HomeMy WebLinkAboutCT 99-20; CARLSBAD AIRPORT CENTER LOT 10; FINAL REPORT OF PRECISE GRADING AND SITE IMPORVEMENTS OBSERVATIONS AND TESTING; 2001-05-25w S
CHRISTIAN WHEELER
ENGINEEKING
FINAL REPORT OF PRECISE GRADING AND SITE IMPROVEMENTS
OBSERVATIONS AND TESTING
LOT 10 CARLSBAD AIRPORT CENTER
OWENS AVENUE
CARLSBAD, CALIFORNIA
PREPARED FOR:
BUIE IRISH VENTURES
do SMITH CONSULTING ARCHITECTS
12220 EL CAMINO REAL, SUITE 200
SAN DIEGO, CALIFORNIA
92130
PREPARED BY:
CHRISTIAN WHEELER ENGINEERING
4925 MERCURY STREET
SAN DIEGO, CALIFORNIA
92111
4925 Mercury Street •4 San Diego, CA 92111 + 858-496-9760 + FAX 858-496-9758
Ip I
CHRISTIAN WHEELER
EN.GINEEftING
May 25, 2001
Buie Irish Ventures CWE 199.620.12
do Smith Consulting Architects
12220 El Camino Real, Suite 200
San Diego, California 92130
Attention: Scott Cairns
SUBJECT: FINAL REPORT OF PRECISE GRADING AND SITE
IMPROVEMENTS OBSERVATIONS AND TESTING, BUILDING
PADS, LOT 10 CARLSBAD AIRPORT CENTER, OWENS AVENUE,
CARLSBAD, CALIFORNIA
Reference: "Report of Geotechnical Investigation, Proposed Office Park, Lot 10
Carlsbad Airport Center, Owens Avenue, Carlsbad, California," Report No.
199.620.1R, by Christian Wheeler Engineering, dated August 22, 2000
Ladies/Gentlemen,
In accordance with your request, and with the requirements of Section 1701.5.13 of the Uniform
Building Code, Christian Wheeler Engineering has prepared this report to summarize our
observations of the earthwork operations at the subject site, and to present the results of field and
laboratory tests performed during the site development. The observation and testing services
addressed by this report were coordinated by Mr. Dan Crouch of Lusardi Construction Company,
and were provided during the period of November 9, 2000 through May 17, 2001.
INTRODUCTION AND PROJECT DESCRIPTION
SITE DESCRIPTION: The subject site is an irregular shaped parcel located at the southwest
terminus of Owens Avenue in Carlsbad, California. The site is bounded on the north a east by
developed commercial properties, on the west by a natural canyon, and on the south by Palomar
Airport Road. Prior to ihe earthwork addressed by this report, the site had been rough-graded, with
an ascending slope to the north, a descending slope to the south, and a relatively level surface, sheet-
graded-to drain to the west. Soils encountered during the earthwork were generally as anticipated in
4925 Mercury Street + San Diego, CA 92111 + 858-496 -9760 + FAX 858-496-9758
CWE199.620.12 May 25,2001 Page
the referenced geotechnical report, with shallow silty and clayey sand fills underlain by dense to very
dense silty sands of the DelMar Formation. The site supported a sparse growth of native grasses and
weeds.
PLAN REFERENCE: In order to augment our understanding of the designed configuration of the
project, our firm was provided with an undated grading plan for the site prepared by JP Engineering,
Inc., of San Diego California. The plan has been modified by our firm to show the approximate
locations of our field tests, and is reproduced as Plate No. 1 of this report.
SCOPE OF SERVICE
Services provided by Christian Wheeler Engineering, Inc. during the course of the earthwork
consisted of the following:
Periodic observation of the earthworking operations,
Providing field recommendations for elements of the earthwork not specifically addressed by the
referenced geotechnical report,
Recording the approximate elevations and limits of significant geotechnical elements,
Providing periodic observation and testing of the utility trench backfllls and structural-section
preparations,
Providing continuous observation and testing of the construction of the reinforced earth
retaining walls and asphalt paving operations,
Performance of laboratory maximum density and optimum moisture determinations, and water
soluble sulfate content tests on the soils encountered in the earthwork,
Preparation of this report. -
SITE PREPARATION AND GRADING
GRADING CONTRACTOR: The earthwork addressed by this report was performed by F.J.
Willert contracting Co., Incorporate, of San Diego, California, Contractor's License No. 402473.
The primary equipment utilized by the contractor in the work consisted of the following-
1 Caterpillar D6 crawler dozer
1 Caterpillar D8H crawler dozer
1 Caterpillar 633 self-elevating scraper
CWE 199.62012 May 25, 2001 Page 3
1 - Fiat-Allis self-elevating scraper
1 4' X 4' sheeps foot roller
1 Caterpillarar 977L track-loader
1-1 Water truck
SITE PREPARATION: Preparation of the site began with the clearing of vegetation from the
areas of the site to be graded. Materials generated by the clearing operations were stockpiled onsite
for future removal. The area of the building to be constructed on Lot 5 was then excavated to at
least four feet below the finish-grade elevation in order to remove clayey soils that had been
identified near the existing surface of the pad. The horizontal extent of the excavation extended to
typically five feet beyond the perimeter of the proposed Lot 5 building. The excavated soils were
combined with non-detrimentally expansive soils obtained from other onsite cuts, and were used to
construct shallow fills on other areas of the site, or stockpiled for future use as baclthll. Prior to the
placement of fill, the floor of the excavated area, and the surface of other areas on the site to receive
fill, were scarified to shallow depths, watered to near optimum moisture content, and compacted.
Fill soils, taken from onsite cuts, were then placed in thin lifts, watered to at least optimum
conditions, and were compacted in place by rolling with the sheeps foot roller or heavy construction
equipment.
REINFORCED EARTH RETAINING WALLS: The reinforced earth retaining walls were
constructed by Soil Retention Systems of Oceanside, California, State Contractor's License No.
516900. The walls, wall subdrains, geogrid reinforcement, and compacted backfllls were constructed
using effective methods, and in substantial conformance with the approved plans.
UNDERGROUND UTILITY TRENCHES: The underground utility trenches were backfilled
by the various sub-contractors of Lusardi Construction Company. The trenches were typically
backfllled using the native soils, and the backfllls were compacted using backhoe mounted sheepfoot
rollers and reciprocating compactors.
PARKING AND DRIVEWAY IMPROVEMENTS: Subgrade, aggregate base, and asphaltic
concrete courses in the parking and driveway areas were prepared by Marathon General Paving.
Prior to the application of the aggregate base course, the native subgrade soils were prepared by pre-
watering to attain uniform moisture contents and densification using vibratory rollers. Localized
areas of the subgrade coixrse were found to be yielding to wheel loads after the compactive effort had
been applied. The yielding areas were excavated to typically 12 inches below the subgrade elevations,
CWE 199.620.12 May 25, 2001 Page 4
and the subgrade was reconstructed using the imported aggregate base materials. The subgrade soils
were observed to be stable prior to the placement of the overlying aggregate base course.
FIELD AND LABORATORY TESTING
FIELD TESTS: Field tests to measure the relative compaction of the fills were conducted in
accordance with ASTM Test Designation D 2922-91; "Standard Test Methods for Density of Soil
and Soil-Aggregate in Place by Nuclear Methods." The compaction of the asphaltic concrete
pavement was measured by "Test Method for Density of Bituminous Concrete in Place by Nuclear
Method," ASTM D 2950-91. The locations of the field tests were selected by our technician in areas
discerned to exhibit relative compaction that was generally representative of that attained in the fills,
backfills, subgrade and base courses, and asphaltic concrete courses. The results and approximate
locations of the field tests are shown on the attached plate Nos. 2 through 7.
LABORATORY TESTS: The maximum dry density and optimum moisture content of the
predominate soils encountered in the earthwork and the imported aggregate base materials were
performed in our laboratory by ASTM Test Designation D 1557-91, "Test Method for Laboratory
Compaction Characteristics of Soil Using Modified Effort." The tests were conducted in accordance
with the methodology prescribed for the grain-size distribution of the soils tested. The results of
these tests are presented on the attached Plate No. 7.
The sulfate content of the foundation soil on each building pad was conducted in accordance with
CALTRANS method 417, "Method for Testing Soils and Waters for Sulfate Content." The results
of the sulfate tests are presented on the following table:
LOT NUMBER SOLUBLE SULFATE %
1 0.057
2 0.093
3 0.117*
4 0.054
5 0.063
Re-sample of No 3 0.159 *
Re-sample of No 3 0.180 *
* Soluble sulfate levels greater than 0.099% are considered potentially reactive with normal
porthnd cement concrete. It is our understanding that concrete mixes designed for
resistance to sulfates were used in the foundation of Lot no. 3.
CWEI99.620.12 May 25,2001 Page 5
The maximum theoretical density of the asphaltic concrete was determined in accordance with
"Standard Test Method for Resistance to Plastic Flow of Bituminous Mixtures Using Marshall
Apparatus," ASTM D 1559-89. The results of the laboratory test is presented on Plate No. 7.
CONCLUSIONS
GENERAL: It is the opinion of Christian Wheeler Engineering that the earthwork and site
improvements addressed by this report were performed substantially in accordance with the
recommendations presented in the referenced geotechnical report, the City of Carlsbad grading
requirements and the Uniform Building Code. This opinion is based upon our observations of the
earthwork operations, the results of the density tests taken in the field, and the results of the tests
performed in our laboratory. It is our further opinion that the site is suitable for the proposed
construction.
FOUNDATION OBSERVATION
The foundation excavations for the reinforced earth retaining walls and office buildings were
observed by our representative prior to the placement of concrete. The foundation soil conditions
were found to be as anticipated and considered suitable for the support of 3000 psf. The dimensions
and reinforcing in the footings were observed to meet or exceed the minimum recommendations
presented in the referenced report.
LIMITATIONS
The descriptions, conclusions and opinions presented in this report pertain only to the work
performed on the subject site during the period from November 9, 2000 to May 17, 2001. As limited
by the scope of the services which we agreed to perform, the conclusions and opinions presented
herein are based upon our observations of the work and the results of our laboratory and field tests.
Our services were performed in accordance with the currently accepted standad of practice in the
region in which the earthwork was performed, and in such a manner as to provide a reasonable
measure of the compliance of the described work with applicable codes and specifications. With the
submittal of this report, no warranty, express or implied, is given or intended with respect to the
services performed by our firm, and our performance of those services should not be construed to
relieve the grading contractor of his responsibility to perform his work to the standards required by
the applicable building codes and project specifications.
CWE 199.620.12 May 25, 2001 Page 6
Christian Wheeler Engineering sincerely appreciates the opportunity to provide professional service
on this project. If you should have any questions after reviewing this report, please do not hesitate to
contact our firm.
Respectfully submitted,
CHRISTIAN WHEELER ENGINEERING
Charles H. Christian, R.G.E. 00215
CHC/DH: dli
cc: (2) Submitted
(4) Lusardi Construction, Attn.: Dan Crouch
1570 Linda Vista Drive
San Marcos, CA 92069
SUMMARY OF TESTS Project:, Lot 10, Carlsbad Tract No. 99-2 J
Earthwork and Site Improvements
im
EAR. HWOtRK M", 111~~KXW.ANKAKI " ç
Test
No.
Date
1
Location Elev.
(feet)*
Dry
Density
(pcf)
Moisture
(%)
Soil
Type
% Rel.
Comp.
1 11-13-00 Lot '. 187.5 '105.2 16.3 1 90.0
2 11-14-00 Lot 5 . 189.0 .106.1 13.6 .1 90.8
3 11-14-00 Lot 4. 188.0 110.0 12.4 1 94.1
4 11-14-00 Lot 189.0 105.3 -' 15.5 1 90.1
5 11-15-00 Lot 5 [ 189.7 FG 106.9 r 13.9 1 91.4 -
6 11-15-00 Lot 4 189.2 FG 106.0 14.0 1 '90.7
7 11-15-00 Lot 3 [ 190.2 FG 107.4 14.6 1 91.9
8 11-15-00 Lot . 190.7 FG 105.2 17.0 '1 90.0
9 11-15-00 Lot 1 191.2 FG 106.3 - 16.1 '1. 90.9
10 04-05-01 Lot 6 (parking area) 193.0 108.7 . 13.3 1 93.0
11 04-05-01 Lot 6 (parking area) 195.0 111.2 . 11.1 1 1 95.1
12 04-05-01 Lot 6 (parking area) 197.0 109.5 12.6 1 1 93.7
FG - Finish Grade
-c I:
Test
No.
Date Location
1.
Elev.
(feet)*
,Dry
Density
(pcf)_'
Moisture
(%)
, -.
Soil
yp_omp.
L Rel.
WB 1 11-29-00 East Wall 196.0 - 105.2 . 17.2 .1 90.0
WB2 11-29-00 East Wall 200.0 105.3 18.3 11. 90.1
WB 3 11-29-00 East Wall 2020 105.5 . 16.7 'l 90.2
WB 4 11-29-00 East Wall 204.0 105.4 14.5 1' 90.2
WB 5 11-30-00 East Wall 200.0 109.2 16.1 1 93.4
WB 6 11-30-00 East Wall . 202.0 110.4 15.7 1 94.4
WB 7 11-30-00 East Wall 212.0 107.9 18.0 1 92.3
WB 8 11-30-00 East Wall 207.0 107.1 16.6 .1 91.6
WB 9 12-01-00 East Wall 212.0 108.8 16.5 1 93.1
WB 10 -12-01-00 East Wall -' 212.0 107.7 14.8' 1- 92.1
WB 11 12-04-00 West Wall 192.5 112.2 14.0 1 96.0
WB 12 12-04-00 West Wall 192.5 110.6 T 18.9 -. 1 94.6
WB 13 12-04-00 West Wall j 192.5 109.3 17.4 1 93.4
WB 14 12-05-00 West Wall T 195.5 111.3 17.3 1 - 95.2
WB 15 12-05-00 West Wall -• 195.5 110.0 16.6 . 1 - 94.1
WB 16 12-06-00 West Wall . 198.5 ' 113.0- 15.1 1 96.7
WB 17 12-06-00 West Wall - 198.5 112.0 17.4 1 -. 95.8
WB 18 12-06-00 f ' West Wall 198.5 108.9 15.9 1 - 93.2
,WB 19 ]_12-06-00 T ' West Wall 200.5 113.6 15.0 1 97.2
CWE 199.620.12, Plate 2
- .
•-- :
Test
No.
Date Location Elev.
(feet*
Dry
Density
Jpcf
Moistur~~T
(%)
Soil
pe
% Re!.
Comp.
WB 2O 12-06-00 West Wall 200.5 107.0 17.4 1 91.5
WB 2I 12-06-00 West Wall 202.5 108.9 15.9 1 93.2
WB 22 12-06-00 West Wall 203.0 113.1 15.7 1 96.7
WB 23 12-07-00 West Wall 204.0 113.0 15.6 1 96.7
WB 24 12-07-00 West Wall 206.0 110.1 18.1 1 94.2
WB 25 12-08-00 West Wall 206.0 110.0 14.6 1 94.1
WB 26 112-08-00 West Wall 206.0 108.4 13.3 1 95.6
WB 27 12-08-00 West Wall 198.0 111.8 16.3 1 95.6
WE 28 12-08-00 West Wall 190.0 109.8 15.2 1 93.9
SL 1 12-05-00 Slope, East Wall 203.0 108.9 15.6 1 93.2
SL 12-05-00 Slope, East Wall 216.0 110.1 17.2 1 94.2
SL 12-05-00 Slope, East Wall 220.0 106.8 15.0 1 91.4
SL 12-05-00 Slope, East Wall 1 209.0 106.8 1 17.4 1 91.4.
SL 5 12-07-00 Slope, East Wall 205.0 110.9 13.2 1 94.9
SL 12-07-00 Slope, East Wall 210.0 105.1 11.9 1 89.9
SL 12-07-00 Slope, East Wall 212.0 98.8 13.7 1 84.5
SL 8 12-07-00 Slope, East Wall 206.0 110.5 13.8 1 94.5
SL 9 12-07-00 Re-test of SL 6 210.0 106.2 14.3 1 1 90.8
SL 10 J 12-07-00 Re-test of SL 212.0 107.1 15.2 1 1 91.6
Test
No.
Date Location Elev.
(feet)*
Dry
Density
(pcf)
Moisture
(%)
Soil
Type
% Re!.
Comp.
S1 12-29-00 East of Lot 185.5 107.7 14.3 1 92.1
S2 12-29-00 Eastof Lot1 187.0 113.9 12.4 1 97.4
S3 12-29-00 Eastof Lot1 184.0 106.2 18.1 1 90.8
S4 01-03-01 Eastof Lot5 187.0 105.2 13.0 1 90.0
S5 01-03-01 Eastof Lot5 189.0 106.7 1 10.8 1 91.3
56 02-09-01 North of Lot 11189.0 110.9 16.3 1 94.9
Test
No.
Date Location Elev.
(feet)*
Dry
Density
(pcf)
Moisture
(%)
Soil
Type
% Re!.
Comp.
WI 01-08-01 Main Drive 204.0 109.712.1 1 93.8
W2 01-08-01 Main Drive 193.5 107.0 13.4 1 91.5
-W3 02-05-01 Owens Avenue 204.0 130.7 6.1 3 95.3
W4 03-26-01 West of Lot 3 189.0 1108.5 14.2 1 92.8
-W5 03-26-01 West of Lot 3 189.0 106.3 11.8 1 90.9
W 6 04-13-01 Lot 6 Area, Irrigation 192.0 - 07.3 14.2 2 94.6
W 7 04-13-01 Lot 6 Area, Irrigation 194.0 105.7 12.6 2 93.2
W 8 .04-13-01 Lot 6 Area, Irrigation 197.0 107.1 15.4 2 94.4
W 9 1 04-13-01 Lot 6 Area, Irrigation 202.0 103.8 j 15.0 2 -.91.5
CWE 199.620.12 Plate 3
FAR A, "IN WHOM
Test
No.
Date Location. - Elev.
(feet)*
Dry
Density
(pci)
Moisture
(%)
Soil
Type
% Rel.
Comp.
CG 1 04-12-01 See Plate No. I Subgrade 109.6 15.0 1 93.8
CG' 04-17-01 "
Cc CC 106.0 16.1 1 90.7
CG 3 04-12-01 CC "
" 105.7 144 1 90.4
CG 4 04-12-01 cc
" 106.6 147 1 91.2.,
CG 5 04-12-01 " '. "
" 1 105.9 19.5 1 90.6
CG 6 '04-17-01 " cc cc 110.5 20.3 1 94.5
CG 7 04-19-01 CC CC cc CC 109.8 I 15.4 1 93.9
CG 8 04-12-01 " '
cc " " . 109.6 13.9 1 93.8
CG 9 04-12-01 CC CC "' 105.8 '12.7 1 90.5
CG 10 04-12-01 CC CC CC CC 105.4 14.6 1 90.2
CG 11 04-12-01 CC . CC CC CC 106.5 15 0 1 91.1
CG 12 04-17-01 CC CC CC CC 107.7 20.5 1 92.1
CG 13 04-17-01 CC , CC CC CC 107 20.4. 1 91.7
CG 14 04-12-01 CC CC CC CC 1120 18.1 1 95.8
CG 15 04-12-01 CC CC CC CC 1118 144 1 '95.6
CG 16 04-17-01 CC CC CC CC 1089 - I 187 ' 1 93.2
CG 17 04-12-01 CC CC CC CC 106.9 13.4 1 91.4
CG 18 04-12-01' CC CC CC CC 1129 150 1 965
CG 19 04-12-01 CC CC CC CC 9 17-7 - 1 `95.7
CG 20 04-17-01 - CC CC CC CC 114.1 111 97.6
CG 21 04-17-01 CC CC CC CC 105.5 - 16.5 cj 1 90.2
CG 22 04-1-01 CC CC CC CC 107.3 184 '1 91.8
CG 23 04-17-01 CC CC CC CC 1054 17.2 1 90.2
CG 24 1 04-12-01 CC CC CC CC 107.8 16.3 f 92.2
Dry
Test Date Location - Elev. Density Moisture Soil % Rel.
No. (feet)* (pci) (%) Type Comp.
W10 04-16-01 Lot 3 [ 185.0 106.2 134 2 93.7
W 11 04-16-01 Lot 3 185.0 105.3 15.4 2 .92.9
Test
No.
Date
* . '
.. Location
.'
Elev.
(feet)*
Dry
Density
(pci)
Moisture
" (%)
Soil
Type
% Rel.
Comp.
SD 1 12-04-01 See Plate No. 1 187.0 108.3 19.5 1 92.6
SD 2 12-04-01 CC 187.0 106.8 19.1 1 91.4.
SD ' 12-04-01 ' CC CC Subgrade ' 111.2' 17.3 1 95.1
SD 4 12-04-01 CC CC J_ Subgrade 106.2 19.7 1 90.8
SD 5 12-05-01 ,
CC Subgrade 106.2 .16.8 1 90.8'
SD 6 1"-05-01 CC CC Subgrade 106.0 13.7 Y 1 ' 90.7
SD 7 12-05-01 CC CC Subgrade 110.1 16.6' 1 -.94.2
- - . - - •
CW.E 199.620.12 ' ,• ' -- ' Plate 4
Test
No.
Date Location Elev.
(feet)*
Dry
Density
(pcf)
Moisture
(%)
Soil
Type
% Rel.
Comp.
SD 8 12-05-01 See Plate No. 1 Subgrade 109.0 13.7 1 93.2
SD 9 12-05-01 Subgrade 108.6 14.3 j 1 92.9
SD 10 12-05-01 Subgrade 109.2 16.4 1 93.4
SD 11 12-07-01 " 1890 1080 148 1 924
SD 12 12-07-01 " 201.0 111.0 13.0 1 95.0
SD 13 T 12-07-01 cc
" I 193.0 109.7 12.0 1 93.8
SD 14 12-28-01 cc 49______________ T 185.0 107.3 11.2 1 91.8
SD 15 12-28-01 ________ 187.5 105.4 9.9 1 90'
SD 6 12-98-01 cc 189.5 108.0 6.7 1 92.4
SD 17 04-16-01 "cc 1850 1075 125 2 948
SD 18 04-16-01 cc cc
_______
188.0 105.8- 13.2 2 93.3
SD 19 04-16-01 cc 187.0 108.2 15.1 2 95.4
cc cc 190.0 108.8 12.7 - 2 95.9
Test
No.
Date Location Elev.
(feet)
*
Dry
Density
(pci)
Moisture
(%)
Soil
Type
% Re!.
Comp.
JT1 03-15-01 Main Drive,S/W of Owens 198.5 104.0 17.8 1 89.0
JT2 0345-01 MainDrive,S/W of Owens 204.5 }_105.7 12.1 1 90.4
IT 3 03-15-01 Re-test ofJT1 198.5 I 105.6 15.4 1 I 90.3
JT4 03-16-01 Main Drive, S/W of Owens 195.0 106.6 12.9 1 91.2
JTS 03-21-01 Southof East Retaining Wall 206.0 107.1 15.2 1 91.6
JT6 03-21-01 Southof East Retaining Wall 199.0 109.3 13.4 1 93.5
IT 03-21-01 South of East Retaining Wall 193.0 106.9 16.7 1 1_91.4
JT8 03-21-01 South of East Retaining Wall . 190.0 107.5 15.1 1 1 92.0
JT9 03-28-01 South of West Retaining Wall 190.0 105.9 14.6 1 90.6
JT 10 03-28-01 South of West Retaining Wall 190.0 I 108.8 15.9 1 93.1
T11 03-28-01 South of West Retaining Wall 189.0 1 107.3 13.7 1 91.8
JT 12 03-29-01 West of Bldg. 3 188.0 106.7 12.2 1 91.3
JT 13 03-30-01 West of Bldg. 4 188.0 110.2 15.2 [ 1 j 94.3
JT 14 04-03-01 North of Bldg. 1 189.0 107.8 16.2 [ 1 J 92.2
JT 15 04-03-01 North of Bldg. 1 189.0 106.1 14.8 1 90.8
JT 16 04-03-01 North of Bldg. 1 189.0 108.4r 13.5 1 92.7
JT 17 04-03-01 North of Bldg. 1 189.0 106.5 ]_14.4 1 91.1
JT 18 04-04-01 Westof Bldg3 186.0 109.4 15.3 1 93.6
JT 19 04-04-01 {_West of Bldg 3 [ 187.0 110.1 j 12.8 J 1 94.2
Dry
Test Date Location Elev. Density Moisture Soil % Re!.
No. (feet)* (pci) (%) Type Comp.
SW SW _05-07-00 Adjacent to Lot 1 _Subgrade _105.6 I_12.8 }_2 _-.93.1
CWE 199.620.12 Plate 5
Test
No.
Date Location Elev.
(feet*
Dry
Density
(pcf
Moisture
(%)
Soil
Type
% Rel.
Comp.
SW 2 05-07-00 Adjacent to Lot 2 Subgrade 103.4 13.7 2 91.2
SW 3 05-07-01 Adjacent to Lot 3 Subgrade 103.9 15.0 - 2 91.6
SW 4 05-07-01 Adjacent to Lot 4 Subgrade 106.3 12.5 2 93.7
SW 5 05-07-01 Adjacent to Lot 5 Subgrade 104.2 14.2 2 91.2
SW 6 05-07-01 Adjacent to Lot 2/3 Subgrade 108.8 11.9 2 95.9
Test
No.
Date Location Elev.
(feet)*
Dry
Density
(pcf)
Moisture
(%)
Soil
Type
% Rel.
Comp.
SG 1 05-07-01 See Plate No. I Subgrade 110.2 13.3 2 97.2
SG 2 05-07-01 C'
cc
Subgrade 108.5 1 14.1 2 95.7
SG 3 05-07-01 "
cc
Subgrade 109.3 11.8 2 96.4
SG 4 05-07-01 "cc Subgrade 109.7 13.6 2 96.7
SG 5 05-07-01 "
cc
Subgrade 111.0 14.1 2 97.9
SG 6 05-07-01 " " Subgrade 110.4 13.0 2 1 97.4
SG 7 05-07-01 cc cc
______________
Subgrade 109.6 14.3 2 96.6
SG 8 05-07-01 Subgrade 1 108.9 13.9 2 1 96.0
: EJ &I &3iii
Test
No.
Date Location Elev.
(feet)
*
Dry
Density
(pcf)
Moisture
(%)
Soil
Type
% Rel.
Comp.
B 1 02-15-01 Owens Ave. Water Tie-in Base 133.7 7.3 Bi 97.4
B2 02-16-01 Owens Ave. Water Tie-in CC CC 131.4 8.6 BI 95.8
-B3 02-16-01 Owens Ave. Water Tie-in " " 133.8 6.9 Bi 97.5
B 4 02-16-01 Owens Ave. Water Tie-in " " 133.0 J 7.2 BI 96.9
B 5 03-01-01 Lot 3 Water Tie-in " " 132.5 7.8 Bi 96.6
B 6 03-01-01 Lot 3 Water Tie-in " " 132.1 8.0 BI 96.2
B 7 03-01-01 Lot 3 Water Tie-in cc cc
_____
36.2 6.9 BI 99.3
B 8 05-10-01 See Plate No. 1 cc cc 115.4 13.2 B2 96.7
B9 05-10-01 CC CC CC CC 116.7 11.9 B7 97.8
B 10 05-10-01 CC CC CC CC 1145 T 12.3 B2 960
B 11 05-10-01 CC CC CC CC 117.3 13.7 B2 98.3
B 12 05-10-01 CC CC CC CC 1166 13.0 B2 97.7
B 13 05-10-01 CC CC CC 117.1 15.0 B2 98
B 14 05-10-01 CC CC CC CC 1170 141 B2 98.1
B 15 05-10-01 cc " cc CC 115.2 147 B7 96.6
B 16 05-17-01 "cc " " 1147 13.5 B9 96.1
B 17 05-17-01 " " cc CC 1149 12.9 B9 96.3
B 18 05-17-01 cc CC j_CC CC 116.2 14.0 B2 97.4
CWEI99.620.12 Plate 6
Test
No.
Date Location Elev.
(feet)
*
Density
(pcf)
Sample
No.
% Rel.
Comp.
AC 1 [ 05-11-01 See Plate No. 1 F S 140.9 AC 1 99.2
AC 2 05-11-01 CC CC
" 138.8 AC 1 97.7
AC 3 05-11-01 CC cc CC 139.6 AC 1 98'
AC 4 05-11-01 cc cc _________________ cc
___ 139.5 AC 1 98.2
AC 5 05-11-01 cc 138.5 AC 1 97.5
AC 6 05-11-01 cc cc CC 139.8 AC 1 98.4
AC 7 05-11-01 cc 'C " 137.9 AC 1 97.0
AC 8 05-11-01 cc CC cc 139.0 AC 1 97.8
AC 9 05-11-01 " CC 135.3 AC 1 95.2
AC 10 1 05-14-01 CC CC CC 138.6 AC 1 97.5
AC 11 05-14-01 CC CC CC 137.2 AC 1 96.6
AC 12 05-14-01 "
'C CC 135.8 AC 1 95.6
AC 13 05-14-01 CC CC CC 138.8 AC 1 97.7
AC 14 CC CC " 138.3 AC 1 97.3
AC 15 05-14-01 cc CC cc 138.7 AC 1 97.6
AC 16 05-14-01 CC CC CC 136.3 AC 1 95.9
AC 17 05-14-01 CC CC CC 138.1 AC 1 97.2
AC 18 05-14-01 T CC CC CC 140.0 AC 1 98.5
AC 19 1 05-14-01 CC CC CC 139.4 AC 1 98.1
FS - Firished Surface
Maximum
Soil USCS Optimum Dry
Type Description Class. Moisture Density
-
(%) (pcf)
1 Light brown, silty fine SAND SM 12.6 116.9
2 Tan, slightly clayey, silty fine SAND SM 13.5 113.4
B1 Gray sandy GRAVEL / Aggregate Base GW 7.5 1 137.2
EB Gray sandy GRAVEL / Recycled Aggregate Base GW 10.8 1 119.3
r 142.lpcf
CWE 199.620.12 Plate 7