HomeMy WebLinkAboutCT 01-01; CALAVERA HILLS VILLAGE; COMPACTION REPORT OF GEOTECHNICAL OBSERVATION AND TESTING SERVICES; 2005-03-15Geotechnical Geologic. Environmental
5741 Palmer Way • Carlsbad, California 92008 • (760) 438-3155 • FAX (760) 931-0915
March 15, 2005
W.O. 3459.L2-D/E-SC
Calavera Hills II, LLC
2727 Hoover Avenue
National City,, California 91,950
Attention: Mr. Don Mitchell
Subject: Compaction Report of Geotechnical Observation and Testing Services,
Offsite Improvements, Calavera Hills II, Village L2, Carlsbad Tract 01-01, City
of Carlsbad, San Diego County, California
Dear Mr. Mitchell
This report presents a summary of the geotechnical engineering observation and testing
services provided byGeoSoils, Inc. (GSI) during the observation and testing of water, joint
trench and sewer trench backfill operations, subgrade/base for street pavements,
curb/gutter and sidewalk, and asphaltic concrete for the subject site. This report covers
only the geotechnical services provided by GSI from June 2004 through August 2004.
TRENCH BACKFILL (PHASE D)
Backfill operations were observed by GSI personnel on a part-time basis as solely
requested and directed by the contractor/client. Select native onsite soils and import soils
were used as backfill for the utility trenches and placed in general accordance with
standards of practice and GSI (2002). The required compaction was achieved, by
mechanical means. The minimum compaction required was 90 percent of the laboratory
standard (ASTM D-1557).
Our tests indicate that compaction to at least 90 percent of the laboratory standard (ASTM
D-1557) has been achieved in the areas where testing was requested. Test results are
presented in the Table 1 (Field Density Test Results), located at the rear of the text.
SUBGRADE. AGGREGATE BASE, AND ASPHALTIC CONCRETE TESTING
(PHASE E)
Testing of curb/gutter and street subgrade and base, and sidewalk subgrade was also only
performed on a part-time basis, as solely requested and directed by the contractor/client.
Ourtests indicate that the compaction of the subgrade and aggregate base materials meet
or exceed the minimum requirement of 95 percent relative compaction of the laboratory
standard (ASTM D-1 557). Testing of asphaltic concrete pavement was also performed.
Test results indicate that the asphalt appears to have been compacted to a minimum
relative compaction of at least 95 percent of the Hveem maximum density (Cal Test 304).
Test results are presented in the attached Table 1 (Field Density Test Results), located in
the rear of the text.
Representative samples of asphalt material were obtained during paving operations, and
tested in order to verify that the asphalt meets, or exceeds, the minimum specifications per
Section 203-6.4 of the "Green Book" (2003 edition) with respect to gradation and extraction
testing (ASTM D-2172). Testing indicates that the asphalt meets, and/or exceeds, the
minimum requirements in accordance with Section 203-6.4.
Recommendations for pavement design and construction were provided in our pavement
design report (GSl, 2003a).
FIELD TESTING
Field density tests were performed using the nuclear densometer ASTM D-2922 and
ASTM D-3017. The test results are presented in the attached Table 1.
Field density tests were taken at periodic intervals and random locations to check
the compactive efforts provided by the contractor. Where test results indicated a
less than the required minimum compaction, the contractor was notified and the
area was reworked until the required minimum relative compaction was achieved
for each respective area. Testing was provided solely on a part-time basis, as
requested.
Visual classification of the soil in the field was the basis for determining the
maximum density value to use for a given density test.
LABORATORY TESTING
The laboratory maximum dry density and optimum moisture content for each of the major
soil types was determined according to test method ASTM D-1 557. Corrected values for
Calavera Hills II, LLC w.o 3459. L2. DIE-SC
Calavera Hills II, Village L-2 March 15, 2005
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GeoSoils, Inc.
the percentage of rock in a given sample were used in the determination of relative
compaction. The following table presents the results:
MAXIMUM DRY DENSITY:".`-,OPTIMUM MOISTURE
SOIL TYPE (pcf) CONTENT (%) :
C - Brown, Silty SAND 126.0 11.0
F - Brown, Sandy GRAVEL 126.5 10.0
(processed material)
I - Dark Brown, Silty GRAVEL 134.0 8.5
(processed material)
Aggregate Base 1 146.0 . 7.5
Aggregate Base 2 135.0 8.5.
REGULATORY COMPLIANCE
Placement of compacted backfllls, under the purview of this report, have been completed
using the observation and selective testing services provided by representatives of GSl.
Backfill operations were performed in general compliance with the requirements of the
City.
Our findings were made in conformance with generally accepted professional engineering
practices, and no further warranty is implied or made. GSI assumes no responsibility or
liability for work, testing, or recommendations performed or provided by others. This report
is subject to review by the controlling authorities for this project.
Calavera Hills II, LLC W.O. 3459.L2.D/E-SC
Calavera Hills II, Village L-2 March 15, 2005
File: e:\wp9\3400\3459.L2..de.cro Page 3
GeoSoils, Inc.
David
Civil E
We appreciate this opportunity to be of service. If you have any questions pertaining to this
report, please contact us at (760) 438-3155.
Respectfully submitted tIAL C\
GeoSoils, Inc. No. 1934
g
Certified Engineering
p Geologist
Robert G. Crisman PC CM
Engineering Geologist, CEG 1934
RGC/DWS/JPF/jk
Attachments: Table 1 - Field Density Test Results
Appendix - References
Distribution: (4) Addressee
Calavera Hills II, LLC W.O. 3459.L2.DIE-SC
Calavera Hills II, Village L-2 March 15, 2005
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GeoSoils, Inc.
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Ilage L-2 420.0 8.9. 123.3 92.0 ND -
Ilage L-2 419.0 8.8 124.6 93.0 ND -
Ilage L-2 418.0 8.9 126.0 94.0 ND
Ilage L-2 413.0 8.1 '123.3 92.0 ND'
Rage L-2 409.0 8.2 ' ' 124.6 93.0 ND
Ilage L-2 422.0 8.0 122.0 91.0', ND
Ilage L-2 420.0 8.2 123.3 92.0 ND 'I
Ilage L-2 415.0 ' ' 8.1 . 123.3 92.0. ND , I
Ilage L-2 408.0 8.3 122.0 91.0 ND .. 'I'.
Ilage L-2 409.0 8.2 124.6 93.0 ND I
71190111
Ilage L-2 422.0 9.8 115.0 90.9 ND F
Ilage L-2 414.0 10.3 115.1 91.0 ND . 'F
iiage'L-2 410.0 .10.2 114.2 " 90.3 ND F
ilage L-2 418.0 9.7 . 114.6 90.6 'ND F,
Ilage L-2 409.0 10.7 116.9 92.4 ND' F
ilage L-2 411.0 12.4 116.8 92.3 ND F
iiage L-2 414.0 12.2 - 16.5 92.1 ND :'F'
iiageL-2 416.0 12.6 116.1. 91.8 ND ' F
iiage L-2 421.0 12.7 116.0. 91.7 ND _. .,F"
iiageL-2 424.0 12.8 ' 116.5 92.1 -ND .F
ilageL-2 414.0 12.4 116.3 91.9 ' ND. . F
lage L-9 SG .10.2 121.2 95.8 ND F'
iageL-2 SG 10.8' 121.7 , 96.2 ND 'F
lage L-2 SG 9.9 120.6 95.3 ND' F
[age L-2 SG .10.8 ' '121.3 95.9 . ND F'
lage L-2 SG 11.1 123.1 97.3 ND.. F
lage L-2 SG 10.9 120.3 95.1 ND 'F
lage L-2 SG 10.0, 123.4 96.4 'ND ' F
EIR J4t ft- 03
lage _-2 SG 10.8 121.0 95.6 ND , 'F
[age L-2 SG 10.6 ' 121.4 96.0 ND ' F
lage L-2 SG 110 1212 958 ND F
lage L-2 SG ', 10.9 121.0 95.6 ' ND F
lage L-2 SG ' ' 10.8 ' 121.2 95.8 ND , F
[age L-2 øSG 12.2 123.4 '97.9 ,ND, '
lage L-2 SG , 11.9 ' 123.7' '98.2 ND C
lage L-2 SG 12.8 122.1 96.9 ND C
lage L-2 BG ' 7.2 143.8 98.5 ND Base1
lage L-2 BG 6.8 142.6 . 97.7 ,ND Base1
lage L-2 BG 7.0 143.4 98.2 ,ND . Base1
lage L-2 BG 6.3 .139.0 95.2' ND , Base1
lage L-2 BG 6.6 . 142.1 97.3 ND Basel
[age L-2 BG; '6.2.' 143.2 98.1 ND , Basel
"S
20 SM 6/18/03 Front of Lot5 V
21. SM 6/18/03 Front of Lot 6 . V
22 SM .6/18/03 Front of Lot V
23 SM 6/19/03 Front of Pad 9 ', V
24 SM 6/19/03 Front of Pad 11 Vi
25 SL 6/19/03 . Lot V
26 SL 6/19/03 Lot V
27 SL ' 6/20/03 ..' ' Lot 8'- V
28 SL 6/20/03 Lot 11 V
29 SL 6/20/03 Lot 12 Vi
'1 WM 6/25/03 Granite Ct 5+05 V
2 WM 6/25/03 Granite Ct 3+50 V
3 WL 6/25/03 ' Lat Lot 10 V
4 WL 6/25/03 . Lat Lot 7
5 WM .7/2/03 Granite Ct +90 Vii
JiNMI
1 JT 8/7/03 . Granite Ct 2+00
2 JT 8/7/03 Granite Ct 3+20
3 JT 8/7103 Granite Ct 4+70 V
4 JT 8/7/03 Granite Ct 5+40 . V
5 JT 8/7/03 Granite Ct 6+65 V
6 JT 8/7/03 Granite Ct 6+30 , Vii
áW RAD'SE
'1 CSG 8/11/03 Granite Ct 2+00 (North) VU
2 CSG 8/11/03 Granite Ct 3+50 (North) VU
3 CSG 8/11/03 Granite Ct 5+00 (North) VU
4 CSG 8/11/03 Granite Ct End of Cul de Sac VU
5 CSG 8/11/03 Granite Ct 4+50 (South) VU
6 CSG 8/11/03 Granite Ct 2+50 (South) VU
7' CSG 8/11/03 Granite Ct 1+30 (South) VU
.1 SG 8/25/03 Granite Ct 1+50 VU
2'.' SG ' 8/25/03 Granite Ct 3+10 VU
3 SG 8/25/03 Granite Ct 4+50 ' Vii
4 SG 8/25/03 'End of Cul-De-Sac Vii
5 SG 8/25/03 End of Cul-De-Sac '. VU
44 SG 12/31/03 Cay Dr' VU
45 SG 12/31/03 ' Cay Dr. Vii
55 SG 1/12/04' Cay Dr Entrance
B 8/12/03 'Granite Ct 1+25 (North)
'-2 B 8/12/03 Granite Ct 2+50 (North)
3' B. '8/12/03 Granite Ct 4+00 (North)'
'4 . B, 8/12/03 Granite Ct 5+50 (North)
5 B 8/12/03 Granite Ct 5+50 (South)
6 B 8/12/03 , Granite Ct 4+60 (South)
Si • "r
Calavera Hills II, LLC WO. 3459 L2 D/E SC
Calavera Hills II Village L-2 • March 2005
File C \excei\tabies\3400\3459 L2 de cro GeoSoils, Inc. Page 1
Table 1
FIELD DENSITY TEST RESULTS
TEST
NO.
UTILITVJ
TYPE
DATE TEST LOCATION TRACT
NO.
ELEV
OR
MOISTURE
CONTENT
DRY
DENSITY
REL
COMP
TEST
METHOD
SOIL
TYPE
7 B 8/12/03 Granite Ct 3+00 (South) Village L-2 BG 6.9 139.3 95.4 ND Base 1
8 B 8/12/03 Granite Ct 2+00 (South) Village L-2 BG 6.9 138.8 95.1 ND Base 1
9 B 8/27/03 Granite Ct 1+50 Village L-2 BG 7.8 140.5 96.2 ND Base 1
10 B 8/27/03 Granite Ct 2+50 Village L-2 BG 7.4 140.7 96.4 ND Base 1
11 B 8/27/03 Granite Ct 4+00 Village L-2 BG 7.5 140.2 96.0 ND Base 1
12 B 8/27/03 Granite Ct 5+20 Village L-2 BG 7.3 140.0 95.8 ND Base 1
13 B 8/27/03 Granite Ct 5+20 (South) Village L-2 BG 7.6 140.3 96.1 ND Base 1
61 B 12/31/03 Cay Dr Entrance Village L-2 BG 8.1 129.1 95.6 ND Base 2
62 B 12/31/03 Cay Dr Entrance Village L-2 BG 7.9 129.9 96.2 ND Base 2
70 B 1/21/04 Cay Dr Entrance Village L-2 BG 8.9 129.0 95.5 ND Base 2
71 B 1/21/04 Cay Dr Entrance Village L-2 BG 4.0 130.5 96.6 ND Base 2
SJDAK1 V7. ..
1 SW 8/22/03 Lot 10 North Side Village L-2 SG 11.2 121.7 96.2 ND F
2 SW 8/22/03 Lot North Side Village L-2 SG 11.5 122.2 96.6 ND F
3 SW 8/22/03 Lot North Side Village L-2 SG 11.3 121.8 96.3 ND F
SW 8/22/03 Lot 3 End Cul de Sac Village L-2 SG 11.7 121.2 95.8 ND F
5 SW 8/22/03 South Side 4+68 Village L-2 SG 11.9 121.0 95.6 ND F
6 SW 8/22/03 South Side 3+70 Village L-2 SG 11.7 121.7 96.2 ND F
7 SW 8/22/03 South Side 2+30 Village L-2 SG 11.8 121.2 95.8 ND F
1 AC 8/29/03 Granite Ct 1+35 Village L-2 1st Lift . 4.9 140.8 96.3 ND AC
2 AC 8/29/03 Granite Ct 2+80 Village L-2 1st Lift 7.2 139.5 95.4 ND AC
3 AC 8/29/03 Granite Ct 2+90 Village L-2 1st Lift 6.3 139.0 95.1 ND AC
4 AC 8/29/03 Granite Ct 3+60 Village L-2 1st Lift 4.2 139.9 95.7 ND AC
5 AC 8/29/03 Granite Ct 4+25 Village L-2 1st Lift 4.8 139.2 95.2 ND AC
6 AC 8/29/03 Granite Ct 5+20 (North) I Village L-2 1st Lift 5.1 141.2 96.6 ND AC
7 AC L.2./29/03 Granite Ct 5+40 (South) Village L-2 1st Lift 5.3 138.9 95.0 ND AC
F AC 8 AC 8/29/03 Granite Ct 2+00 Village L-2 1st Lift 4.8 141.3 96.7 ND
NOTE: Gaps in Test No. sequence are due to similar work performed in other areas of the site.
LEGNED:
AC = Asphlatic Concrete
B = Base Grade
BG = Base Grade
CSG = Curb Subgrade
ND = Nuclear Densometer
SG = Subgrade
SL = Sewer Lateral
SM = Sewr Main
SW = Sidewalk
WL = Water Lateral
WM = Water Main
Calavera Hills II, LLC
Calavera Hills II, Village L-2
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W.O. 3459.L2.DIE-SC
March, 2005
Page 2
3'
APPENDIX
REFERENCES
GeoSoils, Inc., 2003a, Pavement design report, Calavera Hills II, Village L-2 (Granite
Court), Carlsbad Tract 01-02, City of Carlsbad, San Diego County, California,
W.O. 3459-E-SC, dated June 30.
2003b, Report of rough grading, Calavera Hills, Village L-2, Lots 1 through 14,
Carlsbad Tract 01-01, City of Carlsbad, San Diego County, California,
W.O. 3459-B1-SC, dated June 24.
2003c, Memorandum, "General discussion of fill quality, Calavera Hills II, Carlsbad,
California," W.O. 3459-132-SC, dated May 20.
2002, Review of grading and trench backfill recommendations, Calavera Hills II,
Carlsbad Tract 00-02, Drawing 390-90, City of Carlsbad, San Diego County,
California, W.O. 2863-A-SC, August 16.
1999, Update of geotechnical report, Calavera Hill, Village L-2, City of Carlsbad,
California," W.O. 2748-A-SC, dated October 15.
1 998a, Lack of paleontological resources, Carlsbad Tract nos. 83-19, PUD 56, and
83-32, PUD 62, Carlsbad, San Diego County, California, W.O. 2393-B-SC, dated
January 21.
1998b, Preliminary review of slope stability, Calavera Hills, Villages "Q" and
"1", City of Carlsbad, California, W.O. 2393-B-SC, dated February 16.
1998c, Review of slope stability, Calavera Hills, Villages "Q" and "1," City of
Carlsbad, California, W.O. 2393-B-SC, dated June 24.
O'Day Consultants, 2002, Improvement plans for Calavera Hills Village L-2, Project No.
C.T. -01-01, Drawing No. 403-6, dated October 17.
GeoSoils, Inc.