HomeMy WebLinkAboutCT 96-02; Terraces At Sunny Creek; Report of Mass Grading Observations and Testing; 2001-10-24CHKISTIAN WHEELER.
ENGINEERING
October 24, 2001
The Terraces at Sunny Creek, ULC CWE 200.210.13
2006 Palomar Airport Road, Suite 113
Carlsbad, Califomia 92009
Attention: Dale Young
SUBJECT: REPORT OF MASS GRADING OBSERVATIONS AND TESTING, THE
SUNNY CREEK COMMERCIAL SITE, CITY OF CARLSBAD LOT 11
CARLSBAD TRACT 83-86, EL CAMINO REAL AT SUNNY CREEK
ROAD, CARLSBAD, CALIFORNIA
Ladies/ Gendemen,
In accordance widi 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 density tests
performed in the fills that were placed during the grading of the project. The observation and testing
services addressed by this report were coordinated by representatives of The Terraces at Sunny
Creek, LLC, and were provided during the period of May 3, 2000 through October 19, 2000.
INTRODUCTION AND PROTECT DESCRIPTION
SITE DESCRIPTION: The subject site is an irregularly shaped parcel located at die northwest
quadrant of El Camino Real and the proposed extension of College Boulevard in the City of
Carlsbad, Califomia. GeneraUy, the site is bounded on the north by Agua Hedionda Creek, on the
west by undeveloped property, on the south by El Camino Real, and on the east by residential
property graded concurrendy with the commercial site.
Prior to the mass grading operations addressed by this report, the morphology of the site was
characterized by an alluvial plain, witii a low knoU at the east-center of the parcel, and a ridge
4925 Mercury Street -•• San Diego, CA 92111 • 858-496-9760 • FAX 858-496-9758
CWE 200.210.13 October 24,2001 Page:
extending into the northeast corner of the site. The drainage pattem was generally by sheetflow in a
northerly direction, with discharge into Agua Hedionda Creek. Elevations of the site ranged from
approximately 67 feet (MSL), at the northwest corner of the site, to 105 feet at die northeast comer.
Soils encountered during the mass grading operations were generally as anticipated in the
geotechnical documents for tiie site, referenced hereinafter. Vegetation present on the site prior to
the earthwork consisted of indigenous forbs, shmbs and grasses.
PROPOSED CONSTRUCTION: It is our understanding diat die subject site is to be developed
by the constmction of commercial stmctures and associated infrastmcture improvements. We
anticipate that the proposed stmctures will have shallow conventional foundations and on-grade
concrete floors.
PLAN REFERENCE: In order to augment our understanding of the designed configuration of the
project, our firm was provided with grading and improvement plans for the site prepared by Manitou
Engineering Company, of Escondido, Califomia. For die mass grading of die site, we referred to die
plan No. 361-6A, bearing an approval date from die City Engineer of April 25, 2000. The plans have
been modified by our firm to show the approximate locations of our field tests and significant
geotechnical information recorded during tiie mass grading operations, and are reproduced as Plate
No. 1 of this report.
GEOTECHNICAL REFERENCES: The preparation of die site was done in accordance with the
recommendations presented in investigation reports titied 'Treliminary Geotechnical Investigation,
Sunny Creek Residential Development, El Camino Real and College Boulevard, Carlsbad,
Califomia," by Soudiem Califomia Soil and Testing, Inc., dated July 31, 1996.
SCOPE OF SERVICE
Services provided by Christian Wheeler Engineering duriag die course of the eartiiwork consisted of
the following:
• Participation in pre-grading meetings to address the geotechnical aspects of the work and to
coordinate our testing and observation services,
• Continuous observation of the earthworking operations.
CWE 200.210.13 October 24, 2001 Page 3
• Providing field recommendations for elements of die earthwork not specifically addressed by die
referenced geotechnical report,
• Recording the approximate elevations and limits of significant geotechnical elements,
• Perfomiance of relative compaction tests in the fills placed,
• Performance of laboratory maximum density and optimum moisture determinations, expansion
index, and water soluble sulfate content tests on the soils encountered in the earthwork, and,
• Preparation of diis report.
SITE PREPARATION AND GRADING
GRADING CONTRACTOR: The mass grading of die site was performed by The Pahla
Corporation of Vista, Califomia, Contractor's license No. 475879. The primary equipment used in
the mass grading included the following:
8 Caterpillar 657 scrapers
6 Caterpillar 637 scrapers
2 Caterpillar D9R crawler dozers
2 Caterpillar D6R crawler dozers
1 Caterpillar D5D crawler dozer
2 . Caterpillar 824 wheel dozers
1 Caterpillar 834 wheel dozer w/beegee attachment
2 Tractor-drawn water tankers
1 Water tmck
1 5X5 Sheepsfoot roUer
2 10,000 gaEon capacity water drop-tanks
1 Caterpillar 140H motorgrader
SITE PREPARATION:
Preparation for Fill: Prior to die eartiiwork operations, die existing vegetation was cleared and
exported from the site. Potentially compressible alluvium was tiien excavated from beneadi die areas
to receive fiUs, to typical depths on tiie order of four to ten feet below tiie original ground contours.
The removals extended to contact witii competent older aUuvium or undisturbed terrace deposits.
At die northwest comer of the site, saturated aUuvium was encountered at approximately eight feet
below die original ground elevation. In order to stabilize tiie area to receive die proposed fiUs, a
StabiUzation mat was constmcted at die contact witii die saturated aUuvium. The mat consisted of a
six-inch diickness of 3/4" cmshed rock, witii membranes of Amoco 2006 stabUization fabric placed
CWE 200.210.13 October 24,2001 Page 4
above and below die rock. The areas of die site not affected by groundwater were scarified to
shaUow depths, moisture treated to near optimum conditions, and compacted prior to the placement
offiUs.
Fill Placement: FiUs were placed using predominanfiy sandy soUs generated from die onsite cuts
and removals, and from cuts made on die contiguous residential subdivision. The fiUs were placed in
horizontal Ufts, watered and blended to near optimum conditions, and compacted in place by wheel
roUing with die heavy constmction equipment employed in die work. Slopes at die perimeter areas of
die project were compacted by means of roUing widi a sheepsfoot roUer in vertical intervals typicaUy
not exceeding five feet as die height of die slopes increased, and were track-waUted witii crawler
dozers once the fUls had been completed.
Transition Undercut: At the locations of tiie centraUy located knoU and die ridge at die nordieast
corner of die site, where die designed finish grade elevations resulted in a cut/fiU transition between
the undisturbed terrace deposits and fiU, die 'cut' areas were over-excavated to approximately four
feet below the finished grade contours. The floors of die undercut areas were prepared, and
subsequent fiUs placed as described in die preceding paragraphs. These operations were performed
in order to provide a unifomi 'fill' condition beneadi fiiture improvements.
FIELD AND LABORATORY TESTING
FIELD TESTS: Field tests to measure the relative compaction of the fiUs were conducted in
accordance witii ASTM Test Designation D 2922-91; "Standard Test Metiiods for Density of SoU
and SoU-Aggregate in Place by Nuclear Methods." The locations of tiie field tests were selected by
our technician in areas discemed to exHbit relative compaction tiiat was generaUy representative of
that attained in the fiU. The approximate locations of die field tests are shown on die attached Plate
No. 1; results of die tests are presented on Plate Nos. 2 dirough 5.
LABORATORY TESTS: The maximum dry density and optimum moisture content of the
predominant soils encountered in die eartiiwork were performed in our laboratory by ASTM Test
Designation D 1557-91, "Test Metiiod for Laboratory Compaction Characteristics of SoU Using
Modified Effort." The tests were conducted in accordance with die metiiodology prescribed for die
grain-size distribution of die soUs tested. The results of tiiese tests are presented on die attached
Plate No. 5.
CWE 200.210.13 October 24,2001 Page 5
AS-BUILT GEOLOGY
The geologic units and their derivatives encountered during the mass grading operations were found
to be substantiaUy as anticipated in die SCS&T PreUminary Geotechnical Investigation for die site.
Potential adverse conditions presented by die geologic structures appear to have been effectively
mitigated by the earthwork operations.
CONCLUSIONS
GENERAL: It is die opinion of Christian Wheeler Engineering tiiat tiie eartiiwork addressed by diis
report has been performed substantiaUy in accordance widi die recommendations presented in die
referenced geotechnical reports, the City of Carlsbad grading requirements and die Uniform Bmiding
Code. This opinion is based upon our observations of tiie eartiiwork operations, the results of the
density tests taken in die field, and die maximum density tests performed in our laboratory. It is our
furdier opinion that the site is suitable for die proposed constmction.
REMAINING WORK: It can be noted diat die subject grading, operation resulted in die site bemg
sheet-graded. Precise grading wUl be required in die fiiture to develop die buUding pads, driveways
and parking areas. This grading operation is expected to require cuts and fiUs of less tiian about five
feet from die existing grades. In addition, a substantial stockpUe of excess soU generated from die
cuts on die contiguous residential tract remains on die nordierly area of die site. Removal of die
StockpUe wffl be necessary before fiiture improvements can be made to die area. Furdier, die grading
in die area of die fiU slope along die nortii side of die site has not been completed to its designed
contours due to die conflict widi the pre-existing Sunny Creek Road, which ran along die north side
of die project and was in use at die time of grading, and pre-existing utiUty poles in die area.
Additional aUuvial removals up to 8 to 10 feet below existing natoral grades and stabUization of tiie
excavation bottom are expected to be required to complete die grading operation in tius area. Our
firm should be contacted when die remaining earthwork is performed so tiiat we may verify tiiat die
work is performed in accordance widi die project specifications.
T IMITATIONS
The descriptions, conclusions and opinions presented in diis report pertain only to die work
performed on die subject site during die period from May 3 dirough October 19, 2000. As Umited
CWE 200.210.13 October 24,2001 Page 6
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 residts of our laboratory and field tests.
Our services were performed in accordance widi the currentiy accepted standard 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 appUcable codes and specifications. With the
submittal of this report, no warranty, express or impUed, is given or intended with respect to the
services performed by our firm, and our performance of those services should not be constmed to
reUeve the grading contractor of his responsibiUty to perform his work to the standards required by
the appUcable buUding codes and project specifications.
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.
RespectfiiUy submitted,
CHRISTLW WHEELER ENGINEERING
Charles H. Christian, R.G.E. 00215
CHC/CRB/DH: dh
cc: (6) Submitted
Curtis R. Burdett, C.E.G 1090
SUMMARY OF TESTS
NL\SS GRADING - COMMERCLAL SITE
Project: Sunny Creek
Test No. Date Location Elev.
(feet)
Soil Type Moisture
(%)
Dry
Density
(pcf)
Max.
Density
% Rel.
Comp.
1 5/3/2000 Commercial Site 66.0 2B 18.1 106.4 121.1 87.9
2 5/3/2000 Retest 1 66.0 2B 17.0 110.6 121.1 91.3
3 5/3/2000 Commercial Site 68.0 2B 20.8 102.1 121.1 84.3
4 5/3/2000 Retest 3 68.0 2B 17.2 109.0 121.1 90.0
5 5/4/2000 Commercial Site 70.0 2B 15.4 112.6 121.1 93.0
6 5/4/2000 Commercial Site 63.0 2B 16.0 110.8 121.1 91.5
7 5/4/2000 Commercial Site 72.0 2B 14.2 114.6 121.1 94.6
8 5/4/2000 Commercial Site 60.0 2B 16.0 109.4 121.1 90.3
9 5/4/2000 Commercial Site 76.0 2B 12.8 109.4 121.1 90.3
10 5/4/2000 Commercial Site 64.0 2B 18.6 110.4 121.1 91.2
11 5/5/2000 Commercial Site 67.0 2B 21.0 102.5 121.1 84.6
12 5/5/2000 Retest 11 67.0 2B 12.0 110.7 121.1 91.4
13 5/5/2000 Commercial Site 65.5 2B 18.6 111.6 121.1 92.2
14 5/5/2000 Commercial Site 67.0 2B 15.8 109.4 121.1 90.3
15 5/5/2000 Commercial Site 69.5 2B 21.0 107.6 121.1 88.9
16 5/5/2000 Retest 15 69.5 2B 13.0 112.8 121.1 93.1
17 5/5/2000 Commercial Site 68.5 2B 13.9 111.5 121.1 92.1
18 5/5/2000 Commercial Site 69.5 2B 12.4 113.3 121.1 93.6
19 5/5/2000 Commercial Site 72.0 2B 18.3 111.5 121.1 92.1
20 5/8/2000 Commercial Site 65.5 2B 17.3 111.0 121.1 91.7
21 5/8/2000 Commercial Site 67.0 2B 18.0 109.7 121.1 90.6
22 5/8/2000 Commercial Site 69.5 2B 19.3 109.7 121.1 90.6
23 5/8/2000 Commercial Site 71.0 2B 15.0 108.9 121.1 89.9
24 5/8/2000 Commercial Site 73.0 2B 18.3 110.3 121.1 91.1
25 5/9/2000 Commercial Site 69.5 IB 16.5 106.6 117.1 91.0
26 5/9/2000 Commercial Site 68.5 IB 18.0 110.6 117.1 94.4
27 5/9/2000 Commercial Site 66.0 IB 10.3 111.5 117.1 95.2
28 5/9/2000 Commercial Site 75.0 2B 17.2 110.2 121.1 91.0
29 5/9/2000 Commercial Site 73.0 2B 18.5 110.7 121.1 91.4
30 5/9/2000 Commercial Site 71.0 2B 17.6 109.2 121.1 90.2
38 5/10/2000 Commercial Site 75.5 IB 19.4 108.3 117.1 92.5
39 5/10/2000 Commercial Site 66.0 IB 16.0 107.7 117.1 92.0
40 5/10/2000 Commercial Site 70.0 IB 11.7 112.1 117.1 95.7
41 5/10/2000 Commercial Site 75.0 IB 9.1 115.3 117.1 98.5
42 5/10/2000 Commercial Site 72.0 IB 14.7 110.8 117.1 94.6
43 5/10/2000 Commercial Site 74.0 IB 16.0 113.6 117.1 97.0
44 5/10/2000 Commercial Site 75.0 IB 17.8 106.4 117.1 90.9
45 5/10/2000 Commercial Site 77.0 IB 16.0 115.2 117.1 98.4
46 5/10/2000 Commercial Site 78.0 IB 11.0 107.4 117.1 91.7
47 5/10/2000 Commercial Site 76.0 IB 15.9 114.7 117.1 98.0
48 5/10/2000 Commercial Site 70.0 IB 12.9 113.4 117.1 96.8
49 5/10/2000. Commercial Site 72.0 IB 10.7 111.8 117.1 95.5
50 5/10/2000 Commercial Site 74.5 IB 16.2 107.1 117.1 91.5
51 5/10/2000 Commercial Site 68.0 IB 13.0 108.4 117.1 92.6
56 5/11/2000 Commercial Site 74.5 3B 11.0 115.0 126.0 91.3
CWE 200.713.13 Plate 2
Test No. Date Location Elev.
(feet)
Soil Type Moisture
(%)
Dry
Density
Max.
Density
% Rel.
Comp.
Elev.
(feet)
(pcf)
57 5/11/2000 Commercial Site 79.0 3B 10.9 116.4 126.0 92.4
58 5/11/2000 Commercial Site 72.5 3B 10.5 113.9 126.0 90.4
59 5/11/2000 Commercial Site 73.5 3B 13.7 113.6 126.0 90.2
64 5/11/2000 Commercial Site 78.0 2B 11.8 112.7 121.1 93.1
65 5/11/2000 Commercial Site 74.5 3B 11.6 113.6 126.0 90.2
76 5/12/2000 Commercial Site 75.0 2B 12.9 110.6 121.1 91.3
77 5/12/2000 Commercial Site 72.5 2B 13.6 111.2 121.1 91.8
78 5/12/2000 Commercial Site 80.0 2B 11.6 107.5 121.1 88.8
79 5/12/2000 Retest 78 80.0 2B 13.5 109.4 121.1 90.3
80 5/12/2000 Commercial Site 74.0 2C 9.5 116.6 128.2 91.0
81 5/12/2000 Commercial Site 80.0 2B 10.7 114.8 121.1 94.8
82 5/15/2000 Commercial Site 78.0 3B 8.7 114.7 126.0 91.0
83 5/15/2000 Commercial Site 79.0 3B 11.2 114.5 126.0 90.9
84 5/15/2000 Commercial Site 79.0 3B 11.7 114.3 126.0 90.7
85 5/15/2000 Commercial Site 80.0 3B 14.9 111.8 126.0 88.7
86 5/15/2000 Retest 85 80.0 3B 12.3 114.2 126.0 90.6
87 5/15/2000 Commercial Site 79.5 3B 10.3 115.9 126.0 92.0
97 5/15/2000 Commercial Site 78.0 2A 15.2 106.7 116.8 91.4
98 5/15/2000 Commercial Site 79.0 2A 11.8 106.1 116.8 90.8
99 5/15/2000 Commercial Site 79.5 2A 13.6 108.6 116.8 93.0
100 5/15/2000 Commercial Site 80.5 2A 14.1 109.6 116.8 93.8
106 5/16/2000 Commercial Site 82.0 3A 11.4 • 116.0 123.4 94.0
107 • 5/16/2000 Commercial Site 84.0 3A 9.6 115.7 123.4 93.8
108 5/16/2000 Commercial Site 82.0 3A 8.7 113.0 123.4 91.6
109 5/16/2000 Commercial Site 86.0 3A 9.4 111.6 123.4 90.4
no 5/16/2000 Commercial Site 84.0 3A 10.2 114.5 123.4 92.8
115 5/16/2000 Commercial Site 82.0 3A 8.6 115.7 123.4 93.8
116 5/16/2000 Commercial Site 80.0 3A 9.4 112.4 123.4 91.1
117 5/16/2000 Commercial Site 78.0 3A 8.0 114.4 123.4 92.7
124 5/17/2000 Commercial Site 86.0 3A 7.9 113.0 123.4 91.6
125 5/17/2000 Commercial Site 83.0 3A 8.4 112.7 123.4 91.3
126 5/17/2000 Commercial Site 84.5 3A 8.4 117.4 123.4 95.1
127 5/17/2000 Commercial Site 80.0 3A 10.0 112.0 123.4 90.8
133 5/18/2000 Commercial Site 84.5 3A 11.7 115.5 123.4 93.6
134 5/18/2000 Commercial Site 80.0 3A 11.1 108.2 123.4 87.7
135 5/18/2000 Retest 134 80.0 3A 11.8 113.6 123.4 92.1
136 5/18/2000 Commercial Site 90.0 3A 13.2 113.0 123.4 91.6
137 5/18/2000 Commercial Site 86.0 3A 11.3 111.4 123.4 90.3
138 5/18/2000 Commercial Site 84.0 3A 11.5 114.3 123.4 92.6
144 5/18/2000 Commercial Site 83.5 4 10.5 110.4 119.3 92.5
145 5/18/2000 Commercial Site 87.0 4 11.0 108.6 119.3 91.0
146 5/18/2000 Commercial Site 79.5 2A 12.6 108.9 116.8 93.2
151 5/19/2000 Commercial Site 84.0 3A 11.8 113.3 123.4 91.8
152
153
154
216
217
01«
5/19/2000
5/19/2000
5/19/2000
5/25/2000
5/25/2000
';/55/'7f)nn
Commercial Site
Retest 152
Commercial Site
Commercial Site
Commercial Site
Retest 217
85.5
85.5
88.5
62.0
64.0
64.0
3A
3A
3A
lA
lA
lA
12.0
13.3
9.9
15.8
21.0
18.7
109.0
111.8
115.7
102.5
99.3
104.2
123.4
123.4
123.4
113.6
113.6
113.6
88.3
90.6
93.8
90.2
87.4
91.7
CWE 200.713.13
Plate 3
Test No. Date Location Elev.
(feet)
Soil Type Moisture
(%)
Dry
Density
(pcf)
Max.
Density
% Rel.
Comp.
219 5/25/2000 Commercial Site 66.0 lA 23.4 101.0 113.6 88.9
220 5/25/2000 Retest 219 66.0 lA 17.6 102.6 113.6 90.3
221 5/25/2000 Commercial Site 68.0 lA 21.0 98.0 113.6 86.3
222 5/25/2000 Retest 221 68.0 lA 17.6 103.8 113.6 91.4
223 5/25/2000 Commercial Site 66.0 lA 20.4 101.1 113.6 89.0
224 5/25/2000 Retest 223 66.0 lA 18.3 107.0 113.6 94.2
225 5/25/2000 Commercial Site 70.0 5 10.3 110.7 114.5 96.7
226 5/26/2000 Commercial Site 61.0 5 8.6 114.0 114.5 99.6
227 5/26/2000 Commercial Site 63.0 5 9.2 112.8 114.5 98.5
228 5/26/2000 Commercial Site 65.0 5 9.7 113.0 114.5 98.7
229 5/26/2000 Commercial Site 67.0 lA 14.6 102.7 113.6 90.4
230 5/26/2000 Commercial Site 69.0 lA 18.2 103.7 113.6 91.3
231 5/26/2000 Commercial Site 66.0 lA 14.7 104.3 113.6 91.8
232 5/26/2000 Commercial Site 71.0 lA 18.9 102.5 113.6 90.2
233 5/26/2000 Commercial Site 70.5 lA 23.0 98.0 113.6 86.3
234 5/26/2000 Retest 233 70.5 lA 17.6 104.5 113.6 92.0
235 5/30/2000 Commercial Site 73.0 5 14.8 108.0 114.5 94.3
236 5/30/2000 Retest 235 61.0 5 14.2 111.1 114.5 97.0
237 5/30/2000 Commercial Site 68.0 5 9.0 107.0 114.5 93.4
238 5/30/2000 Retest 237 68.0 5 15.3 111.8 114.5 97.6
239 5/30/2000 Commercial Site 61.5 lA 16.9 101.2 113.6 89.1
240 5/30/2000 Retest 239 61.5 lA 15.4 102.7 113.6 90.4
241 5/30/2000 Commercial Site 64.0 5 11.8 111.8 114.5 97.6
242 5/30/2000 Commercial Site 64.0 2A 16.3 102.1 116.8 87.4
243 5/30/2000 Retest 242 64.0 ZA 14.2 105.8 116.8 90.6
244 5/30/2000 Commercial Site 66.5 5 10.2 114.8 114.5 100.3
245 5/30/2000 Commercial Site 68.5 5 9.6 110.8 114.5 96.8
246 5/30/2000 Commercial Site 66.5 5 8.1 112.5 114.5 98.3
247 5/30/2000 Commercial Site 66.0 5 9.3 110.5 114.5 96.5
248 5/31/2000 Commercial Site 75.0 7 13.8 117.7 124.9 94.2
249 5/31/2000 Commercial Site 70.0 7 12.7 114.5 124.9 91.7
250 5/31/2000 Commercial Site 68.0 7 14.4 118.3 124.9 94.7
251 5/31/2000 Commercial Site 70.0 7 9.6 116.4 124.9 93.2
252 5/31/2000 Commercial Site 73.0 7 12.2 114.0 124.9 91.3
253 5/31/2000 Commercial Site 76.5 7 8.2 115.7 124.9 92.6
254 5/31/2000 Commercial Site 75.5 5 10.5 114.8 114.5 100.3
255 5/31/2000 Commercial Site 76.5 5 9.7 112.5 114.5 98.3
256 5/31/2000 Commercial Site 72.0 5 10.8 110.8 114.5 96.8
257 5/31/2000 Commercial Site 75.0 5 7.9 113.7 114.5 99.3
258 5/31/2000 Commercial Site 80;0 5 11.4 116.2 114.5 101.5
259 5/31/2000 Commercial Site 74.0 5 11.0 113.0 114.5 98.7
260 6/1/2000 Commercial Site 82.0 5 12.2 115.3 114.5 100.7
261 6/1/2000 Commercial Site 82.0 5 14.2 112.0 114.5 97.8
262 6/1/2000 Commercial Site 84.0 5 10.6 116.7 114.5 101.9
263 6/1/2000 Commercial Site 83.5 5 10.9 119.2 114.5 104.1
264 6/1/2000 Commercial Site 76.0 5 9.3 112.2 114.5 98.0
265 6/1/2000 Commercial Site 72.5 5 11.0 112.5 114.5 98.3
266 6/1/2000 Commercial Site 68.5 5 9.4 111.8 114.5 97.6
267 6/1/2000 Commercial Site 84.0 5 14.6 116.1 114.5 101.4
CWE 200.713.13 Plate 4
Test No. Date Location Elev.
(feet)
Soil Type Moisture Dry
Density
(pcf)
Max.
Density
% Rel.
Comp.
6/1/2000 Commercial Site 85.0 11.7
13.9
117.0
114.0
114.5
114.5
102.2
99.6 269
275
6/1/2000 Commercial Site 84.0
6/2/2000 Commercial Site 82.0 8.5
15.7
113.5
110.0
119.3
119.3
276
277
6/2/2000 Commercial Site 80.0 _4_
4
92.2
95.8 6/2/2000 Commercial Site 70.0 9.8 114.3
108.7
119.3
119.3
278
279
6/2/2000 Commercial Site 80.0
76.5
_4_
4 6/2/2000 Commercial Site 7.9
11.1
109.0
109.6
119.3
116.8
91.4
93.8
400
401
7/18/2000 Commercial Site 85.0
81.0
2A
2A 7/18/2000 Commercial Site 10.2
12.2
105.6
109.3
116.8
116.8 402
403
7/18/2000 Commercial Site 79.5
85.0
2A
2A
93.6
91.8 7/18/2000 Commercial Site 13.6
9.5
107.2
106.8
116.8
116.8
404
407
7/18/2000 Commercial Site 88.5
84.5
2A
2K 7/20/2000 Commercial Site 13.8
15.2
107.2
108.6
116.8
116.8
91.8
93.0
408
409
7/20/2000 Commercial Site 87.0 2A
2A 7/20/2000 Commercial Site 90.0 11.4
14.8
105.6
100.0
116.8
116.8 7/21/2000 Commercial Site 92.0
92.0
2A
2A
85.6
91.9 417
418 Retest 417 15.2
13.6
107.3
108.2
116.8
116.8
419
545
7/21/2000 Commercial Site 87.5
78.0
2A
5 8/16/2000 Commercial Site Slope Test 9.8
8.7
110.7
112.8
114.5
114.5
96.7
98.5 8/16/2000 Commercial Site Slope Test 71.5 546
628 10/19/2000 Commercial Site 90.0 10.4
9.8
9.6
11.4
116.0
120.1
116.1
114.4
114.5
114.5
114.5
114.5
629
_630
631
10/19/2000
10/19/2000
10/19/2000
Commercial Site
Commercial Site
Commercial Site
85.0
82.0
77.0
iL\XIMUM DRY nPKsm- and OPTIMUM MOISTLTRE CONTENT ASTM 1557-91
Soil Type
lA
IB
2A
2B
Description
Brown, SANDY CLAY
Reddish-brown, sUty, very SANDY CLAY
Reddish-brown, sUty, CLAYEY SAND
Brown, SANDY CLAY
USCS
Class
CH
SC
Optimum Moisture
14.8
14.1
13.0
10.4
Maximum Dry
Density (pcf)
113.6
117.1
116.8
121.1
2C Brown, SILTY SAND SM 9.5 128.2
3A Reddish-brown, very CLAYEY SAND SC 10.3 123.4
3B
4
5
7
Reddish-brown, silty, CLAYEY S.\ND
Brown, weU graded, silty, SAND
Reddish-brown, sUghtiy clayey, SAND
Dark brown, very SILTY SAND
SC
SW
SW
SM
10.5
10.4
9.2
9.8
126.0
119.3
114.5
124.9
CWE 200.713.13
Plate 5