HomeMy WebLinkAboutCT 05-15; La Costa Oaks Neigh 3.3; Additional seismic and post-tensioned foundation recommen; 2008-04-21GEOCON
J N C: O !t ]> O 1! A T K D
GEOTECHNICAL CONSULTANTS
Project No. 06105-52-22
April 21, 2008
Colrich
4747 Morena Boulevard, Suite 100
San Diego, California 92117
Attention: Ms. Ten Shusterman
Subject: VILLAGES OF LA COSTA - THE OAKS NORTH
NEIGHBORHOOD 3.3 SOUTH
CARLSBAD, CALIFORNIA
ADDITIONAL SEISMIC AND
POST-TENSIONED FOUNDATION RECOMMENDATIONS
Reference: Update Geotechnical Report Villages of La Costa, The Oaks North, Neighborhood 3.3
South, Lots 19 through 35 and Lots 80 through 115, Carlsbad, California, prepared by
Geocon Incorporated, dated August H1008 Project No. 07650-52-02).
Dear Ms. Shusterman:
In accordance with your request, we have prepared this letter provide additional seismic and post-
tensioned design parameters for the subject development. We understand planned structures will be
designed based on the 2007 California Building Code.
We used the computer program Seismic Hazard Curves and Uniform Hazard Response Spectra,
provided by the USGS. Table 1 summarizes site-specific design criteria obtained from the 2007
California Building Code (CBC; Based on the 2006 International Building Code [IBC]), Chapter 16
Structural Design, Section 1613 Earthquake Loads. The short spectral response uses a period of 0.2
second.
TABLE 1
2007 CBC SEISMIC DESIGN PARAMETERS
Parameter
Site Class
Spectral Response - Class B (short), Ss
Spectral Response - Class B (1 sec), Si
Site Coefficient, FA
Site Coefficient, Fv
Maximum Considered Earthquake
Spectral Response Acceleration (short), SMS
Maximum Considered Earthquake
Spectral Response Acceleration - (1 sec), SM1
5% Damped Design
Spectral Response Acceleration (short), SDS
5% Damped Design
Spectral Response Acceleration (1 sec), Sm
Value
C
1.099g
0.414g
1.000
1.386
1.099g
0.573g
0.733g
0.382g
D
1.099g
0.4 14g
1.060
1.586
1.165g
0.656g
0.776g
0.437g
IBC-06 Reference
Table 1613. 5.2
Figure 1613.5(3)
Figure 1613.5(4)
Table 1613. 5.3(1)
Table 1613. 5.3(2)
Section 1613.5.3 (Eqn 16-37)
Section 1613.5.3 (Eqn 16-38)
Section 1613.5.4 (Eqn 16-39)
Section 1613.5.4 (Eqn 16-40)
6960 F!oncieri Drive • SanDiego.Caiitornio92121-297.il • Telephone (858) 558-6900 • Fax (858) 558.6159
Conformance to the criteria in Table 1 for seismic design does not constitute any kind of guarantee or
assurance that significant structural damage or ground failure will not occur if a large earthquake
occurs. The primary goal of seismic design is to protect life, not to avoid all damage, since such design
may be economically prohibitive.
The post-tensioned systems should be designed by a structural engineer experienced in post-tensioned
slab design and design criteria of the Post-Tensioning Institute (PTI), Third Edition, as required by the
2007 California Building Code (CBC Section 1805.8). Although this procedure was developed for
expansive soil conditions, we understand it can also be used to reduce the potential for foundation
distress due to differential fill settlement. The post-tensioned design should incorporate the
geotechnical parameters presented on Table 2 for the particular Foundation Category designated. The
parameters presented in Table 2 are based on the guidelines presented in the PTI, Third Edition design
manual.
TABLE 2
POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS
Post-Tensioning Institute (PTI),
Third Edition Design Parameters
Thornthwaite Index
Equilibrium Suction
Edge Lift Moisture Variation Distance, eM (feet)
Edge Lift, yM (inches)
Center Lift Moisture Variation Distance, eM (feet)
Center Lift, yM (inches)
Foundation Category
I
-20
3.9
5.3
0.61
9.0
0.30
II
-20
3.9
5.1
1.10
9.0
0.47
III
-20
3.9
4.9
1.58
9.0
0.66
The foundations for the post-tensioned slabs should be embedded in accordance with the
recommendations of the structural engineer. If a post-tensioned mat foundation system is planned, the
slab should possess a thickened edge with a minimum width of 12 inches and extend below the clean
sand or crushed rock layer.
If the structural engineer proposes a post-tensioned foundation design method other than PTI, Third
Edition:
• The deflection criteria presented in Table 2 are still applicable.
• Interior stiffener beams should be used for Foundation Categories II and III.
• The width of the perimeter foundations should be at least 12 inches.
• The perimeter footing embedment depths should be at least 12 inches, 18 inches, and 24 inches
for foundation categories I, II, and III, respectively. The embedment depths should be
measured from the lowest adjacent pad grade.
Our experience indicates post-tensioned slabs are susceptible to excessive edge lift, regardless of the
underlying soil conditions. Placing reinforcing steel at the bottom of the perimeter footings and the
interior stiffener beams may mitigate this potential. Current PTI design procedures primarily address
the potential center lift of slabs but, because of the placement of the reinforcing tendons in die top of
the slab, the resulting eccentricity after tensioning reduces the ability of the system to mitigate edge lift.
The structural engineer should design the foundation system to reduce the potential of edge lift
occurring for the proposed structures.
During the construction of the post-tension foundation system, the concrete should be placed
monolithically. Under no circumstances should cold joints form between the footings/grade beams and
the slab during the construction of the post-tension foundation system.
Project No. 06105-52-22 -2-April21,2008
Category I, II, or III foundations may be designed for an allowable soil bearing pressure of 2,000
pounds per square foot (psf) (dead plus live load). This bearing pressure may be increased by one-third
for transient loads due to wind or seismic forces. The estimated maximum total and differential
settlement for the planned structures due to foundation loads is 1 inch and Vi inch, respectively.
Isolated footings, if present, should have the minimum embedment depth and width recommended for
conventional foundations for a particular foundation category. The use of isolated footings, which are
located beyond the perimeter of the building and support structural elements connected to the building,
are not recommended for Category III. Where this condition cannot be avoided, the isolated footings
should be connected to the building foundation system with grade beams.
For Foundation Category III, consideration should be given to using interior stiffening beams and
connecting isolated footings and/or increasing the slab thickness. In addition, consideration should be
given to connecting patio slabs, which exceed 5 feet in width, to the building foundation to reduce the
potential for future separation to occur.
Special subgrade presaturation is not deemed necessary prior to placing concrete; however, the exposed
foundation and slab subgrade soil should be moisture conditioned, as necessary, to maintain a moist
condition as would be expected in any such concrete placement.
The recommendations of this letter are intended to reduce the potential for cracking of slabs due to
expansive soil (if present), differential settlement of existing soil or soil with varying thicknesses.
However, even with the incorporation of the recommendations presented herein, foundations, stucco
walls, and slabs-on-grade placed on such conditions may still exhibit some cracking due to soil
movement and/or shrinkage. The occurrence of concrete shrinkage cracks is independent of the
supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the
slump of the concrete, proper concrete placement and curing, and by the placement of crack control
joints at periodic intervals, in particular, where re-entrant slab corners occur.
Geocon Incorporated should be consulted to provide additional design parameters as required by the
structural engineer.
If you have any questions regarding this correspondence, or if we may be of further service, please
contact the undersigned at your convenience.
Very truly yours,
GEOCOIsWCORPORATEQ.
CEG 1778
AS:SW:dmc
(2) Addressee
Shawn Weedon
GE2714
Project No. 06105-52-22 -3-April 21,2008
!
1
1
1
1
i
I
i
I
I
1
I
I
1
I
]
GEOCON
I \ (' O H !' O n A T E D
GEOTECHNICAt CONSULTANTS
Project No. 06105-52-22
December 5. 2007
L C Oaks 3.3, LLC
4747 Morena Boulevard. Suite 100
San Diego, California 92117
Attention:
Subject:
Mr. Steve Butler
THE OAKS NORTH
NEIGHBORHOOD 3.3 SOUTH
CARLSBAD, CALIFORNIA
DRAINAGE SWALES
Gentlemen:
In accordance with your request, this letter has been prepared to provide our opinion regarding the
precise grading of sideyard swales along residential units within the subject development.
If drainage swales are planned for a location within 5 feet from the structure perimeter, the footings
should be deepened to accommodate minimum foundation embedment. We recommend that the
location of the deepened footing be shown on the plot plans. We understand that Geocon
Incorporated will be provided copies of the plot plans and will observe in the field that the deepened
footings are properly excavated during the foundation excavation observation.
Should you have any questions regarding this letter, or if we may be of further service, please contact
the undersigned at your convenience.
Very truly yours,
GEOCON INCORPORATED
AS:dmc
(2) Addressee
(2/del) Hunsaker & Associates
Attention. Ms. Marybeth Murray
6960 Flonders Drive • Son Diego. California 92121-2974 • Telephone (858) 5586900 • Fox (858) 558-6159
N
FINAL REPORT OF
TESTING AND OBSERVATION
SERVICES PERFORMED
DURING SITE GRADING
VILLAGES OF LA COSTA -
THE OAKS NORTH
NEIGHBORHOOD 3.3 (SOUTH)
LOTS 19 THROUGH 35 AND LOTS 80
THROUGH 115
CARLSBAD, CALIFORNIA
PREPARED FOR
REAL ESTATE
COLLATERAL MANAGEMENT COMPANY
% MORROW DEVELOPMENT INCORPORATED
CARLSBAD, CALIFORNIA
AUGUST 14, 2007
PROJECT NO. 06105-52-20
GEOCON
INCORPORATED
GEOTECHNICAL CONSULTANTS
Project No. 06105-52-20
August 14,2007
Real Estate Collateral Management Company
% Morrow Development Incorporated
1903 Wright Place, Suite 180
Carlsbad, California 92008
Attention: Mr. Tim O'Grady
Subject: VILLAGES OF LA COSTA - THE OAKS NORTH
NEIGHBORHOOD 3.3 (SOUTH) -
LOTS 19 THROUGH 35 AND LOTS 80 THROUGH 1 15
CARLSBAD, CALIFORNIA
FINAL REPORT OF TESTING AND OBSERVATION
SERVICES PERFORMED DURING SITE GRADING
Dear Mr. O'Grady:
In accordance with your request and our proposal dated February 9, 2006, we provided compaction
testing and observation services during the grading of the subject site. We performed our services
during the period of April 26, 2006 through April 8, 2007. The scope of our services included:
• Observing the grading operations, including the removal and/or processing of topsoil,
undocumented fill, colluvium, alluvium, and undercutting lots with rock exposed at grade
and cut/fill transition lots.
• Performing in-place dry density and moisture content tests 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. Additionally, we performed laboratory tests
on samples of soil present at finish-grade to evaluate expansion characteristics and water-
soluble sulfate content.
• 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 3.3 (South), which
includes 53 single-family residential pads, has been performed in substantial conformance with the
recommendations of the project geotechnical report and that fill materials have been properly placed
and compacted. We observed the grading operations for Neighborhood 3.3 (South) concurrently with
other neighborhoods within The Oaks North project.
6960 Flanders Drivs • San Diego, California 92121-2974 • Telephone (858) 558-6900 • Fax (858) 558-6159
GENERAL
The grading contractor for the project was Pinnick Construction Incorporated of Lakeside, California.
Grading plans for the project were prepared by Hunsaker and Associates and are entitled Rough
Grading and Erosion Control Plans for La Costa Oaks North Neighborhood 3.3. Drawing No. 446-
5A, City of Carlsbad approval dated July 12,2007. We used an electronic version of the grading plans
was used as the base map for our "As-Graded" Geologic Map (Figures 1 and 2). The project
geotechnical report is entitled Update Geotechnical Investigation, Villages of La Costa-The Oaks,
Carlsbad, California, prepared by Geocon Incorporated, dated August 3, 2001 (Project No. 06105-
12-04).
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
Neighborhood 3.3 (South) is located within the western portion of the Villages of La Costa - The
Oaks North development. This neighborhood is located west of Rancho Santa Fe Road and east of
Avenida Soledad. The site is bound by a ISO-foot wide San Diego Gas and Electric easement to the
south, open space to the west and Neighborhood 3.1 to the north. Prior to grading, the site primarily
consisted of two ridges with shallow surficial deposits and several tributary drainages draining north
and south ultimately to San Marcos Creek. Grading for the site consisted of daylight cuts and fills to
achieve finish-grade elevations.
Grading began with the removal and export of brush, vegetation and constriction debris from the area
to be graded. The brush was then exported. Topsoil 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 as necessary, and compacted
Areas of remedial grading that exposed metavolcanic or granitic rock was not scarified. Fill materials
derived from on-site blasting, excavations, and crushed material were then placed and compacted in
layers until the design elevations were attained. In addition, fill was placed as a result of undercutting
cut-fill transition lots and lots where metavolcanic rock was exposed at grade. Roadway and parkway
undercuts were also performed where metavolcanic was exposed at grade. Roadway undercuts
consisted of undercutting to a depth of approximately 1 foot below the deepest utility. Parkway
undercuts consisted of undercutting to a depth of approximately 6 feet below finish-grade. Lot
undercuts consisted of undercutting to a depth of at least 3 feet below finish-grade.
Project No. 06105-52-20 - 2 - August 14,2007
w Fill Materials and Placement Procedures
^ The on-site fill materials generally varied between angular gravels and boulders produced by blasting
** and crushing of hard metavolcanic and granitic rock to clayey fine sands, and sandy to clayey gravels.
W Structural fill placed and compacted at the site consists of material that can be classified into three
V' zones:
V
v • 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 consists of "soil" fill with a
maximum particle dimension of 6-inches.
W
^ • 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
v consists of "soil-rock" fill with a maximum particle dimension of 12 inches.
W • Zone C - Material placed below Zone B consisted of "soil-rock" fill with a maximum particle
W dimension of 48 inches.
%r
^ 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 approximately 3 feet. Materials placed
as "soil-rock" fill were watered heavily during spreading to help fill voids with finer material and
"seat" the larger rocks. During the placement of each lift, the contractor applied compactive effort to
the fill by wheel-rolling and compacting with loaded rock trucks.
"Soil fill" was placed in lifts no thicker than would allow for adequate bonding and compaction. The
soil was moisture conditioned as necessary and m
conventional heavy-duty compaction equipment.
" soil was moisture conditioned as necessary and mixed during placement and then compacted utilizing
*** We observed compaction procedures during grading operations and performed in-place density tests
**W to evaluate the dry density and moisture content of the "soil" and "soil-rock" fill material. We
—^ performed in-place density tests in general conformance with ASTM Test Method D 2922-05
m^ (nuclear). The results of the in-place dry density and moisture content tests are summarized on
^ Table I. In general, the in-place density test results indicate that the fill soil has a dry density of at
^ 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 tests are shown on
•* the As-Graded Geologic Map (Figures 1 and 2).
-V We performed compaction procedures during the grading of Neighborhood 3.3 South concurrently
1-1 with Neighborhoods 3.1, 3.2, 3.4, 3.5 and 3.7 of the Villages of La Costa - The Oaks North
^^- development. The results presented on Table I apply to Neighborhood 3.3 North and South,
,** respectively. As such, the test numbers are not in consecutive order. Any tests taken outside of the
Project No. 06105-52-20 - 3 - August 14, 2007
subject neighborhood will be included in reports for other neighborhoods within The Oaks North
development.
We corrected the laboratory maximum dry density and optimum moisture content on fill soils being
tested containing rocks larger than %inch Using methods suggested by AASHTO T224-86 and
others. The values of maximum dry density and optimum moisture content presented on Table I
reflect these corrections.
We tested samples of material used for fill to evaluate moisture-density relationships, optimum
moisture content and maximum dry density (ASTM D 1557-02). We performed direct shear tests
(ASTM D 3080-04), on samples used within fill slopes. We tested samples within the upper 3 feet of
finish grade to evaluate the expansion index (ASTM D 4829-03) and tested some samples for water-
soluble sulfate content (California Test No. 417). The results of the laboratory tests are summarized
on Tables II through V.
Slopes
The project slopes consisted of cut and fill slopes constructed at inclinations of 2:1 (horizontal:
vertical) or flatter with maximum heights of approximately 45 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.
Subdralns
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 by Mirafi 140N (or equivalent) filter fabric. The drains
were typically placed at least 15 feet below finish grade and constructed at a flow gradient of at least
1 percent.
During construction, the subdrains were generally outlet into the open space areas. It is our
understanding that the two subdrain headwall outlets will be constructed by the master developer.
The canyon subdrain outlets should be maintained regularly to prevent sediment and debris from
obstructing the free flow of water out of the subdrain system.
Project No. 06105-52-20 -4- August 14.2007
* v Finish-grade Soil Conditions
""* ^ Observations and laboratory test results indicate that the prevailing soil conditions within the upper
** ^ approximately 3 feet of finish-grade of the lots have an expansion potential of "very low" to "low"
m *r (Expansion Index of SO or less) as defined by Uniform Building Code (UBC) Table 18-I-B. Table VI
W presents a summary of the indicated Expansion Index of the prevailing subgrade soil conditions for
W each lot.
*" V
— ^ Although rocks larger than 6 inch were not intentionally placed within the street undercut fill and the
.M ^ upper 3 feet of pad grade, some larger rocks may exist at random locations. In addition, excavations
w deeper than the undercut depths may require blasting.
JW ^^^
* We also tested some samples obtained for expansion index testing to evaluate the percentage of
* water-soluble sulfate. Results from the laboratory water-soluble sulfate tests are presented in Table V.
„ The results indicate the on-site material tested possesses "negligible" sulfate exposure to concrete
m structures as defined by UBC Table 19-A-4.
m Geocon Incorporated does not practice hi the field of corrosion engineering. Therefore, if
** ^ improvements mat could be susceptible to corrosion are planned, further evaluation by corrosion
^ ^ engineer should be performed.
W
* W SOIL AND GEOLOGIC CONDITIONS
•«» ^.
The soil and geologic conditions encountered during grading were found to be similar to those<•• ^^
described in the project geotechnical report Santiago Peak Volcanics (Jsp) is exposed at grade on cut
:~* slopes and was exposed within cleanouts, in pad undercuts and cut areas within street right-of-ways
m within the southern portion of Neighborhood 3.3. Compacted fill was placed in areas designated as
^" Qcf on Figures 1 and 2. In addition, compacted fill placed hi undercut areas is designated as Quc.
W Table VII presents a summary of As-Graded Building Pad Conditions for each pad.m
'" W The As-Graded Geologic Map (Figures 1 and 2) depicts the general geologic conditions observed. No
m W soil or geologic conditions were observed during grading that would preclude the continued
^ development of the property as planned.
m v CONCLUSIONS AND RECOMMENDATIONS
<*i
*» 1.0 General
* w
1.1 Based on observations and test results, it is the opinion of Geocon Incorporated that the
•M ^r
grading to which this report pertains has been performed hi substantial conformance with
** the recommendations of the previously referenced project soils report and the geotechnical
Project No. 06105-52-20 -5- August 14, 2007
I
;
requirements of the grading plans. Soil and geologic conditions encountered during grading
that differ from those expected in the project soils report are not uncommon. Where such
conditions required a significant modification to the recommendations of the project soils
report, they have been described herein.
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 soil observed and
tested as part of the grading for this neighborhood was generally compacted to a dry
density of at least 90 percent of the laboratory maximum dry density near to slightly above
optimum moisture content.
2.0 Future Grading
2.1 Any additional grading performed at the site should be accomplished in conjunction with
our observation and compaction testing services. Grading plans for any future grading
should be reviewed by Geocon Incorporated prior to finalizing. Trench and wall backfill
should be compacted to a dry density of at least 90 percent of the laboratory maximum dry
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
3.1 An update geotechnical report should be prepared by Geocon Incorporated for
Neighborhood 3.3 (South). The report should include foundation recommendations for
reducing 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.
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.
The instability is typically limited to the outer three feet 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 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 from root growth,
soil expansion, or excavation for irrigation lines and slope planting, may also be a
. Project No. 06105-52-20 - 6 - August 14,2007
w
^ significant contributing factor to surficial instability. Therefore, to the maximum extent
^. practical:
^, • Disturbed/loosened surficial soil should be either removed or properly
recompacted,
^ • Irrigation systems should be periodically inspected and maintained to eliminate
leaks and excessive irrigation, and
W • Surface drains on and adjacent to slopes should be periodically maintained to
^ preclude ponding or erosion. Although the incorporation of the recommendations
should reduce the potential for surficial slope instability, it will not eliminate the
^ possibility and, therefore, it may be necessary to rebuild or repair a portion of the
^ project's slopes in the future.
W
, 5.0 Drainage
W 5.1 Adequate drainage provisions are critical to the future performance of the project. Under no
^ circumstances should water be allowed to pond. The building pads and sheet-graded areas
^ should be properly finish-graded so that drainage water is directed away from foundations,
^ pavements, concrete slabs, and slope tops to controlled drainage devices.
v 5.2 Underground utilities should be leak free. Utility and irrigation lines should be checked
i periodically for leaks for early detection of water infiltration and detected leaks should be
repaired promptly. Detrimental soil movement could occur if water is allowed to infiltratei ^p the soil over a prolonged period.
V
5.3 Landscaping planters adjacent to paved areas are not recommended due to the potential for
i surface or irrigation water to infiltrate the pavement's subgrade and base course. Subdrains
^" to collect excess irrigation water and transmit it to drainage structures or impervious above-
W grade planter boxes should be used. In addition, where landscaping is planned adjacent to
1W the pavement, a cutoff wall should be constructed along the edge of the pavement that
, W extends at least 6 inches below the bottom of the base material.
.V
w LIMITATIONS
i
^" The conclusions and recommendations contained herein apply only to our work with respect to
^" grading and represent conditions at the date of our final observation on March 8, 2007. Any
' W subsequent grading should be done in conjunction with our observation and testing services. As used
1W herein, the 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 materials. Our conclusions and opinions as to whether the work essentially
Project No. 06105-52-20 - 7 - August 14,2007
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
should not be relied upon after a period of three years.
-w
>
V
#w
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
Michael C. Ertwine
Senior Staff Geologist
MCE:AS:SW:dmc
(6/del) Addressee
HSadr
CEG 1778
Shawn Weedon
GE2714
No. 2714
Exp. 06/30/09
38PF(
Project No. 06105-52-20 -8-August 14, 2007
TABLE I
SUMMARY OF HELD DENSITY TEST RESULTS
Test No.
SZ
sz
SZ
sz
sz
sz
sz
sz
sz
sz
sz
sz
60
61
62
63
64
85
86
87
88
89
90
%
97
97 A
97 B
104
106
107
115
117
118
119
120
121
126
129
130
131
132
133
163
Date Location
04/26/06 Unit 3.3; Lot 114
04/27/06 Unit 3.3; Lot 114
04/27/06 Unit 3.3; Lot 11 3
04/27/06 Unit 3.3; Lot 110
04/27/06 Unit 3.3; Lot 113
05/05/06 Unit 3.3; Lot 115
05/05/06 Unit 3.3; Lot 113
05/05/06 Unit 3.3; Lot 115
05/08/06 Unit 3.3; Lot 115
05/08/06 Unit 3.3; Lot 113
05/08/06 Unit 3.3; Lot 115
05/09/06 Unit 3.3; Lot 113
05/09/06 Unit 3.3; Lot 110
05/09/06 Unit 3.3; Lot 1 10
05/10/06 Unit 3.3; Lot 110
05/10/06 Unit 3.3; Lot 115
05/10/06 Unit 3.3; Lot 113
05/10/06 Unit 3.3; Lot 115
05/12/06 Unit 3.3; Lot 98
05/12/06 Unit 3.3; Lot 100
05/12/06 Unit 3.3; Lot 103
05/12/06 Unit 3.3; Lot 98
05/12/06 Unit 3.3; Lot 104
05/12/06 Unit 3.3; Lot 101
05/15/06 Unit 3.3; Lot 113
05/15/06 Unit 3.3; Lot 99
05/15/06 Unit 3.3; Lot 102
05/15/06 Unit 3.3; Lot 104
05/15/06 Unit 3.3; Lot 114
05/15/06 Unit 3.3; Lot 100
05/17/06 Unit 3.3; Lot 115
Elev.
or
Depth
(ft)
485
475
480
483
487
480
484
485
490
493
495
497
500
500
500
501
503
502
500
503
508
506
512
509
503
509
512
515
505
511
508
Curve
No.
3
3
4
4
4
4
4
4
4
3
4
3
4
4
4
4
4
4
4
4
4
3
4
4
4
4
4
4
3
4
3
Plus
3/4"
Rock
(%)
30
0
20
50
20
40
40
40
40
20
20
20
10
0
40
20
0
30
30
20
20
0
40
10
30
40
10
30
0
10
30
Adj.
MDD
(pcf)
135.6
129.0
131.0
138.4
131.0
136.0
136.0
136.0
136.0
133.4
131.0
133.4
128.5
126.0
136.0
131.0
126.0
133.5
133.5
131.0
131.0
129.0
136.0
128.5
133.5
136.0
128.5
133.5
129.0
128.5
135.6
Adj.
OMC
(%)
7.2
9.6
10.1
7.5
10.1
8.4
8.4
8.4
8.4
8.0
10.1
8.0
11.0
12.0
8.4
10.1
12.0
9.2
9.2
10.1
10.1
9.6
8.4
11.0
9.2
8.4
1 1.0
9.2
9.6
11.0
7.2
Field
Dry
Dens,
(pcf)
122.9
117.8
121.2
124.7
117.8
126.3
123.7
128.0
124.9
127.2
121.5
120.8
113.8
114.7
128.4
119.1
118.4
121.6
120.4
121.6
120.4
116.7
123.8
116.4
121.8
127.0
115.9
120.3
118.7
120.2
126.5
Field
Moist.
Cont.
(%)
8.8
11.4
11.0
8.8
11.9
9.9
11.3
9.2
10.1
8.8
10.8
9.6
6.0
6.9
8.3
14.7
11.8
10.3
11.6
11.9
9.7
10.8
8.9
13.4
11.6
8.9
13.6
12.4
9.5
12.4
8.6
Field
Rel.
Comp.
(%)
91
91
93
90
90
93
91
94
92
95
93
91
89
91
94
91
94
91
90
93
92
90
91
91
91
93
90
90
92
94
93
Req'd.
Rel.
Comp.
(%)
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
Project No. 06105-52-20 August 14,2007
t . i i i ii if is i i 11 ft i ft. i ii i j §i ft i ii tf f f f* 1 ^ \
Test No.
SZ 164
SZ 169
no
SZ 226
287
290
291
433
434
435
438
504
505
506
532
534
621
621 A
621 B
622
623
653
654
655
656
657
658
659
680
680 A
681
r r (~ ^ *
Date
05/17/06
05/18/06
05/18/06
05/30/06
06/06/06
06/07/06
06/07/06
07/05/06
07/05/06
07/06/06
07/06/06
07/14/06
07/14/06
07/14/06
07/19/06
07/19/06
08/01/06
08/01/06
08/01/06
08/01/06
08/01/06
08/07/06
08/07/06
08/07/06
08/07/06
08/08/06
08/08/06
08/08/06
08/08/06
08/08/06
08/08/06
™ w » *• •• * « j w •^• VB-
TABLE 1
SUMMARY OF FIELD DENSITY TEST RESULTS
Elev. Plus
or 3/4" Adj.
Depth curve Rock MOD
Location
Unit 3.3; Lot 115
Unit 3.3; Lot 105
Unit 3.3; Lot 115
Unit 3.3; Lot 74
Unit 3.3; Lot 115
Unit 3.3; Lot 114
Unit 3.3; Lot 115
Unit 3.3; Sitio Corazon 24+00
Unit 3.3; Sitio Corazon 22+00
Unit 3.3; Sitio Corazon 22+30
Unit 3.3; Sitio Corazon 24+70
Unit 3.3; Sitio Altura 14+05
Unit 3.3; Sitio Altura 13+45
Unit 3.3; Sitio Altura 14+25
Unit 3.3; Lot 120
Unit 3.3; Lot 119
Unit 3.3; Lot 10
Unit 3.3; Lot 10
Unit 3.3; Lot 10
Unit 3.3; Lot 10
Unit 3.3; Lot 16
Unit 3.3; Lot 113
Unit 3.3; Lot 1 14
Unit 3.3; Lot 113
Unit 3.3; Lot 114
Unit 3.3; Lot 1 13
Unit 3.3; Lot 113
Unit 3.3; Lot 114
Unit 3.3; Lot 114
Unit 3.3; Lot 1 14
Unit 3.3; Lot 22
(ft)
510
517
510
491
518
520
523
532
534
536
535
551
553
555
533
535
528
528
528
535
541
508
511
514
517
520
522
525
527
527
536
No.
3
4
4
4
4
4
4
4
4
4
4
6
6
3
4
4
3
3
3
18
18
3
3
3
3
3
3
3
18
18
18
(%)
30
50
50
0
20
0
0
40
40
40
40
0
0
0
0
0
20
20
20
0
0
20
20
0
30
20
20
30
20
10
20
(pcf)
135.6
138.4
138.4
126.0
131.0
126.0
126.0
136.0
136.0
136.0
136.0
121.9
121.9
129.0
126.0
126.0
133.4
133.4
133.4
138.9
138.9
133.4
133.4
129.0
135.6
133.4
133.4
135.6
141.5
140.2
141.5
tm
Adj.
OMC
(%)
7.2
7.5
7.5
12.0
10.1
12.0
12.0
8.4
8.4
8.4
8.4
12.5
12.5
9.6
12.0
12.0
8.0
8.0
8.0
7.6
7.6
8.0
8.0
9.6
7.2
8.0
8.0
7.2
6.8
7.2
6.8
Field
Dry
Dens.
(pcO
127.1
125.7
126.6
113.9
118.2
115.8
115.4
128.6
126.5
126.8
126.4
111.8
110.3
115.7
114.6
113.7
118.9
123.0
125.7
127.4
132.4
121.2
124.5
116.4
128.2
119.8
122.4
123.6
125.1
130.6
131.6
Field
Moist
Cont.
(%)
9.2
9.2
8.1
14.8
12.5
12.2
15.1
8.7
9.9
8.7
10.0
13.6
15.2
12.8
13.8
14.9
5.6
4.6
7.4
9.1
8.2
9.7
8.8
12.4
9.0
11.0
8.7
8.1
4.0
9.7
6.5
Field
Rel.
Comp.
(%)
94
91
91
90
90
92
92
95
93
93
93
92
90
90
91
90
89
92
94
92
95
91
93
90
95
90
92
91
88
93
93
Req'd.
Rel.
Comp.
(%)
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
Project No. 06105-52-20 August 14,2007
ii I. i_ I I li I i i i i i ti li i i ti i i 11 ft i ii
TABLE 1
SUMMARY OF FIELD DENSITY TEST RESULTS
Elev. Plus
or 3/4" Adj.
DePth Curve Rock MOD
Test No.
SZ
SZ
SZ
SZ
SZ
SZ
SZ
SZ
SZ
SZ
SZ
682
770
771
772
773
774
775
776
783
805
816
817
818
819
830
831
832
833
834
835
836
837
838
845
846
847
848
863
864
865
866
Date Location
08/08/06 Unit 3.3; Lot 1 15
08/23/06 Unit 3.3; Lot 110
08/23/06 Unit 3.3; Lot 110
08/23/06 Unit 3.3; Lot 110
08/23/06 Unit 3.3; Lot 110
08/23/06 Unit 3.3; Lot 109
08/23/06 Unit 3.3; Lot 109
08/23/06 Unit 3.3; Lot 110
08/25/06 Unit 3.3; Avenida Soledad 26+80
08/29/06 Unit 3.3; Lot 102
08/30/06 Unit 3.3; Lot 102
08/30/06 Unit 3.3; Lot 105
08/30/06 Unit 3.3; Lot 106
08/30/06 Unit 3.3; Lot 108
08/31/06 Unit 3.3; Lot 110
08/31/06 Unit 3.3; Lot 110
08/31/06 Unit 3.3; Lot 109
08/31/06 Unit 3.3; Lot 110
08/31/06 Unit 3.3; Lot 107
08/31/06 Unit 3.3; Lot 109
09/01/06 Unit 3.3; Lot 112
09/01/06 Unit 3.3; Lot 110
09/01/06 Unit 3.3; Lot 103
09/06/06 Unit 3.3; SD Easement 1 1+80
09/06/06 Unit 3.3; SO Easement 1 1+20
09/07/06 Unit 3.3; SD Easement 12+00
09/07/06 Unit 3.3; SD Easement 10+75
09/08/06 Unit 3. 3; Lot 99
09/08/06 Unit 3.3; Lot 99
09/08/06 Unit 3.3; SD Easement 10+40
09/11/06 Unit 3.3; SD Easement 11+80
(ft)
527
497
501
503
504
512
519
507
524
514
517
526
517
520
510
514
524
516
524
527
513
510
520
506
509
511
512
500
504
514
516
No.
18
7
7
3
3
4
4
4
9
4
9
9
9
9
4
4
4
4
4
4
4
4
9
3
3
3
3
3
3
8
8
(%)
10
20
20
30
30
40
40
30
40
30
30
40
30
30
50
50
40
50
50
40
50
50
20
30
30
30
30
30
30
40
40
(pcf)
140.2
136.8
136.8
135.6
135.6
136.0
136.0
133.5
144.9
133.5
143.7
144.9
143.7
143.7
138.4
138.4
136.0
138.4
138.4
136.0
138.4
138.4
142.5
135.6
135.6
135.6
135.6
135.6
135.6
137.3
137.3
Adj.
OMC
(%)
7.2
7.4
7.4
7.2
7.2
8.4
8.4
9.2
5.3
9.2
5.6
5.3
5.6
5.6
7.5
7.5
8.4
7.5
7.5
8.4
7.5
7.5
6.0
7.2
7.2
7.2
7.2
7.2
7.2
6.8
6.8
Field
Dry
Dens.
(pcO
128.7
124.3
128.1
126.9
125.6
126.2
126.6
121.8
133.4
121.0
130.8
131.0
135.2
133.7
126.1
125.9
123.0
124.7
126.9
127.1
126.9
127.4
133.5
129.1
128.4
124.2
123.9
124.4
123.5
126.0
125.6
Field
Moist.
Cont.
(%)
9.3
8.1
8.5
9.4
10.2
9.9
10.3
11.7
7.8
12.4
6.6
7.2
5.8
6.3
8.5
9.2
8.3
7.9
8.8
9.2
7.7
8.3
7.1
9.4
7.6
8.8
9.3
8.6
9.1
7.7
7.4
Field
Rel.
Comp.
(%)
92
91
94
94
93
93
93
91
92
91
91
90
94
93
91
91
90
90
92
93
92
92
94
95
95
92
91
92
91
92
91
Req'd.
Rel.
Comp.
(%)
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
Project No. 06105-52-20 August 14,2007
t f1f V V V
Test No.
867
868
904
905
918
SZ 919
SZ 940
SZ 941
SZ 944
SZ 944 A
SZ 945
SZ 945 A
946
SZ 947
SZ 948
SZ 969
SZ 970
SZ 971
SZ 972
SZ 973
974
975
985
986
987
988
989
994
995
1001
1002
tJ<
Date
09/1 1/06
09/11/06
09/13/06
09/13/06
09/12/06
09/14/06
09/14/06
09/14/06
09/15/06
09/15/06
09/15/06
09/15/06
09/15/06
09/15/06
09/15/06
09/19/06
09/19/06
09/19/06
09/19/06
09/19/06
09/19/06
09/19/06
09/20/06
09/20/06
09/20/06
09/20/06
09/20/06
09/20/06
09/20/06
09/21/06
09/22/06
rVc f k f f'rVV r«'~~iilfffw
SUMMARY OF
Location
Unit 3.3; SD Easement 10+75
Unit 3.3; SD Easement 12+00
Unit 3.3; Lot 114
Unit 3.3; Lot 113
Unit 3.3; Lot 1 13
Unit 3.3; Lot 99
Unit 3.3; Lot 100
Unit 3.3; Lot 101
Unit 3.3; Lot 99
Unit 3.3; Lot 99
Unit 3.3; Lot 100
Unit 3.3; Lot 100
Unit 3.3; Lot 19
Unit 3.3; Lot 61
Unit 3.3; Lot 61
Unit 3.3; Lot 61
Unit 3.3; Lot 61
Unit 3.3; Lot 62
Unit 3.3; Lot 61
Unit 3.3; Lot 62
Unit 3.3; Lot 61
Unit 3.3; Lot 62
Unit 3.3; Lot 61
Unit 3.3; Lot 62
Unit 3.3; Lot 99
Unit 3.3; Lot 100
Unit 3.3; Lot 111
Unit 3.3; Sitio Bahia 12+80
Unit 3.3; Sitio Bahia 13+10
Unit 3.3; Sitio Bahia 13+20
Unit 3.3; Sitio Bahia 13+80
i 1 iCf t ff f f
TABLE 1
t irgf
i r' t Af \r tr f f *-f f f€C f fC f t f f t f ff f f f f f
FIELD DENSITY TEST RESULTS
Elev.
or
Depth
(ft)
519
524
527
528
523
507
509
512
513
513
515
515
538
487
491
494
496
499
503
508
511
513
516
519
514
517
517
616
614
618
616
Curve
No.
8
8
3
8
8
6
6
6
6
6
6
6
8
8
8
6
7
6
6
6
7
6
7
7
7
6
6
9
1
1
1
Plus
3/4"
Rock
(%)
30
30
0
0
30
30
30
30
30
30
30
30
30
30
30
0
20
0
0
30
20
20
50
50
40
50
50
40
20
30
10
Adj.
MOD
(pcf)
135.0
135.0
129.0
128.1
135.0
130.5
130.5
130.5
130.5
130.5
130.5
130.5
135.0
135.0
135.0
121.9
136.8
121.9
121.9
130.5
136.8
127.6
142.3
142.3
140.5
136.2
136.2
144.9
135.0
137.0
132.9
Adj.
OMC
(%)
7.6
7.6
9.6
10.1
7.6
9.
9.
9.
9.
9.
9.
9.
7.6
7.6
7.6
12.5
7.4
12.5
12.5
9.1
7.4
10.2
5.6
5.6
6.2
7.1
7.1
5.3
7.9
7.2
8.6
Field
Dry
Dens,
(pcf)
126.1
124.8
116.7
116.9
124.1
120.3
121.8
120.6
116.1
119.9
114.2
123.6
124.4
123.2
124.0
110.7
124.6
109.9
112.3
123.6
124.6
115.1
130.2
128.5
130.9
126.9
125.1
133.1
121.4
125.4
119.9
Field
Moist.
Cont.
(%)
8.9
8.4
12.4
10.6
9.3
10.4
11.7
12.8
6.2
11.9
5.3
10.0
8.1
8.5
8.9
14.1
9.3
14.8
13.6
9.7
8.9
11.3
7.6
6.2
6.6
8.7
9.4
6.2
10.1
7.7
12.4
Field
Rel.
Comp.
(%)
93
92
90
91
92
92
93
92
89
92
88
95
92
91
92
91
91
90
92
95
91
90
91
90
93
93
92
92
90
92
90
Req'd.
Rel.
Comp.
(%)
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
Project No. 06105-52-20 August 14,2007
J -j t I i i ii i i ii t i ft J i 1 ft i fc i ft i ft i m i li kff r f f ™ » « a K » •» a B « ^M •"
TABLE 1
^M- •»
1
^» •»JP
SUMMARY OF FIELD DENSITY TEST RESULTS
Test No.
1003
1010
1011
1012
1013
1014
1015
1016
1017
1018
1018A
1019
1020
1021
1022
1024
1025
1026
SZ 1027
1028
1029
1032
1033
SZ 1038
SZ 1040
SZ 1041
SZ 1042
SZ 1043
1044
1047
1048
Date
09/22/06
09/21/06
09/21/06
09/21/06
09/21/06
09/21/06
09/21/06
09/22/06
09/22/06
09/22/06
09/25/06
09/22/06
09/22/06
09/22/06
09/22/06
09/25/06
09/25/06
09/25/06
09/25/06
09/26/06
09/26/06
09/25/06
09/26/06
09/27/06
09/27/06
09/28/08
09/28/08
09/28/08
09/28/08
09/28/08
09/28/08
Location
Unit 3.3; SitioBahia 12+75
Unit 3.3; Lot 110
Unit 3.3; Lot 112
Unit 3.3; Lot 1 1 1
Unit 3.3; Lot 110
Unit 3.3; Lot 107
Unit 3.3; Lot 105
Unit 3.3; Lot 61
Unit 3.3; Lot 62
Unit 3.3; Lot 63
Unit 3.3; Lot 63
Unit 3.3; Lot 112
Unit 3.3; Lot 110
Unit 3.3; Lot 112
Unit 3.3; Lot 110
Unit 3.3; Lot 103
Unit 3.3; Lot 105
Unit 3.3; Lot 109
Unit 3.3; Lot 1 10
Unit 3.3; Lot 61
Unit 3.3; Lot 62
Unit 3.3; Sitio Bahia 13+95
Unit 3.3; Sitio Bahia 13+00
Unit 3.3; Lot 104
Unit 3.3; Lot 103
Unit 3.3; Lot 105
Unit 3. 3; Lot 103
Unit 3.3; Lot 104
Unit 3.3; Lot 103
Unit 3.3; Lot 98
Unit 3.3; Lot 99
Elev.
or
Depth
(ft)
618
519
521
524
522
526
527
518
520
522
522
525
526
528
530
524
529
530
528
520
523
618
520
505
508
511
514
516
518
510
513
Curve
No.
1
6
4
4
4
6
6
7
7
7
7
6
6
8
8
8
8
6
6
6
6
1
1
4
4
4
4
4
4
6
4
Plus
3/4"
Rock
(%)
30
50
50
40
40
50
50
20
20
20
20
0
0
10
10
30
30
20
20
30
30
30
10
10
0
30
30
30
20
20
20
Adj.
MOD
(pcf)
137.0
136.2
138.4
136.0
136.0
136.2
136.2
136.8
136.8
136.8
136.8
121.9
121.9
130.4
130.4
135.0
135.0
127.6
127.6
130.5
130.5
137.0
132.9
128.5
126.0
133.5
133.5
133.5
131.0
127.6
131.0
Adj.
OMC
(%)
7.2
7.1
7.5
8.4
8.4
7.1
7.1
7.4
7.4
7.4
7.4
12.5
12.5
9.2
9.2
7.6
7.6
10.2
10.2
9.1
9.1
7.2
8.6
11.0
12.0
9.2
9.2
9.2
10.1
10.2
10.1
Field
Dry
Dens,
(pcf)
126.4
122.8
126.3
123.7
125.5
126.9
124.1
126.6
125.1
120.6
125.0
111.8
110.5
119.6
120.0
124.3
126.7
116.7
115.9
119.1
120.3
126.6
120.1
115.8
114.8
120.4
125.6
120.9
118.2
114.7
119.0
Field
Moist.
Cont
(%)
8.8
8.3
9.1
8.7
9.4
7.7
7.7
7.8
8.2
3.1
8.8
12.6
12.2
10.5
9.8
9.1
8.5
12.8
13.4
10.4
9.6
7.5
10.4
13.6
14.7
12.8
13.7
10.1
11.7
13.6
11.3
Field
Rel.
Comp.
(%)
92
90
91
91
92
93
91
93
91
88
91
92
91
92
92
92
94
91
91
91
92
92
90
90
91
90
94
91
90
90
91
Req'd.
Rel.
Comp.
(%)
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
Project No. 06105-52-20 August 14,2007
i i h
Test No.
SZ
SZ
sz
sz
sz
sz
sz
sz
sz
sz
sz
sz
1050
1051
1058
1059
1070
1071
1072
1073
1074
1075
1076
1159
1160
1175
1176
1177
1178
1228
1231
1232
1233
1239
1240
1247
1266
1308
1327
1327 A
1328
1329
1329A
SUMMARY
Date Location
09/26/06 Unit 3.3; Lot 61
09/26/06 Unit 3.3; Sitio Colina 12+30
09/29/06 Unit 3.3; Lot 99
09/29/06 Unit 3.3; Lot 103
09/24/06 Unit 3.3; Lot 101
09/24/06 Unit 3.3; Lot 98
10/02/06 Unit 3.3; Lot 101
10/02/06 Unit 3.3; Lot 103
10/02/06 Unit 3.3; Lot 98
10/02/06 Unit 3.3; Lot 98
10/02/06 Unit 3.3; Lot 99
10/18/06 Unit 3.3; Sitio Colina 12+90
10/18/06 Unit 3.3; Sitio Colina 12+60
10/25/06 Unit 3.3; Sitio Colina 13+00
10/25/06 Unit 3.3; Sitio Colina 13+30
10/25/06 Unit 3.3; Sitio Colina 12+80
10/25/06 Unit 3.3; Sitio Colina 13+10
1 1/03/06 Unit 3.3; Sitio Colina 12+50
1 1/06/06 Unit 3.3; Sitio Colina 12+65
11/06/06 Unit 3.3; Sitio Colina 12+55
1 1/06/06 Unit 3.3 ; Sitio Colina 12+50
11/08/06 Unit 3.3; Lot 71
11/08/06 Unit 3.3; Lot 71
11/08/06 Unit 3.3; Lot 71
12/26706 Unit 3.3; Lot 48
11/20/06 Unit 3.3; Lot 71
11/21/06 Unit 3.3; Lot 61
11/22/06 Unit 3.3; Lot 61
11/21/06 Unit 3.3; Lot 63
11/22/06 Unit 3.3; Lot 63
11/27/06 Unit 3.3; Lot 63
TABLE 1
OF FIELD DENSITY TEST RESULTS
Elev.
or
Depth
(ft)
522
524
520
522
524
523
526
528
526
529
525
506
510
515
419
421
423
510
514
518
522
505
509
514
518
525
525
525
527
530
530
Curve
No.
4
4
7
7
7
7
3
3
3
3
3
4
4
6
6
7
6
4
4
4
4
4
4
4
8
4
6
6
6
6
6
Plus
3/4"
Rock
30
30
40
40
40
40
20
20
10
10
10
20
30
10
30
20
30
0
10
0
20
0
10
0
0
0
0
10
10
0
10
Adj.
MOD
(pcf)
133.5
133.5
140.5
140.5
140.5
140.5
133.4
133.4
131.2
131.2
131.2
131.0
133.5
124.8
130.5
136.8
130.5
126.0
128.5
126.0
131.0
126.0
128.5
126.0
128.1
126.0
121.9
124.8
124.8
121.9
124.8
Adj.
OMC
9.2
9.2
6.2
6.2
6.2
6.2
8.0
8.0
8.8
8.8
8.8
10.1
9.2
11.3
9.1
7.4
9.1
12.0
11.0
12.0
10.1
12.0
11.0
12.0
10.1
12.0
12.5
11.3
11.3
12.5
11.3
Field
Dry
Dens,
(pcf)
119.7
123.2
133.7
132.9
131.9
130.1
120.8
120.1
121.3
121.5
122.6
124.6
120.9
114.7
118.1
125.7
121.4
117.3
121.6
114.6
117.7
117.3
115.8
117.3
115.0
114.0
108.9
112.6
112.9
107.0
112.8
Field
Moist.
Cont.
(%)
11.4
9.1
8.2
7.4
6.6
7.3
9.6
10.1
10.7
9.9
10.4
11.3
10.7
14.6
10.3
11.0
10.3
14.6
13.8
15.7
12.5
14.6
12.6
12.8
13.8
12.9
14.1
13.4
12.8
10.4
13.6
Field
Rel.
Comp.
90
92
95
95
94
93
91
90
92
93
93
95
91
92
90
92
93
93
95
91
90
93
90
93
90
90
89
90
90
88
90
Req'd.
Rel.
Comp.
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
Project No. 06105-52-20 August 14,2007
' l '• » I > » ». «_ ! " » < il »l » I tf f f f» ^ \ ^
Test No.
SZ 1330
SZ 1331
SZ 1332
SZ 1333
SZ 1334
SZ 1335
SZ 1336
SZ 1336A
SZ 1337
SZ 1337 A
1338
1339
1340
1341
1347
1348
1349
FG 1360
1365
1366
1367
1368
1369
1370
1371
1372
1373
1374
1375
1376
1377
f f 1f ^ '
Date
1 1/27/06
11/27/06
11/27/06
11/27/06
11/27/06
1 1/27/06
11/27/06
11/27/06
11/27/06
1 1/27/06
11/28/06
11/28/06
11/28/06
11/28/06
11/28/06
11/28/06
11/28/06
11/30/06
12/01/06
12/01/06
12/04/06
12/04/06
12/04/06
12/04/06
12/04/06
12/05/06
12/05/06
12/05/06
12/05/06
12/05/06
12/05/06
^ — ™*» w • • m
SUMMARY
Location
Unit 3.3; Lot 72
Unit 3.3; Lot 74
Unit 3.3; Lot 71
Unit 3.3; Lot 74
Unit 3.3; Sitio Colina 12+25
Unit 3.3; Sitio Colina 12+15
Unit 3. 3; Lot 72
Unit 3.3; Lot 72
Unit 3. 3; Lot 74
Unit 3. 3; Lot 74
Unit 3.3; Sitio Colina 12+20
Unit 3.3; Sitio Colina 13+10
Unit 3.3; Sitio Colina 12+05
Unit 3.3; Sitio Colina 12+00
Unit 3.3; Lot 71
Unit 3.3; Lot 73
Unit 3.3; Lot 71
Unit 3.3; Lot 115
Unit 3.3; Lot 61
Unit 3.3; Lot 63
Unit 3.3; Sitio Colina 14+20
Unit 3.3; Sitio Colina 15+90
Unit 3.3; Sitio Colina 13+40
Unit 3.3; Sitio Colina 15+45
Unit 3.3; Lot 70
Unit 3.3; Lot 67
Unit 3.3; Lot 69
Unit 3.3; Lot 66
Unit 3.3; Lot 68
Unit 3.3; Lot 70
Unit 3.3; Lot 68
mt m H; •
TABLE!
OF FIELD DENSITY TEST RESULTS
Elev. Plus
or 3/4" Adj.
Depth Curvc Rock MOD
(ft)
526
522
529
527
525
524
532
532
530
530
527
527
529
530
534
536
536
531
529
533
533
537
532
538
537
543
541
545
542
539
540
No.
7
7
7
6
7
7
7
7
7
7
6
6
7
7
7
7
7
8
7
7
3
8
8
4
3
18
18
18
18
18
18
(%)
10
30
30
0
20
20
0
30
20
30
0
20
10
40
10
30
30
0
30
20
20
0
0
30
0
10
10
40
20
20
20
(pcf)
135.0
138.7
138.7
121.9
136.8
136.8
133.2
138.7
136.8
138.7
121.9
127.6
135.0
140.5
135.0
138.7
138.7
128.1
138.7
136.8
133.4
128.1
128.1
133.5
129.0
140.2
140.2
144.1
141.5
141.5
141.5
Adj.
OMC
(%)
8.0
6.8
6.8
12.5
7.4
7.4
8.6
6.8
7.4
6.8
12.5
10.2
8.0
6.2
8.0
6.8
6.8
10.1
6.8
7.4
8.0
10.1
10.1
9.2
9.6
7.2
7.2
6.0
6.8
6.8
6.8
Field
Dry
Dens.
(pcf)
124.3
128.6
125.9
110.4
124.3
127.0
121.4
125.0
120.4
126.7
111.6
115.1
121.6
130.8
121.8
127.3
125.1
116.9
125.4
124.7
120.8
115.2
118.6
120.2
116.4
131.6
134.7
131.6
128.3
127.3
127.8
Field
Moist
Cont.
(%)
9.1
7.0
7.9
14.6
7.5
7.3
4.6
7.6
7.8
8.1
14.1
11.8
11.2
6.1
9.4
7.1
8.4
11.8
8.8
8.4
12.1
11.4
11.9
11.8
11.0
8.1
7.4
6.2
6.5
8.6
6.7
Field
Rel.
Comp.
(%)
92
93
91
91
91
93
91
90
88
91
92
90
90
93
90
92
90
91
90
91
91
90
93
90
90
94
96
91
91
90
90
Req'd.
Rel.
Comp.
(%)
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
Project No. 06105-52-20 August 14,2007
rVVIr
"'
rV'cUf f'cV«
TABLE 1
V'<
1
/<'<v«mc',v<: U «§«
SUMMARY OF FIELD DENSITY TEST RESULTS
Test No.
1378
1379
1380
1381
1382
1383
FG 1399
FG 1400
FG 1401
FG 1402
FG 1403
FG 1404
FG 1405
FG 1406
FG 1407
FG 1408
FG 1409
FG 1410
FG 1411
FG 1412
SZ 1413
SZ 1414
SZ 1415
1416
1417
ST 1422
ST 1423
ST 1424
ST 1425
ST 1426
1428
Date
12/06/06
12/06/06
12/06/06
12/06/06
12/06/06
12/06/06
12/07/06
12/07/06
12/07/06
12/07/06
12/07/06
12/07/06
12/07/06
12/07/06
12/07/06
12/07/06
12/07/06
12/07/06
12/07/06
12/07/06
12/08/06
12/08/06
12/08/06
12/08/06
12/08/06
12/11/06
12/11/06
12/11/06
12/11/06
12/11/06
12/12/06
Location
Unit 3.3; Lot 65
Unit 3.3; Lot 65
Unit 3.3; Lot 65
Unit 3.3; Sitio Colina 12+70
Unit 3.3; Lot 71
Unit 3.3; Lot 73
Unit 3.3; Lot 114
Unit 3.3; Lot 113
Unit 3.3; Lot 112
Unit 3.3; Lot 111
Unit 3.3; Lot 1 10
Unit 3.3; Lot 109
Unit 3.3; Lot 108
Unit 3.3; Lot 107
Unit 3.3; Lot 106
Unit 3.3; Lot 105
Unit 3.3; Lot 104
Unit 3.3; Lot 103
Unit 3.3; Lot 102
Unit 3.3; Lot 101
Unit 3.3; Lot 54
Unit 3.3; Lot 54
Unit 3.3; Lot 54
Unit 3.3; Lot 54
Unit 3.3; Lot 50
Unit 3.3; Lot 1 10/1 13 Easement
Unit 3.3; Lot 109
Unit 3.3; Lot 105
Unit 3.3; Lot 104
Unit 3.3; Lot 101
Unit 3.3; Sitio Corazon 28+80
Elev.
or
Depth
(ft)
544
546
543
533
538
544
530
529
529
529
532
532
532
531
530
530
530
529
529
529
503
508
507
510
512
513
522
521
520
520
517
Curve
No.
18
18
18
18
18
18
8
8
8
8
8
6
6
6
6
8
8
3
3
3
6
7
7
6
7
6
6
6
6
6
18
Plus
3/4"
Rock
30
20
10
10
30
20
0
0
10
0
10
0
0
10
0
0
10
0
10
10
0
30
10
30
40
10
10
30
0
20
30
Adj.
MDD
(pcf)
142.8
141.5
140.2
140.2
142.8
141.5
128.1
128.1
130.4
128.1
130.4
121.9
121.9
124.8
121.9
128.1
130.4
129.0
131.2
131.2
121.9
138.7
135.0
130.5
140.5
124.8
124.8
130.5
121.9
127.6
142.8
Adj.
OMC
6.4
6.8
7.2
7.2
6.4
6.8
10.1
10.1
9.2
10.1
9.2
12.5
12.5
11.3
12.5
10.1
9.2
9.6
8.8
8.8
12.5
6.8
8.0
9.1
6.2
11.3
11.3
9.1
12.5
10.2
6.4
Field
Dry
Dens,
(pcf)
130.6
133.0
128.6
130.4
130.1
128.6
115.5
118.3
118.2
116.0
117.2
110.4
112.6
112.7
110.1
115.5
120.0
116.5
121.6
125.4
109.5
127.3
123.1
121.8
131.2
113.7
112.6
117.6
111.2
115.5
131.7
Field
Moist.
Cont.
6.9
7.7
7.5
7.2
8.0
6.5
11.4
10.5
11.8
12.5
11.5
15.0
12.8
12.6
13.6
10.6
9.2
12.3
9.7
8.8
14.6
8.4
9.6
10.4
6.5
12.5
13.7
13.1
14.1
11.0
8.4
Field
Rel.
Comp.
91
94
92
93
91
91
90
92
91
91
90
91
92
90
90
90
92
90
93
96
90
92
91
93
93
91
90
90
91
91
92
Req'd.
Rel.
Comp.
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
Project No. 06105-52-20 August 14,2007
<Vt
TABLE I
SUMMARY OF FIELD DENSITY TEST RESULTS
Test No.
1429
SZ 1430
SZ 1431
SZ 1431 A
SZ 1433
SZ 1434
1435
1436
1436 A
1437
1438
FG 1457
FG 1458
FG 1459
FG 1460
FG 1461
FG 1462
FG 1463
ST 1464
SZ 1469
SZ 1470
ST 1471
SZ 1472
SZ 1473
1477
1478
1479
SZ 1480
SZ 1481
SZ 1482
1483
Date
12/12/06
12/12/06
12/12/06
12/12/06
12/13/06
12/13/06
12/13/06
12/13/06
12/13/06
12/13/06
12/13/06
12/19/06
12/19/06
12/19/06
12/19/06
12/19/06
12/19/06
12/19/06
12/19/06
12/20/06
12/20/06
12/20/06
12/21/06
12/21/06
12/22/06
12/26/06
12/26/06
12/27/06
12/27/06
12/27/06
12/27/06
Location
Unit 3.3; Sitio Corazon 29+80
Unit 3.3; Pvt. SD Easement 36+80
Unit 3.3; Pvt SD Easement 36+80
Unit 3.3; Pvt. SD Easement 36+80
Unit 3.3; Lot 64
Unit 3.3; Lot 64
Unit 3.3; Lot 64
Unit 3.3; Lot 64
Unit 3.3; Lot 64
Unit 3.3; Lot 64
Unit 3.3; Lot 63
Unit 3.3; Lot 70
Unit 3.3; Lot 69
Unit 3. 3; Lot 68
Unit 3.3; Lot 67
Unit 3.3; Lot 66
Unit 3.3; Lot 65
Unit 3.3; Lot 64
Unit 3.3; Sitio Colina 12+75
Unit 3.3; SD Easement
Unit 3.3; SD Easement
Unit 3.3; Lot 64
Unit 3.3; SD Easement 35+30
Unit 3.3; SD Easement 35+30
Unit 3.3; Lot 50
Unit 3.3; Lot 48
Unit 3.3; Lot 50
Unit 3.3; Lot 31
Unit 3.3; Lot 31
Unit 3.3; Lot 31
Unit 3.3; Lot 31
Elev.
or
Depth
(ft)
513
455
475
475
530
535
540
543
543
545
533
542
543
544
546
547
547
547
530
470
475
538
480
486
512
515
517
544
547
551
555
Curve
No.
18
18
18
18
8
8
6
8
8
8
8
18
18
18
18
18
8
8
7
6
6
18
6
6
18
8
8
8
6
8
8
Plus
3/4"
Rock
(%)
30
0
10
10
10
30
0
0
0
10
0
0
0
30
20
20
0
0
10
0
10
20
0
0
10
0
0
0
20
10
10
Adj.
MOD
(PCf)
142.8
138.9
140.2
140.2
130.4
135.0
121.9
128.1
128.1
130.4
128.1
138.9
138.9
142.8
141.5
141.5
128.1
128.1
135.0
121.9
124.8
141.5
121.9
121.9
140.2
128.1
128.1
128.1
127.6
130.4
130.4
Adj.
OMC
(%)
6.4
7.6
7.2
7.2
9.2
7.6
12.5
10.1
10.1
9.2
10.1
7.6
7.6
6.4
6.8
6.8
10.1
10.1
8.0
12.5
11.3
6.8
12.5
12.5
7.2
10.1
10.1
10.1
10.2
9.2
9.2
Field
Do-
Dens.
(pcf)
131.7
126.2
123.5
129.6
120.7
128.8
113.6
112.0
116.2
118.9
115.8
126.2
129.4
130.1
127.0
134.2
120.2
115.7
124.2
109.8
112.2
130.5
112.8
109.6
128.9
115.6
118.2
116.5
115.7
118.0
124.7
Field
Moist.
Cont.
(%)
8.4
8.1
8.4
6.9
11.3
7.9
14.1
7.3
12.0
10.1
11.7
9.3
8.0
6.6
8.5
6.6
11.3
12.1
8.6
14.6
14.6
7.2
12.8
14.0
9.3
12.1
10.8
11.9
11.8
10.1
9.6
Field
Rel.
Comp.
(%)
92
91
88
92
93
95
93
87
91
91
90
91
93
91
90
95
94
90
92
90
90
92
93
90
92
90
92
91
91
90
96
Req'd.
Rel.
Comp.
(%)
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
Project No. 06105-52-20 August 14,2007
1 k r ' r V V
Test No.
1484
1485
1486
1487
SZ 1488
SZ 1489
1490
1491
SZ 1492
SZ 1493
SZ 1494
1495
1496
1497
1498
1499
1500
1501
1502
1503
1504
1505
SZ 1506
1507
1508
1509
1510
1511
1512
1513
1514
n<
Date
12/27/06
12/27/06
12/28/06
12/28/06
12/28/06
12/28/06
12/28/06
12/28/06
12/28/06
12/29/06
12/29/06
12/29/06
01/02/07
01/02/07
01/02/07
01/02/07
01/03/07
01/03/07
01/03/07
01/03/07
01/03/07
01/04/07
01/04/07
01/04/07
01/04/07
01/04/07
01/04/07
01/04/07
01/05/07
01/05/07
01/05/07
i i lit t i i i
SUMMARY OF
Location
Unit 3.3; Lot 31
Unit 3.3; Lot 54
Unit 3.3; Lot 7
Unit 3.3; Lot 9
Unit 3.3; Lot 55
Unit 3.3; Lot 55
Unit 3 J; Lot 6
Unit 3.3; Lot 8
Unit 3.3; Lot 55
Unit 3.3; Pvt. SD Easement
Unit 3.3; Lot 55
Unit 3.3; SD Easement
Unit 3.3; Lot 95
Unit 3.3; Lot 94
Unit 3.3; Lot 97
Unit 3.3; Lot 97
Unit 3.3; Lot 97
Unit 3.3; Lot 7
Unit 3.3; Lot 9
Unit 3.3; Lot 55
Unit 3.3; Sitio Caliente 12+30
Unit 3.3; Sitio Caliente 1 1+35
Unit 3.3; Lot 97
Unit 3.3; Lot 85
Unit 3.3; Lot 87
Unit 3.3; Lot 86
Unit 3.3; Lot 85
Unit 3.3; Lot 86
Unit 3.3; Lot 87
Unit 3.3; Lot 19
Unit 3.3; Lot 96
i 1 i
TABLE 1
t i
1
*'
/<'<1 fc i
C f f C f C f f C C f
FIELD DENSITY TEST RESULTS
Elev.
or
Depth
(ft)
558
512
523
528
493
497
523
528
501
504
505
509
513
517
510
513
515
526
532
507
531
529
515
540
536
534
537
538
535
536
518
Curve
No.
8
6
6
6
8
8
18
8
8
6
6
6
8
6
8
6
6
8
6
6
6
6
6
6
8
6
6
6
6
6
6
Plus
3/4"
Rock
0
0
0
30
20
20
20
0
0
20
10
10
20
0
0
0
30
0
10
10
0
0
0
20
0
10
0
0
20
10
10
Adj.
MDD
(pcf)
128.1
121.9
121.9
130.5
132.7
132.7
141.5
128.1
128.1
127.6
124.8
124.8
132.7
121.9
128.1
121.9
130.5
128.1
124.8
124.8
121.9
121.9
121.9
127.6
128.1
124.8
121.9
121.9
127.6
124.8
124.8
Adj.
OMC
10.1
12.5
12.5
9.1
8.4
8.4
6.8
10.1
10.1
10.2
il.3
11.3
8.4
12.5
10.1
12.5
9.1
10.1
11.3
11.3
12.5
12.5
12.5
10.2
10.1
11.3
12.5
12.5
10.2
11.3
11.3
Field
Dry
Dens,
(pcf)
116.3
113.0
109.9
124.3
119.4
121.6
130.2
115.8
119.6
115.7
113.0
112.5
120.1
110.4
115.4
109.5
120.6
118.7
117.2
114.7
109.8
111.6
111.9
115.7
117.4
112.1
110.6
109.8
117.3
112.1
115.4
Field
Moist.
Cont.
11.9
12.8
14.1
9.7
8.8
8.4
7.5
11.6
10.5
11.3
13.7
14.1
10.3
14.7
9.7
14.0
11.8
10.6
13.5
12.6
14.0
13.2
15.4
11.1
12.9
14.3
13.1
14.6
12.8
13.0
11.8
Field
Rel.
Comp.
91
93
90
95
90
92
92
90
93
91
91
90
91
91
90
90
92
93
94
92
90
92
92
91
92
90
91
90
92
90
92
Req'd.
Rel.
Comp.
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
Project No. 06105-52-20 August 14,2007
r' r rVr V cc ' c'« VV I / <Vc VV <' «'V '
TABLE I
SUMMARY OF FIELD DENSITY TEST RESULTS
Test No.
SZ 1515
SZ 1516
SZ 1517
SZ 1518
SZ 1519
SZ 1520
SZ 1521
SZ 1522
SZ 1523
SZ 1524
SZ 1525
SZ 1526
SZ 1532
SZ 1533
SZ 1534
SZ 1535
SZ 1536
SZ 1537
SZ 1538
SZ 1539
SZ 1540
SZ 1541
SZ 1542
SZ 1543
SZ 1544
SZ 1545
SZ 1546
SZ 1547
SZ 1548
SZ 1549
SZ 1550
Date
01/05/07
01/08/07
01/08/07
01/08/07
01/08/07
01/08/07
01/08/07
01/08/07
01/08/07
01/08/07
01/08/07
01/09/07
01/10/07
01/10/07
01/10/07
01/10/07
01/10/07
01/10/07
01/10/07
01/10/07
01/10/07
01/11/07
01/11/07
01/11/07
01/11/07
01/11/07
01/11/07
01/11/07
01/11/07
01/11/07
01/12/07
Location
Unit 3.3; Lot 94
Unit 3.3; Lot 88
Unit 3.3; Lot 85
Unit 3.3; Lot 84
Unit 3.3; Lot 89
Unit 3.3; Lot 91
Unit 3.3; Lot 97
Unit 3.3; Lot 94
Unit 3.3; Lot 97
Unit 3.3; Lot 95
Unit 3.3; Lot 97
Unit 3.3; Lot 94
Unit 3.3; Lot 5
Unit 3.3; Lot 4
Unit 3.3; Lot 3
Unit 3.3; Lot 2
Unit 3.3; Lot 1
Unit 3.3; Lot 94
Unit 3.3; Lot 92
Unit 3.3; Lot 98
Unit 3.3; Lot 98
Unit 3.3; Lot 10
Unit 3.3; Lot 9
Unit 3.3; Lot 8
Unit 3.3; Lot 7
Unit 3.3; Lot 6
Unit 3.3; Lot 49
Unit 3. 3; Lot 48
Unit 3.3; Lot 47
Unit 3.3; Lot 31
Unit 3.3; Lot 94
Elev.
or
Depth
(ft)
518
535
541
544
529
535
518
519
520
521
523
524
524
526
529
532
535
526
536
525
524
537
534
531
528
525
516
517
519
550
530
Curve
No.
6
18
18
18
18
18
4
4
7
4
4
4
18
18
18
18
18
4
18
4
4
8
6
8
6
6
18
18
18
18
7
Plus
3/4"
Rock
(%)
10
30
10
10
10
20
0
30
20
20
10
10
10
30
20
20
20
20
40
10
10
0
20
10
0
0
20
30
30
30
10
Adj.
MOD
(pcf)
124.8
142.8
140.2
140.2
140.2
141.5
126.0
133.5
136.8
131.0
128.5
128.5
140.2
142.8
141.5
141.5
141.5
131.0
144.1
128.5
128.5
128.1
127.6
130.4
121.9
121.9
141.5
142.8
142.8
142.8
135.0
Adj.
OMC
(%)
11.3
6.4
7.2
7.2
7.2
6.8
12.0
9.2
7.4
10.1
11.0
11.0
7.2
6.4
6.8
6.8
6.8
10.1
6.0
11.0
11.0
10.1
10.2
9.2
12.5
12.5
6.8
6.4
6.4
6.4
8.0
Field
Dry
Dens,
(pcf)
112.7
130.1
128.4
131.7
130.8
131.6
114.6
123.5
124.6
120.7
116.6
120.2
131.8
133.6
130.7
127.3
127.8
124.6
131.5
117.4
116.4
115.5
117.3
118.2
109.9
112.0
128.5
134.7
130.2
128.8
121.7
Field
Moist.
Cent.
(%)
14.3
7.7
8.6
8.3
10.2
7.5
15.7
9.6
10. 1
11.9
14.0
11.7
7.0
6.4
6.8
8.4
7.5
11.3
6.3
12.1
11.7
11.3
11.8
10.7
13.1
12.6
7.3
6.1
6.8
6.6
9.3
Field
Rel.
Comp.
(%)
90
91
92
94
93
93
91
93
91
92
91
94
94
94
92
90
90
95
91
91
91
90
92
91
90
92
91
94
91
90
90
Req'd.
Rel.
Comp.
(%)
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
Project No. 06105-52-20 August 14,2007
TABLE I
SUMMARY OF FIELD DENSITY TEST RESULTS
Test No.
SZ 1551
SZ 1552
SZ 1553
SZ 1554
1555
1556
1557
1558
1559
1560
1561
1562
1563
1564
1565
1566
1567
1568
SZ 1569
SZ 1570
SZ 1571
SZ 1572
SZ 1573
SZ 1574
SZ 1575
ST 1576
1577
1578
1579
1580
1581
Date
01/12/07
01/12/07
01/12/07
01/12/07
01/15/07
01/15/07
01/15/07
01/15/07
01/15/07
01/15/07
01/16/07
01/16/07
01/16/07
01/16/07
01/16/07
01/16/07
01/16/07
01/16/07
01/17/07
01/17/07
01/17/07
01/17/07
01/17/07
01/17/07
01/17/07
01/18/07
01/18/07
01/18/07
01/18/07
01/19/07
01/19/07
Location
Unit 3.3; Lot 96
Unit 3.3; Lot 95
Unit 3.3; Lot 90
Unit 3.3; Lot 92
Unit 3.3; Lot 91
Unit 3.3; Lot 90
Unit 3.3; Lot 89
Unit 3.3; Lot 97
Unit 3.3; Lot 96
Unit 3.3; Lot 95
Unit 3.3; Lot 94
Unit 3.3; Lot 93
Unit 3.3; Lot 94
Unit 3.3; Lot 93
Unit 3.3; Lot 57
Unit 3.3; Lot 97
Unit 3.3; Lot 96
Unit 3.3; Lot 95
Unit 3.3; Lot 81
Unit 3.3; Lot 79
Unit 3.3; Lot 81
Unit 3.3; Lot 78
Unit 3.3; Lot 80
Unit 3.3; Lot 79
Unit 3.3; Lot 76
Unit 3.3; Lot 94
Unit 3.3; Lot 55
Unit 3.3; Lot 55
Unit 3.3; Lot 55
Unit 3.3; Sitio Caliente 26+90
Unit 3.3; Sitio Caliente 26+05
Elev.
or
Depth
(ft)
528
531
531
538
537
535
531
525
528
531
532
534
535
537
519
529
532
535
530
528
535
531
539
535
516
530
505
510
513
508
513
Curve
No.
6
7
18
18
18
18
18
18
18
18
4
4
4
4
7
18
18
18
18
4
4
4
4
4
4
6
6
6
6
18
18
Plus
3/4"
Rock
0
20
20
20
20
30
20
30
10
20
40
20
20
30
20
40
30
20
20
10
30
20
20
20
30
0
20
0
0
20
30
Adj.
MDD
(pcf)
121.9
136.8
141.5
141.5
141.5
142.8
141.5
142.8
140.2
141.5
136.0
131.0
131.0
133.5
136.8
144.1
142.8
141.5
141.5
128.5
133.5
131.0
131.0
131.0
133.5
121.9
127.6
121.9
121.9
141.5
142.8
Adj.
OMC
12.5
7.4
6.8
6.8
6.8
6.4
6.8
6.4
7.2
6.8
8.4
10.1
10.1
9.2
7.4
6.0
6.4
6.8
6.8
11.0
9.2
10.1
10.1
10.1
9.2
12.5
10.2
12.5
12.5
6.8
6.4
Field
Dry
Dens,
(pcf)
110.0
124.3
134.6
129.8
127.5
130.4
130.3
133.0
127.9
127.9
124.6
124.6
118.7
123.9
124.0
136.2
131.2
130.2
127.7
116.9
123.4
118.7
117.8
118.4
123.4
109.2
115.6
111.2
109.9
128.0
136.5
Field
Moist.
Cont.
14.6
8.1
7.0
8.5
7.7
9.3
8.1
7.2
7.5
7.8
9.3
11.2
10.6
13.2
8.7
6.4
6.7
7.1
8.4
13.8
10.1
13.2
12.6
13.6
10.4
15.3
11.8
12.6
14.3
7.2
6.5
Field
Rel.
Comp.
90
91
95
92
90
91
92
93
91
90
92
95
91
93
91
95
92
92
90
91
92
91
90
90
92
90
91
91
90
90
96
Req'd.
Rel.
Comp.
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
Project No. 06105-52-20 August 14,2007
TABLE I
SUMMARY OF FIELD DENSITY TEST RESULTS
Test No.
1582
1583
1584
1585
1586
1587
1588
1589
1590
1591
SZ 1592
1593
1594
SZ 1595
15%
1596 A
1597
SZ 1598
1599
1600
1601
1602
1603
1604
1605
1606
1607
1608
1609
1610
1611
Date
01/19/07
01/19/07
01/19/07
01/22/07
01/22/07
01/22/07
01/22/07
01/22/07
01/22/07
01/22/07
01/23/07
01/23/07
01/23/07
01/23/07
01/23/07
01/23/07
01/24/07
01/24/07
01/24/07
01/24/07
01/24/07
01/24/07
01/25/07
01/25/07
01/25/07
01/26/07
01/26707
01/26/07
01/26/07
01/29/07
01/29/07
Location
Unit 3.3; Lot 53
Unit 3.3; Lot 52
Unit 3.3; Lot 54
Unit 3.3; Lot 50
Unit 3.3; Lot 54
Unit 3.3; Lot 53
Unit 3.3; Lot 52
Unit 3.3; Lot 55
Unit 3.3; Lot 56
Unit 3.3; Lot 58
Unit 3.3; Lot 79
Unit 3.3; Lot 81
Unit 3.3; Lot 82
Unit 3.3; Lot 76
Unit 3.3; Lot 79
Unit 3.3; Lot 79
Unit 3.3; Lot 81
Unit 3.3; Lot 76
Unit 3.3; Lot 78
Unit 3.3; Lot 80
Unit 3.3; Lot 76
Unit 3.3; Lot 75
Unit 3.3; Sitio Caliente 15+00
Unit 3.3; Sitio Caliente 14+00
Unit 3.3; Sitio Caliente 14+50
Unit 3.3; Lot 74
Unit 3. 3; Lot 72
Unit 3.3; Lot 71
Unit 3.3; Lot 73
Unit 3.3; Lot 78
Unit 3.3; Lot 81
Elev.
or
Depth
(ft)
511
517
513
517
513
517
518
515
519
524
539
542
544
540
544
544
546
545
547
550
550
548
542
540
541
546
542
539
545
546
546
Curve
No.
18
18
18
18
18
18
18
18
18
18
4
7
4
7
7
7
7
7
7
7
7
7
18
18
18
18
18
18
18
7
7
Plus
3/4"
Rock
(%)
30
10
20
30
30
20
40
10
30
30
0
20
20
30
20
20
20
30
20
40
40
20
10
40
10
20
20
30
30
40
10
Adj.
MOD
(pcf)
142.8
140.2
141.5
142.8
142.8
141.5
144.1
140.2
142.8
142.8
126.0
136.8
131.0
138.7
136.8
136.8
136.8
138.7
136.8
140.5
140.5
136.8
140.2
144.1
140.2
141.5
141.5
142.8
142.8
140.5
135.0
Adj.
OMC
(%)
6.4
7.2
6.8
6.4
6.4
6.8
6.0
7.2
6.4
6.4
12.0
7.4
10.1
6.8
7.4
7.4
7.4
6.8
7.4
6.2
6.2
7.4
7.2
6.0
7.2
6.8
6.8
6.4
6.4
6.2
8.0
Field
Dry
Dens.
(pcf)
131.8
129.4
134.6
134.6
128.9
128.8
137.4
126.3
129.7
131.8
113.8
124.0
119.7
130.2
118.0
123.7
124.9
125.3
123.4
130.4
126.9
123.9
131.6
130.2
128.4
131.6
127.7
128.8
134.6
128.0
122.8
Field
Moist.
Cont.
(%)
7.0
7.7
6.9
6.5
7.8
7.1
6.2
8.5
6.6
6.3
14.7
8.3
11.5
6.9
9.1
8.8
8.9
8.1
9.7
7.7
8.4
8.5
7.2
6.3
8.7
6.9
8.4
7.1
6.3
7.3
9.7
Field
Rel.
Comp.
(%)
92
92
95
94
90
91
95
90
91
92
90
91
91
94
86
90
91
90
90
93
90
91
94
90
92
93
90
90
94
91
91
Req'd.
Rel.
Comp.
(%)
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
Project No. 06105-52-20 August 14,2007
TABLE I
SUMMARY OF FIELD DENSITY TEST RESULTS
Test No.
1612
1613
1614
1615
1616
1617
FG 1618
FG 1619
1620
1621
1622
1623
1624
1625
1626
1627
1628
1629
1630
FG 1631
FG 1632
FG 1633
FG 1634
FG 1635
FG 1636
FG 1637
FG 1638
FG 1639
FG 1640
FG 1641
FG 1642
Date
01/29/07
01/29/07
01/29/07
01/30/07
01/30/07
01/30/07
02/21/07
02/21/07
01/30/07
01/30/07
01/31/07
01/31/07
01/31/07
01/31/07
01/31/07
01/31/07
01/31/07
01/31/07
01/31/07
02/01/07
02/01/07
02/01/07
02/01/07
02/01/07
02/01/07
02/01/07
02/01/07
02/01/07
02/01/07
02/01/07
02/01/07
Location
Unit 3.3; Lot 79
Unit 3.3; Lot 82
Unit 3.3; Lot 80
Unit 3.3; Lot 79
Unit 3. 3; Lot 77
Unit 3.3; Lot 80
Unit 3.3; Lot 21
Unit 3.3; Lot 22
Unit 3.3; Lot 78
Unit 3.3; Lot 80
Unit 3.3; Lot 82
Unit 3.3; Sitio Caliente 22+25
Unit 3.3; Sitio Caliente 24+05
Unit 3.3; Lot 62
Unit 3.3; Lot 41
Unit 3.3; Lot 45
Unit 3.3; Lot 44
Unit 3.3; Lot 60
Unit 3.3; Lot 62
Unit 3.3; Lot 85
Unit 3.3; Lot 86
Unit 3.3; Lot 87
Unit 3.3; Lot 88
Unit 3.3; Lot 89
Unit 3. 3; Lot 90
Unit 3.3; Lot 91
Unit 3.3; Lot 92
Unit 3.3; Lot 100
Unit 3.3; Lot 99
Unit 3.3; Lot 98
Unit 3.3; Lot 97
Elev.
or
Depth
(ft)
550
544
551
554
550
554
545
549
554
555
548
524
520
528
528
520
522
527
531
543
541
538
537
534
536
539
541
529
530
531
531
Curve
No.
6
7
7
7
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
Plus
3/4"
Rock
(%)
0
20
20
30
20
30
40
30
30
30
10
10
20
30
30
10
10
20
30
30
20
30
20
10
10
10
30
20
20
20
40
Adj.
MDD
(pcf)
121.9
136.8
136.8
138.7
141.5
142.8
144.1
142.8
142.8
142.8
140.2
140.2
141.5
142.8
142.8
140.2
140.2
141.5
142.8
142.8
141.5
142.8
141.5
140.2
140.2
140.2
142.8
141.5
141.5
141.5
144.1
Adj.
OMC
(%)
12.5
7.4
7.4
6.8
6.8
6.4
6.0
6.4
6.4
6.4
7.2
7.2
6.8
6.4
6.4
7.2
7.2
6.8
6.4
6.4
6.8
6.4
6.8
7.2
7.2
7.2
6.4
6.8
6.8
6.8
6.0
Field
Dry
Dens,
(pcf)
111.6
124.2
123.2
125.8
127.8
128.5
136.3
130.8
130.6
128.8
126.8
130.1
130.8
129.4
128.5
127.2
126.5
127.2
128.7
131.1
132.0
128.7
127.7
128.4
126.7
126.3
133.6
127.9
134.2
130.4
131.2
Field
Moist.
Cont.
(%)
13.6
8.1
10.7
8.1
7.4
7.3
6.2
7.1
6.3
8.2
8.5
8.8
6.8
6.6
8.6
8.1
7.7
8.0
8.5
6.3
7.0
7.4
6.9
7.5
7.1
8.6
6.5
6.8
7.3
8.1
6.5
Field
Rel.
Comp.
(%)
92
91
90
91
90
90
95
92
91
90
90
93
92
91
90
91
90
90
90
92
93
90
90
92
90
90
94
90
95
92
91
Req'd.
Rel.
Comp.
(%)
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
Project No. 06105-52-20 August 14,2007
t r V V I V ' < '* '< H «Vf V«« Vi \ '< f «• « V
TABLE I
SUMMARY OF FIELD DENSITY TEST RESULTS
Test No.
FG 1643
FG 1644
FG 1645
FG 1646
FG 1647
FG 1648
FG 1649
FG 1650
FG 1651
FG 1652
FG 1653
FG 1654
ST 1655
ST 1656
ST 1657
ST 1658
1659
1660
1661
1662
1663
1664
1665
1666
1667
1668
1669
1670
FG 1671
FG 1672
FG 1673
Date
02/01/07
02/01/07
02/01/07
02/02/07
02/02/07
02/02/07
02/02/07
02/02/07
02/02/07
02/02/07
02/02/07
02/02/07
02/05/07
02/05/07
02/05/07
02/05/07
02/05/07
02/05/07
02/06/07
02/06/07
02/06707
02/06/07
02/06/07
02/07/07
02/07/07
02/07/07
02/07/07
02/07/07
02/07/07
02/07/07
02/07/07
Location
Unit 3.3; Lot 96
Unit 3.3; Lot 95
Unit 3.3; Lot 94
Unit 3.3; Lot 50
Unit 3.3; Lot 51
Unit 3.3; Lot 54
Unit 3.3; Lot 53
Unit 3.3; Lot 52
Unit 3.3; Lot 55
Unit 3.3; Lot 56
Unit 3.3; Lot 57
Unit 3.3; Lot 58
Unit 3.3; Sitio Colina 12+45
Unit 3.3; Lot 72
Unit 3.3; Lot 60
Unit 3.3; Lot 55
Unit 3.3; Sitio Caliente 17+10
Unit 3.3; Sitio Caliente 16+00
Unit 3.3; Lot 81
Unit 3.3; Sitio Caliente 17+95
Unit 3.3; Lot 79
Unit 3.3; Lot 83
Unit 3.3; Sitio Caliente 20+40
Unit 3.3; Sitio Caliente 19+10
Unit 3.3; Sitio Caliente 20+80
Unit 3.3; Lot 74
Unit 3.3; Lot 72
Unit 3.3; Lot 72
Unit 3.3; Lot 59
Unit 3.3; Lot 60
Unit 3.3; Lot 61
Elev.
or
Depth
(ft)
534
536
539
519
521
515
519
522
518
521
524
526
528
538
515
510
547
548
548
546
553
545
532
538
534
544
540
543
526
529
531
Curve
No.
18
18
18
18
18
18
18
18
18
18
18
18
7
6
7
6
4
4
4
7
18
18
18
18
18
18
18
18
18
18
18
Plus
3/4"
Rock
(%)
20
20
30
10
30
20
20
20
20
10
30
30
30
0
10
10
10
0
20
30
10
10
20
20
20
10
10
30
10
20
20
Adj.
MDD
(pcf)
141.5
141.5
142.8
140.2
142.8
141.5
141.5
141.5
141.5
140.2
142.8
142.8
138.7
121.9
135.0
124.8
128.5
126.0
131.0
138.7
140.2
140.2
141.5
141.5
141.5
140.2
140.2
142.8
140.2
141.5
141.5
Adj.
OMC
(%)
6.8
6.8
6.4
7.2
6.4
6.8
6.8
6.8
6.8
7.2
6.4
6.4
6.8
12.5
8.0
11.3
11.0
12.0
10.1
6.8
7.2
7.2
6.8
6.8
6.8
7.2
7.2
6.4
7.2
6.8
6.8
Field
Dry
Dens.
(pcf)
127.3
128.4
128.5
131.1
133.2
131.1
127.8
127.2
133.0
131.7
130.1
128.9
125.7
109.6
125.7
112.2
120.3
113.8
120.0
125.7
126.3
131.2
131.7
127.8
127.3
133.0
129.7
129.5
132.3
131.4
128.9
Field
Moist.
Cont.
(%)
7.8
8.5
7.7
7.7
6.4
7.6
7.3
8.2
7.7
7.0
6.7
8.4
8.1
15.4
8.3
14.1
11.8
14.0
12.8
7.1
8.4
7.3
8.4
6.9
7.4
8.4
7.6
6.6
8.0
7.2
6.5
Field
Rel.
Comp.
(%)
90
91
90
94
93
93
90
90
94
94
91
90
91
90
93
90
94
90
92
91
90
94
93
90
90
95
93
91
94
93
91
Req'd.
Rel.
Comp.
(%)
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
Project No. 06105-52-20 August 14,2007
iff I i i t, i i J t fc i i i • ifmr r <« **•
TABLE 1
SUMMARY OF FIELD DENSITY TEST RESULTS
Elev. Plus
or 3/4" Adj.
Depth Curve Rock MOD
Test No.
FG 1674
FG 1675
1676
FG 1677
FG 1678
FG 1679
FG 1680
1681
1682
1683
1684
1685
1686
FG 1687
FG 1688
FG 1689
FG 1690
FG 1691
ST 1692
FG 1693
FG 1694
FG 1695
FG 1696
FG 1697
FG 1698
FG 1699
FG 1700
FG 1701
FG 1704
FG 1705
1706
Date
02/07/07
02/07/07
02/08/07
02/09/07
02/09/07
02/09/07
02/09/07
12/12/07
12/12/07
12/12/07
12/12/07
02/12/07
02/12/07
02/13/07
02/13/07
02/13/07
02/13/07
02/13/07
02/13/07
02/13/07
02/13/07
02/13/07
02/13/07
02/13/07
02/13/07
02/15/07
02/15/07
02/15/07
02/21/07
02/21/07
02/22/07
Location
Unit 3.3; Lot 62
Unit 3.3; Lot 63
Unit 3.3; Lot 24
Unit 3.3; Lot 93
Unit 3.3; Lot 84
Unit 3.3; Lot 83
Unit 3.3; Lot 82
Unit 3.3; Sitio Caliente 13+20
Unit 3.3; Lot 21
Unit 3.3; Lot 23
Unit 3.3; Lot 43
Unit 3.3; Lot 21
Unit 3.3; Lot 23
Unit 3.3; Lot 81
Unit 3.3; Lot 80
Unit 3.3; Lot 79
Unit 3.3; Lot 78
Unit 3.3; Lot 77
Unit 3.3; Lot 79
Unit 3.3; Lot 71
Unit 3.3; Lot 72
Unit 3.3; Lot 73
Unit 3.3; Lot 74
Unit 3.3; Lot 75
Unit 3.3; Lot 76
Unit 3.3; Lot 46
Unit 3.3; Lot 47
Unit 3.3; Lot 44
Unit 3.3; Lot 19
Unit 3.3; Lot 20
Unit 3.3; Sitio Altura 1 1+00
(ft)
533
535
551
542
543
548
549
539
541
547
527
543
549
552
556
558
555
552
537
541
544
547
548
549
552
520
522
523
540
543
547
No.
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
4
18
18
18
18
18
18
18
18
18
18
18
18
(%)
20
20
30
30
20
30
20
30
10
20
20
20
40
10
10
10
30
20
0
30
30
20
30
30
20
20
20
20
20
20
10
(pcf)
141.5
141.5
142.8
142.8
141.5
142.8
141.5
142.8
140.2
141.5
141.5
141.5
144.1
140.2
140.2
140.2
142.8
141.5
126.0
142.8
142.8
141.5
142.8
142.8
141.5
141.5
141.5
141.5
141.5
141.5
140.2
Adj.
OMC
(%)
6.8
6.8
6.4
6.4
6.8
6.4
6.8
6.4
7.2
6.8
6.8
6.8
6.0
7.2
7.2
7.2
6.4
6.8
12.0
6.4
6.4
6.8
6.4
6.4
6.8
6.8
6.8
6.8
6.8
6.8
7.2
Field
Dry
Dens.
(pcf)
131.0
131.4
131.9
128.6
128.9
133.4
134.7
130.0
126.4
127.8
129.9
129.1
136.8
131.3
127.7
128.4
128.7
130.3
113.9
131.9
131.2
127.9
128.3
133.7
132.6
128.1
129.5
127.6
129.1
127.5
134.7
^* m
Field
Moist.
Com.
(%)
7.2
6.5
7.7
7.0
6.7
6.5
7.6
7.4
8.5
8.6
7.2
7.5
6.1
7.0
7.6
9.2
6.3
7.7
14.7
6.6
7.1
8.7
8.4
6.9
7.0
6.6
8.2
8.9
6.7
7.2
7.7
•* •
Field
Rel.
Comp.
(%)
93
93
92
90
91
93
95
91
90
90
92
91
95
94
91
92
90
92
90
92
92
90
90
94
94
91
92
90
91
90
%
Req'd.
Rel.
Comp.
(%)
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
Project No. 06105-52-20 August 14,2007
r ' r V r H.r'cVVH,r'rVr M <V<
TABLE 1
vv *'u<'r VV n <v<\tt<
SUMMARY OF FIELD DENSITY TEST RESULTS
Test No.
1707
1708
FG 1709
FG 1710
FG 1711
FG 1712
FG 1713
FG 1714
1715
1716
FG 1717
FG 1718
FG 1719
FG 1720
FG 1721
FG 1722
FG 1723
FG 1724
FG 1725
1726
1727
1728
1729
1730
1731
1732
1733
FG 1734
FG 1735
FG 1736
FG 1737
Date
02/22/07
02/22/07
02/22/07
02/22/07
02/23/07
02/23/07
02/23/07
02/23/07
02/28/07
02/28/07
03/01/07
03/01/07
03/01/07
03/01/07
03/01/07
03/02/07
03/02/07
03/02/07
03/02/07
03/02/07
03/02/07
03/02/07
03/02/07
03/05/07
03/05/07
03/05/07
03/05/07
03/05/07
03/05/07
03/06/07
03/06/07
Location
Unit 3.3; Sitio Altura 1 1+20
Unit 3.3; Sitio Altura 1 1+50
Unit 3.3; Lot 25
Unit 3.3; Lot 24
Unit 3.3; Lot 26
Unit 3.3; Lot 27
Unit 3.3; Lot 34
Unit 3.3; Lot 37
Unit 3.3; Lot 38
Unit 3.3; Lot 39
Unit 3.3; Lot 23
Unit 3.3; Lot 24
Unit 3.3; Lot 25
Unit 3.3; Lot 26
Unit 3.3; Lot 27
Unit 3.3; Lot 28
Unit 3.3; Lot 29
Unit 3.3; Lot 30
Unit 3.3; Lot 31
Unit 3.3; Lot 37
Unit 3.3; Lot 35
Unit 3.3; Lot 34
Unit 3.3; Lot 32
Unit 3.3; Lot 40
Unit 3.3; Lot 41
Unit 3.3; Lot 42
Unit 3.3; Lot 43
Unit 3.3; Lot 32
Unit 3.3; Lot 33
Unit 3.3; Lot 34
Unit 3.3; Lot 35
Elev.
or
Depth
(ft)
549
550
553
552
555
556
553
552
540
537
551
554
557
557
558
558
560
560
561
552
555
556
558
534
532
529
528
559
558
557
556
Curve
No,
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
Plus
3/4"
Rock
(%)
10
30
20
20
20
10
20
10
10
30
30
30
20
40
40
10
30
20
20
10
10
10
20
20
40
10
10
30
20
20
20
Adj.Adj.
MOD OMC
(pcf)
140.2
142.8
141.5
141.5
141.5
140.2
141.5
140.2
140.2
142.8
142.8
142.8
141.5
144.1
144.1
140.2
142.8
141.5
141.5
140.2
140.2
140.2
141.5
141.5
144.1
140.2
140.2
142.8
141.5
141.5
141.5
(%)
7.2
6.4
6.8
6.8
6.8
7.2
6.8
7.2
7.2
6.4
6.4
6.4
6.8
6.0
6.0
7.2
6.4
6.8
6.8
7.2
7.2
7.2
6.8
6.8
6.0
7.2
7.2
6.4
6.8
6.8
6.8
Field
Dry
Dens.
(pcf)
126.7
131.4
127.0
129.8
128.4
131.2
127.8
131.3
131.8
130.6
134.2
131.7
130.4
132.5
129.5
126.1
134.7
130.6
134.8
126.6
126.9
130.5
132.4
130.1
131.7
132.8
128.6
133.6
127.2
128.6
127.7
Field
Moist.
Cont.
(%)
7.3
6.6
7.6
6.9
8.1
8.9
9.1
7.9
7.5
6.5
6.3
9.0
6.7
6.9
8.0
8.5
6.4
6.8
7.3
8.4
7.1
7.5
6.9
6.7
6.3
7.4
7.3
6.5
7.8
9.3
6.9
Field
Rel.
Comp.
(%)
90
92
90
92
91
94
90
94
94
91
94
92
92
92
90
90
94
92
95
90
91
93
94
92
91
95
92
94
90
91
90
Req'd.
Rel.
Comp.
(%)
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
V
Project No. 06105-52-20 August 14,2007
t 1\
TABLE I
SUMMARY OF FIELD DENSITY TEST RESULTS
Test No.
FG
FG
FG
FG
FG
FG
FG
FG
1738
1739
1740
1741
1742
1743
1744
1745
Date
03/06/07
03/06/07
03/07/07
03/07/07
03/07/07
03/07/07
03/08/07
03/08/07
Location
Unit 3.3; Lot 36
Unit 3.3; Lot 37
Unit 3.3; Lot 38
Unit 3.3; Lot 39
Unit 3.3; Lot 40
Unit 3.3; Lot 41
Unit 3.3; Lot 42
Unit 3.3; Lot 43
Elev.
or
Depth
(ft)
557
554
542
539
535
533
531
529
Curve
No.
18
18
18
18
18
18
18
18
Plus
3/4"
Rock
(%)
20
30
10
10
20
40
40
10
Adj.
MOD
(pcf)
141.5
142.8
140.2
140.2
141.5
144.1
144.1
140.2
Adj.
CMC
(%)
6.8
6.4
7.2
7.2
6.8
6.0
6.0
7.2
Field
Dry
Dens,
(pcf)
131.7
129.1
126.7
130.8
128.0
130.6
129.8
130.4
Field
Moist.
Cont.
(%)
6.5
7.8
8.3
7.2
7.4
6.1
7.3
7.7
Field
Rel.
Comp.
(%)
93
90
90
93
90
91
90
93
Req'd.
Rel.
Comp.
(%)
90
90
90
90
90
90
90
90
Project No. 06105-52-20 August 14,2007
II I i t i I 1 ti k i fe i li tl t 1 1J ii
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 MT - MOISTURE TEST
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.
- TYPE OF TEST
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. 06105-52-20 August 14,2007
-^TABLE II
SUMMARY OF LABORATORY MAXIMUM DRY DENSITY
AND OPTIMUM MOISTURE CONTENT TEST RESULTS
ASTM D 1557-02
Sample
No.
1
3
4
5
6
7
8
9
18
Description
Olive brown, Silty SAND
Dark brown, Clayey, fine to coarse SAND
Grayish brown, Clayey, fine to coarse SAND
Olive brown, fine Sandy CLAY
Reddish brown, Silty to Clayey, fine to medium
SAND
Yellowish brown, Silty, fine to coarse SAND
Olive gray, clayey to silty, fine to medium SAND
Dark olive brown, fine to coarse, Sandy GRAVEL
Light reddish brown, Silty to Clayey, fine to coarse
SAND
Maximum
Dry Density
(pcf)
130.9
129.0
126.0
119.9
121.9
133.2
128.1
140.2
138.9
Optimum
Moisture Content
(% dry weight)
9.3
9.6
12.0
13.4
12.5
8.6
10.1
6.7
7.6
TABLE III
SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS
ASTM D 4829-03
Sample
No.
EI-AT
EI-AU
EI-AV
EI-AW
EI-AX
EI-AY
EI-AZ
EI-BA
EI-BL
EI-BM
EI-BO
EI-BP
EI-BQ
EI-BR
EI-BS
Moisture Content
Before Test (%)
10.7
10.3
11.7
11.6
12.1
8.4
8.1
7.8
8.0
7.7
9.0
7.7
8.9
7.9
7.7
After Test (%)
20.6
20.3
23.1
22.6
23.4
13.4
13.3
11.8
14.1
13.7
18.3
13.8
15.0
13.5
12.6
Dry Density
(pcf)
106.3
106.7
102.7
105.5
105.1
117.7
118.0
118.3
118.0
118.7
113.1
118.4
113.6
118.4
118.5
Expansion
Index
21
18
35
45
44
0
0
0
0
0
11
0
0
1
1
UBC
Classification
Low
Very Low
Low
Low
Low
Very Low
Very Low
Very Low
Very Low
Very Low
Very Low
Very Low
Very Low
Very Low
Very Low
Project No. 06105-52-20 August 14, 2007
TABLE IV
SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS
ASTM D 3080-04
Sample
No.
1
3
4
Dry Density
(pel)
117.2
115.5
114.3
Moisture
Content (%)
9.9
10.2
11.1
Unit Cohesion
(psf)
650
520
490
Angle of Shear
Resistance (degrees)
38
39
38
Samples remolded to a dry density of approximately 90 percent of the laboratory maximum dry density near to
slightly above optimum moisture content.
TABLE V
SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS
CALIFORNIA TEST NO. 417
Sample No.
EI-AT
EI-AU
EI-AV
EI-AW
EI-AX
EI-AY
EI-AZ
EI-BA
EI-BL
EI-BQ
Water-Soluble Sulfate (%)
0.026
0.016
0.021
0.036
0.041
0.005
0.005
0.011
0.033
0.016
Sulfate Exposure
Negligible
Negligible
Negligible
Negligible
Negligible
Negligible
Negligible
Negligible
Negligible
Negligible
TABLE VI
SUMMARY OF FINISH-GRADE EXPANSION INDEX TEST RESULTS
VILLAGES OF LA COSTA-THE OAKS NORTH, NEIGHBORHOOD 3.3 SOUTH
LOTS 19 THROUGH 35 AND LOTS 80 THROUGH 115
Lot No.
19 through 23
24 through 27
28 through 31
32 through 34
35 through 37
Sample at
Finish Grade
EI-BO
EI-BP
EI-BQ
EI-BR
EI-BS
Expansion
Index
11
0
0
1
1
UBC
Classification
Very Low
Very Low
Very Low
Very Low
Very Low
Project No. 06105-52-20 August 14,2007
TABLE VI (Continued)
SUMMARY OF FINISH-GRADE EXPANSION INDEX TEST RESULTS
VILLAGES OF LA COSTA -THE OAKS NORTH, NEIGHBORHOOD 3.3 SOUTH
LOTS 19 THROUGH 35 AND LOTS 80 THROUGH 115
Lot No.
80 and 81
82 through 84
85 through 88
89 through 92
93
94 through 96
97 through 101
102 through 105
106 through 109
110 through 112
113 through 115
Sample at
Finish Grade
EI-BM
EI-BL
EI-BA
EI-AZ
EI-BL
EI-AY
EI-AX
EI-AW
EI-AV
EI-AU
EI-AT
Expansion
Index
0
0
0
0
0
0
44
45
35
18
21
UBC
Classification
Very Low
Very Low
Very Low
Very Low
Very Low
Very Low
Low
Low
Low
Very Low
Low
TABLE VII
SUMMARY OF AS-GRADED BUILDING PAD CONDITIONS
VILLAGES OF LA COSTA-THE OAKS NORTH, NEIGHBORHOOD 3.3
LOTS 19 THROUGH 35 AND LOTS 80 THROUGH 115
Lot No.
19
20
21
22
23
24
25
26
27
28
29
30
31
Pad Condition
Undercut due to hard rock
Undercut due to hard rock
Undercut due to hard rock
Undercut due to hard rock
Undercut due to hard rock
Undercut due to hard rock
Undercut due to hard rock
Undercut due to hard rock
Undercut due to hard rock
Undercut due to hard rock
Undercut due to hard rock
Undercut due to cut-fill transition
Undercut due to cut-fill transition
Approximate
Maximum
Depth of Fill (feet)
4
4
4
5
4
4
4
4
5
4
5
7
18
Approximate
Maximum Depth of
Fill Differential (feet)
1
1
1
1
1
1
1
1
1
1
2
3
15
Project No. 06105-52-20 August 14, 2007
TABLE VII (Continued)
SUMMARY OF AS-GRADED BUILDING PAD CONDITIONS
VILLAGES OF LA COSTA-THE OAKS NORTH, NEIGHBORHOOD 3.3
LOTS 19 THROUGH 35 AND LOTS 80 THROUGH 115
Lot No.
32
33
34
35
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
104
105
106
107
Pad Condition
Undercut due to hard rock
Undercut due to hard rock
Undercut due to hard rock
Undercut due to hard rock
Fill
Fill
Fill
Undercut due to cut-fill transition
Undercut due to cut-fill transition
Undercut due to cut-fill transition
Undercut due to cut-fill transition
Undercut due to cut-fill transition
Undercut due to cut-fill transition
Undercut due to cut-fill transition
Undercut due to cut-fill transition
Undercut due to cut-fill transition
Fill
Fill
Fill
Fill
Fill
Fill
Fill
Fill
Fill
Fill
Fill
Fill
Fill
Fill
Fill
Fill
Approximate
Maximum
Depth of Fill (feet)
4
4
4
5
16
14
17
17
6
10
7
5
10
11
8
11
12
14
33
30
23
31
33
31
29
31
28
29
28
26
12
11
Approximate
Maximum Depth of
Fill Differential (feet)
1
1
1
2
2
3
6
7
2
4
3
2
6
7
4
6
4
6
11
13
7
10
13
10
9
9
6
6
5
14
3
1
Project No. 06105-52-20 August 14,2007
TABLE VII (Continued)
SUMMARY OF AS-GRADED BUILDING PAD CONDITIONS
VILLAGES OF LA COSTA-THE OAKS NORTH, NEIGHBORHOOD 3.3
LOTS 19 THROUGH 35 AND LOTS 80 THROUGH 115
Lot No.
108
109
110
111
112
113
114
115
Pad Condition
Fill
Fill
Fill
Fill
Fill
Fill
Fill
Fill
Approximate
Maximum
Depth of Fill (feet)
16
20
44
26
40
43
41
40
Approximate
Maximum Depth of
Fill Differential (feet)
2
0
21
17
30
14
6
13
Project No. 06105-52-20 August 14, 2007