HomeMy WebLinkAboutCT 72-25; Alicante Hills Lot 1; Soils Report Final; 1974-06-14PHIUP liENKING BENTON rm=*,m*7 CIVIL LNrlNa.?ll
BENTON ENGINEERING, INC.
APPLIED SOIL MECHANICS - FOUNDATIONS
June 14, 1974 ;tLEPMonE (714) 555.19!3s
La Costa Land Company
Costa Dal Mar Road
Car&bad, California 92008
Subiect: Project No. 72-6-20D RECEIVED
Report on Compacted Filled Ground
f Alicante Hills
Tract No. 72-25 JW 1 7 1974
La Costa Area
Carl&d, California CIP/ OF CARLSBAD Building Department
Gentlemen:
This is to report the results of tests and observations made in order to inspect the compaction of
filled ground laced on a portion of Lot 1 of Alicante Hills in Carlsbad, California. The fill
was placed d J rrng the period between April 15 and April 22, 1974.
The approximate area 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 Compacted Filled Ground.” The grading plon used for the placement of filled ground was
prepared by Rick Engineering Company.
The approximate locations at which the tests were taken ore shown on Drawing No. 1 and the
final test results are presented on page 3, under the “Table of Test Results.” The laboratory
determinations of the maximum dry densi ties and optimum moisture contents of the major fill
materials are presented on page 3, under the “Labamtory Test Results. ” Some of the maximum
dry densities shown in the “Table of Test Results” were combinations of these. The tests were
taken on the dates indicated below:
Test Number Date
1 and 2 April 15, 1974
3 April 16, 1974
4 April 17, 1974
5 April 18, 1974
6 April 22, 1974
7 to 10, incfusive May31; 1974
The final results of tests and observations indicate that the compacted filled ground has been
placed at 90 percent of the maximum 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 1300 pounds per square foot for one foot wide continuous footings founded at a minimum depth
of one foot below the final compacted ground surface and placed five feet or more inside the tap
Project No. 72-6-20D
La Costa Land Company
-2- June 14, 1974
of compacted filled ground slopes within and northerly of the dashed line described as the
“limit of approved building area” on Drawing No. 1.
Oversized rock fragments and boulders were placed in a designated disposal area at the location
shown an Drawing No. 1. Sail has been placed over the rocks; however, the area is not approved
for the support of buildings and footings.
The compacted filled ground placed on the area for the proposed swimming pool was placed over
existing relatively highly compressible natuml alluvial and/or bay mud type rolls.
Expansive soils were placed in the upper three feet below final grade in the filled ground areas
and expansive natuml sails also exist at depths of less than three feet below final grade in certain
shallaw fill and cut areas. Therefore, in order to minimize possible detrimental effects caused
by these potentially “expansive” solls, the following special design and precautions are
recommended:
1) Use continuous interconnecting reinforced concrete footings throughout,
and place these at a minimum depth of two feet below the lowest adiacent
exterior final ground surface.
2)
3)
Reinforce all interior and exterior footings with at least one 15 steel bar at
3 inches abave the bottam of the footings and one #5 bar placed 1 l/2 inches
below the tep of the stems of the footings.
Reinforce all concrete slabs on gmde with at least 6 x 6 - lo/10 welded wire
fabric. A minimum of 4 inches of 3/4 to 1 inch size crushed rock should be
placed beneath all concrete slabs and covered with a moisture barrier. Two
inches of clean sand should then be placed over the moisture barrier and below
the bottom of the slab. Wherever pmcticable, floor slabs should be sepamted
from adjacent footings by a l/2 inch thickness of construction felt or equiva-
lent to allow independent movement of the slabs relative ta the footings.
4) Provide positive dminage away from all perimeter footings ta at least 5 feet
outside the buildings.
Al I buried exterior utility lines should be City of Carl&ad approved plastic lines due to the
corrosive chamcteristlcr of the soils, unless sufficient field tests am taken to establish that
noncorrosive soils exist in the utility tmnch areas.
Respectfully submitted,
BENTON ENGINEERING, INC.
BY-z&?~~
R. C. Remer
Reviewed by (5ii$t43& -..
Philip H. Bentcn, Civil Engin&.
Distribution on page three.
RCR/PHB/ew
BENTON ENGINEERING. TNC.
Project No. 72-6-20D
La Costa Land Company
Test
No.
Depth
of Fill
at Test
in Feet
1 1.0
2 3.0
3 2.0
4 4.0
5 1.0
6 1.0
7 4.0
8 1.0
9 1.0
10 1.0
-3- June 14, 1974
TABLE OF TEST RESULTS
Field DrY Moisture Density
% dry wt Ib/cu ft
14.5 105.8
13.5 105.8
19.5 103.1
16.1 109.5
17.7 105.3
13.9 101.3
19.2 106.1
15.4 107.1
16.1 105.2
13.8 109.0
Maximum
DV
Density
Ib/cu ft
117.9
113.4
117.9
117.9
113.4
108.9
116.5
117.0
112.3
119.6
Percent
Compaction
90.0
93.4
87.5
93.1
93.0
93.1
91.1
91.5
93.7
91.1
Reworked
Check on #3
LABORATORY TEST RESULTS
The maximum dry densities ond optimum moisture contents of the malor fill materials as determined
by the A.S.T.M. D 1557-70 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
Yellow brawn silty fine ta medium sand
Light brawn silty clay
Light olive gmy very fine sandy clay
Light gray clay
Light olive gmy silty clay
Maximum
Dry Density
Ib/cu ft
117.9
108.9
122.3
110.7
117.0
Distr: La Casta Land Company, Curlsbad
(2) Attention: Mr. LesVaughn
(1) Attention: Mr. Burton Kramer
(2) Rick Engineering Company
City of Carl&ad
(2) Attention: Building Department
Optimum Mais-
ture Content
96 dry wt
13.4
15.5
10.7
14.1
13.7
BENTON ENGINEERING. INC.
P”lLlP HENKING BENTON l 11KS101)11 ClYlL lHDlHIl”
La Costa Land Company
Costa Del Mar Rood
Carl&d, California 92008
BENTON ENGINEERING. INC.
APPLIED SOIL MECHANICS FUVNDATIONS
6717 CONYOY COURT SAN DIEGO. CALIbO”NIA 9iill
January 27, 1975
Subject: Project No. 72-6-20D
Results of Field Density Tests
Taken in Compacted Subbase
And Base Materials
Alicante Hills
Carlsbad Tract No. 72-25
Carlsbod, Colifornio
I,IIP.IUNI 17141 865.1856
CITY OF CARLSBAD
En&=ing Department
Gentlemen:
This is to report the results of field density tests taken in compacted subbase and base materials
placed In the street areas of Alicante Hills in Clrlsbad, California. -.,_ “,_ _^,,.,.., ,,.. .,.
The tests were taken on the dotes indicated below:
Test Number
Tests Taken in Suhbnse
Date
1 and 2 December 27, 1974
3 to 13, inclusive January 2, 1975
14 to 22, inclusive January 3, 1975
23 to 34, inclusive January 6, 1975
Tests Taken in Base Material
1 to 6, inclusive
7 to 27, inclusive
28 to 31, inclusive
32 to 36, inclusive
37 and 38
Januory 16, 1975
January 17, 1975
January 20, 1975
January 21, 1975
January 22, 1975
The opproxlmate locatlans at which the tests were taken and the final test results are presented
on pages 3 to 7, inclusive, under the “Table of Test Results. ” The laboratory determinations of
the maximum dry densities and optimum moisture contents of the materials are presented on page
8, under the “Loboratory Test Results. ”
Project NO. 72-6-20D -2- Jonuary 27, 1975
La Costa Land Company
The final results of the tests indicate that the subbase and base moterinls have been compacted
to a minimum of 95 percent of maximum dry density.
Respectfully submitted,
BENTON ENGINEERING, INC.
By&?&-&&C&
R. C. Remer
Reviewed by ( \,s’ +“~J- / ,
Philip H. Bedton, Civil Engineer
Distr: (4) Addressee
(I ) Addressee
Attention: Mr. Burton L. Kramer
(2) City of C&bad
Engineering Department
(1) Rick brgineering Company, C&bad
RCR/PHB/ew
BENTON ENGINEERING. INC
Project No. 72-6-20D
Lo Costa Land Compony
Test
No.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Approx- Field DV
imate Moisture Density
Location % dry wt ib/cu ft
Alfll Way
sta. l+OO
Alfil Way
sto. 7+00
Al icante Rd.
Sto. 36+00
Aliconte Rd.
sta. 36+00
Al icante Rd.
S to. 38+00
Alicante Rd.
sto. 4oHlo
Al lcante Rd.
stc. 40+00
Aliconte Rd.
Sto. 38+00
Alicante Rd.
90. 40+00
Al icante Rd.
sta. 42100
Al icante Rd.
Sta. 44+00
Alicante Rd.
sto. 46+00
Al lcante Rd.
Sta. 48+00
Alfil Way
Sto. l+oO
Alicante Rd.
sta. 46MO
Alicante Rd.
sta. 48+00
Alicante Rd.
Sta. 28+X
Alicante Rd.
sto. 30+00
Aliconte Rd.
Sto. 32+00
Aliconte Rd.
sto. 34+00
13.0
12.4
17.8.
14.7
16.1
13.2
13.4
15.9
13.6
13.2
12.9
14.9
14.3
11.7
15.1
15.3
16.7
14.5
12.6
13.5
Tests Taken in Subbase
102.1
101.4
103.3
105.8
100.0
104.9
102.6
105.5
105.1
104.8
105.2
101.6
102.1
105.0
104.9
106.1
105.2
105.1
105.4
105.4
-3- Jonuory 27, 1975
TABLE OF TEST RESULTS
Maximum
DV
Density
Ib/cu ft
110.2
110.2
110.2
110.2
110.2
110.2
110.2
110.2
110.2
110.2
110.2
110.2
110.2
110.2
110.2
110.2
110.2
110.2
110.2
110.2
SENTON ENGINEERING. INC
Percent
Compactio,i
92.5
92.0
93.8
95.7
90.7
95.0
92.9 )
95.7
95.4
95.0
95.5
92.0
92.7
95.2
95.0
96.2
95.5
95.4
95.6
95.6
Remarks
Reworked
Reworked
Reworked
Check on #3
Reworked
Reworked
Check on #5
Check on #7
Reworked
Reworked
Check on # 1
Check on #12
Check on 813
Project No. 72-6-20D
La Costa Land Company
-4-
Test
No.
21
22
23
24
25
26
27
28
29
30
31
32
33
34
Approx-
imate
Location
Alfil Woy
90. 3+00
Alfil Way
sto. 5+00
Alfil Way
Sta. 5+00
Alffl Way
sto. 7+00
Alfil Way
sta. 9+uO
Alfii Way
sta. llto0
Alfil Way
sta. 13-H)o
Alfil Way
sto. 15+00
Alfil Way
sto. 17+Oo
Alfil Woy
sta. 19+00
Alfil Way
Sta. 21+50
Condil Way
sta. 0+50
Candil Way
Sta. 2+50
Alfll Way
sto. 15+00
Alicante St,
Sto. 29+OO
Aliconte St.
sta. 31+00
Aliconte St.
sta. 33+Oo
Alicante St.
Sta. 35+00
Aliconte St.
sto. 37+00
TABLE OF TEST RESULTS (CONT.)
Maximum
Field DV DV Moisture Density Density
% dry wt lb/cu ft Ib/cu ft
Tests Taken in Subbase
10.8 105.1 110.2
13.1 101.4 110.2
10.5 105.1 110.2
11.2 104.7 110.2
9.4 105.4 110.2
9.3 104.9 110.2
12.4 105.6 110.2
12.7 102.4 110.2
10.1 106.4 110.2
12.2 105.1 110.2
9.0 107.0 110.2
13.1 105.2 110.2
10.2 105.1 110.2
9.0 106.4 110.2
Tests Taken in Bose Moterial
8.6 124. 1 130.3
6.5 125.6 130.3
6.6 125.5 130.3
6.1 123.7 130.3
8.5 126.9 130.3
Jonuory 27, 1975
Percent
Compaction
95.4
92.0
95.3
95.0
95.6
95.0
95.7
93.0
96.5
95.3
97.0
95.5
95.3
96.6
95.3
94.3
96.4
95.0
97.2
Remorks
Reworked
Check on x22
Check on #2
Reworked
Check on #28
BENTON ENGINEERING. INC.
Project No. 72-6-20D
La Costa Land Company
-5-
Test
No.
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
Approx-
imate
Location
Aliconte St.
sto. 39too
Alicante St.
sta. 41+00
Al iconte St.
sta. 43+00
Alicante St.
sto. 45+00
Alicante St.
90. 47+00
Alicante St.
sto. 48+10
Aliconte St.
sta. 47+QO
Alicante St.
sta. 48+10
Alfll Way
sto. 21+40
Alfil Way
sta. 20+50
Alfil Way
Sto. 19+25
Alfil Way
sta. 17+00
Candll Way
Sta. 2+50
Candil Way
sta. 0+50
Alfll Woy
sta. 15+00
Alfil Way
sta. 13400
Alfll Way
sta. ll+oo
Alfil Way
sta. 940
Alfil Way
sta. 7*0
Alfil Way
sto. 5+00
Alfil Way
sta. 3+00
TABLE OF TEST RESULTS (CC+‘:.)
Field DV
Moisture Density
% dry wf Ib,‘cu ft
8.1 123.6
8.9 128.6
7.3 124.1
8.9 126.4
8.7 122.2
6.5 120.8
5.4 130.4
6.3 123.9
4.8 126.1
6.0 127.6
6.5 127.9
6.2 125.7
9.5 124.9
7.0 125.4
8.1 127.1
6.9 126.9
6.5 125.4
8.9 124.1
7.0 126.4
7.0 125.8
8.7 124.4
Maximum
DV
Density
Ib/cu ft
130.3
130.3
130.3
130.3
130.3
130.3
130.3
130.3
130.3
130.3
130.3
130.3
130.3
130.3
130.3
130.3
130.3
130.3
130.3
130.3
130.3
Jonuary 27, 1975
Percent
Compaction Remorks
94.9
98.7
95.3
97.1
93.8 Reworked
92.6 Reworked
100.0 Check on #IO
95.1 Check on “11
96.7
97.9
98.1
96.5
95.8
96.4
97.5
97.2
96.3
95.2
97.1
96.5
95.4
BENTON ENGINEERING. INC.
Project No. 72-6-20D
La Costa Land Company
-5-
Test
NO.
27
. 28
29
30
31
32
33
34
TABLE OF TEST RESULTS (CONT.)
January 27, 1975
Approx- Field DV
imate Moisture Density
Location % dry wt Ib/cu ft
Maximum
b
Density
I b/cu ft
Percent
Compaction demorks
Alfil Way 8.9
sta. l+oo
Access Rd. 8.7
Bet. Alicante
Hills 8 La
Costo South I5
sta. 22+Oo
Access Rd. 8.1
Bet. Aliconte
Hills 8, La
Costa South t5
Sto. 24+00
Access Rd. 8.7
Bet. Alicante
Hills B La
Costa South 85
Sto. 26+00
Access Rd. 8.7
Bet. Aliconte
Hills 8 Lo
Costa South 15
Sta. 24+00
Access Rd. 8.3
Bet. Aliconte
Hills & La
Costa South 65
sto. 22too
Access Rd. 8.6
Bet. Aliconte
Hills 8, La
Costa South 85
Sta. 2440
Accerr Rd. 7.5
Bet. Alicontr
Hills & La
Costa South fi5
Sto. 26+00
Tests Token in Bose Moterial (Cont.)
129.0 130.3 98.9
127.0 130.3 97.5
121.5 130.3 93.2 Reworked
128.5 130.3 98.6
123.8 130.3 95.0 Check on #29
124.5 130.3 95.6
124.0 130.3 95.2
123.8 130.3 95.0
BENTON ENGINEERING. INC.
Project No. 72-6-20D
La Costa Land Company
-7-
Test
No.
Approx-
imate
Location
35 Access Rd.
Bet. Allcante
Hills 8 La
Costa South 15
Sta. 29+35
36 Access Rd.
Bet. Alicante
Hills 8, La
Costa South 65
Sta. 32+00
37 Access Rd.
Bet. Alicante
Hills 8 La
Costa South 85
sto. 31+90
38 Access Rd.
Bet. Alicante
Hills B Lo
Costa South #5
Sta. 29+65
TABLE OF TEST RESULTS (CONT.)
January 27, 1975
Maximum
Field Dry DV Moisture Density Demity PercWt
% dry wt Ib/cu ft lb/w ft compacr;sn i.rlmc;
Tests Taken in Base Material (Cont.)
9.5 128.0 130.3 98.2
8.6 126.4 130.3 97.0
5.1
8.8
124.3 130.3 95.4
126.1 130.3 96.7
BENTON ENGINEERING. INC.
Project No. 72-6-201) -8-
. .. La Costa Land Company
January 27, 1975
LABORATORY TEST RESULTS
The maximum dry densities and optimum moisture contents of the materials as determined by the
A.S.T.M. D 1557-70 method, that uses 25 blows of a 10 pound rammer falling fwm a height of
18 inches on each of 5 layers In a 4 Inch diameter l/30 cubic foot compaction cylinder, ore
presented as fol I aws:
Soil Description
Yellow brown silty very fine to fine sand
Gray brown slightly silty fine to coarse sand
(decomposed granl te base)
Maximum Optimum Mois-
Dry Density two Content
Ib/cu ft % dry wt
110.2 13.8’
130.3 7.8
BENTON ENGINEERING. INC.