HomeMy WebLinkAboutSDP 92-06E; SEASIDE ESTATES; GRADING REPORT LOTS 1-138; 1996-05-09•
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[I] PACIFIC SOILS ENGINEERING1 INC.
7715 CONVOY COURT, SAN DIEGO, CALIFORNIA 92111
TELEPHONE: (619) 560-1713, FAX: (619) 560-0380 . .
SAMBI SEASIDE HEIGHTS
%CDC
370 Ampola Avenue -Suite 209
Torrance, CA. 90501 May 9, 1996
Attention: Mr. Charles Mallon
Work Order 400224GR
CT-92-02
Subject:
References:
Gentlemen:
Project Grading Report for Lots 1 thru 138,
inclusive, Sambi Seaside Heights Project,
in the City of Carlsbad, California
See Appendix
This report presents geotechnical data and testing results pertaining to the completion
of mass grading operations for lots 1 through 138, inclusive, of the Sambi Seaside
Heights project, located in the City of Carlsbad, California.
Cut and fill grading operations were utilized to develop lots 1 through 138 and public
street areas at the Sambi Seaside Heights project.
Data developed during this phase of grading is summarized in the text of this report, on
the enclosed 40-scale grading plans as prepared by O'Day Consultants (sheets 5, 6
and 7 of 23), Table I and Table II.
CORPORATE HEADQUARTERS
TEL. (714) 220-0770
FAX. (714) 220-9589
LOS ANGELES COUNTY
TEL: (213) 325-7272 or 775-6771
FAX: (714) 220-9589
RIVERSIDE COUNTY
TEL: (909) 676-8195
FAX: (909) 676-1879
SOUTH ORANGE COUNTY
TEL: (714) 730-2122
FAX: (714) 730-5191
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Work Order 400224GR
May 9, 1996
Page2
Also presented herein are the foundation and slab design recommendations based
upon field and laboratory testing of as-graded soil conditions.
All cuts, fills and processing of original ground covered by this report have been com-
pleted under Pacific Soils Engineering, lnc.'s (PSE's) testing and observation. Based
upon the testing and observation, the work is considered to be in general compliance
with the City of Carlsbad grading code criteria, the approved grading plans, and the
preliminary soils reports (Pacific Soils Engineering, Inc., 1995 and 1989) .
All slopes are considered surficially and grossly stable and will remain so under normal
conditions. To reduce exposure to erosion, landscaping of all graded slopes should be
accomplished as soon as possible. Drainage berms and swales should be established
and maintained to aid in long term slope protection .
PACIFIC SOILS ENGINEERING, INC,
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Work Order 400224GR
May 9, 1996
Geologic Units
Page 3
ENGINEERING GEOLOGY
The geologic units encountered during the grading of lots 1 through 138 of Sambi Sea-
side Heights include previously placed uncompacted artificial fill, topsoil, colluvium/allu-
vium, terrace deposit and Santiago and Del Mar Formations. These geologic mapping
• units follow those by Eisenberg (1985). The following is a brief description of these
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units. Their distribution is approximately shown on sheets 5, 6 and 7 of 23. Surveyed
removal depths are shown on these grading plans .
Artificial Fill -Uncompacted (No Map Symbol)
Undocumented artificial fill occurred in several areas over the site. All uncompacted fill
was completely removed to competent native materials prior to the placement of com-
pacted fill. Thicknesses ranged from one-half (1/2) to five (5) feet.
Topsoil (No Map Symbol)
• A dark brown soil blanketed the site. The soil consisted of predominately clayey sand
to sandy clay, and was one (1) to four (4) feet thick. Topsoils were removed prior to
compacted fill placement.
• Alluvium/Colluvium (No Map Symbol)
Alluvium/colluvium and slopewash occupied the drainages onsite. Removal of these
soils was accomplished prior to the placement of compacted fill. Removal depths var-
• ied between three (3) to fifteen (15) feet based upon the survey information. This in-
formation has been transferred to the enclosed sheet 5 through 7 of 23 .
• PACIFIC SOILS ENG11NEERING, INC.
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Work Order 400224GR
May 9, 1996
Terrace deposit (Map Symbol Qt)
Page4
Marine terrace deposits consists of reddish brown, mottled, massive clayey sands. The
unit is dense and slightly moist. In general, the upper two (2) to four (4) feet was high-
ly weathered and it was removed prior to the placement of compacted fill.
This terrace deposit has been identified by Eisenberg (1985) as the Magdalena marine
terrace. Comparison of terrace elevations to work by Shakleton and Opdyke (1973)
suggests the Magdalena terrace probably represents the stage 9 Pleistocene sea-level
high stand deposit which is estimated to be about 650,000 years old.
Scripps Formation (Map Symbol Ts)
The Eocene Scripps Formation, mapped by Eisenberg (1985), is a light colored,
medium-to fine-grained sandstone with interbeds of darker colored sandy siltstones
and claystones. Typically the unit is moderately hard and damp. The upper one (1) to
• four (4) feet of Scripps Formation was highly weathered and it was removed prior to the
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placement of compacted fill.
Del Mar Formation (Map Symbol Td)
The Eocene Del Mar Formation has been mapped in the project area by Eisenberg
(1985). It consists of a light gray brown, fine-grained, micaceous sandstone and me-
dium brown claystone. The unit is typically moderately hard and damp. The upper one
(1) to four (4) feet of Del Mar Formation was highly weathered and it was removed prior
to the placement of compacted fill.
PACIFIC SOILS ENCIINEERINCI, INC.
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Work Order 400224GR
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Structure
Page 5
Bedding dips in the Scripps and Del Mar Formations were observed to range from 6 to
40 degrees. Dip directions are quite variable .
During project grading, a northeast trending fault zone was observed to be present in
the central portion of the project (sheet 7). Geologic mapping indicates that this is a
wide fault zone consisting of numerous discontinuous shears. The principal shear is
marked by the juxtaposition of Del Mar Formation against Scripps Formation.
As part of PS E's evaluation of this fault zone, trenching operations were undertaken
during grading. Two trenches were excavated, offsite, immediately north and south of
the project boundaries (sheet 7) where upper soil horizons were present and not dis-
turbed by project grading operations. The logs of these trenches are shown on the en-
closed Plate 1 .
Trench 1, located just north of the northern site boundary, was excavated across the
faulted Del Mar/Scripps Formation contact. This stratigraphy follows mapping work by
Eisenberg (1985). He has mapped this west dipping, northeast trending fault with nor-
mal displacement. The sense of displacement across the principal fault was not dis-
cernible in Trench 1 due to the lack of slickensides and/or correlable units. However,
a large exposure temporarily created in the adjacent cut slope revealed synthetic-type
faulting, east of the potential shear, suggesting extensional forces with normal faulting.
If Del Mar Formation is normally faulted against Scripps Formation, then at this location
Del Mar Formation must have interfingered with Scripps Formation because the Del
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Work Order 400224GR
May 9, 1996
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Mar is stratigraphically lower than Scripps. This suggests a limited amount of displace-
ment. A component of a strike-slip displacement could also account for this Del
Mar/Scripps juxtaposition .
Trench 1 exposed multiple horizons of unfaulted, older colluvium/paleosols capping the
principal shear and several secondary faults. Based upon the degree of soil structure
development and oxidation, the oldest colluvium/paleosol units are judged to be early
Holocene to late Pleistocene in age .
Trench 2 is located just south of the southern site boundary (sheet 7). It was excavated
across the projection of the principal shear trace and in a location which was suspect of
faulting due to strong mottling in the stage 9 terrace deposit. This mottling was ob-
served in exposures created during grading/removal operations. Logging of trench 2
revealed paleosols overlying a thick terrace deposit (Plate 1 ). Both units were ob-
served to be not faulted.
Based upon: 1) the above discussion; 2) lack of features on aerial photographs such
as linear topography, closed depressions, deflected drainages, etc. which are indica-
tive of active faulting; 3) lack of deflection in the Pleistocene beach ridges in the area,
as observed during the analysis of aerial photographs and topographic maps; 4) re-
view by Dr. Roy J. Shlemon of Trenches 1 and 2, the drafted logs (Plate 1) including
soil profiles and field documentation, nearby onsite cut slopes, geomorphic setting and
lineament analyses; and 5) review of pertinent geologic literature, the onsite faults at
Sambi Seaside Heights are judged to be not active(> 11,000 years). Accordingly,
these faults do not present a constraint to site development.
PACIFIC SOILS ENGINEERING, INC.
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Work Order 400224GR
May 9, 1996
Corrective Grading
Page 7
Due to the presence of expansive claystone, the south-facing cut slope at the back of
lots 127 through 135 was replaced with a stabilization fill (sheets 6 and 7). This stabi-
lization fill was constructed as per the recommendations outlined in Pacific Soils Engi-
neering, Inc. (1995). A 4-inch heel drain was provided. The surveyed location is
shown on sheets 6 and 7.
Subdrains
Canyon subdrains were constructed at the locations and elevations indicated on the
enclosed grading plans. A 4-inch fill-over-cut keyway heel drain was constructed on
lots 29 through 31 (sheet 6). The surveyed location is shown on sheet 6. All drains
were constructed as per the recommendations outlined in Pacific Soils Engineering,
Inc. (1995).
Conclusions
From an engineering geologic viewpoint, lots 1 through 138 of Sambi Seaside Heights
are suitable for their intended residential use .
PACIFIC SOILS ENGINEERING, INC,
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Work Order 400224GR
May 9, 1996
Page 8
A .
1.
2.
3 .
SOILS ENGINEERING
PROJECT GRADING
Compaction test results are presented in Table I and the approximate locations
of tests are shown on the 40-scale grading plans prepared by O'Day Consultants
(sheets 5 through 7 of 23).
Cleanouts to competent, in-place terrace deposit, Santiago Formation and Del
Mar Formation were accomplished in all fill areas during this phase of grading .
Prior to placement of compacted fill, the exposed surface was scarified, mois-
ture conditioned to a minimum of optimum moisture or slightly above, and com-
pacted in-place to a minimum of 90 of the laboratory maximum density (ASTM:D
1557-91 ).
Fill consisting of the soil types indicated in Table I was placed in thin lifts, mois-
ture conditioned to optimum or slightly above, and compacted in-place to a mini-
mum of 90 percent of the laboratory standard (ASTM: D 1557-91 ). This was
accomplished utilizing self-propelled, rubber-tired and sheepsfoot compactors
along with heavy earth moving equipment. Each succeeding fill lift was treated
in a like manner .
PACIFIC SDILS ENCIINEERINGI, INC,
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Work Order 400224GR
May 9, 1996
Page 9
4 .
5 .
Fill materials placed on slope gradients steeper than 5-horizontal to 1-vertical
were keyed and benched into the terrace deposit, Santiago Formation or Del
Mar Formation. The upper soils were stripped and benched out on the shallow
slopes in such a manner that all compacted fill is in contact with intact terrace
deposit, Santiago Formation or Del Mar Formation.
During mass grading removals, excavations, cleanouts and processing in pre-
paring fill areas were observed by this firm's representative prior to placement of
fill. Based on those observations all fills are deemed to be supported by in-
place terrace deposit, Santiago Formation or Del Mar Formation
6. Compaction tests were taken for each one (1) and two (2) feet of fill placed. The
approximate maximum vertical depth of fill placed during grading of the subject
lots is on the order of 37 feet beneath lot 47. The approximate maximum vertical
depth of fill on individual lots is summarized in Table II.
7. Lots 7, 11 through 21, 25, 26, 34, 35, 80, 81, 88, 89, 102, 103, 119, 120 and 123
through 131 were cut/fill transition lots on which the cut portion of the lot was
overexcavated a minimum of 36 inches and replaced with compacted fill. Lots 1
through 6, 8 through 10, 31 through 33, 132 through 138 were originally cut lots
which were overexcavated a minimum of 36 inches and replaced with compacted
fill due to unsuitable soils exposed at grade .
PACIFIC SOILS ENCIINEEAINGI, INC,
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Work Order 400224GR
May 9, 1996
Page 10
8 .
9.
10.
The fill slopes were built approximately on-grade and backrolled at approximate-
ly four (4) foot vertical increments with a sheepsfoot compactor. Upon grading
completion, the slopes were trimmed to grade, and further compacted by track
walking .
Finish slope surfaces have been probed and/or tested and the slopes are con-
sidered to satisfy the project requirements, and grading codes of the City of
Carlsbad. The materials utilized to construct the fill slopes are granular in na-
ture and subject to potential erosion. As such, landscaping and irrigation man-
agement are important elements in the long term performance of slopes and
should be established and maintained as soon as possible .
Cut slopes were examined by an engineering geologist and are considered
grossly and surficially stable .
B. PROPOSED DEVELOPMENT
• The subject site is programmed for residential use. One-and two-story, wood
frame, single family dwelling units are proposed. Slab-on-grade conventional or
post-tensioned foundation systems are to be utilized for support of the
• structures .
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Work Order 400224GR
May 9, 1996
Page 11
C . DESIGN RECOMMENDATIONS
Materials encountered in cut and utilized for compacted fill ranged from very low
to very high in expansion potential. An evaluation of the post-grading soil condi-
tions was conducted to classify materials per ASTM:D 442 and to determine the
expansion index as per U.B.C. Standard No. 29-2. Results of that evaluation
and the laboratory test data are presented in the following Table A
TABLE A
Expansion Expansion
Lot Hydrometer Analysis Index Potential
No. (%Sand, %Silt, %Clay) (UBC Table 29-C)
1-3 46 33 21 87 Medium
4-6 53 34 13 85 Medium
7,8 62 25 13 32 Low
9-11 57 34 9 68 Medium
12, 13 63 26 11 37 Low
14-17 41 57 2 135 Very High
18-21 45 36 19 109 High
22-24 71 23 6 22 Low
25-28 59 28 13 70 Medium
29,30 64 28 8 54 Medium
31-34 50 30 20 104 High
35-39 44 32 24 140 Very High
40,41 51 27 22 88 Medium
42,43 45 36 19 122 High
44,45 67 17 16 44 Low
46,47 59 22 19 72 Medium
48-52 38 39 23 107 High
53-57 42 37 21 101 High
58-61 32 34 34 138 Very High
62-64 67 15 18 17 Very Low
PACIFIC SOILS ENGINEERING, INC.
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Work Order 400224GR
May 9, 1996
Lot
No .
65-67
68
69,70
71-75
76-79
80-82
83-85
86-88
89,90
91-93
94-97
98-101
102-104
105-108
109-112
113,114
115-117
118,119
120
121
122-124
125-127
128-130
131-134
135
136-138
TABLE A cont.
Hydrometer Analysis
(%Sand, %Silt. %Cla:t}
53 25 22
36 36 28
72 28 0
55 26 19
40 34 26
65 26 9
61 28 11
41 33 26
51 43 6
74 19 7
75 18 7
71 22 7
67 26 7
63 26 11
65 24 11
68 21 11
63 22 15
59 26 15
71 20 9
56 28 16
73 20 7
78 17 5
59 32 9
80 14 6
35 38 27
Page 12
Expansion Expansion
Index Potential
(UBC Table 29-C}
66 Medium
107 High
64 Medium
103 High
126 High
71 Medium
38 Low
101 High
81 Medium
23 Low
20 Very Low
36 Low
47 Low
60 Medium
63 Medium
54 Medium
66 Medium
71 Medium
35 Low
81 Medium
40 Low
14 Very Low
82 Medium
56 Medium
7 Very Low
122 High
Based on the data presented in Table A, the following foundation design criteria
is presented .
PACIFIC SOILS ENGINEERING, INC.
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Work Order 400224GR
May 9, 1996
Page 13
1 .
2.
Foundations for structures may be designed based upon the following values.
Allowable Bearing: 1900 lbs./sq. ft.
Lateral Bearing: 200 lbs./sq.ft. at a depth of 12 inches plus 150 lbs./
sq. ft. for each additional 12 inches embedment to a
maximum of 1900 lbs./sq.ft.
Sliding Coefficient: 0.35
Settlement: Total = 3/4 inch
Differential = 3/8 inch in 20 feet
Conventional Footing and Slab-On-Grade Design
VERY LOW TO LOW EXPANSION POTENTIAL -Lots 7,8, 12, 13,22-24,44,45,
62-64,83-85,91-104, 120, 122-124, 125-127, 135
a)
b)
c)
d)
Footing Depth (Minimum): Exterior
One-Story: 12 inches below lowest adjacent finished grade.
Two-Story: 18 inches below lowest adjacent finished grade.
Interior
One-& Two-Story: 12 inches below lowest adjacent finished grade.
Footing Reinforcement:
All continuous; two No.4 rebars, one on top, one on bottom .
Slab Reinforcement: Living Areas
6"x 6", No.1 O by No.10 welded wire mesh OR equivalent.
Slab Thickness (Minimum): Four (4) inches.
PACIFIC SCHLS ENGINEERING, INC,
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Work Order 400224GR
May 9, 1996
Page 14
3.
e)
f)
Under-Slab Requirements: Living Areas
A 10-mil polyvinyl membrane (minimum) should be placed below all slabs-
on-grade within living areas. This membrane should be covered with a
minimum of two (2) inches of clean sand to protect it and to aid in curing
the concrete.
Presaturation Requirements:
The slab subgrade soil should be moisture conditioned to 110 percent of
optimum moisture to a depth of 12 inches immediately prior to placing
concrete .
Conventional Footing and Slab-On-Grade Design
MEDIUM EXPANSION POTENTIAL -Lots 1-6,9-11,25-30,40,41,46,47,65-67,
69,70,80-82,89,90, 105-119, 121.128-134
a)
b)
c)
Footing Depth (Minimum): Exterior
One-Story: 18 inches below lowest adjacent finished grade.
Two-Story: 18 inches below lowest adjacent finished grade.
Interior
One-& Two-Story: 12 inches below lowest adjacent finished grade .
Footing Reinforcement:
All continuous; four No.4 rebars, two on top, two on bottom OR two No. 5
rebars, one on top, one on bottom .
Slab Reinforcement: Living Areas
6"x 6", No.6 by No.6 welded wire mesh OR equivalent.
d) Slab Thickness (Minimum): Four (4) inches .
PACIFIC SOILS ENGIINEERINCI, INC,
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Work Order 400224GR
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Page 15
4.
e)
f)
Under-Slab Requirements: Living Areas
A 10-mil polyvinyl membrane (minimum) should be placed below all slabs-
on-grade within living areas. This membrane should be covered with a
minimum of two (2) inches of clean sand to protect it and to aid in curing
of the concrete. This membrane should also be underlain with four (4) in-
ches of clean sand.
Presaturation Requirements:
The slab subgrade soil should be moisture conditioned to 120 percent of
optimum moisture to a depth of 12 inches, 24 hours prior to pouring
concrete .
Conventional Footing and Slab-On-Grade Design
HIGH EXPANSION POTENTIAL -Lots 18-2t31-34,42,43,48-57,68,71-79,
86-88, 136-138
a)
b)
Footing Depth (Minimum): Exterior
One-Story: 24 inches below lowest adjacent finished grade.
Two-Story: 24 inches below lowest adjacent finished grade .
Interior
One-& Two-Story: 18 inches below lowest adjacent finished grade.
Footing Reinforcement:
All continuous; four No.4 rebars, two on top, two on bottom OR two No. 5
rebars, one on top, one on bottom.
c) Slab Reinforcement: Living Areas
6"x 6", No.6 by No.6 welded wire mesh OR equivalent.
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Work Order 400224GR
May 9, 1996
Page 16
5 .
d)
e)
f)
Slab Thickness (Minimum): Four (4) inches .
Under-Slab Requirements: Living Areas
A 10-mil polyvinyl membrane (minimum) should be placed below all slabs-
on-grade within living areas. This membrane should be covered with a
minimum of two (2) inches of clean sand to protect it and to aid in curing
of the concrete. This membrane should also be underlain with four ( 4) in-
ches of clean sand .
Presaturation Requirements
The slab subgrade soil should be moisture conditioned to 120 percent of
optimum moisture to a depth of 18 inches, at least 48 hours prior to pour-
ing concrete.
Conventional Footing and Slab-On-Grade Design
VERY HIGH EXPANSION POTENTIAL -Lots 14-17,35-39,58-61
a) Footing Depth (Minimum): Exterior & Interior
One-& Two-Story: 24 inches below lowest adjacent finished grade .
b) Footing Reinforcement:
c)
d)
All continuous; four No.4 rebars, two on top, two on bottom OR two No. 5
rebars, one on top, one on bottom .
Slab Reinforcement: Living Areas
No. 3 rebars placed 12 inches on center each way .
Slab Thickness (Minimum): Five (5) inches.
PACIFIC BOILS ENGINEERING, INC.
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Work Order 400224GR
May 9, 1996
Page 17
6.
7 .
e)
f)
Under-Slab Requirements: Living Areas
A 10-mil polyvinyl membrane (minimum) should be placed below all slabs-
on-grade within living areas. This membrane should be covered with a
minimum of two (2) inches of clean sand to protect it and to aid in curing
of the concrete. This membrane should also be underlain with four (4) in-
ches of clean sand.
Presaturation Requirements:
The slab subgrade soil should be moisture cqnditioned to 120 percent of
optimum moisture to a depth of 18 inches, at least 48 hours prior to pour-
ing concrete .
Footings shall have a minimum width of 12 inches when supporting one floor
and 15 inches for support of two floors. If exterior footings adjacent to drainage
swales are to exist within three (3) feet (horizontally) of the swale, the footing
should be embedded sufficiently to assure minimum embedment below the
swale bottom is maintained. Footings adjacent to slopes should be embedded
sufficiently that at least five (5) feet is provided horizontally from the bottom edge
of footings to the face of the slope.
Garages (Conventional Foundations)
a) All garage slabs shall have a minimum thickness of four (4) inches for
very low, medium and high expansive potential lots and five (5) inches for
very high expansive potential lots. These slabs should contain control
joints at approximately ten (10) foot spacing .
PACIFIC SOILS ENGINEERING, INC,
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Work Order 400224GR
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Page 18
8 .
b)
c)
d)
Footing embedment, reinforcement and slab subgrade moisture shall be
as recommended for the structures in paragraphs C-2, C-3, C-4 and C-5.
A grade beam reinforced continuously with the garage footings should be
constructed across all garage entrances, tying together the ends of the
garage footings. This grade beam should be embedded at the same
depth as the adjacent perimeter footings. A thickened slab should be pro-
vided at the garage entrance above the grade beam. Minimum dimen-
sions of the thickened slab should be six (6) inches wide by six (6) inches
thick and need not be specifically reinforced. The garage slab should
have a positive separation from the stem walls. The grade beam/thick-
ened slab edge should not be constructed monolithically, but rather
should consist of a clean, cold joint.
Presaturation requirements should be the same as presented in sections
C-1-f through C-5 -f.
Post-Tensioned Foundations
Post-tensioned foundation systems should be designed based upon the
following:
a) VERY LOW TO LOW EXPANSION POTENTIAL -Lots 7 .8, 12.13,22-24,44,45,
62-64,83-85,91-104, 120, 122-124, 125-127, 135
Loading
Center Lift
Edge Lift
Em (feet)
5.0
2.2
PACIFIC SOILS ENGINEERING, INC.
Ym (inches)
1.14
0.20
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Work Order 400224GR
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Page 19
9.
b) MEDIUM EXPANSION POTENTIAL-Lots 1-6,9-11,25-30.40.41.46.47,65-67,
69,70,80-82,89,90, 105-119, 121, 128-134
Loading Em (feet) Ym (inches)
Center Lift 5.2 1.39
Edge Lift 2.4 0.21
c) HIGH EXPANSION POTENTIAL -Lots 18-21, 31-34,
42,43,48-57,68, 71-79,86-88, 136-138
Loading Em (feet) Ym (inches)
Center Lift 5.6 1.88
Edge Lift 2.7 0.24
d) VERY HIGH EXPANSION POTENTIAL -Lots 14-17,35-39,58-61
Loading Em (feet) Ym (inches)
Center Lift 6.0 2.37
Edge Lift 2.9 0.25
e) Allowable Bearing: 1900 lbs./ft. 2
f) Settlement: Total= 3/4 inch
Differential = 3/8 inch 20 feet
Post-Tensioned Foundation Under-Slab -Living Areas
a) VERY LOW TO LOW EXPANSIVE LOTS
A 10-mil polyvinyl membrane (minimum) should be placed below all slabs-
on-grade within living areas. This membrane should be covered with a
minimum of two (2) inches of clean sand to protect it and to aid in curing
PACIFIC SOILS ENGINEERING, INC,
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Work Order 400224GR
May 9, 1996
Page 20
b)
c)
of the concrete. The subgrade soils should be moisture conditioned to
11 O percent of optimum moisture to a depth of 12 inches immediately
prior to placing concrete .
MEDIUM EXPANSIVE LOTS
The same criteria should be utilized as in section 9 a), except the 10-mil
polyvinyl member should be underlain with four ( 4) inches of clean sand.
The subgrade soils should be moisture conditioned to 120 percent of opti-
mum moisture to a depth of 12 inches at least 24 hours prior to placing
concrete .
HIGH TO VERY HIGH EXPANSIVE LOTS
The same criteria outlined in section 9.a) except the subgrade soils
should be moisture conditioned to 120 percent of optimum moisture to a
depth of 18 inches at least 48 hours prior to placing concrete.
10. The footing width, depth, as well as the structural slabs-on-grade thickness
• shall be as specified by the structural engineer based upon the soil parameters
provided by PSE and the requirements of the UBC.
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11. Retaining Wall Design
Retaining walls or other structural walls should be designed based on the
following:
PACIFIC SOILS ENGINEERING, INC,
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Work Order 400224GR
May 9, 1996
Level Backfill
Ka = 0.27
~ = 3.69
K0 = 0.43
Page 21
Sloping Backfill
2: 1
Ka = 0.39
~(+) = 10.8
~(-) = 1.39
K0 = 0.77
Equivalent fluid pressures can be calculated using a soil unit weight of y =
125 lbs./sq.ft.
Foundations for retaining walls may be designed in accordance with recom-
mendations of paragraph C-1 .
All footing excavations for retaining walls should be inspected by the project soil
engineer or his representative prior to concrete placement.
Drainage should be provided behind all retaining walls such that hydrostatic
pressure is relieved. It is recommended that the backfill consist of a granular
free draining soil (SE ~30) to within 18 inches of finish grade .
All backfill should be compacted to a minimum of 90 percent of the laboratory
maximum density (per ASTM:D 1557-91), at or slightly above optimum moisture .
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Work Order 400224GR
May 9, 1996
Page 22
12. Exterior Slabs and Walkways
a) The subgrade below garage slabs, sidewalks, driveways, patios, etc.,
should be moisture conditioned to a minimum of 120 percent of optimum
moisture prior to concrete placement.
b)
c)
Weakened plane joints should be installed on walkways at approximately
eight (8) to ten (10) foot intervals. Other exterior slabs should be de-
signed to withstand shrinkage of concrete .
Since expansive soils are present onsite, the designer of the hardscape/
flatwork should take into consideration the expansive soil subgrade char-
acteristics with respect to the proposed designs.
13. Seismic Design
Seismic design should be based upon current and applicable building code
requirements.
D. SLOPE STABILITY AND MAINTENANCE
Although the design and construction of slopes during mass grading is planned
to create slopes which possess both stability against rotational failure and stabil-
ity against surficial slumping and "pop-outs", certain factors are beyond the con-
trol of the project soil engineer and geologist. These include the following .
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Work Order 400224GR
May 9, 1996
Page 23
1 .
2.
3 .
Onsite Drainage
No water should be allowed to flow over the slopes. No alteration of pad gradi-
ents should be allowed which will prevent pad and roof run-off from being expe-
diently directed to approved disposal areas. Positive drainage away from
structures shall be provided and maintained.
Planting and Irrigation
It is strongly recommended that slope planting consist of ground cover, shrubs
and trees which possess deep, dense rooted structures and which require mini-
mum irrigation. It should be the responsibility of the landscape architect to pro-
vide such plants initially and the owner to maintain such planting. Alteration of
such planting scheme is at the owner's risk.
The owner is responsible for proper irrigation and for maintenance and repair of
properly installed irrigation systems. Leaks should be fixed immediately.
Sprinklers should be adjusted to provide maximum uniform coverage with a mini-
mum of water useages. Overwatering with consequent wasteful run-off and seri-
ous ground saturation must be avoided.
Burrowing Animals
Owners should implement a program for the elimination of burrowing animals in
slope areas. This should be an on-going program in order to protect slope
stability .
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Work Order 400224GR
May 9, 1996
Page 24
E. OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS
1. Positive drainage away from structures should be provided and maintained .
2.
3.
Utility trench backfill shall be accomplished in accordance with the prevailing cri-
teria of the City of Carlsbad .
Chemical/resistivity testing indicates that the onsite soils possess low sulfate
concentrations and low resistivity (see Plate A). The use of sulfate resistant
concrete is not anticipated. However, the low resistivity soils may be aggressive
to buried metal. Accordingly, it is recommended that a corrosion engineer
should be consulted .
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Work Order 400224GR
May 9, 1996
Page 25
This report presents information and data relative to the mass grading and place-
ment of compacted fill at the subject site. A representative of this firm conducted
periodic tests and observations during the progress of the construction in an ef-
fort to determine whether compliance with the project drawings, specifications
and Building Code were being obtained. The presence of our personnel during
the work process did not involve any direct supervision of the contractor. Tech-
nical advice and/or suggestions were provided to the owner and/or his desig-
nated representative based upon the results of the tests and observations.
Completed work under the purview of the report is considered suitable for the in-
tended use. Conditions of the reference reports remain applicable unless specifi-
cally superseded herein .
Respectively submitted,
PACIFIC SOILS NEERING, I
al Engineer
Reviewed by:
By:~.,,c-~___,lj,;;__;:_;___,,pi:;.-A---
DAVID A. MURPH
Engineering Geologist
Dist (8) Addressee
JAC/DAM/ JAH: kr/GR02
PACIFIC SOILS ENGINEERING, INC.
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Work Order 400224GR
May 9, 1996
APPENDIX
REFERENCES
Anderson, J. G., Rockwell, T. K., and Agnew, D. C., 1989, Past and possible future
earthquakes of significance to the San Diego region: Earthquake Spectra, p.
299-335 .
Eisenberg, L. I., 1985, Pleistocene Faults and Marine Terraces, Northern San Diego
County, in Abbott, P. L. (ed.), On the Manner of Deposition of the Eocene Strata
in Northern San Diego County: San Diego Association of Geologists,
pp. 87-91 .
Jennings, C. W., 1994a, An Explanatory Text to Accompany the Fault Activity Map of
California and Adjacent Areas: California Division of Mines and Geology, 92 p.
Jennings, C. W., 1994b, Fault Activity Map of California and Adjacent Areas, Map No.
6, Scale 1 :750,000: California Division of Mines and Geology .
Pacific Soils Engineering, Inc., 1995, Grading Plan Review, Sambi Seaside Heights,
TC-92-02, Portion of Alga Road and A Portion of Hidden Valley Road, City of
Carlsbad, CA, for Sambi Seaside Heights, c/o CDC, dated May 17, 1995 (Work
Order 400224GP) .
Pacific Soils Engineering, Inc., 1989, Preliminary Geotechnical Investigation, Sambi, a
Portion of the Southeast 1/4 of Section 21, Township 12 South, Range 4 West,
City of Carlsbad, CA, for Sunbelt Development Company, dated February 6,
1989 (Work Order 400224) .
Rockwell, T. K., and others, 1989, The seismic hazard of San Diego revised: New evi-
dence for magnitude 6+ Holocene earthquake on the Rose Canyon fault zone in
Roquemore, G. (ed.) proceeding: Workshop of "The seismic risk in the San
Diego area:, special focus on the Rose Canyon fault system, pp. 71-79 .
Shackleton, N. J., and Opdyke, N. D., 1973, Oxygen Isotope and Paleomagnetic Stra-
tigraphy of Eguatorial Pacific Cove V28-238: Oxygen Temperatures and Ice Vol-
ume on a 105 and 106 year scale: Quaternary Research 3, p. 239-55 .
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Work Order 400224GR
May 9, 1996
APPENDIX
REFERENCES cont.
Weber, F. H., 1982, Recent Slope Failures, Ancient Landslides and Related Geology of
the North-Central Coastal Area, San Diego County, CA.: California Division of
Mines and Geology, Open File Report 82-12 LA, 77 p .
Wesnousky, S. G., 1986, Earthquakes, Quaternary faults and seismic hazard in Califor-
nia: Journal of Geophysical research, vol. 9, no. B12, pp. 12,587-12,631 .
PACIFIC SOILS ENGINEERING, INC.
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Work Order 400224GR
May 9, 1996
SOIL TYPE
TABLE I
Laboratory Maximum Density per ASTM:D 1557-91 (All Soil Types) .
Optimum
Moisture
Soil T}'.'.Qe and Classification (%)
A-Yellow Brown Clayey Sand 10.1
8 -Light Brown Clayey Sand 8.9
C -Tan Clayey Sand 11.0
D -Brown Silty Sand 10.9
F -Dark Brown Clayey Silt 13.0
H -Gray Brown Clayey Sand 10.1
I -Light Brown Sand 10.2
J -Gray Olive Clayey Silt with Gravel 17.9
K -Dark Brown Lean Clay 12.7
L -Light Brown Silty Sand 13.0
M -Olive Green Silty Sand 14.1
LEGEND
Non-Designated Test -Test in compacted fill.
Test Location -Indicated by lot number, or by street and street stationing.
Elevation -Approximate mean sea level elevation (feet).
S -Indicates test taken on finished slope face .
PACIFIC SOILS ENGINEERING, INC.
Maximum
Dry Density
(lbs/cu.ft.)
127.1
122.9
124.2
125.0
119.0
123.8
125.0
109.8
120.3
115.9
114.2
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Work Order 400224GR
May 9, 1996
TEST TYPE
TABLE I cont.
All tests by Campbell Pacific Nuclear Test Gauge (per ASTM:D 2922-91 and
3017 -88), unless otherwise noted by:
SC -Indicates test by Sand Cone Method (per ASTM:D 1556-90) .
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Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
10/17/95
101 Lot 51
102 Lot 53
103 Lot 55
104 Lot 52
105 Lot 54
10/18/95
106 Lot 51
107 Lot 53
108 Lot 55
109 Lot 52
110 Lot 54
111 Lot 51
112 Lot 53
113 Lot 55
114 Lot 52
115 Lot 54
116 Lot 51
119 Lot 48
121 Lot 48
122 Lot 49
10/19/95
123 Lot 48
124 Lot 50
125 Lot 48
126 Lot 49
127 Lot 62
128 Lot 64
129 Lot 66
130 Lot 67
131 Lot 61
132 Lot 63
133 Lot 65
134 Lot 67
10/20/95
135 Lot 68
136 Lot.48
137 Lot 49
TABLE I
ELEV. MOISTURE CONTENT DRY DENSITY RELATIVE SOIL TEST
(FT.) % (FIELD) (LBSJCU.FT.) %COMP TYPE TYPE
198.0 14.2 114.5 90 A
196.0 12.4 114.9 90 A
199.0 13.0 115.3 91 A SC
200.0 12.3 116.2 91 B
201.0 14.1 115.7 90 B
201.0 12.6 117.3 92 B
200.0 11.2 116.1 91 A
202.0 13.8 114.1 92 C SC
203.0 13.3 112.2 90 C
203.9 12.8 112.5 91 C
205.0 10.9 113.1 91 C
203.0 12.7 112.9 91 C
204.0 13.2 116.9 92 A SC
206.0 10.2 115.0 93 C SC
205.0 10.6 115.5 91 A
207.0 10.3 114.6 90 A
173.0 12.3 114.5 92 C
175.0 13.5 113.8 91 D
180.0 13.2 112.8 90 D SC
178.0 12.1 113.8 92 C
187.0 10.7 112.6 91 C
182.0 13.4 113.7 91 D SC
184.0 10.1 114.8 90 A SC
203.0 10.7 114.9 92 D
203.0 12.6 112.8 91 C
198.0 10.5 115.1 92 D
196.0 11.2 115.2 91 A
205.0 11.6 116.1 93 D
205.0 12.3 113.8 91 D
205.0 10.9 114.3 91 D
200.0 10.5 115.0 92 D SC
203.0 11.6 116.1 93 D
185.0 12.8 115.5 92 D SC
187.0 12.6 114.3 91 D SC
PACIFIC SOILS ENCIINEERING, INC,
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Work Order 400224GR
May 9, 1996
TEST TEST TEST ELEV.
DATE NO. LOCATION (FT.)
10/20/95 cont. Anthurium Drive
138 Sta. 28+80 200.0
139 Sta. 30+89 202.0
10/25/95
164 Lot 48 187.0
165 Lot 50 190.0
166 Lot 49 189.0
11/7/95
307 Lot 121 164.0
Cherry Blossom Road
308 Sta. 28+18 166.0
11/8/95
310 Lot 121 168.0
311 Lot 57 167.0
11/9/95
330 Lot 121 170.0
331 Lot 121 172.0
332 Lot 121 174.0
333 Lot 121 176.0
334 Lot 121 178.0
335 Lot 57 180.0
336 Lot 121 180.0
337 Lot 121 182.0
Cherry Blossom Road
338 Sta. 26+62 184.0
339 Lot 57 186.0
340 Lot 121 186.0
341 Lot 121 188.0
342 Lot 122 188.0
343 Lot 57 188.0
344 Lot 121 190.0
11/10/95
345 Lot 58 180.0
346 Lot 58 183.0
347 Lot 57 190.0
348 Lot 58 186.0
T A B L E I cont.
MOISTURE CONTENT DRY DENSITY
% (FIELD) (LBS.ICU.FT.)
11.2 114.7
11.7 115.1
11.9 112.7
12.8 113.9
13.1 114.5
12.6 113.6
12.2 112.8
12.7 113.0
12.9 114.1
12.6 112.6
11.9 114.2
11.7 113.8
12.2 115.1
13.1 116.2
12.0 113.6
13.2 112.5
11.8 114.1
12.3 113.7
18.6 105.7
18.2 103.9
19.9 104.6
15.8 116.2
13.2 115.6
19.5 102.8
16.2 112.8
13.9 114.6
15.0 111.1
14.1 113.2
PACIFIC SOILS ENCIINEERING1 INC,
RELATIVE SOIL TEST
%COMP TYPE TYPE
92 D
92 D
90 D
91 D
92 D
91
90
90
91
90 I
91 I
91 I
92 I
93 I
91 I
91 H
92 H
92 H
96 J
95 J
95 J
94 H SC
93 H
94 J
95 F
93 H
93 F
91 H
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Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
ELEV.
(FT.)
11/10/95 cont. Cherry Blossom Road
349 Sta. 27+39 190.0
350 Lot 121 192.0
351 Lot 57 192.0
352 Lot 58 192.0
353 Lot 60 192.0
354 Lot 122 192.0
355 Lot 59 194.0
356 Lot 56 194.0
357 Lot 79 194.0
358 Lot 58 196.0
359 Lot 121 194.0
360 Lot 61 193.0
361 Lot 60 195.0
362 Lot 57 196.0
363 Lot 122 194.0
364 Lot 123 196.0
11/13/95
365 Lot 79 196.0
366 Lot 77 198.0
367 Lot 59 198.0
368 Lot 61 196.0
369 Lot 78 200.0
370 Lot 76 200.0
371 Lot 77 202.0
372 Lot 58 198.0
373 Lot 60 198.0
374 Lot 79 198.0
375 Lot 76 204.0
376 Lot 121 196.0
377 Lot 123 198.0
378 Lot 122 198.0
379 Lot 50 193.0
380 Lot 53 205.0
381 Lot 49 192.0
382 Lot 56 197.0
383 Lot 52 208.0
384 Lot 124 204.0
T A B L E I cont.
MOISTURE CONTENT DRY DENSITY
% (FIELD) (LBS.ICU.FT.)
18.8 102.6
16.0 100.8
19.7 103.2
18.2 101.1
18.7 112.7
16.1 105.3
18.5 103.6
14.8 109.8
15.1 108.1
19.1 100.7
18.8 103.8
20.5 103.5
19.2 101.2
15.0 108.8
14.7 107.9
20.2 100.3
19.3 100.2
19.8 102.1
20.6 99.7
18.9 101.5
17.0 109.6
16.3 108.8
20.7 104.2
16.0 110.5
17.3 111.5
22.2 100.6
19.8 99.4
15.5 110.8
21.5 103.0
20.3 101.8
10.8 117.2
10.5 115.9
12.8 118.4
11.7 116.8
13.2 114.7
20.6 102.2
PACIFIC SOILS ENGIINEERINCI, INC.
RELATIVE SOIL TEST
%COMP TYPE TYPE
93 J
92 J
94 J
92 J
95 F
96 J
94 J SC
92 F
91 F
92 J
95 J
94 J
92 J
91 F
91 F SC
91 J
91 J
93 J
91 J
92 J
91 K
90 K
95 J
92 K
93 K
92 J
91 J
92 K
94 J
93 J
92 B
91 B
93 A
91 B
92 D
93 J
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Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
11/14/95
385 Lot 80
386 Lot 83
387 Lot 85
388 Lot 87
389 Lot 72
390 Lot 74
391 Lot 77
392 Lot 79
393 Lot 59
394 Lot 78
395 Lot 73
396 Lot 71
397 Lot 66
398 Lot 62
399 Lot 55
400 Lot 56
401 Lot 80
402 Lot 82
403 Lot 84
404 Lot 86
11/15/95
405 Lot 81
406 Lot 83
407 Lot 85
408 Lot 87
409 Lot 80
410 Lot 88
411 Lot 70
412 Lot 72
413 Lot 75
414 Lot 58
415 Lot 79
416 Lot 76
417 Lot 78
T A B L E I cont.
ELEV. MOISTURE CONTENT DRY DENSITY RELATIVE SOIL TEST
(FT.) % (FIELD) (LBSJCU.FT.) %COMP TYPE TYPE
208.0 13.1 117.5 95 C
213.0 18.4 109.9 91 K
218.0 20.3 100.2 91 J
218.0 21.6 102.3 93 J
206.0 19.7 108.7 90 K
207.0 20.1 100.0 91 J
206.0 21.3 99.4 91 J
202.0 17.8 110.7 92 K
200.0 16.9 112.1 93 K
204.0 21.2 103.0 94 J
208.0 19.7 100.5 92 J
208.0 20.5 101.8 93 J
202.0 16.5 108.3 90 K
206.0 16.4 109.7 91 K
206.0 16.5 109.8 91 K
200.0 21.2 102.3 93 J
212.0 12.8 114.3 91 D
216.0 11.9 113.1 90 D
216.0 13.2 115.0 92 D
220.0 12.6 112.9 90 D
220.0 20.6 103.2 94 J
218.0 22.7 99.6 91 J
220.0 20.1 100.2 91 J
220.0 17.6 110.7 92 K SC
216.0 16.4 109.3 91 K SC
221.0 20.1 102.3 93 J
210.0 17.4 110.6 92 K
210.0 20.7 103.2 94 J
208.0 21.5 102.0 93 J
200.0 20.4 99.8 91 J
206.0 14.5 108.0 93 L
210.0 15.4 109.2 94 L
208.0 14.7 108.3 93 L SC
PACIFIC SOILS ENGIINEERINGI, INC,
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Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
11 /15/95 cont.
418 Lot 74
419 Lot 77
420 Lot 75
421 Lot 94
422 Lot 96
423 Lot 98
424 Lot 100
11/16/95
425 Lot 71
426 Lot 73
427 Lot 79
428 Lot 78
429 Lot 63
430 Lot 67
431 Lot 64
432 Lot 65
433 Lot 47
434 Lot 45
435 Lot 43
436 Lot 90
437 Lot 91
438 Lot 46
439 Lot 44
440 Lot 42
441 Lot 93
442 Lot 95
443 Lot 97
444 Lot 99
11/17/95
445 Lot 69
446 Lot 72
447 Lot 70
448 Lot 74
449 Lot 77
450 Lot 76
T A B L E I cont.
ELEV. MOISTURE CONTENT ORY DENSITY RELATIVE SOIL TEST
(FT.) %(FIELD) (LBS.ICU.FT.) %COMP TYPE TYPE
210.0 15.2 109.0 94 L
210.0 15.6 108.8 94 L
212.0 14.9 109.6 95 L
226.0 12.5 113.1 90 D
226.0 12.8 112.9 90 D
222.0 19.8 103.8 95 J SC
226.0 14.8 109.3 91 K
212.0 14.8 109.8 95 L
212.0 15.3 108.0 93 L
210.0 15.7 109.9 91 K
212.0 16.1 111.2 92 K
207.0 13.2 114.1 91 D
204.0 19.1 100.7 92 J
206.0 20.2 100.1 91 J
207.0 14.5 113.8 91 D
185.0 15.9 108.2 91 F
195.0 13.2 113.6 91 D SC
200.0 12.8 112.7 90 D SC
214.0 15.7 106.7 92 L
226.0 16.2 106.5 92 L
192.0 15.1 107.8 93 L
197.0 15.5 105.3 91 L
204.0 14.9 106.4 92 L
228.0 15.3 109.9 95 L
228.0 13.0 112.9 90 D
225.0 13.7 112.6 90 D
225.0 15.5 109.2 91 K
208.0 19.7 104.9 96 J
214.0 19.3 102.5 93 J
214.0 20.2 101.3 92 J
214.0 15.4 106.0 91 L
214.0 15.9 108.8 90 K
215.0 19.7 102.7 94 J
PACIFIC S01LB ENGINEERING, INC.
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Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
11 /17 /96 cont.
451 Lot 82
452 Lot 84
453 Lot 86
454 Lot 88
455 Lot 80
456 Lot 89
457 Lot 69
458 Lot 71
459 Lot 73
460 Lot 75
461 Lot 68
462 Lot 66
463 Lot 65
464 Lot 60
11/20/95
465 Lot 59
466 Lot 60
467 Lot 121
468 Lot 123
469 Lot 125
470 Lot 123
471 Lot 122
472 Lot 124
480 Lot 122
481 Lot 124
482 Lot 126
483 Lot 123
487 Lot 79
488 Lot 125
11/21/95
489 Lot 78
490 Lot 76
491 Lot 74
492 Lot 72
497 Lot 47
498 Lot 44
499 Lot 41
500 Lot 39
505 Lot 47
506 Lot 45
T A 8 L E I cont.
ELEV. MOISTURE CONTENT ORY DENSITY RELATIVE SOIL TEST
(FT.) % (FIELD) (LBS.ICU.FT.) •~COMP TYPE TYPE
220.0 15.5 106.2 92 L
220.0 15.3 107.2 92 L
222.0 15.0 108.9 94 L
223.0 20.6 101.2 92 J
220.0 21.5 99.7 91 J
220.0 16.2 112.3 97 L SC
212.0 20.7 99.6 91 J
216.0 14.9 110.7 96 L
216.0 15.4 109.0 94 L
216.0 15.1 108.6 94 L
206.0 22.6 100.5 92 J
206.0 20.6 101.7 93 J
208.0 21.6 102.3 93 J
202.0 22.7 99.2 90 J
203.0 20.9 100.2 91 J
205.0 16.3 107.6 93 L
199.0 19.8 100.4 91 J
202.0 15.4 106.8 92 L
212.0 22.4 99.8 91 J
206.0 21.6 103.6 94 J
203.0 16.9 107.5 93 L
208.0 15.5 107.1 92 L
205.0 24.1 100.5 92 J
210.0 17.4 105.5 91 L
218.0 16.5 106.7 92 L
208.0 23.5 99.0 90 J
214.0 23.8 99.7 91 J SC
216.0 24.2 100.8 92 J
216.0 24.0 98.4 90 J
218.0 20.8 99.8 91 J
218.0 17.8 107.4 93 L
218.0 16.9 106.6 92 L
188.0 17.6 112.1 93 K
200.0 16.5 109.3 91 K
213.0 17.2 110.0 91 K
224.0 16.6 110.6 92 K
194.0 16.1 109.0 91 K
197.0 20.7 105.0 96 J
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Work Order 400224GR
May 9. 1996
TEST TEST TEST
DATE NO. LOCATION
11/21/95 cont.
507 Lot46
508 Lot48
509 Lot 40
510 Lot 48
511 Lo147
512 Lot49
11/22/95
513 Lot 77
514 Lot 78
515 Lot 50
516 Lot 48
517 Lot 46
518 Lot 45
519 Lot 49
520 Lot 47
521 Lot 41
522 Lot 42
523 Lot 44
524 Lot 46
Authurium Drive
525 Sta. 27+89
526 Lot 57
527 Lot 56
528 Lot 71
529 Lot 73
530 Lot 75
531 Lot 79
532 Lot 77
11/27/95
533 Lot 67
534 Lot 68
535 Lot 66
536 Lot 67
537 Lot 68
538 Lot 64
539 Lot 62
540 Lot 58
541 Lot 77
T A B L E I cont.
ELEV. MOISTURE CONTENT DRY DENSITY
(FT.) % (FIELD) (LBS.ICU.FT.)
196.0 11.8 117.3
190.0 11.6 115.6
222.0 13.8 116.7
194.0 14.2 113.1
196.0 13.7 114.8
196.0 13.1 116.9
218.0 23.1 102.5
220.0 21.7 101.6
198.0 22.9 100.3
198.0 22.0 99.9
198.0 21.0 101.2
200.0 23.6 103.2
200.0 16.9 110.8
200.0 14.8 116.5
217.0 15.3 115.4
208.0 21.7 104.2
205.0 22.9 101.7
202.0 23.2 99.8
204.0 22.5 100.1
200.0 20.4 99.7
203.0 21.6 102.0
220.0 22.0 101.2
220.0 19.6 109.7
220.0 21.6 100.7
218.0 21.1 100.9
222.0 20.8 101.5
206.0 20.5 100.8
208.0 16.0 114.9
208.0 18.3 112.8
209.0 22.5 100.0
210.0 22.9 102.5
208.0 20.3 101.3
207.0 21.7 104.1
202.0 20.8 103.7
224.0 12.8 113.6
PACIFIC SOILS ENGINEERING, INC,
RELATIVE SOIL TEST
%COMP TYPE TYPE
92 B
90 B
93 D
90 D
92 D
91 B
93 J SC
93 J SC
91 J SC
91 J
92 J
94 J
92 K
93 D
92 D
95 J
93 J
91 J
91 J
91 J
93 J
92 J
91 K
92 J
92 J
92 J
92 J
92 D
94 K
91 J
93 J SC
92 J
95 J
94 J
91 D
•
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•
•
•
•
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•
•
•
Work. Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
11 /27 /95 cont.
542 Lot 74
543 Lot 72
544 Lot 76
545 Lot 73
546 Lot 71
547 Lot 75
548 Lot 78
549 Lot 79
550 Lot 40
551 Lot43
552 Lot 45
553 Lot48
554 Lot 47
555 Lot 50
556 Lot 49
557 Lot 48
558 Lot 46
559 Lot 44
560 Lot42
561 Lot47
562 Lot 50
563 Lot49
564 Lot45
565 Lot43
566 Lot 41
ELEV.
(FT.)
222.0
222.0
223.0
224.0
223.0
224.0
224.0
221.0
224.0
206.0
204.0
202.0
204.0
202.0
204.0
206.0
206.0
209.0
212.0
208.0
206.0
208.0
208.0
210.0
210.0
Sweet Woodruff Road
567 Sta. 20+02 212.0
568 Sta. 23+80 212.0
11/28/95
569 Lot 42 216.0
570 Lot 44 213.0
571 Lot 46 210.0
572 Lot 48 209.0
573 Lot 50 209.0
574 Lot47 210.0
575 Lot 49 210.0
576 Lot 51 208.0
T A B L E I cont.
MOISTURE CONTENT DRY DENSITY
% (FIELD) (LBS.ICU.FT.)
13.8 112.9
19.5 109.2
18.7 111.3
15.4 108.2
13.2 117.3
22.6 100.8
21.0 102.5
21.5 101.1
22.1 100.9
20.2 99.8
21.6 102.4
20.8 101.5
22.3 103.1
21.8 102.2
22.4 105.8
17.6 108.7
17.2 109.3
22.2 99.7
21.9 102.5
13.7 112.2
14.1 114.7
13.5 111.9
21.0 102.0
22.6 104.1
13.9 112.8
14.0 113.6
23.6 103.3
20.2 101.4
21.3 103.5
20.6 100.2
22.1 102.3
21.7 103.3
14.6 113.6
13.9 111.9
14.2 112.8
PACIFIC S01LS ENGINEERING, INC,
RELATIVE SOIL TEST
%COMP TYPE TYPE
90 D
91 K
93 K
93 L
94 D
92 J
93 J
92 J
92 J
91 J
93 J
92 J
94 J
93 J
96 J
90 K
91 K
91 J
93 J
91 H
93 H
90 H SC
93 J SC
95 J
91 H
92 H
94 J
92 J
94 J
91 J
93 J
94 J
92 H
90 H
91 H
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Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
11 /28/95 cont.
577 Lot 39
578 Lot 41
579 Lot 43
580 Lot 45
581 Lot 92
582 Lot 89
583 Lot 43
584 Lot 42
585 Lot 44
586 Lot 90
587 Lot 43
Bluebonnet Place
588 Sta. 10+70
11/29/95
597 Lot 79
598 Lot 77
599 Lot 75
600 Lot 74
601 Lot 72
602 Lot 76
603 Lot 70
ELEV.
(FT.)
227.0
223.0
213.0
210.0
230.0
221.0
215.0
218.0
215.0
222.0
217.0
220.0
223.0
225.0
226.0
225.0
224.0
225.0
218.0
11/30/95 Cherry Blossom Road
604 Sta. 11+60 226.0
610 Sta. 11+70 230.0
612 Sta. 11+85 233.0
616 Sta. 11+35 235.0
12/1/95
624 Lot 67 210.0
625 Lot 69 215.0
626 Lot 90 217.0
627 Lot 92 227.0
628 Lot 68 211.0
629 Lot 69 217.0
630 Lot 90 219.0
631 Lot 91 228.0
T A B L E I cont.
MOISTURE CONTENT DRY DENSITY
% (FIELD) (LBSJCU.FT.)
21.5 101.4
13.7 114.7
21.8 100.0
22.6 99.6
14.0 113.8
16.7 107.7
15.6 106.9
14.3 112.6
20.9 103.0
22.5 101.7
21.3 102.2
13.8 113.1
21.0 100.7
22.6 102.5
21.7 101.3
14.2 113.5
13.8 113.8
14.0 112.7
22.2 101.9
13.7 113.6
15.6 106.4
16.2 104.9
16.2 104.6
16.1 106.9
15.8 107.8
21.6 99.7
20.7 102.6
15.9 105.8
22.3 103.1
21.8 101.5
16.2 106.3
PACIFIC SOILS ENCIINEERING11 INC,
RELATIVE SOIL TEST
%COMP TYPE TYPE
92 J
93 H
91 J
91 J
92 H
93 L
92 L
91 H
94 J
93 J
93 J
91 H
92 J
93 J
92 J
92 H SC
92 H SC
91 H SC
93 J
91 D
92 L
91 L
90 L
92 L
93 L
91 J
93 J
91 L
94 J SC
92 J
92 L SC
•
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•
•
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•
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•
Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
12/1 /95 cont.
632 Lot 71
633 Lot 72
634 Lot 73
635 Lot 74
636 Lot 75
637 Lot 76
638 Lot 77
639 Lot 78
640 Lot 79
641 Lot 36
642 Lot 38
643 Lot 37
644 Lot 42
645 Lot 43
646 Lot 46
647 Lot 45
648 Lot 42
649 Lot 44
650 Lot 47
651 Lot 38
12/4/95
652 Lot 69
653 Lot 89
654 Lot 91
655 Lot 70
656 Lot 94
657 Lot 93
658 Lot 83
659 Lot 85
660 Lot 82
661 Lot 98
662 Lot 97
663 Lot 99
664 Lot 96
665 Lot 101
666 Lot 98
667 Lot 100
ELEV.
(FT.)
225.0
225.3
226.4
226.6
227.0
227.0
226.1
225.0
223.9
236.0
231.0
234.0
220.0
219.0
211.0
212.0
222.0
216.0
211.0
234.0
220.0
223.0
231.0
221.0
230.0
232.0
221.0
223.0
223.0
226.0
228.0
228.0
230.0
228.0
230.0
230.0
Cherry Blossom Road
670 Sta. 11+90 238.0
T A B L E I cont.
MOISTURE CONTENT DRY DENSITY
% (FIELD) (LBSJCU.FT.)
19.6 100.8
22.0 102.0
20.5 99.6
21.0 100.7
20.0 102.6
20.9 104.5
19.8 102.4
19.9 105.6
20.8 105.2
20.4 100.4
21.6 102.8
16.5 107.6
20.2 101.2
16.3 108.1
15.8 107.0
15.3 107.8
20.7 100.9
21.9 102.2
16.0 108.7
21.2 101.9
21.0 98.9
19.8 102.1
20.9 101.5
21.7 102.0
22.1 100.7
20.6 101.4
20.9 103.0
21.5 101.8
22.2 100.3
16.3 108.9
15.9 105.6
16.7 107.1
20.2 100.8
21.1 102.2
16.0 106.3
16.5 107.0
15.5 104.8
PACIFIC SQILS ENCIINEERING, INC,
RELATIVE SOIL TEST
'.4 COMP TYPE TYPE
92 J
93 J
91 J
92 J
93 J
95 J
93 J
96 J
96 J
91 J
94 J
93 L
92 J
93 L
92 L
93 L SC
92 J
93 J
94 L
93 J
90 J
93 J
92 J
93 J
92 J
92 J
94 J
93 J
91 J
94 L SC
91 L SC
92 L SC
92 J
93 J
92 L
92 L
90 L
_____ __j
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•
•
•
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•
•
•
•
Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
12/4/95 cont.
672 Lot 95
673 Lot 97
674 Lot 99
675 Lot 101
12/5/95
676 Lot 124
677 Lot 125
678 Lot 127
679 Lot 129
680 Lot 130
681 Lot 126
682 Lot 81
683 Lot 84
684 Lot 87
685 Lot 83
686 Lot 86
687 Lot 85
688 Lot 91
689 Lot 94
690 Lot 96
691 Lot 98
692 Lot 100
693 Lot 92
694 Lot 101
695 Lot 128
12/6/95
699 Lot 93
700 Lot 95
701 Lot 91
702 Lot 97
703 Lot 99
704 Lot 94
705 Lot 96
706 Lot 92
707 Lot 98
708 Lot 100
709 Lot 101
710 Lot 99
T A B L E I cont.
ELEV. MOISTURE CONTENT DRY DENSITY RELATIVE SOIL TEST
(FT.) % (FIELD) (LBS.ICU.FT.) %COMP TYPE TYPE
232.0 19.9 102.1 93 J
232.0 22.0 101.8 93 J
232.0 17.0 106.6 92 L
232.0 16.4 105.4 91 L
212.0 15.1 106.2 92 L
217.0 16.0 105.5 91 L
220.0 16.3 105.1 91 L
227.0 15.8 104.4 90 L
230.0 16.2 104.6 90 L
219.0 15.5 106.8 92 L SC
218.0 21.1 100.6 92 J
223.0 22.3 99.8 91 J
223.0 16.3 105.7 91 L
224.0 16.8 106.5 92 L
224.0 23.1 100.3 91 J
225.0 15.9 107.6 98 J
232.0 15.8 105.2 91 L
234.0 15.3 104.6 90 L
234.0 16.1 107.7 93 L
234.0 15.5 106.4 92 L
234.0 15.7 108.9 94 L
234.0 20.9 100.3 91 J
236.0 21.3 102.0 93 J
224.0 16.0 105.5 91 L
235.0 14.9 105.3 91 L
235.0 15.3 106.6 92 L
235.0 15.0 107.8 93 L SC
236.0 20.7 101.9 93 J SC
236.0 22.2 103.0 94 J
237.0 16.6 106.3 92 L
238.0 16.2 104.4 90 L
238.0 21.3 100.2 91 J
238.0 15.7 108.2 93 L
238.0 16.8 106.0 91 L
239.0 16.4 105.6 91 L
239.0 15.7 108.0 93 L
PACIFIC S01LS ENGINEERING, INC,
•
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•
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Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
12/6/95 cont.
711 Lot 97
712 Lot 95
713 Lot 127
714 Lot 130
715 Lot 129
716 Lot 65
717 Lot 64
718 Lot 63
719 Lot 62
720 Lot 61
721 Lot 60
722 Lot 59
723 Lot 58
12/7/95
724 Lot 132
725 Lot 134
726 Lot 133
727 Lot 128
728 Lot 126
729 Lot 135
730 Lot 93
731 Lot 91
732 Lot 105
733 Lot 108
734 Lot 112
735 Lot 103
736 Lot 106
737 Lot 11 0
738 Lot 94
739 Lot 98
740 Lot 96
741 Lot 104
742 Lot 107
743 Lot 109
744 Lot 111
745 Lot 100
746 Lot 95
747 Lot 92
T A 8 L E I cont.
ELEV. MOISTURE CONTENT DRY DENSITY RELATIVE SOIL TEST
(FT.) % (FIELD) (LBSJCU.FT.) %COMP TYPE TYPE
239.0 16.0 106.5 92 L
239.0 16.3 108.6 94 L
225.0 15.6 106.3 92 L
235.0 15.9 107.2 92 L
237.0 15.8 105.8 91 L
209.6 13.1 112.8 90 D
208.6 17.6 108.9 91 K
208.3 11.8 116.0 91 A SC
207.6 14.8 109.6 91 K
206.9 20.7 101.3 92 J
206.1 19.6 100.7 92 J
204.9 19.1 99.7 91 J
202.2 16.4 110.2 92 K
246.0 15.7 107.7 93 L
254.0 15.4 105.9 91 L
252.0 15.3 106.5 92 L
234.0 15.8 105.2 91 L
224.0 16.1 105.8 91 L
260.0 16.5 104.4 90 L
239.0 17.0 105.7 91 L
239.0 15.7 106.4 92 L
234.0 14.8 108.1 93 L
235.0 15.2 106.5 92 L
233.0 14.7 107.8 93 L
238.0 19.8 99.5 91 J
236.0 21.2 102.6 93 J
235.0 16.1 104.5 90 L
240.0 15.2 105.7 91 L
241.0 14.8 108.8 94 L
241.0 15.7 106.3 92 L
237.0 19.8 98.9 90 J
237.0 21.3 102.2 93 J
237.0 22.1 101.8 93 J
236.0 21.8 100.7 92 J
241.0 14.7 105.9 91 L
242.0 15.6 104.6 90 L
240.0 14.9 106.0 91 L
PACIFIC SOILS ENCIINEEFUNCI, INC,
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•
Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
12/8/95
748 Lot 80
749 Lot 82
750 Lot 84
751 Lot 86
752 Lot 88
753 Lot 81
754 Lot 101
755 Lot 99
756 Lot 97
757 Lot 102
758 Lot 105
759 Lot 108
760 Lot 95
761 Lot 93
762 Lot 11 O
763 Lot 112
764 Lot 104
765 Lot 106
766 Lot 109
767 Lot 111
768 Lot 116
769 Lot 114
770 Lot 117
771 Lot 115
12/11/95
772 Lot 94
773 Lot 96
774 Lot 91
775 Lot 98
776 Lot 90
777 Lot 107
778 Lot 112
779 Lot 118
780 Lot 113
781 Lot 119
782 Lot 116
783 Lot 114
784 Lot 103
785 Lot 105
786 Lot 108
787 Lot 110
788 Lot 111
T A B L E I cont.
ELEV. MOISTURE CONTENT DRY DENSITY RELATIVE SOIL TEST
(FT.) % (FIELD) (LBSJCU.FT.) %COMP TYPE TYPE
222.0 16.3 107.5 93 L
225.0 15.8 105.2 91 L
226.0 15.2 106.6 92 L
225.0 16.0 104.8 90 L SC
224.0 15.3 105.5 91 L SC
222.0 15.9 106.2 92 L SC
242.0 15.0 107.0 92 L
242.0 14.8 105.3 91 L
243.0 15.5 105.7 91 L
240.0 19.6 100.8 92 J
238.0 21.3 102.3 93 J
239.0 20.2 101.5 92 J
243.0 15.7 108.1 93 L
242.0 14.8 106.6 92 L
239.0 15.4 107.4 93 L
237.0 16.6 104.6 90 L
240.0 20.3 100.9 92 J
240.0 21.1 100.2 91 J
240.0 15.8 105.8 91 L
240.0 20.7 102.9 94 J
242.0 22.4 104.1 95 J
242.0 16.2 108.3 93 L
243.0 21.0 103.0 94 J
244.0 22.7 101.1 92 J
243.0 14.8 107.5 93 L
244.0 15.7 104.9 91 L
241.0 15.3 105.6 91 L
243.0 16.2 106.2 92 L
222.0 16.5 108.3 93 L
241.0 14.7 109.1 94 L
239.0 15.1 106.8 92 L
245.0 15.8 107.1 92 L
243.0 22.1 103.6 94 J
247.0 19.8 101.8 93 J
245.0 15.8 105.1 91 L
245.0 14.9 106.5 92 L
241.0 15.3 105.2 91 L
242.0 16.1 111.2 96 L
243.0 15.0 105.7 91 L
242.0 20.4 101.2 92 J
242.0 15.5 107.0 92 L
PACIFIC SCHLB ENCIINEERING, INC,
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Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
12/11 /95 cont.
789 Lot 102
790 Lot 104
791 Lot 106
792 Lot 109
793 Lot 105
794 Lot 107
795 Lot 120
12/12/95
796 Lot 117
797 Lot 113
798 Lot 118
799 Lot 115
800 Lot 119
801 Lot 116
802 Lot 117
803 Lot 114
804 Lot 41
805 Lot 39
806 Lot 37
807 Lot 118
808 Lot 120
809 Lot 40
810 Lot 38
811 Lot 40
812 Lot 119
813 Lot 117
814 Lot 115
815 Lot 113
816 Lot 116
817 Lot 114
818 Lot 118
819 Lot 120
820 Lot 115
821 Lot 113
12/14/95
822 Lot 39
823 Lot 38
824 Lot 39
825 Lot 36
826 Lot 126
827 Lot 127
T A B L E I cont.
ELEV. MOISTURE CONTENT DRY DENSITY RELATIVE SOIL TEST
(FT.) % (FIELD) (LBSJCU.FT.) 'lo COMP TYPE TYPE
242.0 15.8 104.6 90 L
243.0 16.2 108.5 94 L
244.0 14.9 105.9 91 L
243.0 16.0 108.8 94 L
244.0 21.8 101.1 92 J
243.0 20.3 100.8 92 J
250.0 22.7 103.0 94 J
246.0 15.2 107.9 93 L
246.0 21.6 104.1 95 J
248.0 20.5 103.6 94 J
248.0 21.3 100.9 92 J
250.0 22.1 100.3 91 J
249.0 21.8 103.0 94 J
250.0 15.9 105.5 91 L
249.0 21.6 99.1 90 J SC
226.0 16.2 104.5 90 L SC
230.0 15.7 108.1 93 L
237.0 15.4 107.0 92 L
252.0 20.7 103.4 94 J
252.0 21.3 101.2 92 J
228.0 16.0 107.5 93 L
227.0 16.3 108.3 93 L
231.0 19.9 101.4 92 J
254.0 20.8 102.4 93 J
254.0 19.7 104.3 91 M
252.0 19.5 105.1 92 M
250.0 20.2 100.0 91 J
253.0 18.9 103.9 91 M
253.0 17.8 105.5 92 M
255.0 22.5 101.5 92 J
255.0 20.7 102.3 93 J
256.0 16.9 104.7 92 M
254.0 17.5 106.2 93 M
232.0 20.9 99.8 91 J
239.0 21.7 101.6 93 J
235.0 17.8 104.9 92 M
240.0 22.2 102.2 93 J
221.0 15.8 108.2 93 L
223.0 17.5 106.1 93 M
PACIFIC SOILS ENGINEERING, INC,
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Work. Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
12/14/95 cont.
828 Lot 128
829 Lot 129
832 Lot 128
833 Lot 129
834 Lot 130
835 Lot 131
836 Lot 39
837 Lot 35
838 Lot 37
839 Lot 36
840 Lot 35
842 Lot 34
843 Lot 114
844 Lot 116
845 Lot 118
846 Lot 115
847 Lot 117
12/15/95
850 Lot 119
851 Lot 116
852 Lot 113
853 Lot 114
854 Lot 130
855 Lot 132
856 Lot 133
857 Lot 35
858 Lot 37
859 Lot 34
860 Lot 36
865 Lot 35
866 Lot 34
867 Lot 33
872 Lot 118
873 Lot 117
874 Lot 115
875 Lot 34
12/21/95
919 Lot 66
920 Lot 67
921 Lot 68
T A B L E I cont.
ELEV. MOISTURE CONTENT DRY DENSITY RELATIVE SOIL TEST
(FT.) % (FIELD) (LBS.ICU.FT.) %COMP TYPE TYPE
222.0 17.9 104.9 92 M
230.0 16.5 107.6 93 L
228.0 19.5 101.1 92 J
232.0 15.2 110.7 96 L
234.0 20.8 99.2 90 J
238.0 16.1 103.8 91 M
234.0 20.7 101.7 93 J
242.0 20.3 100.3 91 J
240.0 18.1 104.4 91 M SC
244.0 16.3 105.9 93 M SC
246.0 22.1 100.2 91 J
249.0 19.8 101.4 92 J
256.0 17.3 106.6 93 M
256.0 16.5 104.3 91 M
257.0 16.0 108.8 94 L
258.0 15.3 106.2 92 L
258.0 15.9 105.2 92 M
256.0 22.8 100.1 91 J
259.0 19.8 99.6 91 J
257.0 15.7 108.7 94 L
258.0 15.2 109.1 94 L
236.0 14.7 104.9 91 L
242.0 15.8 107.1 92 L
247.0 14.9 106.4 92 L
248.0 20.5 104.4 95 J
243.0 17.3 106.1 93 M SC
252.0 16.1 105.8 93 M SC
247.0 21.2 101.3 92 J SC
250.0 20.7 101.9 93 J
254.0 20.3 100.6 92 J
255.0 17.2 105.1 92 M
259.0 15.2 106.9 92 L
260.0 14.9 105.7 91 L
260.0 16.0 104.8 92 M
256.0 22.3 102.2 93 J
210.0 12.3 115.2 92 D
210.9 11.9 114.7 92 D
211.3 12.8 116.3 93 D
PACIFIC SOILS ENCIINEERINCI, INC,
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Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
12/21/95 cont.
922 Lot 48
923 Lot 49
924 Lot 50
925 Lot 51
926 Lot 52
927 Lot 53
928 Lot 54
929 Lot 55
930 Lot 56
931 Lot 57
932 Lot 69
933 Lot 70
Anthurium Drive
941 Sta. 33+93
942 Sta. 32+65
943 Sta. 29+82
944 Sta. 28+03
Bluebonnet Place
945 Sta. 17+45
946 Sta. 14+77
12/22/95 Anthurium Drive
947 Sta. 33+22
948 Sta. 31 +45
949 Sta. 29+30
950 Sta. 27+97
Bluebonnet Place
951 Sta. 16+15
952 Sta. 13+76
953 Sta. 12+35
954 Sta. 11+23
12/27/95
985 Lot 12
986 Lot 16
999 Lot 13
1000 Lot 16
1001 Lot 19
1002 Lot 12
1003 Lot 15
1004 Lot 18
022GR02:kr
T A B L E I cont.
ELEV. MOISTURE CONTENT DRY DENSITY
(FT.) % (FIELD) (LBSJCU.FT.)
211.7 19.7 99.6
211.0 18.9 102.1
210.7 15.8 109.5
209.6 14.7 104.1
209.3 15.4 105.7
208.2 18.9 102.2
207.9 14.9 104.9
207.0 19.6 100.7
206.7 21.4 102.2
204.7 14.4 105.8
223.5 14.5 105.4
223.9 21.6 99.4
197.0 19.7 102.0
203.0 20.3 101.2
205.0 16.3 108.6
207.0 16.1 104.4
216.0 15.7 105.8
220.0 21.1 100.7
201.0 16.3 103.2
204.0 13.6 113.7
206.0 12.8 115.2
208.0 15.9 105.7
220.0 16.7 104.8
222.0 17.2 106.2
220.0 16.2 103.9
219.0 13.8 114.7
242.0 12.9 116.3
253.0 17.2 107.9
246.0 16.7 102.9
257.0 13.7 117.8
267.0 12.9 116.7
248.0 17.0 106.0
256.0 16.8 105.3
268.0 13.2 118.0
PACIFIC SOILS ENCIINEERINC3, INC.
RELATIVE SOIL TEST
%COMP TYPE TYPE
91 J
93 J
96 M
91 M
93 M
93 J
92 M SC
92 J
93 J
93 M
91 L
91 J
93 J
92 J
94 L
91 M
93 M SC
92 J SC
90 M
91 D
92 D
93 M
92 M
93 M
91 M
92 D
93 I
94 M
90 M
94 I
93 I
93 M
92 M
94 I
•
•
•
•
•
•
•
•
•
•
•
Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
12/28/95 Strelitzia Circle
1011 Sta. 16+22
1012 Sta. 14+07
1013 Sta. 11+31
1014 Sta. 14+95
1015 Sta. 13+06
1016 Sta. 10+65
1017 Lot 14
1018 Lot 17
1019 Lot 20
1020 Lot 13
1021 Lot 16
1022 Lot 19
1023 Lot 12
1024 Lot 15
1025 Lot 18
1026 Lot 21
1027 Lot 14
1028 Lot 17
1029 Lot 20
1030 Lot 12
12/29/95
1035 Lot 13
1036 Lot 16
1037 Lot 19
1038 Lot 12
1039 Lot 15
1040 Lot 18
1041 Lot 21
1047 Lot 14
1048 Lot 17
1049 Lot 20
1050 Lot 13
1051 Lot 16
1052 Lot 19
1053 Lot 12
1054 Lot 15
1055 Lot 18
1056 Lot 21
TABLE I cont.
ELEV. MOISTURE CONTENT DRY DENSITY
(FT.) % (FIELD) (LBS.ICU.FT.)
236.0 14.6 114.8
236.0 21.2 100.3
233.0 20.5 102.8
239.0 22.0 101.5
238.0 15.0 113.9
236.0 15.2 114.6
256.0 14.3 113.1
265.0 13.8 116.3
273.0 14.0 115.5
258.0 17.3 104.7
268.0 15.0 116.2
275.0 16.7 106.0
253.0 16.3 107.0
262.0 13.6 115.3
272.0 16.2 108.8
275.0 13.9 114.6
260.0 13.7 115.7
270.0 14.2 113.9
277.0 16.6 104.9
260.0 13.5 114.2
263.0 13.1 116.2
272.0 12.9 112.6
276.0 12.6 115.3
262.0 17.3 102.9
264.0 16.8 104.3
274.0 17.0 103.8
280.0 17.5 106.3
265.0 17.7 102.8
275.0 17.2 103.9
282.0 14.3 113.8
267.0 16.6 106.7
274.0 16.2 105.9
280.0 17.1 104.8
265.0 16.9 107.1
267.0 16.4 105.9
277.0 17.0 105.3
283.0 16.5 104.7
PACIFIC SOILS ENGINEERING, INC,
RELATIVE SOIL TEST
%COMP TYPE TYPE
92 I
91 J
94 J
92 J
91 I
92 I
90 D
93 D
92 I
92 M
93 I
93 M SC
94 M SC
92 I SC
95 M
92 I
93
91
92 M
91 I
93 I
90 I
92 I
90 M
91 M
91 M
93 M
90 M
91 M
91 I
93 M
93 M SC
92 M
94 M
93 M
92 M
92 M
•
•
•
•
•
•
•
•
•
•
•
Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
1/2/96
1057 Lot 7
1058 Lot 7
1059 Lot 11
1060 Lot 9
1061 Lot 7
1062 Lot 10
1063 Lot 8
1064 Lot 14
1065 Lot 17
1066 Lot 20
1067 Lot 13
1068 Lot 16
1069 Lot 19
1070 Lot 12
1071 Lot 15
1072 Lot 18
1/3/96
1073 Lot 80
1074 Lot 81
1075 Lot 82
1076 Lot 83
1077 Lot 84
1078 Lot 85
1079 Lot 86
1080 Lot 87
1081 Lot 88
1082 Lot 89
1083 Lot 90
1084 Lot 28
1085 Lot 26
1086 Lot 27
1087 Lot25
1088 Lot 28
1089 Lot 26
1090 Lot 27
1091 Lot 26
1092 Lot 28
1093 Lot 27
1094 Lot 26
TABLE I cont.
ELEV. MOISTURE CONTENT DRY DENSITY RELATIVE SOIL TEST
(FT.) % (FIELD) (LBSJCU.FT.) %COMP TYPE TYPE
270.0 15.9 105.6 92 M
272.0 15.8 107.8 94 M
268.0 16.5 103.7 91 M
271.0 16.3 104.3 91 M
274.0 17.2 103.2 90 M
270.0 16.7 106.1 93 M
274.0 17.0 105.5 92 M SC
269.0 16.0 103.3 90 M SC
277.0 16.9 107.2 94 M SC
284.0 16.3 106.5 93 M
270.0 16.6 105.9 93 M
276.0 17.3 106.9 94 M
283.0 17.5 105.3 92 M
267.0 16.7 103.1 90 M
271.0 16.3 103.8 91 M
279.0 16.6 104.8 92 M
223.9 17.1 101.8 93 J
225.0 16.7 102.7 94 J
226.5 14.6 105.8 96 J
227.0 14.2 103.7 94 J
227.0 12.9 111.6 96 L
226.4 12.6 109.0 94 L
225.9 20.3 102.8 94 J
225.0 14.9 109.8 95 L
224.5 14.8 109.0 94 L
223.6 19.5 101.9 93 J
223.5 19.4 103.4 94 J
274.0 20.8 98.9 90 J
277.0 19.8 99.2 90 J
278.0 21.6 100.3 91 J
285.0 17.9 104.8 92 M
276.0 20.3 10·1.2 92 J
280.0 16.6 105.5 92 M
280.0 21.5 100.8 92 J
283.0 20.9 100.3 91 J
278.0 17.0 106.1 93 M
282.0 21.9 98.8 90 J
285.0 16.8 105.3 92 M
PACIFIC SOILS ENGINEERING, INC,
•
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Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
1/4/96
1099 Lot 28
1100 Lot 27
1101 Lot 26
1102 Lot 25
1107 Lot 91
1108 Lot 92
1109 Lot 93
1110 Lot 94
1111 Lot 95
1112 Lot 96
1113 Lot 97
1114 Lot 98
1115 Lot 99
1116 Lot 100
1117 Lot 101
1/5/96
1118 Lot 39
1119 Lot 40
1120 Lot 41
1121 Lot 42
1122 Lot 43
1123 Lot 44
1124 Lot 45
1125 Lot 46
1126 Lot 47
1127 Lot 121
1128 Lot 122
1129 Lot 123
1130 Lot 124
1131 Lot 125
1132 Lot 126
1133 Lot 127
1134 Lot 128
1135 Lot 129
1136 Lot 130
1137 Lot 131
1138 Lot 132
1139 Lot 133
TABLE I cont.
ELEV. MOISTURE CONTENT DRYDENSITY RELATIVE SOIL TEST
(FT.) % (FIELD) (LBS..CU.FT.) %COMP TYPE TYPE
280.0 16.8 105.0 92 M
284.0 20.9 100.7 92 J
287.0 21.5 102.6 93 J
288.0 17.2 104.3 91 M
241.3 14.6 106.2 92 L
242.2 13.5 106.5 92 L
243.3 13.0 108.7 94 L
243.7 12.8 109.4 94 L
244.6 13.2 107.9 93 L
245.0 13.6 107.2 92 L SC
245.2 13.3 110.6 95 L SC
245.2 11.7 110.3 95 L
244.3 14.0 110.2 95 L
243.9 12.3 112.5 97 L
243.1 12.7 112.6 97 L
235.6 19.4 99.6 91 J
231.7 13.4 111.1 96 L
227.8 16.9 104.2 95 J
224.0 16.7 102.5 93 J
221.0 16.3 101.0 92 J
217.8 12.5 106.4 92 L
214.5 16.3 102.9 94 J
212.7 16.1 101.8 93 J
212.0 18.6 103.9 95 J
201.9 13.9 107.0 92 L
206.9 14.1 111.8 96 L
210.2 14.4 110.0 95 L
213.7 14.8 108.8 94 L
217.6 13.9 107.5 93 L
221.5 13.6 107.6 93 L SC
225.4 13.2 112.6 97 L SC
229.4 12.8 110.4 95 L
233.3 12.9 105.6 96 J
237.2 17.6 103.1 94 J
241.1 20.6 103.0 94 J
245.0 20.6 103.0 94 J
249.5 20.3 99.8 91 J
PACIFIC BOILS ENGINEERING, INC,
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Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
1 /5/96 cont.
1140 Lot 134
1141 Lot 135
1142 Lot 136
1143 Lot 137
1144 Lot 138
1/8/96
1145 Lot 131
1146 Lot 132
1147 Lot 133
1148 Lot 134
1149 Lot 135
1150 Lot 136
1151 Lot 137
1152 Lot 138
1/9/96
1153 Lot 34
1154 Lot 35
1155 Lot 36
1156 Lot 37
1157 Lot 38
ELEV.
(FT.)
252.0
252.9
252.2
251.0
245.9
241.1
245.0
249.5
252.0
252.9
252.2
251.0
245.9
256.5
252.6
248.6
244.5
240.5
Sweet Woodruff Road
1158 Sta. 27+20 208.0
1159 Sta. 24+91 217.0
1160 Sta. 22+65 229.0
1161 Sta. 21+10 237.0
1162 Sta. 19+40 245.0
1/10/96
1167 Lot 7 276.8
1168 Lot 8 275.1
1169 Lot 9 272.5
1170 Lot 10 271.1
1/11/96
1177 Lot 25 289.3
1178 Lot 26 288.2
1179 Lot 27 284.8
1180 Lot 28 281.1
TABLE I cont.
MOISTURE CONTENT DRY DENSITY
% (FIELD) (LBS.ICU.FT.)
21.5 102.2
20.8 100.1
19.8 100.7
21.7 102.2
20.4 101.9
16.5 100.8
16.0 102.3
18.7 100.9
16.0 112.0
12.3 110.2
12.4 105.4
16.7 103.1
19.2 100.5
20.2 99.0
20.3 100.0
20.6 100.4
19.8 102.5
21.7 101.3
19.8 103.1
13.2 114.7
12.9 115.8
20.6 102.0
21.5 101.5
15.9 106.6
14.6 103.6
14.2 103.8
14.0 104.9
14.3 104.7
21.1 99.8
20.4 102.5
19.2 99.2
PACIFIC SOILS ENGINEERING, INC,
RELATIVE SOIL TEST
%COMP TYPE TYPE
93 J
91 J
92 J SC
93 J
93 J
92 J
93 J
92 J
97 L
95 L:
91 L SC
94 J
92 J
90 J
91 J
91 J
93 J
92 J
94 J
92 I
93 I SC
93 J
92 J
93 M
91 M
91 M
92 M
92 M
91 J
93 J
90 J
•
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•
•
•
•
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•
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Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
1/12/96
1185 Lot 20
1186 Lot21
1187 Lot 11
1188 Lot 12
1189 Lot 14
1190 Lot 15
1191 Lot 19
1192 Lot 20
1193 Lot 21
1/16/96
1204 Lot 11
1205 Lot 12
1206 Lot 13
1207 Lot 14
1208 Lot 15
1209 Lot 16
1210 Lot 17
1211 Lot 18
1212 Lot 19
1213 Lot 1
1214 Lot 2
1215 Lot 3
1216 Lot 4
1217 Lot 5
1218 Lot 6
1219 Lot 31
1220 Lot 32
Antnurium
1221 Sta. 33+25
1222 Sta. 21+00
1223 Sta. 28+97
1/17/96
1224 Lot 1
1225 Lot 2
1226 Lot 3
1227 Lot 4
1228 Lot 5
1229 Lot 6
T A 8 L E I cont.
ELEV. MOISTURE CONTENT DRY DENSITY
(FT.) % (FIELD) (LBS.ICU.FT.)
286.0 19.8 101.9
286.0 21.1 99.8
268.0 20.7 102.7
269.0 16.8 104.9
272.0 16.2 106.2
273.0 19.9 101.6
284.0 21.2 101.1
288.0 20.3 100.5
288.7 19.8 100.3
270.4 13.1 109.3
270.4 13.6 107.0
272.3 16.0 104.0
274.0 18.8 99.4
275.9 20.4 100.6
277.6 19.4 101.9
278.9 19.3 99.8
281.8 18.9 100.7
284.9 19.0 101.6
254.0 16.0 105.7
256.0 20.3 102.8
258.0 15.2 105.2
259.0 15.9 108.1
259.0 16.8 105.8
258.0 21.9 101.2
255.0 20.2 102.5
256.0 20.4 101.9
203.0 14.4 105.9
205.0 19.1 100.1
207.0 14.6 104.9
255.8 19.2 105.1
257.6 21.0 101.7
259.7 20.8 99.8
260.9 20.5 102.2
260.8 19.3 104.3
260.3 19.4 100.9
PACIFIC SOILS ENGINEERING, INC,
RELATIVE SOIL TEST
%COMP TYPE TYPE
93 J
91 J
94 J
92 M
93 M
93 J SC
92 J SC
92 J
91 J
94 L
92 L
91 M
91 J
92 J
93 J
91 J
92 J
93 J
91 L
94 J
91 L
93 L
91 L
92 J SC
93 J SC
93 J SC
93 M
91 J
92 M
92 M
93 J
91 J
93 J
91 M
92 J
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Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
1/18/96
1232 Lot 113
1233 Lot 114
1234 Lot 115
1235 Lot 116
1236 Lot 117
1237 Lot 118
1238 Lot 119
1239 Lot 120
1/23/96
1279S Lot 57
1280S Lot 57
1281S Lot 121
1282S Lot 121
1283S Lot 121
1284S Lot 121
1285S Lot 122
1/24/96
1286 Lot 31
1287 Lot 32
1288 Lot 33
1289 Lot 102
1290 Lot 103
1291 Lot 104
1292 Lot 105
1293 Lot 106
1294 Lot 107
1295 Lot 108
1296 Lot 109
1297 Lot 110
1298 Lot 111
1299 Lot 112
1/26/96
1312 Lot 1
1313 Lot 1
Coneflower Drive
1314 Sta. 14+00
1315 Sta. 16+55
T A B L E I cont.
ELEV. MOISTURE CONTENT DRY DENSITY
(FT.) % (FIELD) (LBSJCU.FT.)
258.4 20.5 103.3
259.5 14.1 106.1
260.5 15.6 106.4
260.6 15.8 105.1
260.7 14.6 104.6
259.5 15.3 108.1
257.5 20.8 100.3
256.0 14.5 106.5
202.0 10.8 112.7
198.0 18.5 99.2
178.0 13.3 111.5
188.0 15.0 100.8
196.0 16.8 99.0
192.0 18.5 99.2
204.0 12.9 106.4
257.6 18.6 100.6
257.3 20.7 98.9
256.9 19.3 100.2
243.1 15.0 109.3
243.9 16.7 107.8
244.3 16.6 106.1
245.2 15.5 105.0
245.2 18.2 102.1
244.7 18.8 102.7
244.2 20.7 101.8
243.3 14.6 108.5
242.8 16.3 107.8
242.1 16.1 106.5
241.6 16.0 105.4
253.0 13.2 113.6
255.0 12.8 112.8
255.0 13.6 114.0
254.0 13.0 113.1
PACIFIC SOILS ENGINEERING, INC,
RELATIVE SOIL TEST
%COMP TYPE TYPE
94 J
92 L
92 L
91 L
90 L
93 L
91 J
92 L
90
90 J
90 H SC
92 J
90 J
90 J
92 L
92 J
90 J
91 J
94 L
93 L
92 L
91 L
93 J
94 J
93 J
94 L SC
93 L SC
92 L
91 L
92 H
91 H
92 H
91 H
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•
•
•
•
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Work Order 400224GR
May 9, 1996
TEST TEST TEST ELEV.
DATE NO, LOCATION (FT.)
1/29/96 Blueboonet Place
1316 Sta. 11+60 221.0
1317 Sta. 12+58 222.0
1318 Sta. 14+40 224.0
1319 Sta. 15+45 223.0
1320 Sta. 16+95 218.0
Coneflower Drive
1321 Sta. 16+81 257.0
1322 Sta. 14+83 258.0
Strelitzia Circle
1323 Sta. 16+80 238.0
1324 Sta. 14+55 242.0
1325 Sta. 13+51 241.0
1326 Sta. 11+77 239.0
1327 Sta. 10+50 238.0
Sweet Woodruff Road
1328 Sta. 19+12 252.0
1329 Sta. 20+35 244.0
1330 Sta. 21+62 237.0
1331 Sta. 24+35 221.0
1332 Sta. 25+50 215.0
1333 Sta. 26+85 209.0
1334S Lot 69 220.0
1335S Lot 91 237.0
1336S Lot 113 253.0
1/30/96 Cherry Blossom Road
1349 Sta. 21+36 227.0
1350 Sta. 23+25 216.0
1351 Sta. 25+11 205.0
1352 Sta. 27+22 192.0
1353 Sta. 20+54 235.0
1354 Sta. 22+14 224.0
1355 Sta. 23+75 213.0
1356 Sta. 25+46 203.0
1357 Sta. 26+22 198.0
1358 Sta. 27+60 188.0
2/5/96
1359S Lot 79 218.0
1360S Lot 101 240.0
1361S Lot 134 257.0
1362S Lot 135 259.0
T A B L E I cont.
MOISTURE CONTl;NT DRY DENSITY
% (FIELD) (LBS.ICU.FT.)
15.9 107.4
15.2 107.7
14.2 105.8
14.8 108.7
15.5 107.7
21.3 101.4
20.7 103.0
20.3 100.8
20.8 102.0
21.2 100.7
15.6 108.6
21.9 103.6
21.1 100.7
16.7 106.6
20.5 101.6
19.6 101.0
20.2 101.7
20.3 104.7
13.2 104.7
14.8 105.4
12.6 104.8
12.7 114.1
11.9 112.7
20.6 100.2
16.1 108.5
21.2 99.8
20.7 103.6
21.5 102.2
13.0 113.7
12.6 114.5
21.3 104.1
13.2 112.1
12.8 111.8
15.6 105.5
15.2 106.1
PACIFIC SOILS ENGIINEERINGI, INC,
RELATIVE SOIL TEST
%COMP TYPE TYPE
94 M
93 L
91 L SC
94 L SC
93 L
92 J
94 J
92 J
93 J
92 J
95 M
94 J
92 J
93 M
93 J
92 J
93 J
95 J
90 L
91 L
90 L
92 H SC
91 H SC
91 J
94 L
91 J
94 J
93 J
92 H
92 H
95 J
91 H
90 H
91 L
92 L
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Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
2/6/96
1364S Lot6
1365S Lot 7
1366S Lot28
1367S Lot 29
1368S Lot 30
1369S Lot 31
1370S Lot 90
1371S Lot 89
1372S Lot 88
1373S Lot 87
1374S Lot 86
1375S Lot 85
1376S Lot 84
1377S Lot 83
1378S Lot 82
1379S Lot 81
1380S Lot 80
2/7/96
1381S Lot 102
1382S Lot 104
1383S Lot 105
1384S Lot 107
1385S Lot 108
1386S Lot 109
1387S Lot 110
1388S Lot 111
1389S Lot 112
1390S Lot 112
2/8/96
1393S Lot 58
1394S Lot 59
1395S Lot 60
1396S Lot 61
1397S Lot 62
1398S Lot 63
1399S Lot 64
1400S Lot 65
1401S Lot 66
1402S Lot 67
1403S Lot 68
T A B L E I cont.
ELEV. MOISTURE CONTENT DRY DENSITY RELATIVE SOIL TEST
(FT.) % (FIELD) (LBSJCU.FT.) %COMP TYPE TYPE
271.0 14.0 105.5 91 L
273.0 17.5 102.8 90 M
274.0 20.3 99.8 91 J
274.0 20.1 98.9 90 J
279.0 14.6 103.9 91 M
282.0 21.2 101.3 92 J
230.0 15.0 105.4 91 L
238.0 14.3 105.7 91 L SC
233.0 16.6 105.8 91 L SC
240.0 15.7 104.8 90 L
237.0 16.7 106.2 92 L
241.0 20.6 100.3 91 J
232.0 16.0 106.9 92 L
240.0 15.6 104.6 90 L
236.0 20.2 99.3 90 J
226.0 19.1 99.2 90 J
237.0 15.8 107.0 92 L
252.0 19.3 100.6 92 J
249.0 21.1 99.8 91 J
258.0 19.7 99.2 90 J
254.0 19.9 99.6 91 J
249.0 20.8 101.5 92 J
252.0 19.2 99.7 91 J
256.0 19.8 101.8 93 J
253.0 15.6 108.3 93 L
255.0 19.5 99.4 91 J
250.0 15.7 106.4 92 L
205.0 13.8 104.8 90 L
214.0 20.1 100.1 91 J
220.0 20.5 99.2 90 J
225.0 21.3 100.6 92 J
212.0 16.3 108.0 93 L SC
217.0 15.8 107.9 93 L SC
221.0 19.2 100.7 92 J
225.0 21.6 100.1 91 J
219.0 21.0 99.6 91 J
221.0 19.3 99.0 90 J
216.0 18.7 101.0 92 J
PACIFIC SOILS ENCIINEERING1 INC,
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Work Order 400224GR
May 9, 1996
TEST TEST TEST
DATE NO. LOCATION
2/9/96
1404S Lot 37
1405S Lot 38
1406S Lot 39
1407S Lot 40
1408S Lot 41
1409S Lot 42
1410S Lot 43
1411S Lot 44
1412S Lot 45
1413S Lot 46
1414S Lot 46
1415S Lot 47
2/13/96
1416S Lot 11
1417S Lot 12
1418S Lot 12
1419S Lot 12
1420S Lot 12
1421S Lot 13
1422S Lot 14
1423S Lot 14
1424S Lot 15
1425S Lot 15
1426S Lot 16
1427S Lot 17
1428S Lot 18
1429S Lot 19
1430S Lot 19
1431S Lot 20
1432S Lot 21
0224GR2A:kr
T A B L E I cont.
ELEV. MOISTURE CONTENT DRY DENSITY RELATIVE SOIL TEST
(FT.) % (FIELD) (LBSJCU.FT.) %COMP TYPE TYPE
242.0 20.7 99.8 91 J
235.0 20.9 101.2 92 J
232.0 19.6 100.1 91 J
228.0 19.2 99.7 91 J
221.0 15.2 105.8 91 L
220.0 21.0 99.8 91 J
211.0 19.1 99.3 90 J
213.0 15.1 104.8 90 L
210.0 14.8 106.2 92 L
207.0 15.5 104.7 90 L
208.0 19.8 99.0 90 J
205.0 14.9 105.0 91 L
267.0 16.0 104.5 90 L
261.0 20.3 101.6 93 J
256.0 15.7 106.5 92 L
252.0 13.9 104.9 91 L
266.0 14.5 103.6 91 M SC
262.0 13.0 103.5 91 M SC
259.0 15.4 104.6 92 M SC
270.0 13.5 102.8 90 M
263.0 14.2 104.3 91 M
273.0 14.4 103.1 90 M
270.0 15.5 103.6 91 M
275.0 19.6 99.2 90 J
274.0 15.2 102.9 90 M
282.0 14.9 103.3 90 M
273.0 15.7 107.0 92 L
279.0 15.4 104.0 91 M
284.0 14.4 103.9 91 M
PACIFIC SDILS ENGINEERING, INC.
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Work Order 400224GR
May 9, 1996
Approx.
TABLE 11
DEPTH OF FILL
Approx .
Lot No. Maximum Degth of Fill (ft.} Lot No. Maximum Degth of Fill (ft.}
1 3** 31 3-
2 3** 32 3-
3 3** 33 3-
4 3** 34 13*
5 3** 35 17*
6 3** 36 16
7 8* 37 16
8 3** 38 14
9 3** 39 15
10 3** 40 15
11 9* 41 19
12 30* 42 29
13 30* 43 26
14 32* 44 25
15 31* 45 21
16 24* 46 22
17 19* 47 37
18 13* 48 36
19 15* 49 34
20 17* 50 26
21 19* 51 18
22 cut 52 15
23 cut 53 17
24 cut 54 17
25 8* 55 14
26 13* 56 19
27 13 57 33
28 9 58 19
29 cut 59 24
30 cut 60 27
PACIFIC SOILS ENGINEERING, INC,
•
•
•
•
•
•
•
•
•
•
•
Work Order 400224GR
May 9, 1996
Approx.
TABLE 11 cont.
DEPTH OF FILL
Approx.
Lot No . Maximum De12th of Fill (ft.) Lot No. Maximum DeQth of Fill (ft.}
61 20 92 19
62 9 93 20
63 10 94 22
64 11 95 23
65 14 96 22
66 25 97 25
67 20 98 37
68 16 99 27
69 22 100 22
70 18 101 20
71 23 102 7*
72 23 103 11*
73 24 104 13
74 23 105 16
75 24 106 16
76 35 107 14
77 35 108 13
78 34 109 12
79 35 110 11
80 19* 111 13
81 12* 112 13
82 20 113 21
83 20 114 23
84 14 115 25
85 13 116 23
86 11 117 23
87 9 118 20
88 7* 119 15*
89 8* 120 10*
90 14 121 34
91 30 122 27
PACIFIC SCHLB ENGINEERING, INC,
•
•
•
•
•
•
•
•
•
•
•
Work Order 400224GR
May 9, 1996
TABLE 11 cont.
DEPTH OF FILL
Approx.
Lot No. Maximum DeQth of Fill {ft.}
123
124
125
126
127
128
129
130
*
**
18*
14*
11*
8*
8*
10*
10*
10*
overexcavated due to cut/fill transition
overexcavated due to unsuitable soils
Lot No.
131
132
133
134
135
136
137
138
Approx.
Maximum DeQth of Fill (ft.}
8*
3**
3**
3**
3**
3**
3**
3**
PACIFIC S01LB ENCIINEERINGI, INC,
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• • • • • • •
CERCO Analytical, Inc.
3942-A Valley Avenue, Pleasanton, CA 94566 (510) 462-2771 Fax (S JO) 462-277S
Clitnt·
Clhmt'• Project No.:
Client's Project Name:
Authorization:
Job/Sample No.
9602070-00 I
9602070-002
9602070-003
9602070-00.t
Method:
Detection Limit:
J
Corrpro ComP1nl11, Jnc,
02-53-.S2•5.26S3
Pacific Solis
Work Order No.400224GR
Samplel.D.
Lot ss
Lot 116
Lot 120
Lot 1"4
Matrix
Soil
Soil
Soil
Soil
FINAL RESULTS
Moisture SulfaJc
(%) pH• (mg/Jc, )•
--8.0 l64l -8.1 130,
·-8.0 110 -7.8 190
I .
.
I
I
I
ASTM D2!J74A ASTM D.2,76 ASTM DSIM
27-Feb-96
• Results reported on a wet weight basis I
O..uty CePttp? S'YllfP■a • All laltentory 111Mllty cerlntl pal'Mli'len -n Jol>f'II te lie 'tllithlr -IIW llmlU
Date Sampled:
Date Received:
Date ol'Repon:
CDnductivity
(omholc,n)•
2,.SOO
1,600
1,200
l60
ASTM 01125
10
27-Feb-96
• • •
Pebnw)i 05, 1996
Pcbrual)' 16, J996
Febnwy29, J996
Sulfkte Cllloride
(·g)• (qlkg)•
N.D. 170
N.D. 340
N.D. 240
N.D. so
ASTMD46.58 ASTMDS12C
0.3 s
27-Feb-96 27-Feb-96
........
PLATEA