HomeMy WebLinkAboutCT 02-22; LA COSTA GREENS NEIGHBORHOOD 1.11; FINAL REPORT OF TESTING & OBSERVATIONS DURING GRADING; 2004-06-21FINAL REPORT OF
TESTING AND OBSERVATION
SERVICES PERFORMED
DURING SITE GRADING
VILLAGES OF LA COSTA
THE GREENS
NEIGHBORHOOD 1.09
CARLSBAD., CALIFORNIA
PREPARED FOR
REAL ESTATE COLLATERAL
MANAGEMENT COMPANY
C/0 MORROW DEVELOPMENT INCORPORATED
CARLSBAD, CALIFORNIA
JUNE 21, 2004
I GEOCON
INCORPORATED
GEOTECHNICAL CONSULTANTS
(410>)
1 Project No. 06403-52-09
June 21, 2004
Real Estate Collateral Management Company
I c,0 Morrow Development Incorporated
1903 Wright Place, Suite 180
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Carlsbad, California 92008 .
Attention: Mr. Tim O'Grady
I Subject: VILLAGES OF LA COSTA - THE GREENS
NEIGHBORHOOD 1.09
CARLSBAD, CALIFORNIA
I FINAL REPORT OF TESTING AND OBSERVATION
'SERVICES PERFORMED DURING SITE GRADING
Gentlemen:
In accordance with your request and our proposal dated May 6, 2003 we have provided compaction
testing and observation services during grading of the subject site. Our services were performed
during the period of May 1, 2003 through June 9,'2004. The scope of our services included the
following:
Observing the grading operation, including the removal and/or processing of topsoil,
colluvium, alluvium, landslide debris, and undercutting of transition lots.
Performing in-place dry density and moisture content test in fill placed and compacted at the
site.
Performing laboratory tests to aid in evaluating maximum dry density and optimum moisture
content and shear strength of the compacted fill soils. Additionally, laboratory tests were
performed on samples of soil present at finish-grade to evaluate expansion characteristics and
water-soluble sulfate.
Preparing an "As-Graded" Geologic Map.
Preparing this final report of grading.
The purpose of this report is to document that the grading for Neighborhood 1.09, which includes 75
I single-family residential pads, has been performed in substantial conformance with the
recommendations of the project geotechnical report and that the fill materials have been properly
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6960 Flanders Drive • San Diego, California 92121-2974 8 Telephone (858) 558.6900 m Fax (858) 558-6159
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placed and compacted. Lots 76 and 77 consist of open space and slope zones within the subdivision.
The grading operations for Neighborhood 1.09 were performed concurrently with those for Alicante
Road and other neighborhoods within The Greens project.
GENERAL
The grading contractor for the project was Signs and Pinnick Incorporated of El Cajon, California.
Grading plans for the project were prepared by Hunsaker and Associates and are entitled Grading
and Erosion Control Plans for: La Costa Greens - Neighborhood 1. 09, prepared by Hunsaker and
Associates, City of Carlsbad approval date of May 6, 2004. An electronic version of the grading plans
was used as the base map for our "As-Graded" Geologic Map (Figures 1 and 2, map pocket). The
project geotechnical report is entitled Update Geologic and Soil Investigation, Volumes I and II,
Villages of La Costa - The Greens, Carlsbad, California, dated June 25, 2001 (Project No. 06403-12-
03).
References to elevations and locations herein were based on surveyor's or grade-checker's stakes in
the field and/or interpolation from the referenced Grading Plans. Geocon Incorporated does not
provide surveying services and, therefore, has no opinion regarding the accuracy of the as-graded
elevations or surface geometry with respect to the approved grading plans or proper surface drainage.
GRADING
- The Greens Neighborhood 1.09 is located within the Villages of La Costa
- The Greens Phase I
I development. Neighborhood 1.09 is bound by an existing residential development to the east,
Alicante Road to the west, and Neighborhoods 1.08 and 1.12 to the north and south, respectively.
Prior to grading, the site primarily was characterized by moderately sloping hillside terrain dissected
by a series of drainages, which had a central confluence draining southward into San Marcos Creek.
Grading for the site consisted of daylight cuts and fills to achieve finish-grade elevations.
Grading began with the removal of brush and vegetation from the area to be graded. The brush was
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then exported. Topsoil, colluvium, landslide debris and alluvial soils were removed to expose
formational material. Within these areas, and prior to placing fill, the exposed (overexcavated)
ground surface was scarified (where possible), moisture conditioned, and compacted. Fill materials
I derived from onsite excavations were then placed and compacted in layers until design elevations
were attained. Fill was also placed as a result of the undercutting of the cut portion of cut-fill
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transition lots and where highly expansive claystone and or concretions were exposed at grade. These
lots were undercut a minimum of 4 feet, sloping the bottom of the undercut at a gradient of
approximately 1 percent towards the subdrain or adjacent roadway.
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Fill Materials and Placement Procedures
The composition of the fill materials generally varied from angular gravels and boulders produced by
on-site blasting of hard metavolcanic rock from within other portions of The Greens project.
Excavations within the sedimentary Santiago Formation and surficial deposits predominately
produced sandy clays and silty sands that were suitable for capping material. Structural fill placed and
compacted at the site consisted of material that can be classified into three zones:
Zone A - Material placed within 3 feet from pad grade, 6 feet from parkway grade, and within
roadways to at least 1 foot below the deepest utility consisted of "soil" fill with a maximum particle
dimension of 6-inches.
Zone B - Material placed within 10 feet from pad grade and below Zone A consisted of "soil-rock"
fill with a maximum particle dimension of 12 inches. In addition, material placed on the outer 6 feet
of fill slopes and 2 feet below Zone A for fills in roadways and parkways consisted of "soil-rock" fill
with a maximum particle dimension of 12 inches.
Zone C - Material placed below Zone B consisted of "soil-rock" fill with a maximum particle
dimension of 48 inches. It should also be noted that larger rocks with a maximum dimension of
approximately 8 feet were buried individually during grading operations.
Placement procedures for "soil-rock" fill consisted of spreading and compacting the material with a
D9 or larger Caterpillar bulldozer with a maximum lift size of 3 feet. Materials placed as "soil-rock"
fills were watered heavily during spreading to help properly fill voids with finer material and "seat"
the larger rocks. During the placement of each lift, compactive effort was applied to the fill by wheel-
rolling with loaded rock trucks such that the entire lift was compacted. "Soil-rock" fills were
predominately placed within the tributary canyon cleanouts.
"Soil" fills were placed in lifts no thicker than would allow for adequate bonding and compaction.
The soil was moisture conditioned as necessary and mixed during placement and then compacted
utilizing conventional heavy-duty compaction equipment.
I During grading operations, compaction procedures were observed and in-place density tests were
performed to evaluate the dry density and moisture content of the "soil" and "soil-rock" fill material.
I The in-place density tests were performed in general conformance with ASTM Test Method
D 2922-01, Standard Test Method for Density of Soil and Soil-Aggregate in Place by Nuclear
Methods.
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The results of the in-place dry density and moisture content tests are summarized on Table I. Grading
for Neighborhood 1.09 was performed concurrently with other neighborhoods within the Villages of
La Costa - The Greens development. The results, presented on Table I apply to Neighborhood 1.09
only. As such, the test numbers are not in consecutive order. Any tests taken outside of subject
neighborhood will be addressed in reports for other neighborhoods within the Greens.
Using methods suggested by AASHTO T224-86, corrections were made to the laboratory maximum
dry density and optimum moisture content on fill soils being tested containing rocks larger than Y4
inch. The values of maximum dry density and optimum moisture content presented on Table I reflect
these corrections.
In general, the in-place density test results indicate that the fill soil has a dry density of least 90
percent of the laboratory maximum dry density near to slightly above optimum moisture content at
the locations tested. The approximate locations of the in-place density and moisture content tests are
shown on the "As-Graded" Geologic Map (Figures 1 and 2).
Laboratory tests were performed on samples of material used for fill to evaluate moisture-density
relationships, optimum moisture content and maximum dry density (ASTM D 1557-02), expansion
potential (ASTM D 4829-03), shear strength (ASTM D 3080-03), and water-soluble sulfate content
(California Test No. 417). The results of the laboratory tests are summarized on Tables II through V.
Slopes
The project cut and fill slopes were constructed at inclinations of 2:1 (horizontal: vertical) or flatter
with maximum heights of approximately 50 feet. All slopes should be planted, drained, and
maintained to reduce erosion. Slope irrigation should be kept to a minimum to just support the
vegetative cover. Surface drainage should not be allowed to flow over the top of the slope.
Cut slopes were observed and mapped by an engineering geologist for adverse geologic conditions
that could affect slope stability. The western facing cut slopes, in general, consisted of discontinuous,
interbeds of sandstone and claystone. Bedding attitudes observed during grading indicate low angles
of dip towards the north. It is our opinion that the cut slopes should be stable with respect to deep-
seated failure and surficial sloughage, and adverse geologic structures do not present a significant
geologic hazard to future development of the site.
Based on geologic conditions encountered during our site investigation and grading operation, two
stability fills were constructed within Neighborhood 1.09. A stability fill with a maximum height of
40 feet was constructed along the western-facing slope at the eastern margin of the project (Lot 77).
Additionally, a stability fill with a maximum height of 35 feet was constructed along the western-
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facing slope adjacent to Alicante Road Stations 47+00 to 55+00 (Lot 76). The limits of each stability
fill, including the bottom keyway widths and elevations, are depicted on Figures 1 and 2.
Each stability fill backcut was excavated to the configuration recommended in the referenced project
geotechnical report. Once the backcut had been observed by an engineering geologist, panel drains
were installed on the backcut and connected to heel drains placed at the bottom of the keyway. The
keyway heel drains outlet into brow ditches within adjacent open space areas. Laboratory testing was
performed on the fill materials to assess suitable shear strength. Table 1V presents a summary of the
laboratory shear test results.
During grading, minor seepage was encountered at the base of the cut slope at the back of Lot 26 and
Lot 27. It is our understanding that a retaining wall and associated drainage system will be
constructed to reduce the potential for water migration within the pads.
Su bd rains
Canyon subdrains were installed at the general locations shown on the "As-Graded" Geologic Map
(Figures 1 and 2). In 'addition, the subdrains were "as-built" for location and elevation by the project
civil engineer. The subdrains generally consisted of a 6-inch diameter PVC, Schedule 40, perforated
pipe placed in crushed aggregate surrounded gravel by Mirafi 140N (or equivalent) filter fabric. The
drains were typically placed at least 10 feet below finish grade and constructed at a flow gradient of
at least 1 percent. The subdrains were connected to the canyon subdrain system down gradient and
the outlet should be maintained regularly to prevent sediment and debris from obstructing the free
flow of water from the subdrain system.
I Finish-grade Soil Conditions
Observations and laboratory test results indicate that the prevailing soil conditions within the upper
I approximately 4 feet of finish-grade of the lots have an expansion potential of "low" to "high"
(Expansion Index of 130 or less) as defined by Uniform Building Code (UBC) Table 18-I-B.
I Table VI presents a summary of the indicated Expansion Index of the prevailing subgrade soil
conditions for each lot.
I It should be noted that although rocks larger than 6 inch were not intentionally placed within the
upper 4 feet of pad grades, some larger rocks might exist at random locations.
Some of the samples obtained for expansion testing were also subjected to water-soluble sulfate
I testing to evaluate the amount of water-soluble sulfates within the finish-grade soils. These test
results are used to determine the potential for sulfate attack on normal Portland Cement concrete. The
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I test results indicate sulfate contents that correspond to "negligible" to "severe" sulfate exposure
ratings.
I Geocon Incorporated does not practice corrosion engineering. Therefore, results of these tests should
be reviewed by a corrosion consultant and appropriate recommendations should be implemented
I during design and construction of proposed improvements. The results of the water-soluble sulfate
tests are summarized on Table V.
I SOIL AND GEOLOGIC CONDITIONS
I The soil and geologic conditions encountered during grading were found to be similar to those
described in the project geotechnical report. The Santiago Formation (Ts) was exposed at grade on
cut slopes, cut pads, within cleanouts and in pad undercuts. Compacted soils were placed in areas of
fill and are designated as Qcf on Figures 1 and 2. In addition, compacted fill soil placed in undercut
areas is designated as Quc. Table VII presents a summary of As-Graded Building Pad Conditions for
I each lot.
The enclosed "As-Graded" Geologic Map (Figures 1 and 2) depicts the general geologic conditions
I observed. No soil or geologic conditions were observed during grading that would preclude the
continued development of the property as planned.
CONCLUSIONS AND RECOMMENDATIONS
1.0 General
1.1 Based on observations and test results, it is the opinion of Geocon Incorporated that the
I grading to which this report pertains has been performed in substantial conformance with
the recommendations of the previously referenced project soils report and the geotechnical
I requirements of the grading plans. Soil and geologic conditions encountered during grading
that differ from those anticipated in the project soils report are not uncommon. Where such
conditions required a significant modification to the recommendations of the project soils
I report, they have been described herein.
I 1.2 No soil or geologic conditions were observed during grading that would preclude the
continued development of the property as planned. Based on laboratory test results and
field observations, it is the opinion of Geocon Incorporated that the fill soils observed and
I tested as part of the grading for this neighborhood were generally compacted to a dry
density of at least 90 percent of the laboratory maximum dry density near to slightly above
optimum moisture content.
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I 2.0 Future Grading
2.1 Any additional grading performed at the site should be accomplished in conjunction with
I our observation and compaction testing services. Grading plans for any future grading
should be reviewed by Geocon Incorporated prior to finalizing. All french and wall backfill
should be compacted to a dry density of at least 90 percent of the laboratory maximum dry
I density near or above optimum moisture content. This office should be notified at least 48
hours prior to commencing additional grading or backfill operations.
3.0 Update Geotechnical Report
I 3.1 An update geotechnical report should be prepared by Geocon Incorporated for
Neighborhood 1.09. The report should include foundation recommendations for reducing
I the detrimental effect of expansive soil and differential fill settlement across individual
structures. In addition, retaining wall recommendations and seismic design criteria should
be included, as well as other considerations such as swimming pools and concrete flatwork.
4.0 Slope Maintenance
4.1 Slopes that are steeper than 3:1 (horizontal: vertical) may, under conditions that are both
difficult to prevent and predict, be susceptible to near-surface (surficial) slope instability.
I The instability is typically limited to the outer three feet of a portion of the slope and
usually does not directly impact the improvements on the pad areas above or below the
slope. The occurrence of surficial instability is more prevalent on fill slopes and is
I generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of
subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result
I from root growth, soil expansion, or excavation for irrigation lines and slope planting, may
also be a significant contributing factor to surficial instability. It is therefore recommended
that, to the maximum extent practical: (a) disturbed/loosened surficial soils be either I removed or properly recompacted, (b) irrigation systems be periodically inspected and
maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and
I adjacent to slopes be periodically maintained to preclude ponding or erosion. It should be
noted that although the incorporation of the above recommendations should reduce the
potential for surficial slope instability, it will not eliminate the possibility and, therefore, it I may be necessary to rebuild or repair a portion of the project's slopes in the future.
5.0 Drainage
5.1 Adequate drainage provisions are critical to the future performance of the project. Under no
I circumstances should water be allowed to pond. The building pads and sheet-graded areas
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I should be properly finish-graded so that drainage water is directed away from foundations,
pavements, concrete slabs, and slope tops to controlled drainage devices.
5.2 All underground utilities should be leak free. Utility and irrigation lines should be checked
periodically for leaks for early detection of water infiltration and detected leaks should be
I repaired promptly. Detrimental soil movement could occur if water is allowed to infiltrate
the soil over a prolonged period.
5.3 Landscaping planters adjacent to paved areas are not recommended due to the potential for
surface or irrigation water to infiltrate the pavement's subgrade and base course. We
recommend that subdrains to collect excess irrigation water and transmit it to drainage
structures or impervious above-grade planter boxes be used. In addition, where landscaping
I , is planned adjacent to the pavement, we recommend construction of a cutoff wall along the
edge of the pavement that extends at least 6 inches below the bottom of the base material.
LIMITATIONS
The The conclusions and recommendations contained herein apply only to our work with respect to I grading and represent conditions at the date of our final observation on June 9, 2004. Any subsequent
grading should be done in conjunction with our observation and testing services. As used herein, the
I term "observation' implies only that we observed the progress of the work with which we agreed to
be involved. Our services did not include the evaluation or identification of the potential presence of
hazardous or corrosive materials. Our conclusions and opinions as to whether the work essentially
complies with the job specifications are based on our observations, experience and test results.
Subsurface conditions, and the accuracy of tests used to measure such conditions, can vary greatly at
any time. We make no warranty, expressed or implied, except that our services were performed in
accordance with engineering principles generally accepted at this time and location.
We will accept no responsibility for any subsequent changes made to the site by others, by the
uncontrolled action of water, or by the failure of others to properly repair damages caused by the
uncontrolled action of water. The findings and recommendations of this report may be invalidated
wholly or partially by changes outside our control. Therefore, this report is subject to review and
I should not be relied upon after a period of three years
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Project No. 06403-52-09 - 8 - June 21, 2004
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Should you have any questions regarding this report, or if we may be of further service, please
contact the undersigned at your convenience.
Very truly yours,
GEOCON INCORPORATED
RCE 63291
SR:AS:JH:bjl
(6/del) Addressee
1778
Project No. 06403-52-09 - 9 - June 21, 2004
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SUMMARY OF FIELD DENSITY TEST RESULTS
Test No. Date Location
753 09/18/03 Unit 1.09; Lot 53
754 09/18/03 Unit 1.09; Lot 50
755 09/18/03 Unit 1.09; Street PP 10+75
756 09/18/03 Unit 1.09; Lot 55
756A 09/19/03 Unit 1.09; Lot 55
757 09/18/03 Unit 1.09; Lot 51
758 09/18/03 Unit 1.09; Lot 45
758A 09/19/03 Unit 1.09; Lot 45
759 09/19/03 Unit 1.09; Street PP 12+25
1040 10/17/03 Unit 1.09; Lot 60
1041 10/17/03 Unit 1.09; StreetJJ 15+00
1042 10/17/03 Unit 1.09; Lot 60
SZ 1489 12/01/03 Unit 1.09; Lot
1510 12/01/03 Unit 1.09; Lot
SZ 1511 12/01/03 Unit 1.09; Lot
SZ 1512 12/01/03 Unit 1.09; Lot
SZ 1513 12/01/03 Unit 1.09; Lot
SZ 1519 12/02/03 Unit 1.09; Lot 3
SZ 1520 12/02/03 Unit 1.09; Lot
1543 12/03/03 Unit 1.09; Lot 5
SZ 1544 12/03/03 Unit 1.09; Lot
SZ 1545 12/03/03 Unit 1.09; Lot 5
SZ 1546 12/03/03 Unit 1.09; Lot
1547 12/03/03 Unit 1.09; Lot 5
1548 12/04/03 Unit-1.0-9; -Lot-3
1549 12/04/03 Unit 1.09; Lot 6
1560 12/04/03 Unit 1.09; Lot 76; Stability Fill
1561 12/04/03 Unit 1.09; Lot 76; Stability Fill
1562 12/04/03 Unit 1.09; Lot 76; Stability Fill
1563 12/04/03 Unit 1.09; Lot 76; Stability Fill
1564 12/04/03 Unit 1.09; Lot 76; Stability Fill
Elev. Plus Field Field Field Reqd.
or 3/4 Adj. Adj. Dry Moist. Rel. Rd.
Depth Curve Rock MDD. OMC Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf)
127 23 0 114.1 16.4 105.5 18.7 92 90
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122 23 0 114.1 16.4 102.2 19.4 90 90
124 23 0 114.1 16.4 105.4 18.4 92 90
129 23 0 114.1 16.4 100.9 20.9 88 90
129 23 0 114.1 16.4 103.8 20.3 91 --------
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--90
128 23 0 114.1 16.4- 103.1 22.0 90 90
126 23 0 114.1 16.4 100.6 21.2 88 90
126 23 0 114.1 16.4 102.3 19.7 90 90
125 23 0 114.1 16.4 102.6 20.0 90 90
86 14 40 133.6 7.8 120.6 13.5 90 90
90 14 40 133.6 7.8 119.8 11.8 90 90.
92 14 40 133.6 7.8 . 123.9 9.8 93 90
160 14 40 133.6 7.8 121.8 7.9 91 90
164 14 60 139.2 5.8 130.1 5.5 93 90
167 14 60 139.2 5.8 126.0 6.5 90 90
170 14 40 133.6 7.8 120.6 8.8 90 90
174 14 40 133.6 7.8 121.6 10.2 . 91 90
190 14 . 40 133.6 7.8 124.2 9.1 93 90
178 14 50 136.4 6.8 122.7 8.8 • 90 90
181 14 20 127.9 9.8 115.8 13.6 91 90
184 14 40 133.6 7.8 120.0 10.1 90 90
187 14 40 133.6 7.8 124.6 8.1 93 90
192 14 20 127.9 9.8 115.4 12.3 90 90
194 14 50 136.4 6.8 124.6 .7.3 91 90
196 14 50 . 136.4 6.8 . 122.9 6.7 90 90
196 14 50 136.4 6.8 125.5 7.5 92 90
140 23 0 114.1 16.4 105.8 18.4 93 90 .
146 23 0 114.1 16.4 103.2 20.0 90 90
144 23 0 114.1 16.4 106.9 18.0 94 90
138 23 0 114.1 16.4 102.6 19.6 90 90
147 . 23 0 114.1 16.4 102.3 17.7 • 90 90
Project No. 06403-12-09 June 21, 2004
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SUMMARY OF FIELD DENSITY TEST RESULTS
Elev. Plus Field Field Field Req'd.
or 3/4" Adj. Adj. Dry Moist. Rel. Rel.
Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp.
Test No. Date Location (ft) No. (°"°) (pef) (%) (pcf) (%) (%) (%)
1565 12/04/03 Unit 1.09; Lot 76; Stability Fill 150 23 0 114.1 16.4 103.5 20.5 91 90
1566 12/04/03 Unit 1.09; Lot 76; Stability Fill 153 23 0 114.1 16.4 103.1 18.4 90 90
1567 12/04/03 Unit 1.09; Lot 76; Stability Fill 149 23 0 114.1 16.4 102.2 20.0 90 90
1568 12/04/03 Unit 1.09; Lot 76; Stability Fill 156 23 0 114.1 16.4 104.4 19.1 91 90
1569 12/05/03 Unit 1.09; Lot 76; Stability Fill 160 23 0 114.1 16.4 102.5 19.5 90 90
1570 12/04/03 Unit 1.09; Lot 198 14 40 133.6 7.8 126.3 7.9 95 90
1571 12/04/03 Unit 1.09; Lot 6 . 198 14 40 133.6 7.8 121.7 8.5 91 90
1572 12/04/03 Unit 1.09; Lot 200 14 60 139.2 5.8 129.3 6.1 93 90
1577 12/09/03 Unit 1.09; Lot 76; Stability Fill 162 24 0 117.0 14.7 105.9 17.3 91 90
1580 12/05/03 Unit 1.09; Lot 76; Stability Fill 164 23 0 114.1 16.4 102.9 18.2 90 90
1581 12/05/03 Unit 1.09; Lot 76; Stability Fill 167 23 0 114.1 16.4 109.1 17.9 96 90
1582 12/05/03 Unit 1.09; Lot 76; Stability Fill 157 23 0 114.1 16.4 105.3 18.3 92 90
1583 12/05/03 Unit 1.09; Lot 76; Stability Fill 170 23 0 114.1 16.4 103.2 19.5 90 90
1584 12/05/03 Unit 1.09; Lot 76; Stability Fill 173 23 0 114.1 16.4 104.2 18.7 91 90
1585 12/05/03 Unit 1.09; Lot 76; Stability Fill 160 23 .0 114.1 16.4 104.2 18.9 91 . 90
1586 12/05/03, Unit 1.09; Lot 76; Stability Fill 165 23 0 114.1 16.4 105.9 18.0 93 90
1587 12/08/03 Unit 1.09; Lot 199 14 20 127.9 9.8 121.2 11.7 95 90
1588 12/08/03 Unit 1.09; Lot 76; Stability Fill . 185 14 40 133.6 7.8 123.0 11.4 92 90
1593 12/09/03 Unit 1.09; Lot 3 204 14 20 127.9 9.8 117.1 13.1 92 90
1594 12/09/03 Unit 1.09; Lot . : 208 14 20 127.9 9.8 120.0 11.6 94 90
1595 12/09/03 Unit 1.09; Lot .
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. 211 14 40 133.6 .7.8 122.1 10.4 91 90
1596 12/09/03 Unit 1.09; Lot ; . . 215 14 40 133.6 7.8 121.3 10.0 91 90
1597 12/09/03 Unit 1.09; Lot . . 218 14 40 133.6 7.8 123.5 9.9 92 90
1643 12/11/03 Unit 1.09; Lapis 11+25 . . .. 174 24 0 117.0 14.7 109.2 17.3 93 90
SZ 1647 12/12/03 Unit 1.09; Lot . . 160 3 0 119.0 13.2 107.3 13.6 90 . 90
1648 12/12/03 Unit 1.09; LotS . 163 3 0 119.0 13.2 105.0 9.9 88 90
1648 12/12/03 Unit 1.09; Lot . 163 3 0 119.0 13.2 106.9 13.4 90 90
1649 1 2/12/03 Unit 1.09; Lot 167 3 0 119.0 13.2 107.8 14.3 91 90
1650 12/12/03 Unit 1.09; Lot 170 3 0 119.0 13.2 107.2 10.3 90 90
1650A 12/12/03 Unit 1.09; Lot 170 3 0 119.0 13.2. 107.7 10.6 91 90
1650B 12/1 2/03 Unit 1.09; Lot
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170 3 0 119.0 13.2 108.4 15.1 91 90
Project No. 06403-12-09 . June 21, 2004
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SUMMARY OF FIELD DENSITY TEST RESULTS
Test No. Date Location
1651 12/12/03 Unit 1.09; Lot
1652 12/12/03 Unit 1.09; Lot
1673 12/15/03 Unit 1.09; Lot 53
1705 12/17/03 Unit 1.09; Lot I
1706 12/17/03 Unit 1.09; Lot
1707 12/17/03 Unit 1.09; Lot I
1723 12/18/03 Unit 1.09; Lot
1724 12/18/03 Unit 1.09; Lot
• 1725 12/18103 Unit 1.09; Lot I
1726 12/18/03 Unit 1.09; Lot
1727 12/19/03 Unit 1.09; Lot 3
1738 12/19/03 Unit 1.09; Lapis 10+50
1742 12/19/03 Unit 1.09; Lapis 12+00
1743 12/19/03 Unit 1.09; Lapis 10+50
1756 12/22/03 Unit 1.09; Amber 12+30
I756A 12/22/03 Unit 1.09; Amber 12+30
1756B 12/22/03 Unit 1.09; Amber 12+30
SZ 1759 12/23/03 Unit 1.09; Amber 11+80
1770 12/23/03 Unit 1.09; Amber 12+90
1771 12/23/03 Unit 1.09; Amber 11+50
SZ 1772 12/23/03 Unit 1.09; Amber 12+85
SZ 1772 A 12/23/03 Unit 1.09; Amber 12+85
1774 12/23/03 Unit 1.09; Amber 13+00
1775 12/23/03 Unit 1.09; Amber 12+15
SZ 1776 12/24/03 ----------------------------------------------------------------------------- Unit 1.09; Lot 36
1778 12/24/03 Unit 1.09; Amber 12+70
1778A 04/02/04 Unit 1.09; Amber 12+70
ST 1810 12/29/03 Unit 1.09; Lot 76; Stability Fill
ST 1811 12/29/03 Unit 1.09; Lot 76; Stability Fill
ST 1812 12/29/03 ----------------------------------------------------------------------------- Unit 1.09; Lot 76; Stability Fill
1872 01/05/04 Unit 1.09; Lot
Elev. Plus Field Field Field Reqd.
or 3/4" Adj. Adj. Dry Moist. Rel. Rel.
Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp.
(if) No. (%) (pci) (%) (pci)
172 3 0 119.0 13.2 106.8 15.1 90 90
175 3 0 119.0 13.2 108.2 13.9 91 90
210 3 0 119.0 13.2 109.8 14.1 92 90
. S 188 14 60 139.2 5.8 128.1 6.0 92 90
192 14 40 133.6 7.8 120.6 8.7 90 90
195 14 40
------------------------------------------------------------------------------------------------------------------------------------------------------
133.6 7.8 120.9 10.3 91 90
197 14 60 139.2 5.8 128.6 5.9 92 90
200 14 50 136.4 6.8 124.3 9.2 91 90
202 14 50 • 136.4 6.8 126.0 7.3 92 90
• 206 14 30 130.7 8.8 120.0 9.4 92. 90
209 14 30 • 130.7 8.8 118.6 8.5 91 90
183 30 0 118.4 12.5 106.9 17.2 90 90
198 30 0 118.4 12.5 111.6 14.7 94 90
190 30 0 118.4 12.5 106.0 17.6 90 90
208 17 0 116.5 13.3 103.1 10.8 88 90
208 17 0
-----------------------------------------------------------------------------------------------------------------------------------------------------
116.5 13.3 103.4 11.3 89 90
208 17 0 116.5 13.3 105.8 14.7 91 . 90
214 19 0 111.8 15.8 102.8 18.1 92 90
214 19 0 111.8 15.8 103.6 18.9 93 90
219 19 0 111.8 15.8 1012 19.6 91 90
221 17 0 116.5 133 103.0 10.7 88 90
221 17 0 116.5 13.3 105.2 14.6 90 90
226 17 0 116.5 13.3 104.8 15.1 . 90 90
228 17 0 116.5 13.3 106.3 13.9 91 90
228 17 0 116.5 13.3 106.0 14.7 91 90
• • 231 17 0 116.5 13.3 104.1 9.0 89 90
231 17 0 116.5 13.3 110.0 15.8 94 90
150 24 0 117.0 14.7 107.9 17.0 92 90
150 24 0 117.0 14.7 104.9 19.1' 90 90 •
160 24 0 117.0 14.7 107.2 16.3 92 90
• 211 17 0 116.5 13.3 105.7 15.2 91 90
Project No. 06403-12-09 5 June 21, 2004
- - - - - - - - - - - -.- - -.-.- - - TABLE I
SUMMARY OF FIELD DENSITY TEST RESULTS
Test No. Date Location
'SZ 1873 01/05/04 Unit 1.09; Lot
SZ 1874 01/05/04 Unit 1.09; Lot
SZ 1875 01/05/04 Unit 1.09; Lot 3
SZ 1876 01/05/04 Unit 1.09; Lot 6
SZ 1877 01/05/04 --------------------------------------------------------------------------------- Unit 1.09; Lot
SZ 1878 01/05/04 Unit 1.09; Lot 6
SZ 1879 01/05/04 Unit 1.09; Lot
SZ 1900 01/06/04 Unit 1.09; Lot
SZ 1900 A 01/06/04 Unit 1.09; Lot 7
SZ 1901 01/06/04 Unit 1.09; Lot
SZ 1902 01/06/04 Unit 1.09; Lot 5
SZ 1903 01/06/04 Unit 1.09; Lot
1904 01/06/04 Unit 1.09; Lot
1905 01/06/04 Unit 1.09; Lot
1906 01/06/04 Unit 1.09; Lot
1979 01/13/04 Unit 1.09; Lot 18
1980 01/13/04 Unit 1.09; Lot 20
1981 01/13/04 Unit l.09; Lot I7
1982 01/13/04 Unit 1.09; Lot
1983 01/13/04 Unit 1.09; Lot
• 1984 01/13/04 Unit l.09; Lot 10
1985 01/14/04 Unit 1.09; Lot 12
1986 01/14/04 Unit l.09; Lot 13
1987 01/14/04 Unit l.09; Lot 14
2008 01/15/04 --------------------------------------------------------------------------------- Unit 1.09; Lot 12
2009 01/15/04 Unit l.09; Lot 12
2010 01/15/04 Unit l.09; Lot 15
2011 01/15/04 Unit l.09; Lot 12
2012 01/15/04 Unit 1.09; Lot ii
2013 01/1 5/04 Unit l.09; Lot l3
2014 01/15/04 Unit 1.09; Lot 12
Elev. Plus Field Field Field Reqd.
or • 3/4" Adj. Adj. Dry Moist. Rel. Rel.
Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp.
No. (%) (pcf) (%) (pct) (%) (%) (%)
180 17 0 116.5 133 104.5 17.0 90 90
198 17 0 116.5 13.3 107.3 14.8 92 • 90
190 17 0 116.5 13.3 107.0 15.3 92 90
185 17 0 116.5 13.3 105.4 14.8 90 90
195 17 0 116.5 13.3 106.2 14.8 91 90
199 17 0 116;5 13.3 107.5 16.4 92 90
203 17 0 116.5 13.3 107.0 13.2 92 90
205 17 0 116.5 13.3 104.2 11.0 89 90
205 17 0 116.5 13.3 106.3 13.8 91 90
202 17 0 116.5 13.3 105.5 14.9 91 90
210 17 0 116.5 13.3 105.7 16.3 91 90
214 17 0 116.5 13.3 106.5 13.9 91 90
218 17 0 116.5 13.3 105.8 15.6 91 90
214 17 0 116.5 13.3 109.2 13.9 94 • 90
221 17 0 116.5 13.3109.3 16.1 94 90
246 24 0
---------------------------------------------------------------------------------------------------------------------------------------------------
117.0 14.7 105.1 17.8 90 90
249 24 0 117.0 14.7 105.3 16.5 90 90
250 24 0 117.0 14.7 107.8 16.4 92 90
222 24 0 117.0 14.7 106.8 18.2 91 90
224 24 0 117.0 14.7 106.1 16.9 91 90
230 24 0 117.0 14.7 108.9 16.2 93 90
190 24 0 117.0 14.7 105.8 16.8 90 90
207 24 0 117.0 14.7 105.0 16.6 90 90
215 24 0 117.0 • 14.7 105.4 18.3 90 90
195 24 0 117.0. 14.7 105.5 17.4 90 90
211 24 0 117.0 14.7 108.1 16.8 92 90
218 24 0 117.0 14.7 107.6 16.1 92 90
201 24 0 117.0 14.7 108.4 16.5 93 90
205 24 0 117.0 14.7 106.1 19.0 91 90
221 24 0 117.0 14.7 105.8 18.0 90 90
215 24 0
--------------------------------------------------------------------------------------------------------------------------------------------------
117.0 14.7 105.6 18.1 90 90
Project No. 06403-12-09 June 21, 2004
- - - - - - - - - - - - - - - - - - - TABLE I
SUMMARY OF FIELD DENSITY TEST RESULTS
Test No. Date Location
Elev.
or
Depth
(1)
Cue
No.
Plus
3/4"
Rock
(%)
Adj.
vIjD
cO
Adj.
OMC
(%)
Field
Dry
Dens.
(pcf)
Field
Moist.
Cont.
(%)
Field
Rel.
Comp.
(%)
Req'd.
Rel.
Comp.
(%)
2015 01/15/04 Unit l.09; Lot ll . . 218 24 0 117.0 14.7 106.1 16.9 91 90
2016 01/16/04 Unit 1.09; Lot 15 . . 225 24 0 117.0 14.7 107.7 16.5 92 90
2017 01/16/04 Unit l.09; Lot 12 . 228 24 0 117.0 14.7 108.6 16.6 93 90
2018 01/16/04 Unit 1.09; Lot 13 . . 231 24 0 117.0 14.7 107.9 16.4 92 90
2038 01/19/04 Unit l.09; Lot l5 ..• 210 33 0 116.5 13.5 105.3 13.4 90 90
2039 01/19/04 Unit 1.09; Lot 12 . 231 33 0 116.5 13.5 106.6 14.7 92 90
2044 01/20/04 Unit 1.09; Lot 19 . . 251 33 0 116.5 13.5 104.9 18.0 . 90 90
2067 01/21/04 Unit 1.09; Lot 42 . 239 33 0 116.5 13.5 105.2 17.7 90 90
SZ 2068 01/21/04 Unit 1.09; Lot 44 . 235 33 0 116.5 13.5 104.8 17.2 90 90
2099 01/26/04 Unit 1.09; Lot 44 240 23 0 114.1 16.4 103.7 17.9 91 90
2100 01/26/04 Unit 1.09; Lot 41 . 252 23 0 114.1 16.4 102.5 19.9 90 90
2101 01/26/04 Unit 1.09; Lot 43 244 23 0 114.1 16.4 .103.1 18.4 90 90
FG 2130 01/29/04 Unit 1.09; Lot 1 . 209 33 0 116.5 13.5 104.8 14.9 90 90
FG 2131 01/29/04 Unit 1.09; Lot 213 33 0 116.5 13.5 107.7 13.7 92 90
FO 2132 01/29/04 Unit 1.09; Lot 218 33 0 116.5 13.5 106.4 14.7 91 90
FG 2133 01/29/04 Unit 1.09; Lot 222 33 0 116.5 13.5 106.3 17.1 91 90
FG 2134 01/29/04 Unit 1.09; Lot 224 33 0 116.5 13.5 105.1 14.8 90 90
FG 2135 01/29/04 Unit 1.09; Lot 225 19 0 111.8 15.8 106.7 16.4 95 90
FO 2136 01/29/04 Unit 1.09; Lot . 226 19 0 .111.8 15.8 102.5 16.0 92 90
FO 2137 01/29/04 Unit 1.09; Lot 226 19 0 111.8 15.8 102.9 15.2 92 90
.FG 2138 01/29/04 Unit 1.09; Lot 228 19 0 111.8 15.8 105.4 15.9 94 90
FG 2139 01/29/04 Unit l.09; Lot lO 231 19 0 111.8 15.8 102.7 16.1 92 90
FO 2140 01/29/04 Unit l.09; Lot ll 234 19 0 111.8 15.8 104.5 15.4 93 90
FG 2141 01/29/04 Unit 1.09; Lot 12 235 19 0 111.8 15.8 101.5 15.1 91 .90
FO 2142 01/29/04 Unit 1.09; Lot 13 - 237 19 0 111.8 15.8 103.3 16.4 . 92 90
FG 2143 01/29/04 Unit 1.09; Lot 14 . .237 19 . 0 111.8 15.8 . 100.6 15.7 90 90
FG 2144 01/29/04 Unit l.09; Lot l5 . . . . 245 19 0 111.8 15.8 102.8 15.7 92 90
2252 02/09/04 Unit 1.09; Lot 77; Stability Fill 304 33 0 116.5 13.5 107.8 14.9 93 90
2253 02/09/04 Unit 1.09; Lot 77; Stability Fill 306 33 0 116.5 13.5 106.4 17.8 91 90
2254 02/09/04 Unit 1.09; Lot 77; Stability Fill 309 33 0 116.5 13.5 104.3 16.6 90 90
2255 02/09/04 Unit 1.09; Lot 77; Stability Fill
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
312 33 --116.5 13.5 106.5 16.1 91 90
Project No. 06403-12-09 . June 21, 2004
-- - - - - - - - - - - - - - -.- - - TABLE I
SUMMARY OF FIELD DENSITY TEST RESULTS
Elev. Plus Field Field Field Req'd.
or 3/4" Adj. Adj. Dry Moist. Rel. Rel.
Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp.
Test No. Date Location No. (°h) (pcO (%) (pc (%) (%) (%)
2255A 02/09/04 Unit .1.0; Lot 77; Stability Fill . 312 33 0 116.5 13.5 104.5 17.5' 90 90
2256 02/09/04 Unit 1.09; Lot 77; Stability Fill 315 33 0 116.5 13.5 105.0 18.0 90 90
2257 02/09/04 Unit.1.09; Lot 40 256 33 0 116.5 13.5 106.4 16.8 91 90
2258 02/10/04 Unit 1.09; Lot 39 263 33 0 1165 13.5 104.3 14.4 90 90
2259 02/10/04 Unit 1.09; Lot 38 267 33 0 116.5 13.5 104.8 16.1 90 90
2260 02/09/04 Unit 1.09; Lot 77; Stability Fill 295 33. 0 116.5 13.5 106.3 16.6 91 90
2261 02/09/04 Unit 1.09; Lot 77; Stability Fill 290 33 0 116.5 13.5 104.9 17.4 90 90
2262 02/09/04 Unit 1.09; Lot 77; Stability Fill . 297 33 0 116.5 13.5 105.6 14.9 91 90
2263 02/09/04 Unit 1.09; Lot 77; Stability Fill . 300 33 0 116.5 13.5 105.2 15.8 90 90
2270 02/10/04 Unit 1.09; Lot 38 270 33 0 116.5 13.5 106.8 16.0 92 90
2271 02/10/04 Unit 1.09; Lot 77; Stability Fill . 274 33 0 116.5 13.5 104.6 17.2 90 90
2272 02/10/04 Unit 1.09; Lot 77; Stability Fill 290 33 0 116.5 13.5 108.8 15.1 93 90
2273 02/10/04 Unit 1.09; Lot 77; Stability Fill 294 33 0 116.5 13.5 105.5 17.9 .91 90
2274 02/10/04 Unit 1.09; Lot 77; Stability Fill . 298 33 0 116.5 13.5 105.4 16.3 90 90
2275 02/10/04 Unit 1.09; Lot 77; Stability Fill 301 33 0 116.5 13.5 109.1 15.0 94 90
SZ 2517 04/05/04 Unit 1.09; Lot 53 . 230 33 0 116.5 13.5 105.9 16.7 91 90
2518 04/05/04 Unit 1.09; Lot 53 . 235 33 0 116.5 13.5 105.0 17.2 90 90
2519 04/05/04 Unit 1.09; Lot 52 240 33 0 116.5 13.5 107.0 14.1 92 .90
2520 04/05/04 Unit 1.09; Lot 53 244 33 . 0 116.5 13.5 105.2 16.3 90 90
2544 04/08/04 Unit 1.09; Lot 65 . 254 33 0 116.5 13.5 107.5 16.3 92 90
2545 04/08/04 Unit 1.09; Lot 63 . 254 33 0 116.5 13.5 105.2 18.0 90 90
2546 04/08/04 Unit 1.09; Lot 61 . 249 17 0 116.5 13.3 105.9 13.8 91 90
2547 04/08/04 Unit 1.09; Lot 62 252 17 0 116.5. 13.3 105.5 14.7 91 90
2548 04/08/04 Unit 1.09; Lot 60 . . 253 17 0 116.5 13.3 108.2 14.0 93 90
SZ 2583 04/20/04 Unit 1.09; Lot 21 5 245 33 0 116.5 13.5 108.1 13.9 93 90
SZ 2584 04/20/04 Unit 1.09; Lot 21 .
., 248 33 0 116.5 13.5 105.7 16.4 91 90
2621 04/24/04 Unit 1.09; Lot 54 : . . . 223 17 0 116.5 13.3 108.1 15.5 93 90
SZ 2635 04/27/04 Unit 1.09; Lot 36 . . 257 33 0 116.5 13.5 106.2 18.0 91 90
SZ 2636 04/27/04 Unit 1.09; Lot 36 5 260 33 0 116.5 13.5 104.9 17.3 90 90
04/27/04 Unit 1.09; Lot 36 S 263 30 0 118.4 12.5 106.9 14.1 90 90
SZ 2649 04/29/04 Unit 1.09; Lot 36 267 33 0 116.5
--------------------------------------------------------------------------------------------------------------------------------------
13.5 105.3 11.8 90 90
Project No. 06403-12-09 5 5
- June 21, 2004
- - - - - - - - - - - - - - - - - - - TABLE I
SUMMARY OF FIELD DENSITY TEST RESULTS
Elev. Plus Field Field Field Reqd.
or 3/4 Adj. Adj. Dry Moist. Rel. Rel.
Depth Cue Rock MDD OMC Dens. Cont. Comp. Comp.
Test No. Date Location NO. (%) (pci) (%) (pci)
SZ 2650 04/29/04 Unit 1.09; Lot 36 270 33 0 116.5 13.5 107.2 15.0 92 90
SZ 2651 04/29/04 Unit 1.09; Lot 16 274 19 0 111.8 15.8 101.8 19.2 91 90
SZ 2652 04/29/04 Unit 1.09; Lot 36 .. 278 33 0 116.5 13.5 105.8 15.7 91 90
2653 04/29/04 Unit 1.09; Lot 36 282 33 0 116.5 13.5 107.7 14.3 92 90
2662 05/04/04 Unit 1.09; Lot 77; Siability Fill 276 24
- 0 117.0 14.7 105.6 16.3 90 90
2663 05/04/04 Unit 1.09; Lot 37 ,. 279 24 0 117.0 14.7 108.6 14.9 93 90
2664 05/04/04 Unit 1.09; Lot 26 .. . . 253 33 0 116.5 13.5 106.3 16.8 91 90
2665 05/04/04 Unit 1.09; Lot 28 . . S 252 33 0 116.5 13.5 105.5 15.0 91 90
2666 05/04/04 Unit 1.09; Lot 36 . 285 33 0 116.5 13.5 105.1 17.2 90 90
ST 2667 05/04/04 Unit 1.09; Lot 77; Stability Fill . 313 33 0 116.5 13.5 106.3 15.1 91 90
ST 2668 05/04/04 Unit 1.09; Lot 77; Stability Fill 307 33 0 116.5 13.5 104.7 15.6 90 90
ST 2669 05/05/04 Unit 1.09; Lot 39 262 33 0 116.5 13.5 105.5 13.4 91 90
2672 05/05/04 Unit 1.09; Lot 36 287 24 0 117.0 14.7 106.4 17.5 91 90
2673 05/05/04 Unit 1.09; Lot 38 288 .24 0 117.0 14.7 106.0 16.6 91 90
2674 05/05/04 Unit 1.09; Lot 15 196 24 0 117.0 14.7 108.8 17.1 93 90
2675 05/10/04 Unit 1.09; Lot 16 201 33 0 116.5 13.5 107.3 15.2 92 90
2676 05/10/04 Unit 1.09; Lot 16 207 33 0 116.5 13.5 106.1 14.4 91 90
FG 2697 05/17/04 Unit !-09; Lot 26 255 24 0 117.0 14.7 108.0 17.0 92 90
FG 2698 05/17/04 Unit 1.09; Lot 27 254 3 0 119.0 13.2 107.0 14.1 90 90
FG 2699 05/17/04 Unit 1.09; Lot 28 . 254 3 0 119.0 13.2 107.8 16.2 91 90
FG 2700 05/17/04 Unit 1.09; Lot 29 5
253 33 0 116.5 13.5 106.0 15.1 91 90
FG 2701 05/17/04 Unit .1.09; Lot 30 252 33 0 116.5 13.5 106.3 13.9 91 90
FG 2702 05/17/04 Unit 1.09; Lot 36 289 33 0 116.5 13.5 105.2 . 15.0 90 90
FG 2703 05/17/04 Unit 1.09; Lot 16 249 33 0 116.5 13.5 107.3 14.7 92 90
FO 2704 05/17/04 Unit l.D9; Lot 17 252 33 0 116.5 13.5 105.5 14.4 91 90
FO 2705 05/17/04 Unit 1.09; Lot 18 253 33 0 116.5 13.5 109.2 14.5 94 90
FG 2706 05/17/04 Unit 1.09; Lot 19 5 253 33 0 116.5 . 13.5 107.3 16.3 92 90
FG 2707 05/17/04 Unit 1.09; Lot 20 254 33 0 116.5 13.5 108.6 13.9 93 90
FG 2708 05/17/04 Unit 1.09; Lot 21 254 33 0 116.5 13.5 108.4 16.0 93 90
FG 2709 05/17/04 Unit 1.09; Lot 22 255 33 0 116.5 13.5 110.2 15.5 95 90
FG 2712 05/18/04 Unit 1.09; Lot 37 281 33 0 116.5 13.5 108.9 16.4 93 90
Project No. 06403-12-09 June 21, 2004
- - - -. - - - - - - - - - - - - - - - TABLE I
SUMMARY OF FIELD DENSITY TEST RESULTS
Elev. Plus Field Field Field Req'd.
or 3/4" Adj. Adj. Dry Moist. Rel. Rel.
Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp.
Test No. Date . Location (ft) No. (%) (pcf) (%) (pcO
FG 2713 05/18/04 Unit 1.09; Lot 34 274 33 0 116.5 13.5 107.3 16.2 92 90
FG 2714 05/18/04 Unit 1.09; Lot 39 267 33 0 116.5 13.5 107.8 16.2 93 90
FG 2715 05/18/04 Unit 1.09; Lot 40 261 33 0 116.5 13.5 107.0 17.0 92 90
FG 2716 05/18/04 Unit 1.09; Lot 41 255 33 0 116.5 13.5 108.3 16.8 93 90
FG 2717 05/18/04 . Unit 1.09; Lot 42
------------
-
---
-
------------------------------------------- 250 33 0 116.5 13.5 107.3 14.292 9
FG 2718 05/18/04 Unit 1.09; Lot 43 247 24 0 117.0 14.7 109.6 17.3 94 90
FG 2719 05/18/04 Unit 1.09; Lot 44 241 24 0 117.0 14.7 109.4 14.9 94 90
2733 05/20/04 Unit 1.09; Lapis 14+90 .214 24 0 117.0 14.7 107.7 16.3 . 92 90
2734 05/20/04 Unit 1.09; Lapis 14+00 . 210 24 0 117.0 14.7 105.8 17.2 90 90
2735 05/20/04 Unit l.09; Lapis 15+15 . 220 24 0 117.0 14.7 106.4 16.6 91 90
2736 05/20/04 Unit 1.09; Lapis 13+30 217 24 0 117.0 14.7 109.0 18.1 93 90
2737 05/20/04 Unit 1.09; Lapis 14+25 217 24 0 117.0 14.7 107.1 15.2 92 90
FG 2738 05/20/04 Unit 1.09; Lot 53 224 24 0 117.0 14.7 110.4 17.3 94 90
FG 2739 05/20/04 Unit 1.09; Lot 54 225 24 0 117.0 14.7 108:0 16.1 92 90
2740 05/21/04 Unit 1:09; Lapis 15+05 224 24 . 0 117.0 14.7 105.7 18.4 90 90
2741 05/21/04 Unit 1.09; Lot 46 230 24 0 117.0 14.7 107.1 15.5 92 90
2750 05/24/04 Unit 1.09; Amber 215 24 0 117.0 14.7 106.8 17.2 91 90
2751 05/24/04 Unit 1.09; Amber . 217 24 0 117.0 14.7 109.1 15.0 93 90
2752 05/24/04 Unit 1.09; Amber 219 24 0 117.0 14.7 107.0 15.8 91 . 90
FG .2754 05/24/04 Unit 1:09; Lot 36 275 33 0 116.5 13.5 105.6 15.1 91 90
ST 2766 05/24/04 Unit 1.09; Lot 53 . 245 33 0 1 16. 5 13.5 1 04. 7 17.8 90 90
FO 2781 05/25/04 Unit 1.09; Lot 65 . . . 256 24 0 117.0 14.7 105.8 19.0 90 90
FO 2782 05/25/04 Unit 1.09; Lot 64 256 33 0 116.5 13.5 106.3 15.1 91 90
FG 2783 05/25/04 Unit 1.09; Lot 63 . 256 17 0 116.5 13.3 105.8 17.2 91 90
FG 2784 05/25/04 Unit 1.09; Lot 62 256 17 0 116.5 13.3 105.9 16.4 91 90
FG 2785 05/25/04 .....S Unit 1.09; Lot 61 255 33 0 116.5 13.5 110.3 18.0 95 90
FG 2786 05/25/04 Unit 1.09; Lot 60 S 254 33 0 116.5 13.5 106.2 15.1 91 90
FG 2787 05/25/04 Unit 1.09; Lot 45 239 33 0 116.5 13.5 107.8 16.9 . 93 90
FG 2788 05/25/04 Unit 1.09; Lot 46 5 . S 233 33 0 116.5 13.5 107.1 16.3 92 90
FG 2789 05/25/04 Unit 1.09; Lot 47 . . 228 33 0 116.5 13.5 104.8 13.9 90 90
FG 2790 05/25/04 Unit 1.09; Lot 48 5 223 33 0 1,16.5 13.5 108.2 16.0 93 90
Project No. 06403-12-09 June 21, 2004
I - - - - - - - - - - - - - - - - - - TABLE I
SUMMARY OF FIELD DENSITY TEST RESULTS
Elev. Plus Field Field Field Reqd.
or 3/4" Adj. Adj. Dry Moist. Rel Rel.
Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp.
Test No. Date Location No. (%) (pcf) (%) (pct) (%)
2835 06/01/04 Unit 1.09; Amber 13+05 235 33 0 116.5 13.5 108.3 15.1 93 90
2837 06/01/04 Unit 1.09; Amber 12+05 215 24 0 117.0 14.7 105.7 18.3 90 90
''2838 06/01/04 Unit l.09; Amber 12+45 215 33 0 116.5 13.5 105.7 18.3 91 90
2839 06/01/04 Unit 1.09; Amber 12+30 204 33 0 116.5 13.5 107.7 15.8 92 90
2840 06/01/04 Unit l.09; Amber 12+65 208 33 0 116.5 13.5 107.3 15.1 92 90
2841 06/01/04 Unit 1.09; Amber 12+85 ' . 218 24 0 117.0 14.7 111.6 17.2 95 90
2842 06/04/04 Unit 1.09; Amber 12+30 . 221 24 0 117.0 14.7 108.8 16.6 93 90
2843 06/04/04 Unit 1.09; Amber 12+00 . . 225 33 0 116.5 . 13.5 108.4 16.3 93 .90
2844 06/04/04 Unit 1.09; Amber 12+55 228 33 0 116.5 13.5 '108.0 18.4 93 90
2845 06/04/04 Unit 1.09; Amber 12+95 ' . . 230 33 0 116.5 13.5 ' 110.4 15.5 95 90
2846 06/07/04 Unit 1.09; Amber 12+65 ' ' ' 236 , 33 0 116.5 13.5 107.7 16.1 92 , 90
ST 2849 06/09/04 Unit 1.09; Amber 11+00 ' ' 227 24 0 117.0 14.7, 106.8 16.2 91 90
ST 2850 06/09/04 Unit 1.09; Amber 12+25 . 0 234 24 0 117.0 14.7 109.6 14.9 ' 94 90
Project No. 064031209 0 June 21, 2004
I - - - - - - - - - - - - - - - - - - - TABLE I
EXPLANATION OF CODED TERMS
-TEST SUFFIX
A, B, C,. . . : Retest of previous density test failure, following moisture conditioning and/or recompaction.
- STRIKE-OUT
Fill in area of density test failure was removed and replaced with properly compacted fill soil.
- PREFIX CODE DESIGNATION FOR TEST NUMBERS
FG - FINISH GRADE ST - SLOPE TEST
SZ - SLOPE ZONE
-CURVE NO.
Corresponds to curve numbers listed in the summary of laboratory maximum dry density and optimum
moisture content test results table for selected fill soil samples encountered during testing and observation.
- ROCK CORRECTION
For density tests with rock percentage greater than zero, laboratory maximum dry density and optimum
moisture content were adjusted for rock content. For tests with rock content equal to zero, laboratory
maximum dry density and optimum moisture content values are unadjusted.
-TYPEOFTEST
SC: Sand Cone Test (ASTM D1556) .
NU: Nuclear Density Test (ASTM D2922)
OT: Other
- ELEVATION/DEPTH
Test elevations/depths have been rounded to the nearest whole foot.
Project No. 06403-12-09 June 21, 2004
TABLE II
SUMMARY OF LABORATORY MAXIMUM DRY DENSITY
AND OPTIMUM MOISTURE CONTENT TEST RESULTS
ASTM D 1557-02
Sample
No.
S Description
Maximum
Dry Density
(pci)
Optimum
Moisture Content
(% dry weight)
3 Yellowish brown, Silty, fine to medium SAND 119.0 13.2
14 Grayish brown, Silty, fine to coarse SAND 122.2 12.1
17 Light yellowish brown, Silty, fine to medium SAND,
with trace clay 116.5 13.3
19 Olive gray, Silty, fine SAND 111.8 15.8
23 Olive green to brown, Clayey, fine SAND 114.1 16.4
24 Grayish green, Clayey, fine to medium SAND 117.0 14.7
30 Light brown, Silty, fine SAND 118.4 12.5
33 Light olive brown, fine SAND 116.5 1 13.5
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TABLE III
I SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS
ASTM D 4829-03
Sample
No.
Moisture Content
. Dry Density
(pcl)
Expansion
Index Before Test (%) After Test (%)
El-AB 12.6 26.3 103.6 59
El-AC 12.6 26.6 102.5 49
El-AD 13.0 27.0 / 100.0 60
El-AT 15.7 33.0 93.1 84
El-AU 13.0 31.7 98.0 54
EI-AV 15.3 31.5 93.3 70
El-AW 13.4 28.7 102.1 56
El-CA 10.9 26.1 108.6 62
EI-CB 11.7 23.5 105.6 56
El-CC 11.6 26.3 105.4 65
El-CD 11.5 21.9 105.8 38
El-CE 11.7 29.4 104.8 85
El-CF 11.4 22.6 105.9 50
EI-CG 10.3 20.9 109.3 37
71
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TABLE III (Continued)
SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS
ASTM D 4829-03
Sample
No.
Moisture Content Dry Density
(pci)
Expansion
Index Before Test (%) After Test (%)
EI-CJ 10.4 24.6 107.6 17
EI-CK 10.3 22.4 108.4 37
El-CL 13.3 33.1 98.9 100
El-CM 11.3 22.9 106.4 1 41
TABLE IV
SUMMARY OF LABORATORY SHEAR TEST RESULTS
ASTM D 3080-03
Sample
No.
Dry Density
(pci)
Moisture Content
(%)
Unit Cohesion
(psi)
Angle of Shear Resistance
(degrees)
3 107.0 13.3 450 33
24 105.2 14.8 480 35
30 106.2 12.8 1 1390 36
33 104.8 13.6 500 35
Samples were remolded to a dry density of approximately 90 percent of the maximum dry density at near-optimum moisture
content.
TABLE V
SUMMARY OF WATER-SOLUBLE SULFATE LABORATORY TEST RESULTS
CALIFORNIA TEST NO. 417
Sample
No. Water-Soluble Sulfate (%) Sulfate Exposure
UBC Table 19-A-4
El-AB 0.021 Negligible
El-AC 0.108 Moderate
El-AD 0.210 Severe
El-CA 0.600 Severe
El-CC 0.510 Severe
El-CE 0.345 Severe
El-CU 0.615 Severe
EI-CK 0.435 Severe
El-CM 0.600 Severe
Project No. 06403-52-09
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June 21, 2004
TABLE VI
SUMMARY OF FINISH GRADE EXPANSION INDEX TEST RESULTS
VILLAGES OF LA COSTA - THE GREENS
NEIGHBORHOOD 1.09, LOTS I THROUGH 75
Lot Numbers Sample at
Finish Grade
Expansion
Index
UBC
Classification
1 through 5 El-AB 59 Medium
6 through 10 El-AC 49 Low
11 through 15 El-AD 60 Medium
16 through 22 El-CA 62 Medium
23 through 25 EI-CK 37 Low
26 through 28 EI-CB 56 Medium
29 and 30 El-CC 65 Medium
31 through 35 EI-CJ 17 Very Low
36 El-CC . 65 Medium
37 through 40 El-CD 38 Low
41 through 44 El-CE 85 Medium
45 through 48 JE. EEI-AW 56 Medium
49 through 52 CL 100 High
53 and 54 EI-CG 37 Low
55 through 59 El-CM 41 Low
60 through 65 El-CF • 50 Low
66 through 68 EI-AV 70 Medium
69 through 71 El-AT 84 Medium
72 through 75 El-AU 54 Medium
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Project No. 06403-52-09 . June 21, 2004
TABLE VII
SUMMARY OF AS-GRADED BUILDING PAD CONDITIONS
VILLAGES OF LA COSTA - THE GREENS
NEIGHBORHOOD 1.09, LOTS I THROUGH 75
Lot No. Pad Condition Approximate Maximum
Depth of Fill
Approximate Depth
of Differential Fill
1 Fill 23 16
2 Undercut due to cut/fill transition 19 15
3 Undercut due to cut/fill transition 22 18
4 Fill 39 35
5 Fill 64 44
6 Fill 60 46
7 Undercut due to cut/fill transition 24 20
8 Undercut due to cut/fill transition 11 7
9 Undercut due to cut/fill transition 8 4
10 Undercut due to cut/fill transition 6 2
11 Undercut due to cut/fill transition 18 14
12 Undercut due to cut/fill transition 29 25
13 Undercut due to cut/fill transition 31 27
14 Undercut due to cut/fill transition 32 28
15 Undercut due to cut/fill transition 21 17
16 Undercut due to cut/fill transition 17 13
17 Undercut due to cut/fill transition 17 13
18 Undercut due to cut/fill transition 11 7
19 Undercut due to cut/fill transition 13 9
20 Undercut due to cut/fill transition 14 9
21 Undercut due to cut/fill transition 4 1
22 Undercut due to cut/fill transition 4 1
23 Cut N/A N/A
24 Cut N/A N/A
25 Cut N/A N/A
26 Undercut due to claystone 4 1
27 Undercut due to claystone 4 1
28 Undercut due to claystone 4 1
29 Undercut due to claystone 4 1
30 Undercut due to claystone 4 1
31 Cut N/A N/A
32 Cut N/A N/A
Project No. 06403-52-09 June 21, 2004
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TABLE VII (Continued)
SUMMARY OF AS-GRADED BUILDING PAD CONDITIONS
VILLAGES OF LA COSTA - THE GREENS
NEIGHBORHOOD 1.09, LOTS I THROUGH 75
Lot No. Pad Condition Approximate Maximum
Depth of Fill
Approximate Depth
of Differential Fill
33 Cut N/A N/A
34 Cut N/A N/A
35 Cut N/A N/A
36 Undercut due to cut/fill transition 21 17
37 Undercut due to cut/fill transition 22 18
38 Undercut due to cut/fill transition 10 6
39 Undercut due to cut/fill transition 15 11
40 Undercut due to cut/fill transition 15 11
41 Undercut due to cut/fill transition 15 11
42 Undercut due to cut/fill transition 15 11
43 Undercut due to cut/fill transition 17 13
44 Undercut due to cut/fill transition 13 9
45 Undercut due to cut/fill transition 21 17
46 Undercut due to cut/fill transition 21 17
47 Undercut due to cut/fill transition 21 17
48 Undercut due to cut/fill transition 21 17
49 Cut N/A N/A
50 Cut N/A N/A
51 Cut N/A N/A
52 Cut N/A N/A
53 Undercut due to cut/fill transition 27 24
54 Undercut due to cut/fill transition 19 15
55 Cut N/A N/A
56 Cut N/A N/A
57 Cut N/A N/A
58 Cut N/A N/A
59 Cut N/A N/A
60 Undercut due to cut/fill transition 6 2
61 Undercut due to cut/fill transition 24 20
62 Undercut due to cut/fill transition 20 16
63 Undercut due to concretions 4 1
64 Undercut due to concretions 4 1
65 Undercut due to concretions 4 1
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Project No. 06403-52-09 June 21, 2004
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TABLE VII (Continued)
SUMMARY OF AS-GRADED BUILDING PAD CONDITIONS
VILLAGES OF LA COSTA - THE GREENS
NEIGHBORHOOD 1.09, LOTS I THROUGH 75
Lot No. Pad Condition Approximate Maximum
Depth of Fill
Approximate Depth
of Differential Fill
66 Cut N/A N/A
67 Cut N/A N/A
68 Cut N/A N/A
69 Cut N/A N/A
70 Cut N/A N/A
71 Cut N/A N/A
72 Cut N/A N/A
73 Cut • N/A N/A
74 Cut N/A N/A
75 Cut N/A N/A
Project No. 06403-52-09 June 21, 2004