HomeMy WebLinkAboutCT 72-32; Chinquapin & Stella Maris Ln; Soils Report; 1973-09-14PHlLlP HENI(INE BENTON PI1TSIOLNT. CIVIL LNGINLFI
BENTON ENGINEERING, INC.
4PPLIED SOIL MECHANICS - l=O”ND*T,ON*
6717 CONVOY COURT SAN DIEGO. CALIFORNIA 9*111
September 14, 1973 iELEP”ONI ,714, s.85.185s
S. L. &B. Service Corporotion
552 Elm Street
P. 0. Box “B”
Carlsbad, California 92008
Subject: Project No. 73-7-17D
Final Report on
Compacted Fi I led Ground
Corlsbod Tract No. 72-32
Chinquapin Avenue and
Stella Moris Lane
Corlsbad, California
Gentlemen:
This is to report the results of tests and observations made in order to inspect the compaction of
filled ground placed on certain areas of Lots 1 to 9, inclusive, and 12 to 18, inclusive, of Tract
No. 72-32 in Co&bad, California. The fills were placed during the period between August 10
and September 6, 1973.
The approximate areas and depths of filled ground placed under our inspection in accordance with
the approved specifications are shown on the attached Drawing No. 1, entitled “Location of Com-
pacted Fi I led Ground. ” The grading plan used for the placement of filled ground was prepared by
Brown and Vogt, Inc. and dated July 31, 1973.
The approximate locations at which the tests were token and the final test results ore presented on
pages 3 and 4, under the ‘Table of Test Results. ” The laboratory determinations of the maximum
dry densities and optimum moisture contents of the major fill materials are presented on page 5,
under the “L&oratory Test Results. ” The tests were token during the weekly periods indicated
below:
Test Number Week Ending
1 August 11, 1973
2 to 24, inclusive August 18, 1973
25 to 50, inclusive August 25, 1973
51 to 73, inclusive September 1, 1973
74 to 82, inclusive Septerrtber 8, 1973
Project No. 73-7-1iD
S. L. 88. Service Corporation
-2- September 14, 1973
Loose or porous compressible soils existing in proposed filled ground areas and In shallow cut areas
were removed and replaced with filled ground uniformly compacted to ot least 90 percent of moximum
dry density.
A sewer line was removed on Lot 9 and the remaining excavation war backfilled with properly com-
pacted filled ground.
The final results of tests and observations indicate that the compacted fllled ground within the areas
shown on Drawing No. 1 hos been placed at 90 percent of the maxlmum dry density or greater. It has
been determined that the fill materials, compacted to 90 percent of the maximum dry density, have a
safe bearing value of 2000 pounds per square foot for one foot wide continuous footings founded at a
minimum depth and placed five feet or more inside the top of compacted filled ground slopes. If foot-
ings are placed closer to the exposed slopes than 5 feet inside the top of compacted filled ground slopes,
these should be deepened one foot below a 1 l/2 horizontal to 1 vertical line projected outward and
downward from a point 5 feet horizontally inside the top of compacted filled ground slopes. Tests in-
dicate that the compacted filled ground is adequate to satisfactorily support the proposed wood frame
dwellings without detrimental settlements.
The existing utility pole at the rear of Lot 18 restricted grading in this area. It is understood tha!
additional compacted filled ground is to be placed on this area after the pole is removed.
Respectfully submitted,
BENTON ENGINEERING, INC.
R. C. Remer
Reviewed by
Distr: (4) Addressee
(2) City of Car&ad
Attention: Engineering Department
RCR/PHB/mpm
BENTON ENmNEERING. INC.
Proiect No. 73-7-170
S. L. d B. ServiceCorp.
-3- September 14, 1973
TABLEOFTEST RESULTS
Test Location
No. Lot No.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
17
15
16
16
14
18
12
18
13
14
15
17
18
15
18
12
14
16
17
16
15
18
17
18
4
4
13
1
2
6
2
4
3
1
2
5
i
6
3
Depth
of Fill Field
at Test Mdrture
in Feet 70 dry wt
2.0 10.5
1.0 6.4
1.0 7.0
2.0 7.1
1.0 7.5
-0,5* 10.0
0.5 9.1
1.0 7.8
2:0 :':
79
6:9 8'3
3.0 5.1
2.0 7.1
3.0 10.1
4.0 10.0
2.0 9.0
2.5 9.2
3.0 7.7
5.0 8.3
7.0 9.5
5.0 9.2
6.0 8.8
8.0 9.8
8.0 10.2
-l.Of 5.5
-2~.o* 6.6
3.0 8.9
2.0 8.6
1.0 8.3
-0.5* 7.2
3.0 8.0
1.0 11.0
2.0 8.6
4.0 10.3
5.0 11.1
2.0 10.0
2.0 9.8
9.4
10.5
11.8
Dry DV
Density Density
Ib/cu ft Ib/cu ft
Percent
Compaction Remarks
129.5 133.0 97.5
123.9 133.4 92.8
122.0 133.0 91.7
120.3 129.7 92.9
120.3 129.7 92.9
121.3 129.7 93.6
124.9 133.0 93.8
122.7 133.0 92.2
125.2 133.0 94.2
123.3 133.0 92.7
115.6 129.7 89.3
120.3 129.7 93.0
118.7 129.7 91.5
118.0 129.7 91.1
126.4 133.0 95.2
117.2 129.7 90.6
119.3 129.7 92.1
124.8 133.0 93.7
119.5 129.7 92.2
122.3 133.0 92.0
125.3 133.0 94.2
123.4 133.0 92.8
121.0 133.0 91.0
121.5 133.0 91.3
188.5 130.2 83.2
117.7 133.0 88.4
128.8 133.0 96.8
127.8 133.0 95.9
117.4 129.7 90.6
107.2 129.7 82.7
117.3 129.7 90.6
125.2 133.0 94.3
119.0 129.7 91.8
122.8 133.0 92.3
120.4 129.7 93.0
123.0 133.0 92.4
121.2 133.0 91.0
125.2 133.0 94.2
132.0 133.4 99.0
119.6 129.7 92.3
Natural Ground
Reworked
Ck.on Test #ll
Natural Ground
Natural Ground
Natural Ground
* - Indicates depth of test below existing natural ground surface.
BENTON ENOINEERINO. INC.
September 14,1973
-4-
ProjectN0.73-7-17D
s. L,. 8, B. %dCe COW'.
pgprox-
imate
Test Location
No. Lot No.
41
42
43
44
45
46
47
48
49
50 51
52
53
54
55
56, .,- 57
58
2,:
61
52
63
64
65
66
67
68
69
70
71
72
73
74
75
76
,n
78
79
80
81
82 -.
5
7
6
15
16
3
4
5
2
1
4
3
4
7
8
2
2
3
5
~6
7
5
2
1
3
4
6
5
8
8
9
8
9
9
8
7
1
3
3
5
6
8
TMLEOFTEST RESULTS (CONT.)
Dapth
of Fill
otTest
in Feet
Field
Moisture
%drywt
4.0 8.7
4.0 9.6
5.0 10.6
9.0 10.9
9.0 7.2
6.0 8.6
5.0' 10.7
6.0 11.1
7.0 10.1
8.0 10.4
6.0 7.3
7.0 8.5
6.0 9.7
5.0 8.9
1.0 8.7
9.0 8.8
9.0 10.0
9.0 7.9
8.0, ~5.7
10.0, 8.0
7.0 6.5
12.0~ 7.3
11.0 8.7
13.0 9.5
8.0 9.7
10.0 10.2
14.0 8.0
16.0 8.4
3.0 8.4
5.
3
10.0
0. 7.9
7.0 7.7
0.5 10.0
1.5 7.0
9.0 7.9
9.0 11.5
15.0 9.5
10.0 6.5
12.0 5.3
17.0 11.5
15.0 5.5 11.0 7.3
Dry
Maximum
Dry
Density
Ib/cu ft
Density
Ib/cu ft
121.7
118.9
118.6
123.9
127.3
126.5
118.5
118.4
121.8
120.5
113.8
119.3
120.6
121.7
116.8
114.5
120.2
121.6
120.3
117.3
123.7
124.2
124.3
121.9
122.7
120.3
117.0
123.3
129.2
124.5
106.9
121.0
124.7
119.7
119.1
123.2
126.0
117.8
117.0
127.7
117.4
120.3
133.0
130.2
130.2
133.0
133.0
129.7
129.7
129.7
133.0
133.0
129.7
129.7
129.7
129.7
129.7
133.0
133.0
129.7
130.2
129.7
133.0
133.0
133.0
130.2
133.0
129.7
129.7
133.0
133.0
133.0
133.0
129.7
133.0
129.7
129.7
133.0
133.0
129.7
129.7
133.0
129.7 129.7
Percent
Compaction Remarks
91.3
91.3
91.0
93.2
95.8
97.7
91.5
91.4
91.5
90.7
87.8 keworked
92.0
93.0 Ck.on #51
93.8
90.2
86.2
90.5
93.7
92.3
90.5
93.1
93.4
93‘5
93.5
92.3
92.9
90.3
92.7
97.3
93.4
80.4
93.4
93.8
92.3
92.0
92.7
94.7
90.8
90.3
95.9
90.7 92.8
Reworked
Ck.on#56
Reworked
Ck.on #71
Project No. 73-7-171)
S. L. & B. Service Corp.
-5- September 14, 1973
LABORATORY TEST RESULTS
The maximum dry densities and optimum moisture contents of the major fill materials as
dgtermined by the A.S.T.M. D 1557-66T method, that uses 25 blows of a 10 pound rammer
falling from a height of 18 inches on each of 5 layers in a 4 inch diameter l/30 cubic foot
compaction cylinder, are presented as follows:
Soil Description
Dark brown slightly silty fine to medium sand
Brown slightly silty fine to medium sand
Brown slightly silty fine to medium sand
Dark brown silty fine sand
Maximum Optimum Mois-
Dry Density ture Content
Ib/cu ft % dry wt
133.0 7.4
133.4 6.9
129.7 7.6
130.2 7.9
BENTON ENGINEERING. INC