HomeMy WebLinkAboutTract Map 21675-5 Project Grading Report•
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PACIFIC SOILS ENGINEERING, INC. L.A. COUNTY OFFICE
7370 OPPORTUNITY
ROAD, SUITE "N". SAN DIEGO, CALIFORNIA 921111402 W. 240th Street
Harbor City, CA 90710-1307
TELEPHONE: (619) 560.1713, FAX:(619) 560.0380 (213) 325-7272 or 775.6771
•
FAX: (213) 325-8854
ORANGE COUNTY OFFICE
10653 Progress Way
P.O. Be. 2249
Cypress, CA 90630
(714)220.0770
FAX: (714) 220-9589
•
Mesa Homes
28765 Single
Oak Drive - Suite 100
Temecula, CA
92390 January 30, 1990
Work Order 400095H
Log No.470423
Attention:
Mr. Bill Richardson,
•1
Vice President, Construction
Subject:
Project Grading Report for Tract
21675-5, Lots 1 thru 63, inclusive,
Rancho California, in the County
of Riverside, California
•
Reference:
Geotechnical Grading Plan Review,
Tract 21675-1 thru 6 (Margarita
Village), dated October 1, 1987
by Pacific Soils Engineering, Inc.
(W.0.400085)
•
Gentlemen:
• This report presents geotechnical data and testing results per-
taining to the completion of earthwork for Tract 21675-5, Lots 1
thru 63, inclusive, located in the Rancho California community,
in the County of Riverside, California. This grading was con-
ducted from September, 1988 thru January, 1989.
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Data developed during this phase of project grading is summar-
ized in the text of this report, on the enclosed 40 -scale grad-
ing plans (sheets 1, 6, 7 and 8 of 11), prepared by Robert Bein,
William Frost and Associates, Table I and Table II. Also pre-
sented herein are the foundation and slab design recommendations
based upon field and laboratory testing of as -graded soil
conditions.
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Work Order 400095H
January 30, 1990
Page 2
All cuts, fills and processing of original ground covered by
this report have been completed under our observation and/or
accepted by this firm and are in compliance with the County of
Riverside grading code criteria.
Completed work has been reviewed and is considered suitable for
the construction now planned. All slopes are considered sur-
ficially and grossly stable and should remain so under normal
conditions. owing to the granular nature of the on-site mater-
ials, graded slopes will be subject to ravelling and a fairly
high erosion potential. Landscaping of all graded slopes should
be accomplished as soon as possible as well as establishing and
maintaining drainage berms and swales for long term slope
protection.
PACIFIC SOILS ENGINEERING, INC.
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Work Order 400095H
January 30, 1990
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ENGINEERING GEOLOGY
Page 3
Surficial Units
Surficial units encountered during grading include soil,
• alluvium and minor colluvium. The soil consists of a dark to
medium brown sandy clay to clayey sand. This unit was stripped
from or benched into Pauba Formation prior to fill placement.
The alluvial/colluvial soils consist of light to medium brown
• silty to clayey sand. These materials were removed to Pauba
Formation.
Bedrock Units
• Bedrock underlying Tract 21675-5 consists of a light brown to
red -brown clayey sandstone assigned to the Pauba Formation.
The Pauba Formation is generally massive and flat -lying.
• Faults
Faults and shears were not found during grading of Tract
21675-5.
• Subdrains
Subdrains were not recommended in the reference preliminary
report, nor were deemed necessary during project grading. This
is due to the granular nature of on-site geologic units.
•
Corrective Grading
Corrective grading such as buttress or stabilization fills were
not required.
•
Conclusions
From an engineering geologic viewpoint, Lots 1 thru 63, inclu-
sive, of Tract 21675-5, are suitable for the intended use. 3
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PACIFIC SOILS ENGINEERING, INC.
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Work Order 400095H
January 30, 1990
A. PROJECT GRADING
SOIL ENGINEERING
Page 4
• 1. Compaction test results are presented in Table I and approxi-
mate locations of tests are shown on the accompanying 40 -
scale plan by Robert Bein, William Frost and Associates,
Inc. (sheets 6, 7 and 8 of 11).
•
2. Cleanouts were accomplished to bedrock or native soils deem-
ed competent for support of fill. Prior to placement of
compacted fill the exposed compacted fill surface was scari-
fied, watered as necessary and compacted in-place to project
specifications.
3. Fill consisting of the soil types indicated in Table I was
then placed in thin lifts, watered as necessary and compact-
ed in-place to a minimum of 90 percent of the laboratory
standard (ASTM:D 1557) utilizing self-propelled rubber -
tired compactors, sheepsfoot compactors and heavy earth
moving equipment. Each fill lift was treated in a like
manner.
4. Fill placed on slope gradients steeper than 5 -horizontal to
• 1 -vertical was keyed and benched into bedrock. The upper
soils were stripped off or benched out on the shallower
slopes in such a manner that all compacted fill is in con-
tact with intact bedrock and/or competent materials.
•
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PACIFIC SOILS ENGINEERING, INC.
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Work Order 400095H Page 5
January 30, 1990
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5. All removals, excavations, cleanouts and processing in pre-
paring fill areas were observed by this firm's representa-
tive prior to placement of any fill. Based on those observa-
tions, all fills are deemed to be supported by bedrock or
competent material.
•
6. Compaction tests were taken for each one (1) to two (2) feet
of placed fill. The maximum vertical depth of fill placed
at this time is on the order of fifty-four (54) feet on Lot
'•
27. The approximate depth of fill on individual lots is
summarized in Table II.
The cut portion of transition lots within structural areas
•
was overexcavated to a minimum depth of 36 -inches and re-
placed as compacted fill. This occurred on Lots 1, 2, 5, 6,
8 thru 13, 15, 16, 23, 24, 43 thru 48, 50 and 56.
• 7. The fill slopes were over -built approximately four (4) feet
during rough grading operations. Upon mass grading comple-
tion, the slopes were trimmed back to the compacted core to
achieve design grade.
•
Finish slope surfaces have been probed and/or tested and the
slopes are considered to satisfy the project requirements
and grading codes of the County of Riverside. All slopes
• should be planted as soon as practical and maintained for
proper growth. Landscaping and irrigation management are
important elements in the long term performance of the
slopes.
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Work Order 400095H
January 30, 1990
Page 6
8. Cut slopes were examined by an engineering geologist and are
considered grossly and surficially stable.
B. PROPOSED DEVELOPMENT
The subject tract is scheduled for construction of sixty-
three (63) one and two-story single family dwelling units,
which will be constructed utilizing wood frame and slab -
on -grade construction techniques. Conventional spread and
continuous footings are to be utilized.
C. DESIGN RECOMMENDATIONS
•
Material encountered in cut and utilized for compacted fill
ranged from
very low to
high in expansion
potential. An
evaluation
of the post
-grading soil
conditions was conducted
to classify
materials
per ASTM:D 442
and to determine the
•
Expansion Index
per UBC
Standard No.
29-2. That evaluation
revealed predominantly
very low to low
expansive materials
exposed at
the surface
of each building
lot. Laboratory
test data is
presented
in Table A.
•
TABLE A
Expansion Expansion
Lot
Hydrometer
Analysis
Index Potential
No.
(%Sand,%Silt,%Clay)
(UBC Table 29-C)
•
1-5,7,8,10
66 18
16
25 Low
6,9,11,12,47,
49 & 50
56 23
21
62 Medium
13-20
70 19
it
17 Very Low
21-30
74 16
10
* Low
31-40
68 17
15
23 Low
•
41-46 _
71
11_
_ 2_0_ Very Low
�1-63_ ---
_18
77 13
_
10 -
*__ Low
48
45 27
_
28
95 High
•
* Not Determined.
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Work Order 400095H
January 30, 1990
Page 7
Based on this data, the following design is presented:
1. Foundations may be designed based upon the following values:
Allowable Bearing: 2000 lbs./sq.ft.
• Lateral Bearing: 250 lbs./sq.ft. at a depth of 12 -inches
plus 150 lbs./sq.ft. for each additional
12 -inches embedment to a maximum of
2000 lbs./sq.ft.
Coefficient of Lateral Sliding: 0.40
• The above values may be increased as allowed by code to re-
sist transient loading conditions, such as wind or seismic.
2. a) VERY LOW TO LOW EXPANSION POTENTIAL - LOTS 1-
Footina Denth (Minimum): Exterior
One -Story - 12 -inches below lowest adja-
cent finished grade.
• Two -Story - 18 -inches below lowest adja-
cent finished grade.
Interior
One & Two -Story - 12 -inches below lowest adja-
cent finished grade.
Footing Reinforcement: All continuous; two No.4 re-
bars,one on too, one on bottom.
Slab Reinforcement: Livina Areas
61Ix 6",No.10 by No.10 welded wire mesh
• OR No.3 rebars spaced at 21 -inches on
center. "Fibermesh" concrete additive
may be used in lieu of the wire mesh or
rebars to control thermal cracking and
shrinkage.
•
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Work Order 400095H Page
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January 30, 1990
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Subgrade Moisture: Building pads should be at or
near
•
optimum moisture prior to concrete
placement.
b) MEDIUM EXPANSION POTENTIAL - LOTS 6,9,11,12,47,49
& 50
•
Footing Depth (Minimum): Exterior
One -Story - 18 -inches below lowest
adja-
cent finished grade.
Two -Story - 18 -inches below lowest
adja-
cent finished grade.
Interior
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One & Two -Story - 12 -inches below lowest
adja-
cent finished grade.
Footing Reinforcement: All continuous; four No.
4 re -
bars; two on top, two on bottom OR two
No.5
rebars, one on top, one on bottom.
•
Slab Reinforcement: Living Areas
6"x 6t1,No.6 by No.6 welded sire mesh
OR No.
3 rebars spaced 18 -inches on center.
Subgrade Moisture: Minimum of optimum moisture plus 50
• by dry weight at least 24 hours prior to
concrete placement.
C) HIGH EXPANSION POTENTIAL - LOT 48
Footing Depth (Minimum): Exterior
41 One -Story - 24 -inches below lowest adja-
cent finished grade.
Two -Story - 24 -inches below lowest adja-
cent finished grade.
• Interior
One & Two -Story - 12 -inches below lowest adja-
cent finished grade.
Footing Reinforcement: All continuous; four No.4 re -
bars; two on top, two on bottom OR two No.5
• rebars, one on top, one on bottom.
NO -
PACIFIC SOILS ENGINEERING, INC.
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Work Order 400095H
January 30, 1990
Page 9
Slab Reinforcement: Living Areas
6"x 611,No.6 by No.6 welded wire mesh or No.
3 rebars spaced 18 -inches on center.
Subgrade Moisture: Minimum of optimum moisture plus 5%
by dry weight at least 48 hours prior to
concrete placement. Moisture content
should be inspected by the project geo-
technical engineer prior to the placement
of polyvinyl membrane.
Continuous footings shall have a minimum width of 12 -inches
for one-story and 15 -inches for two-story. All slabs shall
have a thickness of four (4) inches. If exterior footings
adjacent to drainage swales are to exist within three (3)
feet horizontally of the swale, the footing should be em-
bedded sufficiently to assure embedment below swale bottom
is maintained. Footings adjacent to slopes should be
embedded sufficiently that at least five (5) feet is pro-
vided horizontally from the bottom edge of footing to face
0 of slope.
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In lieu of conventional slab and foundation system a post -
tensioned foundation can be used for the medium to high
potential expansive lots. This post -tensioned foundation
should be designed to resist a highly expansive soil. A
10 -mil membrane covered with two (2) inches of sand shall be
incorporated into the design along with thickened edges
along the perimeter of the slab.
3. Under -Slab Treatment
a) VERY LOW AND LOW EXPANSIVE LOTS
A 10 -mil polyvinyl membrane (minimum) should be placed
below all slabs -on -grade within living areas. This
PACIFIC SOILS ENGINEERING, INC.
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Work Order 400095H
January 30, 1990
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Page 10
membrane should be covered with a minimum of two (2)
• inches of sand to protect it and to aid in curing of
the concrete.
b) MEDIUM EXPANSIVE LATS
• The same criteria as 3a, except the 10 -mil polyvinyl
membrane should be underlain with three (3) inches of
sand for a capillary rise break.
C) HIGH EXPANSIVE LOTS
The same criteria as 3a, except the 10 -mil polyvinyl
membrane should be underlain with four (4) inches of
sand for a capillary rise break.
•
4. Garages
a) All garage slabs shall have a minimum thickness of four
• (4) inches and need not be underlain with any sand or
polyvinyl membrane. These slabs should contain control
joints at approximately ten (10) foot spacing.
I• b) Footing embedment, footing reinforcement and subgrade
moisture shall be as recommended in Section C-2.
5. Retaining Wall Design
• Retaining walls or other structural walls shall be designed
with the following:
a) Cantilevered retaining walls with a level backfill
• should be designed with an equivalent fluid pressure of
32 lbs./cu.ft. Retaining walls with 2 -horizontal to
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PACIFIC SOILS ENGINEEgING, INC.
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Work Order 400095H
January 30, 1990
Page 11
1 -vertical slope superjacent to them should utilize an
equivalent fluid pressure of 53 lbs./cu.ft.
b) Foundations for retaining walls may be designed in
accordance with recommendations of Paragraph C-1.
C) Retaining walls should be backfilled with free draining
materials (SE > 30) to within 18 -inches of grade, and
compacted to project specifications. Native soils
should be utilized in the upper 18 -inches. Drainage
should be provided to all walls.
d) All footing excavations for retaining walls should be
observed by the project soil engineer or his repre-
sentative.
6. Exterior Slabs and Walkways
• a) It is suggested that the subgrade below sidewalks,
driveways, patios, etc. should be moisture conditioned
24 hours prior to concrete placement.
• b) Weakened plane joints should be considered for walkways
at approximately eight (8) to ten (10) foot intervals.
Other exterior slabs should be designed to withstand
shrinkage of concrete.
•
C) The "Fibermesh" concrete additive may be considered for
exterior concrete work.
•
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Work Order 400095H Page 12
January 30, 1990
•
D. OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS
•
1. Positive drainage away from structures shall be provided and
maintained.
• 2. Utility trench backfill shall be accomplished in accordance
with the prevailing criteria of the County of Riverside.
3. Seismic design should be based upon current and applicable
• building code requirements.
4. Chemical analysis testing has been conducted on selected
samples of on-site soils. Laboratory tests indicates the
• on-site soils show no appreciable amounts of soluble
sulfates and the use of sulfate resistant concrete is not
required.
•
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Work Order 400095H Page 13
January 30, 1990
•
This report presents information and data relative to the mass
grading and placement of compacted fill at the subject site. A
representative(s) of this firm conducted periodic tests and ob-
served during the process of the construction in an effort to
determine whether compliance with the project drawings, specifi-
cations and Building Code were being obtained. The presence of
our personnel during the work progress did not involve any
direct and technical advice and suggestions were provided to the
owner and/or his designated representative based upon the re-
sults of the tests and observations. Completed work under the
purview of this report is considered suitable for the intended
use. Conditions of the reference reports remain applicable
unless specifically superceded herein.
Respectfully submitted, a
• PACIFIC SOILS ENGINEERING, INC. No. 461
Fxv. 33193
•
By:
Reviewed by:
�1[6k`� f �F CALIFVo
REX P. KETTER, R.C.E.15251/G.E.461
Executive Vice President
Reviewed by:
•
By: Cr�
DAVID A. MURP JO A. HANSON, C.E.G.990
Staff Geologist Re4li6tration Exp: 6-30-90
• Dist: (12) Addressee
(1) RBF, Rancho California, Attn: Mr. Mike Tyleman
JAC/RPK/DAM/JAH:pjc/H001
FtED Gf
P- Hgys�O�
N0. 990 z U)CERTIFIED
N ENGINEERING
.A GEOLOGIST �Q
OF CA CA`FFO
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Work Order 400095H
January 30, 1990
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TABLE I
•
SOIL TYPE
Laboratory Maximum Density per ASTM:D 1557-78 (All
Soil Types).
•
Opt.
Maximum
Moist.
Dry Density
Soil Type and Classification
(%
(lbs./cu.ft.)
AA - Light Brown Silty Sand
8.0
121.6
•
BB - Brown Clayey Sand
8.5
130.6
CC - Medium Brown Clayey Sand
8.7
128.3
DD - Tan -Brown Clayey Sand
14.8
109.7
EE - Light Brown Silty Sand
8.4
127.3
•
FF - Light Brown Silty Sand
10.8
119.5
GG - Brown Sand
9.5
116.3
HH - Light Brown Sandy Silt
12.6
114.7
II - Brown Silty Sand
9.2
125.5
•
LEGEND
Non -Designated Test - Test in compacted fill.
Test Location - See enclosed grading
plans (sheets
1,6,7,8 of
•
11).
Elevation - Actual field elevation (F.G. - Finish
Grade).
A - Indicates repeated test numbers.
R1,R2, etc. - Indicates retests) of
previously failing
test.
•
TEST TYPE
All tests by Campbell Pacific Nuclear Test Gauge per ASTM:D
2922, unless otherwise noted by:
SC - Indicates test by Sand Cone Method per ASTM:D 1556.
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Work Order 400095H
January 30, 1990
TABLE I
Date of
Test Test
Elev. Moist.Cont.
Dry Density
Relative
Soil
Test
Test
No. Location
(ft.)
%(field)
(lbs./cu.ft.)
% Comp.
Type
Type
10-14-88
488A
Lot 63
1219.0
9.0
109.0
94
GG
489A
Lot 27
1228.0
8.5
113.0
95
FF
490A
Lot 32
1228.0
8.1
113.0
90
II
491A
Lot 58
1226.0
10.0
119.0
95
II
Paseo
Goleta
492A
Sta.22+25
1220.0
9.5
112.0
92
AA
Sc
493A
Lot 63
1220.0
8.9
114.3
91
II
10-18-88
532A
Lot 20
1251.0
15.8
109.2
92
FF
533A
Lot 21
1243.0
8.0
109.0
91
FF
535A
Adj.Lot 22
1235.0
8.0
110.3
92
FF
10-19-88
Corte Padera
536A
Sta.21+
1233.0
8.2
113.8
94
AA
Sc
541A
Lot 21
1237.0
11.3
107.4
92
GG
SC
542A
Lot 29
1231.0
8.4
106.3
91
GG
543A
Lot 27
1230.0
16.2
109.8
94
GG
10-20-88
590A
Lot 22
1239.0
9.8
110.6
93
FF
591A
Lot 21
1236.0
10.5
111.5
93
FF
592A
Lot 29
1233.0
9.1
111.9
94
FF
593A
Lot 32
1230.0
12.8
109.6
90
AA
10-21-88
602A
Lot 22
1241.0
11.5
119.6
94
EE
603A
Lot 22
1235.0
12.2
119.1
94
EE
10-24-88
623A
Lot 20
1254.0
12.9
111.3
92
AA
627A
Adj.Lot 22
1249.0
12.4
113.6
93
AA
628A
Adj.Lot 22
1237.0
17.3
107.5
90
FF
629A
Lot 21
1238.0
15.5
108.7
91
FF
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Work Order 400095H
January 30, 1990
TABLE I cont.
Date of
Test Test
Elev. Moist.Cont.
Dry Density
Relative
Soil Test
Test
No. Location
(ft.) %(field)
(lbs./cu.ft.)
% Comp.
Type Type
10-26-88
662A
Lot 21
1239.0
8.5
110.6
93
FF
663A
Lot 22
1240.0
10.4
107.7
90
FF
10-27-88
691A
Lot 21
1258.0
13.7
111.6
92
AA
692A
Lot 20
1252.0
11.6
111.9
92
AA
693A
Lot 19
1240.0
12.0
109.6
90
AA
694A
Adj.Lot 22
1241.0
8.6
110.6
91
AA
699A
Lot 22
1259.0
7.7
105.1
90
GG
701A
Lot 21
1241.0
7.1
112.1
96
GG
702A
Adj.Lot 22
1242.0
9.2
112.2
92
AA
707A
Lot 22
1261.0
10.0
111.8
92
AA
10-31-88
758A
Lot 22
1262.0
12.3
112.8
93
AA
759A
Lot 23
1262.0
8.6
112.0
92
AA
760A
Adj.Lot 22
1263.0
7.4
115.5
95
AA
762A
Lot 19
1259.0
8.9
117.5
92
II
763A
Lot 22
1261.0
8.7
117.8
91
BB
Corte
Padera
764A
Sta.21+60
1244.0
9.6
110.7
91
AA SC
765A
Lot 18
1244.0
10.2
111.9
92
AA
766A
Lot 18
1246.0
8.9
112.7
93
AA
Corte
Padera
767A
Sta.22+15
1247.0
9.3
111.0
91
AA
12-8-88
101
Lot 40
1246.0
8.2
103.1
90
HH
102
Lot 37
1248.0
8.5
102.1
93
DD
103
Adj.Lot 33
1251.0
8.8
111.4
93
FF
Corte
Padera
104
Sta.14+30
1252.0
9.0
113.2
95
FF
105
Lot 35
1244.0
10.0
117.0
93
II
12-9-88
106
Lot 41
1253.0
7.1
110.3
92
FF
107
Lot 40
1251.0
7.2
112.1
94
FF
108
Lot 39
1247.0
7.0
112.3
94
FF
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Work Order 400095H
January 30, 1990
TABLE I cont.
Date of Test Test Elev. Moist.Cont. Dry Density Relative Soil Test
Test No. Location (ft.) %(field) (lbs./cu.ft.) % Comp. Type Type
PACIFIC SOILS ENGINEERING. INC.
12-9-89 cont.Corte Padera
109
Sta.14+52
1245.0
7.0
111.2
93
FF
110
Lot 37
1243.0
7.2
112.3
94
FF
111
Lot 36
1241.0
7.1
110.4
92
FF
112
Lot 35
1239.0
7.6
114.4
94
AA SC
113
Lot 34
1238.0
9.4
120.0
92
BB Sc
114
Lot 33
1235.0
9.7
121.0
93
BB
115
Lot 32
1234.0
9.1
119.7
92
BB
116
Lot 33
1237.0
11.5
117.5
92
CC
117
Lot 37
1245.0
9.7
118.2
92
CC
118
Lot 40
1253.0
8.0
110.8
86
CC
119
Lot 38
1243.0
11.6
109.6
92
FF
118R1
Lot 40
1253.0
9.3
116.4
91
CC
120
Lot 33
1239.0
8.7
113.2
88
CC
121
Lot 35
1246.0
7.6
114.0
89
CC
122
Lot 37
1250.0
8.9
116.9
91
CC
123
Lot 39
1255.0
11.8
116.1
90
CC
Corte
Padera
124
Sta.15+50
1250.0
9.6
112.9
88
CC
125
Sta.14+70
1257.0
7.0
108.7
85
EE
12-12-88
120Rl
Lot 33
1239.0
8.3
114.9
90
CC
121R1
Lot 35
1246.0
11.7
115.4
90
CC
Corte
Padera
124R1
Sta.15+50
1250.0
8.2
118.5
92
CC
125R1
Sta.14+70
1257.0
7.9
115.1
90
EE
126
Lot 30
1234.0
16.4
107.0
90
FF
127
Lot 32
1236.0
8.3
111.7
92
AA
128
Lot 30
1236.0
15.5
108.4
91
FF
Corte
Padera
129
Sta.21+10
1230.0
9.2
118.9
95
II
130
Sta.20+45
1232.0
9.2
112.7
94
FF
131
Lot 34
1241.0
9.3
108.7
91
FF
132
Lot 35
1248.0
8.8
116.6
91
CC
133
Lot 31
1238.0
10.1
115.9
90
CC
134
Lot 29
1238.0
12.4
109.5
92
FF
135
Lot 31
1240.0
11.7
110.1
92
FF
PACIFIC SOILS ENGINEERING. INC.
I•
Work Order 400095H
January 30, 1990
is
TABLE I cont.
:.l
PACIFIC SOIL$.ENGINEERING, INC.
Date of
Test
Test
No.
Test
Location
Elev. Moist.Cont.
(ft.) %(field)
Dry Density
(lbs /cu ft )
Relative
% Comp
Soil Test
Type Type
12-13-88
136
Lot
27
1234.0
8.3
110.7
93
FF
137
Lot
26
1236.0
8.6
115.7
92
II
138
Lot
26
1239.0
9.0
115.5
92
II
139
Lot
22
1236.0
10.6
108.9
91
FF
140
Lot
36
1252.0
8.9
113.4
90
II
141
Lot
38
1254.0
10.1
109.7
92
FF
142
Lot
25
1240.0
8.6
117.1
93
II
143
Lot
28
1240.0
8.5
114.0
91
II
144
Lot
30
1242.0
6.2
113.2
89
EE
145
Lot
32
1242.0
8.0
111.1
89
II
146
Lot
34
1243.0
9.8
113.9
91
II
147
Lot
33
1245.0
10.1
114.4
91
II
12-14=88
144R1
Lot
30
1242.0
9.3
118.8
93
EE
145R1
Lot
32
1242.0
9.8
113.4
90
II
148
Lot
27
1242.0
6.2
112.2
89
II
149
Lot
41
1255.0
9.6
119.3
91
BB
Corte
Padera
150
Sta.12+30
1257.0
9.4
114.5
91
II Sc
151
Lot
10
1258.0
8.7
113.0
90
II Sc
152
Lot
38
1256.0
8.4
115.0
92
II
153
Lot
36
1254.0
10.4
116.4
93
II
154
Lot
34
1247.0
10.2
114.3
91
II
155
Lot
32
1244.0
10.5
113.0
91
II
156
Lot
20
1244.0
8.5
114.9
92
II
•
148R1
Lot
27
1242.0
9.6
114.5
91
II
Corte
Padera
157
Sta.21+60
1242.0
10.4
116.7
93
II
158
Lot
26
1244.0
9.8
114.9
92
II
159
Lot
58
1230.0
7.1
115.2
95
AA
160
Lot
59
1227.0
8.5
114.8
94
AA
•
161
Lot
60
1228.0
8.6
114.6
94
AA
162
Lot
61
1225.0
8.9
113.9
94
AA
163
Lot
62
1226.0
7.9
115.0
95
AA
164
Lot
63
1223.0
9.2
112.8
93
AA
12-16-88
169
Lot
43
1230.0
13.5
113.7
94
AA
170
Lot
43
1232.0
14.2
111.1
91
AA
:.l
PACIFIC SOIL$.ENGINEERING, INC.
i*
Work Order 400095H
January 30, 1990
10
TABLE I cont.
\a
PACIFIC SOILS ENGINEERING, INC.
Date of
Test Test
Elev.
Moist.Cont.
Dry Density
Relative
Soil Test
Test
No. Location
(ft.)
%(field)
(lbs /cu ft )
% Como
Tvpe Tvpe
12-16-88
cont.
171
Lot 43
1234.0
12.1
112.3
92
AA
172
Lot 51
1236.0
11.6
109.9
90
AA
•
173
Lot 50
1238.0
13.9
114.2
94
AA
12-28-88
184
Lot 19
1240.0
10.6
103.7
90
HH
185
Lot 21
1242.0
7.4
109.1
91
FF
186
Adj.Lot 22
1240.0
8.9
107.8
90
FF
•
187
Lot 20
1244.0
9.3
107.1
90
FF
188
Lot 22
1246.0
10.1
110.0
92
FF
189
Adj.Lot.22
1244.0
8.8
108.5
91
FF
12-30-88
199
Lot 19
1248.0
9.0
107.0
90
FF
•
200
Lot 21
1250.0
8.8
108.9
91
FF
201
Adj.Lot 22
1252.0
8.1
111.1
93
FF
202
Lot 23
1254.0
9.1
110.7
93
FF
203
Lot 20
1256.0
10.4
109.6
92
FF
204
Lot 22
1258.0
11.1
112.1
94
FF
205
Lot 23
1260.0
9.9
110.4
92
FF
.
206
Lot 19
1260.0
13.8
114.0
94
AA
207
Lot 21
1264.0
13.0
113.3
93
AA
208
Adj.Lot 22
1262.0
10.8
108.9
90
AA
209
Lot 23
1266.0
8.8
111.5
92
AA
1-3-89
217
Lot 32
1256.0
10.7
113.4
90
II
Corte Padera
218
Sta.19+10
1258.0
9.0
103.4
90
JJ
219
Lot 21
1250.0
11.2
109.7
90
AA
220
Lot 24
1248.0
9.9
111.2
91
AA
1-9-89
221
Lot 19
1262.0
12.4
110.3
91
AA
222
Lot 21
1264.0
11.1
114.7
91
II
223
Adj.Lot 22
1262.0
10.1
120.0
94
CC
224
Lot 20
1264.0
11.0
112.6
93
AA
225
Lot 22
1260.0
10.9
113.3
90
II
226
Adj.Lot 22
1264.0
11.6
115.3
92
II
\a
PACIFIC SOILS ENGINEERING, INC.
•
•
Work Order 400095H
January 30, 1990
Date of Test Test
Test No. Location
TABLE I cont.
Elev. Moist.Cont. Dry
(ft.) %(field) (lbs./cu.ft.)
Density
Relative
% Comp.
Soil
Tvpe
Test
Type
1-10-89
234
Lot
43
1246.0
13.6
114.9
92
II
Sc
235
Lot
43
1248.0
10.1
112.7
90
II
Sc
•
237
Lot
19
1268.0
9.4
117.3
93
II
238
Lot
21
1270.0
10.1
116.9
93
II
239
Adj.Lot 22
1268.0
12.6
113.5
90
II
240
Lot
23
1272.0
10.7
115.5
92
II
241
Lot
20
1274.0
9.9
115.9
92
II
242
Lot
22
1272.0
10.3
116.0
92
II
•
243
Lot
22
1276.0
9.7
117.7
94
II
1-11-89
259
Lot
30
1282.0
8.5
108.9
90
AA
260
Lot
32
1284.0
9.9
110.6
91
AA
261
Lot
34
1286.0
11.6
109.4
90
AA
•
262
Lot
36
1284.0
8.5
108.9
90
AA
263
Lot
38
1286.0
9.2
115.1
95
AA
264
Lot
31
1286.0
9.2
112.6
93
AA
265
Lot
33
1288.0
9.3
109.7
90
AA
266
Lot
35
1286.0
10.7
111.0
91
AA
267
Lot
37
1288.0
9.1
109.6
90
AA
•
1-12-89
268
Lot
33
1268.0
16.5
111.7
93
FF
271
Lot
23
1268.0
10.6
113.8
95
FF
272
Lot
22
1252.0
12.9
114.2
96
FF
273
Lot
21
1256.0
13.5
107.5
90
FF
•
274
Lot
19
1258.0
12.8
113.4
95
FF
275
Lot
17
1254.0
14.3
109.6
92
FF
276
Lot
30
1286.0
9.5
110.8
91
AA
277
Lot
32
1288.0
8.8
109.7
90
AA
278
Lot
34
1286.0
7.3
108.9
90
AA
279
Lot
36
1290.0
8.7
110.3
91
AA
•
280
Lot
45
1294.5
10.0
115.1
92
II
281
Lot
43
1295.2
11.0
121.5
97
II
282
Lot
31
1288.0
7.0
109.7
92
FF
283
Lot
33
1290.0
7.3
110.5
92
FF
284
Lot
35
1292.0
9.9
111.1
93
FF
285
Lot
37
1292.0
10.1
112.6
94
FF
•
286
Lot
35
1252.0
15.3
111.3
93
FF
Sc
287
Lot
32
1254.0
12.0
107.4
92
GG
Sc
288
Lot
29
1256.0
11.5
111.7
96
GG
289
Lot
27
1258.0
11.7
109.9
94
GG
n p
Y
•
I•
1•
1•
10
10
9
LI
0
0
J
Work Order 400095H
January 30, 1990
TABLE I cont.
Date of
Test Test
Elev.
Moist.Cont.
Dry Density
Relative
Soil Test
Test
No. Location
(ft.)
%(field)
(lbs /cu ft )
% Como
Type Type
1-13-89
Paseo Goleta
292
Sta.36+15
1273.0
14.1
119.4
95
II
293
Lot 7
1262.0
11.4
114.5
94
AA
294
Lot 7
1265.0
10.4
113.7
94
AA
295
Lot 34
1254.0
10.6
109.8
90
AA
296
Lot 32
1256.0
10.1
111.3
92
AA
297
Lot 30
1256.0
12.0
111.2
91
AA
298
Lot 28
1258.0
11.2
109.6
90
AA
299
Lot 26
1258.0
10.5
110.6
91
AA
300
Lot 24
1256.0
12.6
110.0
90
AA
301
Lot 16
1254.0
11.4
108.6
89
AA
302
Lot 18
1258.0
8.9
111.3
92
AA
303
Lot 20
1256.0
11.2
109.7
90
AA
1-16-89
304
Lot 22
1256.0
8.3
111.7
92
AA
Paseo Goleta
306
Sta.36+00
1279.0
9.9
124.1
95
BB
307
Lot 6
1272.0
8.5
116.1
93
II
Paseo Goleta
310
Sta.35+40
1283.0
8.9
116.7
93
II
301R
Lot 16
1254.0
11.7
110.0
90
AA
1-17-89
311
Lot 7
1276.0
10.7
118.0
97
AA
312
Lot 6
1286.0
9.4
112.3
92
AA
1-18-89
317
Lot 7
1277.0
15.4
112.1
92
AA
318
Lot 6
1281.0
11.2
112.1
92
AA
Paseo Goleta
324
Sta.39+00
1303.0
8.2
111.9
92
AA
328
Lot 14
1277.0
9.1
112.1
90
AA
329
Lot 14
1279.0
10.0
109.1
90
AA
330
Lot 35
1256.0
16.2
110.3
91
AA Sc
331
Lot 33
1258.0
12.8
115.2
92
II Sc
332
Lot 31
1260.0
14.7
111.4
92
AA
333
Lot 29
1258.0
15.3
114.4
91
II
334
Lot 27
1260.0
14.9
111.2
91
AA
335
Lot 25
1262.0
12.5
113.9
91
II
337
Lot 14
1269.0
11.1
114.1
91
II
Ll
I•
I•
1•
I•
•
•
•
•
Work Order 400095H
January 30, 1990
TABLE I cont.
Date of Test Test Elev. Moist.Cont. Dry Density Relative Soil Test
Test No. Location (ft.) %(field) (lbs /cu ft ) % Comb Type Type
1-19-89
338
Lot
6
1287.0
8.5
110.2
91
AA
1-20-89
352
Lot
6
1287.0
8.7
114.7
94
AA
356
Lot
35
1265.0
14.8
112.1
92
AA
357
Lot
34
1267.0
13.3
111.1
91
AA
358
Lot
32
1266.0
12.5
112.7
93
AA
359
Lot
31
1268.0
11.9
110.6
91
AA
360
Lot
29
1262.0
15.3
111.9
92
AA
361
Lot
28
1266.0
14.4
110.9
91
AA
362
Lot
27
1264.0
10.4
110.1
91
AA
363
Lot
25
1268.0
12.1
112.0
92
AA
365
Lot
14
1281.0
12.5
105.3
87
AA
366
Lot
41
1266.0
7.2
111.7
92
AA
367
Lot
39
1264.0
9.7
112.4
92
AA
368
Lot
40
1268.0
8.8
110.6
91
AA
369
Lot
38
1266.0
10.1
112.7
93
AA
370
Lot
35
1267.0
8.1
122.3
94
BB
371
Lot
34
1269.0
9.6
117.9
90
BB
372
Lot
33
1268.0
11.2
109.3
90
AA
373
Lot
32
1270.0
10.7
115.3
95
AA
374
Lot
31
1268.0
12.0
117.6
94
II
375
Lot
30
1270.0
11.7
116.9
93
II
376
Lot
29
1269.0
12.4
113.3
94
AA
377
Lot
28
1271.0
12.1
118.0
94
II
1-23-89
365R1
Lot
14
1284.0
10.4
110.9
93
FF Sc
381
Lot
35
1270.0
8.8
112.9
94
FF Sc
382
Lot
36
1256.0
10.2
111.9
94
FF
383
Lot37/38
1260.0
9.4
109.7
92
FF
384
Lot
37
1259.0
9.8
113.1
95
FF
385
Lot
14
1285.0
10.8
113.9
95
FF
387
Lot
37
1264.0
12.6
108.2
91
FF
388
Lot
9
1266.0
12.8
110.2
92
FF
389
Lot
10
1274.0
11.9
112.6
94
FF
390
Lot
22
1273.0
10.2
111.3
93
FF
391
Lot
37
1268.0
12.1
114.0
95
FF
392
Lot
36
1267.0
10.8
113.4
95
FF
395
Lot
9
1275.0
10.5
109.5
92
FF
396
Lot
9/10
1275.0
11.6
104.3
90
GG
PACIFIC SOILS ENGINEERING. INC.
Zv
1•
I•
U
1•
1•
�•
J
L`
:l
:.l
Work Order 400095H
January 30, 1990
TABLE I cont.
Date of
Test
Test
Elev.
Moist.Cont.
Dry Density
Relative
Soil Test
Test
No.
Location
(ft.)
%(field)
(lbs./cu.ft.)
% Como.
Type Tyne
1-23-89
cont.
397
Lot
39
1267.0
8.4
109.5
90
AA
398
Lot
40
1269.0
7.0
111.0
91
AA
399
Lot
39
1268.0
8.4
109.7
90
AA
1-24-89
403
Lot
37
1268.0
14.2
110.3
90
AA
404
Lot
36
1268.0
12.2
111.3
91
AA
405
Lot
38
1267.0
12.8
110.8
91
AA
406
Lot
47
1255.0
12.6
112.0
93
FF
407
Lot
44
1253.0
11.8
111.1
92
FF
1-25-89
Paseo
Goleta
414
Sta.37+50
1300.0
12.9
111.8
92
AA
417
Lot
5
1295.0
10.5
112.7
93
AA
1-26-89
423
Lot
14
1276.0
9.6
116.0
92
II
424
Lot
1
1322.0
10.7
109.9
90
AA
425
Lot
1
1324.0
9.0
109.8
90
AA
426
Lot
2
1319.0
7.0
108.9
90
AA
427
Lot
2
1321.0
7.9
109.3
90
AA
1-27-89
428
Lot
9
1279.0
12.5
112.5
93
AA
1-30-89
436
Lot
9
1292.0
10.2
109.8
92
FF
437
Lot
10
1294.0
11.1
107.0
90
FF
447
Lot
22
1250.0
12.2
116.3
93
II
448
Lot
20
1252.0
13.1
111.2
91
AA
449
Lot
18
1264.0
12.1
117.7
94
II
2-1-89
459
Lot
21
1264.0
9.1
111.6
93
FF
2-2-89
474
Lot
16
1266.0
9.1
113.7
94
AA
475
Lot
14
1264.0
8.7
112.0
92
AA
476
Lot
12
1262.0
9.6
114.3
94
AA
PACIFIC SOILS ENGINEERING, INC.
I•
10
19
10
is
1*
�0
[]
�•
6
0
Work Order 400095H
January 30, 1990
TABLE I cont.
Date of
Test
Test
Elev. Moist.Cont.
Dry Density
Relative
Soil Test
Test
No.
Location
(ft.) %(field)
(lbs./cu.ft.)
% Comp.
Type Tvpe
2-3-89
477
Lot
43
1260.0
11.0
106.2
91
GG
2-6-89
487
Lot
50
1226.0
10.4
107.8
90
FF
488
Lot
50
1230.0
10.1
107.9
90
FF
489
Lot
50
1234.0
9.9
108.1
90
FF
490
Lot
50
1236.0
8.7
107.9
90
FF
491
Lot
50
1238.0
10.3
109.6
92
FF
492
Lot
50
1240.0
8.7
110.1
92
FF
2-7-89
499
Lot
16
1270.0
7.1
104.1
91
HH
500
Lot
14
1269.0
12.8
115.3
92
II
501
Lot
12
1268.0
13.3
113.0
93
AA
502
Lot
10
1268.0
11.0
108.9
90
AA
504
Lot
43
1270.0
10.9
112.4
92
AA
510
Lot
8
1268.0
9.9
110.7
91
AA
511
Lot
9
1268.0
16.0
105.9
91
GG
2-13-89
523
Lot
23
1273.0
9.9
109.9
92
FF Sc
524
Lot
23
F.G.
10.4
108.3
91
FF
525
Lot
26
F.G.
12.0
114.6
96
FF
526
Lot
29
F.G.
13.3
112.3
95
FF
527
Lot
32
F.G.
13.1
111.3
93
FF
528
Lot
35
F.G.
16.3
112.5
94
FF
529
Lot
38
F.G.
14.8
113.6
95
FF
530
Lot
41
F.G.
14.5
108.9
91
FF
531
Lot
63
F.G.
18.5
114.4
91
II
532
Lot
61
F.G.
12.5
111.9
92
AA Sc
533
Lot
59
F.G.
18.0
104.3
91
HH
534
Lot
57
F.G.
14.6
121.7
93
BB
535
Lot
56
1232.0
13.0
122.3
94
BB
536
Lot
56
F.G.
12.7
123.9
95
BB
2-14-89
542
Lot
47
1241.0
10.0
111.0
91
AA
2-15-89
543
Lot
46
1247.0
13.6
108.6
91
FF
544
Lot
46
F.G.
11.6
106.3
91
GG
PACIFIC SOILS ENGINEERING, INC.
7A
i•
Work Order 400095H
January 30, 1990
1•
TABLE I cont.
Date of
Test
Test Test
No. Location
Elev. Moist.Cont.
(ft.) %(field)
Dry Density
(lbs./cu.ft.)
Relative
% Comp.
Soil Test
Type Type
2-15-89
cont.
AA
563
Lot
21
1268.0
545
Lot
47
F.G.
10.3
105.3
91
GG Sc
546
Lot
45
1252.0
11.2
108.6
91
FF Sc
• 547
Lot
44
1258.0
10.8
115.1
92
II
548
Lot
43
1266.0
11.7
114.3
91
II
549
Lot
45
F.G.
14.0
110.5
91
AA
550
Lot
44
F.G.
9.9
112.6
93
AA
551
Lot
43
F.G.
10.0
113.3
93
AA
0 2-16-89
PACIFIC SOILS ENGINEERING, INC.
562
Lot
5
1298.0
13.3
111.7
92
AA
563
Lot
21
1268.0
13.8
110.3
91
AA
564
Lot
19
1270.0
12.1
111.9
92
AA
565
Lot
17
1270.0
12.9
109.9
90
AA
566
Lot
15
1268.0
10.2
108.9
90
AA
567
Lot
13
1267.0
13.3
111.1
91
AA
568
Lot
11
1268.0
13.0
113.7
94
AA
569
Lot
9
1267.0
14.6
114.0
91
II
570
Lot
21
1270.0
12.7
111.7
92
AA
571
Lot
22
1272.0
11.1
112.6
93
AA
572
Lot
20
1271.0
12.2
115.3
92
II
573
Lot
18
1270.0
12.7
111.7
92
AA
2-17-89
579
Lot
43
1274.0
13.3
113.3
93
AA
581
Lot
43
1278.0
13.0
112.7
93
AA
584
Lot
47
F.G.
10.9
112.1
92
AA
585
Lot
48
F.G.
11.3
114.0
91
II
586
Lot
7
F.G.
11.4
109.5
90
AA
587
Lot
6
F.G.
11.6
111.9
92
AA
588
Lot
5
F.G.
10.9
110.1
91
AA
2-20-89
.
593
Lot
43
1279.0
10.9
116.6
96
AA
2-21-89
596
Lot
8
F.G.
7.6
107.5
90
FF
597
Lot
10
F.G.
8.0
109.3
91
FF
598
Lot
12
F.G.
9.0
116.3
97
FF
•
599
Lot
14
F.G.
7.8
108.7
91
FF
600
Lot
16
F.G.
7.9
118.7
99
FF
PACIFIC SOILS ENGINEERING, INC.
i•
Work Order 400095H
January 30, 1990
1•
TABLE I cont.
•
Date of
Test
Test
Elev. Moist.Cont.
Dry Density
Relative
Soil Test
Test
No Location
(ft.) %(field)
(lbs./cu.ft.)
% Como.
Type Type
2-21-89
cont.
601
Lot
18
F.G.
8.1
108.1
90
FF
602
Lot
20
F.G.
8.0
112.2
94
FF
•
603
Lot
22
F.G.
8.0
110.7
93
FF
2-22-89
6045
Lot
7
1273.0
8.2
107.7
90
FF
605S
Lots
9/10
1284.9
8.6
118.4
97
AA
6065
Lot
14
1291.1
8.5
112.6
94
FF
•
607S
Lot
17
1287.2
8.0
110.7
93
FF
608S
Lot
21
1293.4
7.9
115.8
97
FF
Corte Padera
6095
Lot
23
1279.0
7.8
109.6
92
FF
6105
Lot
38
1262.5
10.6
112.7
93
AA
611S
Lot
34
1261.7
8.6
109.8
90
AA
•
612S
Lot
32
1270.4
14.5
112.6
93
AA
6135
Lot
28
1258.6
12.6
109.1
90
AA
6145
Lot
30
1238.0
8.5
117.7
97
AA
6155
Lot
26
1231.0
14.8
102.2
93
DD
2-27-89
•
620
Lot
40
F.G.
8.0
118.9
95
II
621
Lot
36
F.G.
8.7
119.2
95
II
622
Lot
34
F.G.
7.7
125.2
98
EE
623
Lot
31
F.G.
6.2
113.1
90
II
624
Lot
27
F.G.
5.7
113.4
90
II
625
Lot
24
F.G.
7.9
119.6
95
II
•
I•
I•
1•
PACIFIC SOILS ENGINEERING, INC.
FM
10
I*
10
I•
10
19
10
U
El
•
Work Order 400095H
January 30, 1990
TABLE II
DEPTH OF FILL (Ft.)
Lot
Approx. Depth
Lot
Approx. Depth
No.
of Fill (ft.)_
No.
of Fill (ft.)
1
* 8.5
33
52.0
2
* 6.5
34
46.5
3
cut
35
46.5
4
cut
36
46.5
5
* 15.5
37
40.8
6
* 25.0
38
35.5
7
19.5
39
30.5
8
* 8.0
40
29.0
9
* 15.0
41
29.5
10
* 15.0
42
19.0
11
* 15.0
43
*
35.0
12
* 15.5
44
*
25.0
13
* 21.0
45
*
19.5
14
21.0
46
*
19.3
15
* 21.5
47
*
15.5
16
* 17.0
48
*
8.0
17
25.0
49
cut
18
33.0
50
**
4.0
19
37.5
51
cut
20
43.0
52
cut
21
43.5
53
cut
22
43.5
54
cut
23
* 19.0
55
cu
24
* 24.5
56
*
8.5
25
41.5
57
11.5
26
52.0
58
14.5
27
54.0
59
15.5
28
53.5
60
18.5
29
53.0
61
17.5
30
53.0
62
18.0
31
46.5
63
17.5
32
50.5
* - Cut/Fill transition lots overexcavated and capped with
compacted fill
** - Transition lot created during grading capped with
compacted fill..
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