N
1
SEE PLATE
92
5/23/2007
1094.0
12.1
113.1
95
N
4
SEE PLATE
93
5/23/2007
1096.0
10.7
115.6
91
N
l
SEE PLATE
94
5/23/2007
1096.0
9.1
114.0
90
N
l
SEE PLATE
95
5/23/2007
1098.0
11.0
119.6
95
N
1
SEE PLATE
96
5/23/2007
1098.0
11.5
114.6
91
N
1
SEE PLATE
SEE PLANS FOR DETAILS
SC -Sand Cone ASTM D1556-64; DC -Drive Cylinder ASTM D2937-71; N -Nuclear ASTM D3017-93, and D2922-91; NG -Natural Ground +
85%= Passing Test; **-Test Failed, See Retest
Job No. 1197701.22
0 0
TABLE I
RESULTS OF COMPACTION
DELGADO
August -07
Test
No.
Test
Date
Elev /
Depth
(ft.)
Moisture
Content
(%)
Unit Dry
Density
(PCF)
Rel.
Comp.
(%)
Soil
Type
Location
97
5/23/2007
1100.0
11.1
116.4
92
N
1
SEE PLATE
98
5/23/2007
1100.0
11.5
117.5
93
N
1
SEE PLATE
99
5/23/2007
1102.0
11.6
117.7
93
N
1
SEE PLATE
100
5/23/2007
1102.0
8.5
121.3
96
N
1
SEE PLATE
101
5/23/2007
1101.0
3.4
115.2
91
N
1
SEE PLATE
102
5/23/2007
1101.0
1.4
109.0
92
N
4
SEE PLATE
103
5/24/2007
1103.0
11.4
117.0
92
N
1
SEE PLATE
104
5/24/2007
1103.0
11.0
114.7
91
N
1
SEE PLATE
105
5/24/2007
1104.0
8.3
113.6
90
N
1
SEE PLATE
106
5/24/2007
1104.0
12.1
113.3
90.N
l
SEE PLATE
107
5/24/2007
1104.0
9.7
116.8
92
N
1
SEE PLATE
108
5/24/2007
1104.0
1 10.6
118.1
93
N
1
SEE PLATE
109
5/24/2007
1100.0
11.4
119.2
94
N
I
SEE PLATE
110
5/24/2007
1102.0
9.9
117.0
92
N
1
SEE PLATE
111
5/24/2007
1100.0
3.2
116.2
92
N
1
SEE PLATE
112
5/24/2007
1096.0
2.2
113.6
90
N
1
SEE PLATE
113
1 5/24/2007
1104.0
9.7
115.1
91
N
1
I SEE PLATE
114
5/24/2007
1104.0
1 9.8
116.3
92
N
1
SEE PLATE
115
5/24/2007
1106.0
9.6
115.8
92
N
1
SEE PLATE
116
5/24/2007
1106.0
8.6
113.4
90
N
1
SEE PLATE
117
5/24/2007
1098.0
7.4
1 l L8
94
N
4
SEE PLATE
118
5/24/2007
1100.0
9.6
117.4
93
N
1
SEE PLATE
119
5/24/2007
1102.0
6.9
110.3
931N
4
SEE PLATE
120
5/25/2007
1104.0
7.7
116.8
92
N
1
SEE PLATE
121
5/25/2007
1104.0
8.6
119.3
94
N
1
SEE PLATE
122
5/25/2007
1106.0
8.2
120.1
95
N
l
SEE PLATE
123
5/25/2007
1106.0
9.2
119.0
94
N
1
SEE PLATE
124
5/25/2007
1108.0
10.5
1 118.6
94
N
I
SEE PLATE
125
5/25/2007
1108.0
10.3
117.7
93
N
1
SEE PLATE
126
5/25/2007
1108.0
13.9
115.9
1 92
N
1
I SEE PLATE
127
5/25/2007
1108.0
12.2
112.2
1 91
INI
3
1 SEE PLATE
128
5/25/2007
1098.0
6.7
112.6
1 921NI
3
1 SEE PLATE
SEE PLANS FOR DETAILS
SC -Sand Cone ASTM D1556-64; DC -Drive Cylinder ASTM D2937-71; N -Nuclear ASTM D3017-93, and D2922-91; NG -Natural Ground+
95%= Passing Test; **-Test Failed, See Retest
Job No. 1197701.22
0
TABLE I
RESULTS OF COMPACTION
DELGADO
August -07
Test
No.
Test Elev /
Date Depth
Moisture
Content
Unit Dry
Density
(PCF)
Rel.Soil
Comp. Type
(%)
Location
129
5/25/2007 1104.0
11.9
114.6
93
N 3
SEE PLATE
130
5/25/2007 1100.0
12.5
114.3
90
N 1
SEE PLATE
131
5/25/2007 1102.0
7.1
109.6
92
N 4
SEE PLATE
132
5/29/2007 1104.0
8.8
115.3
91
N l
SEE PLATE
133
1 5/29/2007 1104.0
9.3
116.8
921N
1
SEE PLATE
134
5/29/2007 1106.0
9.7
117.0
92
N 1
SEE PLATE
135
5/29/2007 1106.0
10.1
115.1
91
N l
SEE PLATE
136
5/29/2007 1108.0
10.6
119.7
95
N I
SEE PLATE
137
5/30/2007 1108.0
10.7
119.3
94
N 1
SEE PLATE
138
5/30/2007 1108.0
10.8
121.8
96
N 1
SEE PLATE
139
1 5/30/2007 1108.0
1 11.6
119.1
941N
1
SEE PLATE
140
5/30/2007 1108.0
10.3
121.6
96
N 1
I SEE PLATE
141
5/30/2007 1108.0
10.4
119.4
94
N 1
SEE PLATE
142
5/30/2007 FG
9.9
120.4
95
N 1
SEE PLATE
143
5/30/2007 FG
8.5
124.5
98
N 1
SEE PLATE
144
5/30/2007 FG
11.6
118.1
93
N 1
SEE PLATE
145
5/30/2007 FG
10.9
119.5
94
N l
SEE PLATE
146
5/30/2007 FG
12.0
118.2
93
N 1
SEE PLATE
147
6/22/2007 FG
10.1
112.1
91
N 3
SEE PLATE
148
6/22/2007 FG
12.0
110.0
1 901N!
3
SEE PLATE
SEE PLANS FOR DETAILS
SC -Sand Cone ASTM DI556-64; DC -Drive Cylinder ASTM D2937-71; N -Nuclear ASTM D3017-93, and D2922-91; NG -Natural Ground+
85%= Passing Test; **-Test Failed, See Retest