HomeMy WebLinkAboutGeotechRoughGrading(Jun.21,2002)
I
e PETRA
OFFICES THROUGHOUT SOUTHERN CALIFORNIA
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I I
I
June 21, 2002
J.N.241-01
PACIFIC CENTURY HOMES
40925 County Center Drive, Suite 110
Temecula, California 92591
Attention: Mr. Dave Parker
Subject: Geotechnical Report of Rough Grading, Lots 1 through 105 and
Slope Lot 106, Tract 23143-8, City of Temecula, Riverside County,
California
This report presents a summary of the observation and testing services provided by
Petra Geotechnical, Inc. (Petra) during rough-grading operations to complete the
development of Lots 1 through 105 of Tract 23143-8 located in the City of Temecula,
California. Lots 54 through 58 were graded as a retention basin during this phase of
grading. Conclusions and recommendations pertaining to the suitability of the grading
for the proposed residential construction are provided herein, as well as foundation-
design recommendations based on the as-graded soil conditions.
REGULATORY COMPLIANCE
Cuts, removals and recompaction of unsuitable low-density surface soils, lot
overexcavations and placement of compacted fill under the purview of this report have
been completed under the observation and with selective testing by Petra. The
earthwork was performed in accordance with the recommendations presented in
previous geotechnical reports by Petra (see References) and in accordance with the
Grading Code of the City of Temecula.
The completed earthwork has been reviewed and is considered adequate for the
construction now planned. On the basis of our observations, as well as field and
PETRA GEOTECHNICAL, INC.
41640 Corning Place . Suite 107 . Murrieta . CA 92562 . Tel: (909) 600-9271 . Fax: (909) 600-9215
\
1
1
1
1
1
1
1
1
1
I
1
1
1
1
1
1
1
I
I.
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106rremecula
June 21,2002
J.N.241-01
Page 2
laboratory testing, the recommendations presented in this report were prepared in
conformance with generally accepted professional engineering practices and no further
warranty is implied nor made.
SUMMARY OF AS-GRADED SOIL AND GEOLOGIC CONDITIONS
As-Graded Conditions
Geologic conditions exposed during the process of grading were frequently observed
and mapped by Petra's geologic staff. A lot-by-lot summary of soil conditions is
presented in the attached Table 1.
Geologic Units
A general description of the soil and bedrock materials encountered during grading in
the subject tract is provided below.
. Compacted En\:ineered Fill (map symbol Afc) -- The compacted-fill soils placed
onsite were derived from soil and bedrock materials. These materials generally
consisted of fine-t 0 coarse-grained sands, silty sand and sandy silts.
. Undocumented Artificial Fill (map symbol Afu) -- Undocumented artificial-fill
deposits were encountered in east-west trending canyon areas and adjacent to
Butterfield Stage Road within Tract 23143-8. These materials, consisting of a
blend of sands, silts and some clays were removed to expose competent Pauba
Formation bedrock in Tract 23143-8, except on portions of Lots 48, 49 and Slope
Lot 106, adjacent to Butterfield Stage Road.
. Ouaternary Alluvium (no map symbol) -- Quaternary alluvial deposits were present
within the drainages and valleys throughout Tract 23143-8. These materials
consisted of light to dark brown to yellow brown silty sand, clayey sand and
gravelly sand. These materials were low in density, compressible and varied from
5 to 25 feet in thickness. Alluvial soils were completely removed in cut and fill
areas to expose competent Pauba Formation bedrock.
z...
~
~
I
I
1
1
1
1
1
1
1
1
I
1
1
1
1
1
I
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot l06/Temecula
June 21, 2002
J.N.241-01
Page 3
. Quaternary Colluvium/Topsoil Undifferentiated (no map symbol) -- Quaternary
topsoil and colluvial deposits blanketed the ridgelines and the lower flanks of the
hillsides throughout the site. These soils consisted of brown to dark brown silty
sands and clayey sands. Thickness generally varied from 2 to 10 feet. These soils
were completely removed in cut and fill areas to expose competent Pauba
Formation bedrock.
. Quaternary Pauba Formation (map symbol Qps) -- Pauba Formation bedrock
underlies the entire site. The bedrock was observed to vary in color from grey
brown and orange brown to yellow brown. The bedrock units generally consist of
thickly to massively bedded sandstone, silty sandstone and sandy siltstone. Pauba
Formation sandstone was typically fine- to very coarse-grained, micaceous, poorly
indurated and locally very friable. The upper approximately 2 to 5 feet of the
bedrock was noted to be weathered and to exhibit a slight to moderate degree of
porosity. Below the weathered zone, the bedrock was typically noted to be damp
to moist and dense to very dense.
SUMMARY OF EARTHWORK
OBSERVATIONS AND DENSITY TESTING
Clearing and Grubbing
At the time of grading, a majority of the tract was covered with a light to moderate
growth of grasses and weeds. This vegetation was stripped and removed from the site
prior to the beginning of rough grading.
Ground Preparation
Surficial materials (undocumented artificial fill, topsoil, colluvium and alluvium) were
removed to expose competent Pauba Formation bedrock in cut areas and in fill areas
prior to fill placement, except for Lots 48 and 49. In Lots 48 and 49 the
overexcavation of undocumented road-embankment fill was limited to avoid impacting
the stability of the existing roadway. As a result, Lots 48 and 49 may experience
greater than typical design settlement. Petra recommends post-tensioned foundation
systems for Lots 48 and 49.
.3
~
~
I
I
1
I
1
1
1
1
1
I
1
1
1
1
I
I
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106/Temecula
June 21,2002
J.N.24l-01
Page 4
Prior to placing fill, exposed bottom surfaces in all removal areas were first observed
to confirm complete removal of surficial materials by our project geologist. Following
this observation, the exposed bottom surfaces were scarified to depths of
approximately 6 to 8 inches, watered or air-dried as necessary to achieve a moisture
content equal to or slightly above optimum moisture content and then recompacted in-
place to a minimum relative compaction of 90 percent.
Lot Overexcavations
To mitigate distress to residential structures related to the potential adverse effects of
excessive differential settlement, the cut portion of cut/fill transition lots were
overexcavated 3 to 15 feet below finish grade and replaced with compacted fill. This
lot treatment occurred on Lots 1,2,14 through 16,23 through 25, 34 through 37, 43
through 45,59 through 61, 66, 67, 69 through 74, 77, 78, 82, 83, 85 through 93 and 97
through 102 to depths presented in Table 1.
Fill Placement and Testing
All fill soils were placed in lifts restricted to approximately 6 to 8 inches in maximum
thickness, watered or air-dried as necessary to achieve near-optimum moisture
conditions, mechanically mixed to a uniform moisture content and then compacted in-
place to a minimum relative compaction of90 percent based on ASTM Test Method
D1557. Compaction was achieved by wheel-rolling with an 824 rubber-tired dozer
and loaded scrapers. The maximum vertical depth of fill placed within the subject lots
is approximately 58 feet on Lot 30. Where compacted fills are 50 feet or more, the
depth of fill below 50 feet was compacted to a minimum of 95 percent relative
compaction. Lots 17 through 20 and 29 through 32 are underlain by fills of 50 feet or
more.
~
~
I
I
I
I
I
1
I
I
1
I
I
I
1
1
I
1
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106/Temecula
June 21, 2002
J.N.241-01
Page 5
Field density and moisture content tests were performed in accordance with nuclear-
gauge test methods ASTM Test Methods D2922 and D30 17, respectively. Occasional
field density tests were also performed in accordance with the sandcone method
(ASTM Test Method DI556). Field density test results are presented on the attached
Table II and approximate test locations are shown on the enclosed Geotechnical Map
with Density Test Locations (Plates 1 through 4).
Field density tests were taken at vertical intervals of approximately 1 to 2 feet and the
compacted fills were tested at the time of placement to verify that the specified
moisture content and minimum required relative compaction of90 percent had been
achieved. At least one in-place density test was taken for each 1,000 cubic yards of fill
placed and/or for each 2 feet in vertical height of compacted fill. The actual number
of tests taken per day varied with the project conditions, such as the number of
earthmovers (scrapers) and availability of support equipmcnt. When field density tests
produced results less than the required minimum relative compaction of90 percent or
if the soils were found to be excessively above or below optimum moisture content,
the approximate limits of the substandard fill were established. The substandard area
was then either removed or reworked in-place.
Visual classification of earth materials in the field was the basis for determining which
maximum dry density value was applicable for a given density test. Single-point
checks were performed to supplement visual classification.
Fill Slopes
Fill slopes were constructed at a 2:1 (horizontal:vertical [h:v]) slope ratio to a
maximum height of approximately 39 feet within tract 23143-8.
5
:&
~
I
I
I
I
I
I
I
I
I
I
I
I
1
I
I
I
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106/Temecula
June 21, 2002
J.N.241-01
Page 6
Cut Slopes
Cut slopes were constructed at a 2: I (h:v) slope ratio to a maximum height of
approximately 32 feet within Tract 23143-8.
Stabilization Fills
Where highly erodible, friable sands were exposed on design cut slopes, replacement
stabilization fills were constructed. This situation occurred for the slopes located at
the rear of Lots 6 through 9, 90 through 93 and on future Lots 54 through 58. A
stabilization fill was also constructed on the west-facing slope adjacent to Butterfield
Stage Road (Lot 106). Keyways (20 feet wide) were excavated to a minimum depth
of2 feet below toe grade, tilted-back into slope at a minimum gradient of2 percent.
Due to the very granular nature of the backcut and the bedrock exposed in the keyway,
no internal backdrains were installed.
LABORATORY TESTING
Maximum Drv Density
Maximum dry density and optimum moisture content for each change in soil type
observed during grading were determined in our laboratory in accordance with ASTM
Test Method D 1557. Pertinent test values for each phase of grading are summarized
in Appendix A.
Expansion Index Tests
Expansion index tests were performed on representative samples of soil existing at or
near finish-pad grade within the subject lots. These tests were performed in
accordance with ASTM Test Method D4829. Test results are also summarized in
Appendix A.
"
f!l
~
I
I
I
I
I
I
I
I
1
I
I
I
1
I
I
I
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot l06/Temecula
June 21, 2002
J.N.24l-01
Page 7
Atterberg Limits
Atterberg limits were determined for selected soil samples per ASTM Test Method
D4318. Test results are presented in Appendix A.
Soluble Sulfate Analyses
Soluble sulfate analyses were determined for representative samples of soil existing
at or near finish grade within the subject lots. These tests were performed in
accordance with California Test Method No. 417. Test results are summarized in
Appendix A.
FOUNDATION-DESIGN RECOMMENDATIONS
Foundation Types
Based on as-graded soil and geologic conditions, the use of conventional slab-on-
ground foundations is considered feasible for the proposed residential structures except
for Lots 48 and 49 where post-tensioned foundation systems are recommended due to
settlement concerns. Recommended design parameters are provided herein.
Allowable Soil-Bearing Capacities
An allowable soil-bearing capacity of 1,500 pounds per square foot (pst) may be used
for 24-inch square pad footings and 12-inch wide continuous footings founded at a
minimum depth of 12 inches below the lowest adjacent final grade. This value may
be increased by 20 percent for each additional foot of width or depth, to a maximum
value of 2,500 psf. Recommended allowable soil-bearing values include both dead
and live loads and may be increased by one-third when designing for short-duration
wind and seismic forces.
l-
tt1
~
I
I
I
I
I
I
I
I
I
I
I
I
1
I
I
I
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106/Temecula
June 21, 2002
J.N.241-01
Page 8
Anticipated Settlement
Based on the general settlement characteristics of the compacted fill soils, as well as
the anticipated loading, it has been estimated that the maximum total settlement of
building footings will be less than approximately 0.75 inch. Maximum differential
settlement over a horizontal distance of 30 feet is expected to be about one-half the
total settlement. The maximum anticipated differential settlement of 0.38 inch in 30
feet may be expressed as an angular distortion of 1 :960.
Lateral Resistance
A passive earth pressure of250 psfper foot of depth to a maximum value of2,500 psf
may be used to determine lateral-bearing resistance for building footings. Where
structures such as masonry block walls and retaining walls are planned on or near
descending slopes, the passive earth pressurc should be reduced to 150 psf per foot of
depth to a maximum value of 1,500 psf. In addition a coefficient of friction of 0.40
times the dead-load forces may also be used between concrete and the supporting soils
to determine lateral-sliding resistance. An increase of one-third of the above values
may also be used when designing for short-duration wind and seismic forces.
The above values are based on footings placed directly against compacted fill. In the
case where footing sides are formed, all backfill against the footings should be
compacted to a minimum of90 percent of maximum dry density.
Settlement Monuments and Monitoring
At the completion of rough grading, a settlement monument was constructed to
monitor post-grading settlement of compacted fill for Lots 17 through 20 and 29
through 32, where fill thicknesses are 50 feet or more. The monument was initially
installed on June 20, 2002, and will be re-surveyed on a regular basis at 2- and 4-week
intervals. Settlement-monitoring data will be presented in a supplementary report at
2-
~
~
I
! I
I
I
1
I
I
I
I
I
1
1
1
1
1
1
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106/Temecula
June 21,2002
J.N.241-01
Page 9
a later date. Construction on Lots 18 through 20 and 29 through 32 within Tract
23143-8 should be temporarily delayed until data indicates that primary settlement is
complete.
Footing Observations
All footing trenches should be observed by a representative of Petra to verify that they
have been excavated into competent bearing soils and to the minimum embedments
recommended herein. The foundation excavations should be observed prior to the
placement of forms, reinforcement or concrete. The excavations should be trimmed
neat, level and square. All loose, sloughed or moisture-softened soil and any
construction debris should be removed prior to placing concrete.
Excavated soils derived from footing and utility trench excavations should not be
placed in slab-on-ground areas unless the soils are compacted to a minimum of 90
percent of maximum dry density.
Expansive Soil Considerations
Results of laboratory tests indicate onsite soil and bedrock materials exhibit VERY
LOW, LOW and MEDIUM expansion potentials as classified in accordance with
1997 Uniform Building Code (UBC) Table 18-I-B. A lot-by-lot breakdown for the
different levels of expansion is provided below.
. Very Low Expansion Potential - Lots I through 13, 18 through 25,30 through 53
and 69 through 105
. Low Expansion Potential - Lots 14 through 17,26 through 29 and 59 through 62
. Medium Expansion Potential - Lots 63 through 68
q
~
~
I
I
1
I
I
I
I
1
1
I
I
I
1
1
1
1
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106rremecula
June 21, 2002
J.N.24l-01
Page 10
Design and construction details for the various levels of expansion potential are
provided in the following sections.
Very Low Expansion Potential (Expansion Index of20 or less)
The following recommendations pertain to as-graded lots where the foundation soils
exhibit a VERY LOW expansion potential as classified in accordance with 1997 UBC
Table l8-I-B. For soils exhibiting expansion indices of less than 20, the design of
slab-on-ground foundations is exempt from the procedures outlined in 1997 UBC
Section 1815. Based on this soil condition, it is recommended that footings and floors
be constructed and reinforced in accordance with the following minimum criteria.
However, additional slab thickness, footing sizes and/or reinforcement should be
provided as required by the project architect or structural engineer.
. Footings
- Exterior continuous footings may be founded at the minimum depths indicated
in 1997 UBC Table l8-I-C (i.e., l2-inch minimum depth for one-story and 18-
inch minimum depth for two-story construction). Interior continuous footings
for both one- and two-story construction may be founded at a minimum depth
of 12 inches below the lowest adjacent grade. All continuous footings should
have a minimum width of 12 and 15 inches, for one- and two-story buildings,
respectively and should be reinforced with two No.4 bars, one top and one
bottom.
Exterior pad footings intended for the support of roof overhangs, such as
second-story decks, patio covers and similar construction, should be a minimum
of 24 inches square and founded at a minimum depth of 18 inches below the
lowest adjacent final grade. No special reinforcement of the pad footings will
be required.
. Floor Slabs
Living-area concrete-floor slabs should be 4 inches thick and reinforced with
either 6-inch by 6-inch, No.6 by No.6 welded-wire fabric (6x6-W2.9xW2.9
WWF) or with No.3 bars spaced a maximum of24 inches on center, both ways.
\0
~
~
I
I
I
I
1
I
I
I
I
I
I
1
1
1
I
I
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106/Temecula
June 21, 2002
J.N.241-01
Page 11
All slab reinforcement should be supported on concrete chairs or bricks to
ensure the desired placement near mid-depth.
- Living-area concrete-floor slabs should be underlain with a moisture-vapor
barrier consisting of a polyvinyl chloride membrane, such as 6-mil Visqueen or
equivalent. All laps within the membrane should be sealed and at least 2 inches
of clean sand be placed over the membrane to promote uniform curing of the
concrete.
- Garage-floor slabs should be 4 inches thick and should be reinforced in a similar
manner as living-area floor slabs. Garage-floor slabs should also be placed
separately from adjacent wall footings with a positive separation maintained
with 3/8-inch-minimum, felt expansion-joint materials and quartered with
weakened-plane joints. A l2-inch-wide grade beam founded at the same depth
as adjacent footings should be provided across garage entrances. The grade
beam should be reinforced with a minimum of two No.4 bars, one top and one
bottom.
- Prior to placing concrete, the subgrade soils below all concrete slab"on-ground
should be prewatered to promote uniform curing of the concrete and minimize
the development of shrinkage cracks.
Low Expansion Potential (Expansion Index of 21 to 50)
The following recommendations pertain to as-graded lots where the foundation soils
exhibit a LOW expansion potential as classified in accordance with 1997 UBC
Table 18-I-B. The 1997 UBC specifies that slab-on-ground foundations (floor slabs)
resting on soils with an expansion index greater than 20 require special design
considerations in accordance with 1997 UBC Section 181S. The design procedures
outlined in 1997 UBC Section 181S are based on the thickness and plasticity index of
each different soil type existing within the upper IS feet of the building site. For final
design purposes we have calculated an effective plasticity index of 12 in accordance
with 1997 UBC Section l8lS.4.2.
\\
~
~
I
I
I
I
I
I
I
I
1
I
I
I
1
I
1
I
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106/Temecula
June 21, 2002
J.N.241-01
Page 12
The design and construction recommendations that follow are based on the above soil
conditions and may be considered for minimizing the effects of slightly (LOW)
expansive soils. These recommendations have been based on the previous experience
of Petra on projects with similar soil conditions. Although construction performed in
accordance with these recommendations has been found to minimize post-construction
movement and/or cracking, they generally do not positively mitigate all potential
effects of expansive soil action. The owner, architect, design civil engineer, structural
engineer and contractors must be made aware of the expansive-soil conditions which
exist at the site. Furthermore, it is recommended that additional slab thicknesses,
footing sizes and/or reinforcement more stringent than recommended below be
provided as required or specified by the projcct architect or structural engineer.
. Footings
. Exterior continuous footings may be founded at the minimum depths indicated
in 1997 UBC Table 18-I-C (i.e., 12-inch minimum depth for one-story and 18-
inch minimum depth for two-story construction). Interior continuous footings
for both one- and two-story construction may be founded at a minimum depth
of 12 inches below the lowest adjacent grade. All continuous footings should
have a minimum width of 12 and IS inches, for one- and two-story buildings,
respectively and should be reinforced with two NO.4 bars, one top and one
bottom.
- Exterior pad footings intended for the support of roof overhangs, such as
second-story decks, patio covers and similar construction, should be a minimum
of 24 inches square and founded at a minimum depth of 18 inches below the
lowest adjacent final grade. The pad footings should be reinforced with No.4
bars spaced a maximum of 18 inches on centers, both ways, near the bottom-
third of the footings.
. Floor Slabs
- The project architect or structural engineer should evaluate minimum floor-slab
thickness and reinforcement in accordance with 1997 UBC Section l81S based
on an effective plasticity index of 12. Unless a more stringent design is
recommended by the architect or the structural engineer, we recommend a
\1-:
~
~
I
I
1
I
I
1
I
1
I
I
I
1
1
1
I
I
I
1
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106/Temecula
June 21, 2002
J.N.24l-0l
Page 13
minimum slab thickness of 4 inches for both living-area and garage-floor slabs
and reinforcing consisting of either 6-inch by 6-inch, No.6 by No.6 welded-
wire fabric (6x6-W2.9xW2.9 WWF) or No.3 bars spaced a maximum of 18
inches on centers, both ways. All slab reinforcement should be supported on
concrete chairs or bricks to ensure the desired placement near mid-height.
_ Living-area concrete-floor slabs should be underlain with a moisture-vapor
barrier consisting of a polyvinyl chloride membrane, such as 6-mil Visqueen or
equivalent. All laps within the membrane should be sealed and at least 2 inches
of clean sand be placed over the membrane to promote uniform curing of the
concrete.
_ Garage-floor slabs should also be placed separately from adjacent wall footings
with a positive separation maintained with 3/8-inch-minimum, felt expansion-
joint materials and quartered with weakened-plane joints. A l2-inch wide grade
beam founded at the same depth as adjacent footings should be provided across
garage entrances. The grade beam should be reinforced with a minimum of two
No.4 bars, one top and one bottom.
- Prior to placing concrete, the subgrade soils below all living-area and garage-
floor slabs should be pre-watered to achieve a moisture content that is at least
equal to or slightly greater than optimum-moisture content. This moisture
content should penetrate to a minimum depth of 12 inches into the subgrade
soils.
. Medium Expansion Potential (Expansion Iudex 0[51 to 90\
The following recommendations pertain to as-graded lots which would exhibit a
MEDIUM expansion potential as classified in accordance with 1997 UBC
Table l8-I-B. The 1997 UBC specifies that slab-on-ground foundations (floor slabs)
on soils with an expansion index greater than 20 require special design considerations
in accordance with 1997 UBC Section 18lS. The design procedures outlined in 1997
UBC Section l81S are based on a plasticity index of the different soil layers existing
within the upper IS feet of the building site. Based on subsurface stratigraphy and
distribution of the different soil types, we have assumed an effective plasticity index
of 16 in accordance with 1997 UBC Section 18lS.4.2.
\~
~
~
I
I
I
I
I
I
I
I
I
I
I
I
1
I
I
1
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106/Temecula
June 21,2002
J.N.241-0l
Page 14
The design and construction recommendations that follow are based on the above soil
conditions and may be considered for minimizing the effects of moderately expansive
soils. These recommendations have been based on the previous experience of Petra on
projects with similar soil conditions. Although construction performed in accordance
with these recommendations has been found to minimize post-construction movement
and/or cracking, they generally do not positively mitigate all potential effects of
expansive soil action. The owner, architect, design civil engineer, structural engineer
and contractors must be made aware of the expansive-soil conditions which exist at the
site. Furthermore, it is recommended that additional slab thicknesses, footing sizes
and/or reinforcement more stringent than recommended below be provided as required
or specified by the project architect or structural engineer.
. Footings
Exterior continuous footings for both one- and two-story construction should be
founded at a minimum depth of 18 inches below the lowest adjacent final grade.
Interior continuous footings may be founded at a minimum depth of 12 inches
below the lowest adjacent grade for both one- and two-story construction. All
continuous footings should have a minimum width of 12 and IS inches, for one-
and two-story buildings, respectively, and should be reinforced with two No.4
bars, one top and one bottom.
- Exterior pad footings intended for the support of roof overhangs, such as second
story decks, patio covers and similar construction, should be a minimum of 24
inches square and founded at a minimum depth of 18 inches below the lowest
adjacent final grade. The pad footings should be reinforced with No.4 bars
spaced a maximum of 18 inches on centers, both ways, near the bottom one-
third of the footings.
- Interior isolated pad footings supporting raised-wood floors should be a
minimum of24 inches square and founded a minimum depth of 18 inches below
the lowest adjacent final grade. The pad footings should be reinforced with No.
4 bars spaced a maximum of 18 inches on centers, both ways, near the bottom
one-third of the footings.
\4..
~
~
I
I
I
I
I
I
I
1
I
I
1
I
1
I
I
I
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106/Temecula
June 21, 2002
J.N.24l-0l
Page IS
. Floor Slabs
The project architect or structural engineer should evaluate minimum floor-slab
thickness and reinforcement in accordance with 1997 UBC Section l8lS based
on an effective plasticity index of 16. Unless a more stringent design is
recommended by the architect or the structural engineer, we recommend a
minimum slab thickness of 4 inches for both living-area and garage-floor slabs
and reinforcing consisting of No.3 bars spaced a maximum of 18 inches on
centers, both ways. All slab reinforcement should be supported on concrete
chairs or bricks to ensure the desired placement near mid-height.
Living-area concrete-floor slabs should be underlain with a moisture-vapor
barrier consisting of a polyvinyl chloride membrane, such as 6-mil Visqueen or
equivalent. All laps within the membrane should be sealed and at least 2 inches
of clean sand be placed over the membrane to promote uniform curing of the
concrete.
Garage-floor slabs should also be placed separately from adjacent wall footings
with a positive separation maintained with 3/8-inch-minimum, felt expansion-
joint materials and quartered with weakened-plane joints. A l2-inch-wide grade
beam founded at the same depth as adjacent footings should be provided across
garage entrances. The grade beam should be reinforced with a minimum of two
NO.4 bars, one top and one bottom.
- Prior to placing concrete, the subgrade soils below all living-area and garage-
floor slabs should be pre-watered to achieve a moisture content that is S percent
or greater than optimum-moisture content. This moisture content should
penetrate to a minimum depth of 18 inches into the subgrade soils.
POST-TENSIONED SLABS
In lieu of the preceding recommendations for conventional footings and floor slabs,
post-tensioned slabs should be used. Additional structural requirements are required
for Lots 48 and 49, as the potential for settlement is greater due to the close proximity
ofthe adjacent street embankment. These two lots may be designed as post-tensioned
slabs using the HIGH expansive-soil design parameters as presented in the following
table. The actual design of post-tensioned slabs is referred to the project structural
\5
~
~
I
I I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106/Temecula
June 21, 2002
J.N.241-01
Page 16
I
engineer who is qualified in post-tensioned slab design, using sound engineering
practices. The post-tensioned slab-on-ground should be designed in general
conformance with the design specification of 1997 UBC Section 1816. Alternate
designs are allowed per 1997 UBC Section 1806.2 that addresses the effects of
I
I
expansive soils when present. However, to assist the structural engineer in his design,
the following parameters are recommended.
1
I
Expansion Index Very Low ~
, and Low Medium High'
121 to 50) (511090\ (91 to \30\
Assumed percent clay 30 50 70
Clay type Montmorillonite
Approximate depth of constant suction (feet) 7.0 7.0 7.0
Approximate soil suction (pF) 3.6 36 3.6
Approximate velocity or moisture now (inches/month) 0.7 0.7 0.7
Tholllwaite Index -20 -20 -20
Average edge Center lift 46 5.3 6.0
Moisture variation depth, em
(feet) Edge lift 2.2 2.5 2.9
Anticipated swell, y", Center lift 1.4 3.2 4.5
(inches)
Edoe lift 0.4 0.8 13
I
I
I
I
1
I
. Perimeter footings for either one- or two-story dwellings may be founded at a
minimum depth of 12 inches below the nearest adjacent final-ground surface.
Interior footings may be founded at a minimum depth of 12 inches below the top
of the finish-floor slab.
I
I
. Post-tensioned foundations and slabs should be designed based on a minimum IS-
foot unsupported length at the middle and 10 feet of unsupported cantilever length
at the comers. It should be noted that the angular distortion in any case should not
exceed 0.002.
I
. A 12-inch wide grade beam founded at the same depth as adjacent footings should
also be provided across the garage entrance.
1
\~
~
~
I
I
I
I
I
I
I
I
1
1
I
I
I
1
I
I
1
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106/Temecula
June 21, 2002
J.N.241-01
Page 17
. All dwelling-area floor slabs constructed on-ground should be underlain with a
moisture-vapor barrier consisting of a polyvinyl chloride membrane, such as 6-mil
Visqueen. A minimum of I inch of clean sand should be placed over the
membrane to promote uniform curing of the concrete.
. Presaturation of subgrade soils below slabs-on-ground will not be required.
However, sub grade soils should be thoroughly moistened prior to placing concrete.
. The design modulus of subgrade reaction (k) should be 300 tons per cubic foot.
RETAINING WALLS
Footing Embedments
The base of retaining-wall footings constructed on level ground may be founded at a
minimum depth of 12 inches below the lowest adjacent final grade. Where retaining
walls are proposed on or within IS feet from the top of any adjacent descending fill
slope, the footings should be deepened such that a minimum horizontal setback ofH/3
(one-third the slope height) is maintained between the outside bottom edges of the
footings and the slope face; however, the minimum footing setback should be S feet.
The above-recommended minimum footing setbacks are preliminary and may require
revision based on site-specific soil and/or bedrock conditions. All footing trenches
should be observed by the project geotechnical consultant to verify that the footing
trenches have been excavated into competent-bearing soils and/or bedrock and to the
minimum embedments recommended above. These observations should be performed
prior to placing forms or reinforcing steel.
Active and At-Rest Earth Pressures
An active lateral-earth pressure equivalent to a fluid having a density of 40 pounds per
cubic foot (pcf) should tentatively be used for design of cantilevered walls retaining
a drained, level backfill. Where the wall backfill slopes upward at 2: 1 (h:v), the above
value should be increased to 63 pcf. All retaining walls should be designed to resist
\1
~
~
I
I
I
1
I
I
I
I
I
I
I
I
I
I
I
1
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106rremecula
June 21, 2002
J.N.24l-0l
Page 18
any surcharge loads imposed by other nearby walls or structures in addition to the
above active earth pressures.
For design ofretaining walls that are restrained at the top, an at-rest earth pressure
equivalent to a fluid having density of 60 pcf should tentatively be used for walls
supporting a level backfill. This value should be increased to 95 pcf for an ascending
2: I (h:v) backfill.
Drainage
A perforated pipe-and-gravel subdrain should be installed behind all retaining walls
to prevent entrapment of water in the backfill. Perforated pipe should consist of 4-inch
minimum diameter PVC Schedule 40 or ABS SDR-35, with the perforations laid
down. The pipe should be embedded in 1.5 cubic feet per foot of 0.75- to 1.5-inch
open-graded gravel wrapped in filter fabric. Filter fabric may consist ofMirafi 140N
or equivalent.
In lieu of a pipe and gravel subdrain, weepholes or open vertical masonry joints may
be considered for retaining walls not exceeding a height of approximately 3 feet.
Weepholes, ifused, should be 3 inches minimum diameter and provided at minimum
intervals of 6 feet along the wall. Open vertical masonry joints, if used, should be
provided at 32-inch minimum intervals. A continuous gravel fill, 12 inches by 12
inches, should be placed behind the weepholes or open masonry joints. The gravel
should be wrapped in filter fabric to prevent infiltration of fines and subsequent
clogging of the gravel. Filter fabric may consist of Mirafi 140N or equivalent.
The backfilled portions of retaining walls should be coated with an approved
waterproofing compound to inhibit infiltration of moisture through the walls.
~
~
~
I
I
I
I
I
I
I
I
I
I
I
I
1
I
I
I
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106/Temecula
June 21, 2002
J.N.241-0l
Page 19
Temporarv Excavations
To facilitate retaining-wall construction, the lower 5 feet of temporary slopes may be
cut vertical and the upper portions exceeding a height of 5 feet should then be cut back
at a maximum gradient of 1: I (h:v) for the duration of construction. However, all
temporary slopes should be observed by the project geotechnical consultant for any
evidence of potential instability. Depending on the results of these observations, flatter
temporary slopes may be necessary. The potential effects of various parameters such
as weather, heavy equipment travel, storage near the tops of the temporary excavations
and construction scheduling should also be considered in the stability of temporary
slopes.
Wall Backfill
All retaining-wall backfill should be placed in 6- to 8-inch maximum lifts, watered or
air-dried as necessary to achieve near-optimum-moisture conditions and compacted in
place to a minimum relative compaction of90 percent.
MASONRY BLOCK WALLS
Construction on or Near the Tops of Descending Slopes
Continuous footings for masonry block walls proposed on or within 7 feet from the top
of any descending slope should be deepened such that a minimum horizontal clearance
of 5 feet is maintained between the outside bottom edge of the footing and the slope
face. The footings should be reinforced with a minimum of two No.4 bars, one top
and one bottom. Plans for any top-of-slope block walls proposing pier and grade-beam
footings should be reviewed by Petra prior to construction.
\'\
tti
~
I
I
I
1
1
1
I
I
1
I
I
I
1
1
1
1
1
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106rremecula
June 21, 2002
J.N.24l-01
Page 20
Construction on Level Ground
Where masonry block walls are proposed on level ground and at least 5 feet from the
tops of descending slopes, the footings for these walls may be founded at a minimum
depth of 12 inches below the lowest adjacent final grade. These footings should also
be reinforced with a minimum of two No.4 bars, one top and one bottom.
Construction Joints
In order to mitigate the potential for unsightly cracking related to the effects of
differential settlement, positive separations (construction joints) should be provided
in the walls at horizontal intervals of approximately 25 feet and at each comer. The
separations should be provided in the blocks only and not extend through the footings.
The footings should be placed monolithic ally with continuous rebars to serve as
effective "grade beams" along the full lengths of the walls.
CONCRETEFLATWORK
Thickness and Joint Spacing
To reduce the potential of unsightly cracking, concrete sidewalks and patio-type slabs
should be at least 3.5 inches thick and provided with construction or expansion joints
every 6 feet or less. Concrete driveway slabs should be at least 4 inches thick and
provided with construction or expansion joints every 10 feet or less.
Sub grade Preparation
As a further measure to minimize cracking of concrete flatwork, the subgrade soils
below concrete-flatwork areas should first be compacted to a minimum relative density
of 90 percent and then thoroughly wetted to achieve a moisture content that is at least
equal to or slightly greater than optimum moisture content. This moisture should
2P
~
~
I
I
I
1
1
I
I
1
I
I
I
I
1
1
I
I
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106/Temecula
June 21, 2002
J.N.24l-01
Page 21
extend to a depth of 12 inches below sub grade and maintained in the soils during
placement of concrete. Pre-watering of the soils will promote uniform curing ofthe
concrete and minimize the development of shrinkage cracks. A representative of the
project soils engineer should observe and verify the density and moisture content of
the soils and the depth of moisture penetration prior to placing concrete.
Cement Type
Results of laboratory tests performed on representative samples indicate that of the
onsite soils contain from extremely low amounts (undetectable) to 0.2 percent water
soluble sulfates. Therefore, according to 1997 UBC Table 19-A-4, Types I and II
Portland cement will be satisfactory for concrete placed in contact with the onsite soils.
Soil Corrosivity
Representative soil samples have been tested to determine the potential for corrosion
of metal pipes due to the soils on the site. The test results indicate that the soils are
moderately to highly corrosive to buried metal pipes.
This conclusion is based on the following corrosive potential from resistivity level
readings.
Resistivitv LevelReadin~ Corrosivitv Potential
Over 10,000 Mild
5,000 -10,000 Moderate
1,000 - 5,000 Corrosive
500-1,000 Very Corrosive
Under 500 Extremelv Corrosive
Note: If additional information is needed, a Corrosion Engineer should be consulted.
~a
~
I
I
1
I
1
I
I
I
I
I
1
I
1
I
I
I
I
1
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106rremecula
June 21, 2002
J.N.241-01
Page 22
Representative soil samples have been tested to determine chloride exposure for
reinforcing steel within the site soils. The test reSults indicate that the soils have a
moderate chloride exposure.
PLANTERS
Area drains should be extended into all planters that are located within 5 feet of
building walls, foundations, retaining walls and masonry block garden walls to
minimize excessive infiltration of water into the adjacent foundation soils. The surface
of the ground in these areas should also be sloped at a minimum gradient of2 percent
away from the walls and foundations. Drip-irrigation systems are also recommended
to prevent overwatering and subsequent saturation of the adjacent foundation soils.
UTILITY TRENCHES
All utility-trench backfill within street right-of-ways, utility easements, under
sidewalks, driveways and building-floor slabs, as well as within or in proximity to
slopes should be compacted to a minimum relative density of 90 percent. Where
onsite soils are utilized as backfill, mechanical compaction will be required. Density
testing, along with probing, should be performed by the project soils engineer or his
representative, to verify proper compaction.
For deep trenches with vertical walls, backfill should be placed in approximately 1- to
2-foot thick maximum lifts and then mechanically compacted with a hydra-hammer,
pneumatic tampers or similar equipment. For deep trenches with sloped-walls, backfill
materials should be placed in approximately 8- to l2-inch thick maximum lifts and
then compacted by rolling with a sheepsfoot tamper or similar equipment.
z:'Z-
~
~
I
I
1
I
I
I
1
I
1
I
I
I
1
I
I
I
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106rremecula
June 21, 2002
J.N.241-0I
Page 23
As an alternative for shallow trenches where pipe may be damaged by mechanical
compaction equipment, such as under building-floor slabs, imported clean sand having
a sand equivalent value of 30 or greater may be utilized and jetted or flooded into
place. No specific relative compaction will be required; however, observation, probing
and, if deemed necessary, testing should be performed.
To avoid point-loads and subsequent distress to clay, cement or plastic pipe, imported
sand bedding should be placed at least I foot above all pipe in areas where excavated
trench materials contain significant cobbles. Sand-bedding materials should be
thoroughly jetted prior to placement of backfill.
Where utility trenches are proposed parallel to any building footing (interior and/or
exterior trenches), the bottom of the trench should not be located within a I: I (h:v)
plane projected downward from the outside bottom edge of the adjacent footing.
SLOPE LANDSCAPING AND MAINTENANCE
The engineered slopes within the subject tract are considered grossly and surficially
stable and are expected to remain so under nonnal conditions provided the slopes are
landscaped and maintained thereafter in accordance with the following minimum
recommendations.
. Compacted-earth berms should be constructed along the tops of the engineered fill
slopes to prevent water from flowing directly onto the slope surfaces.
. The slopes should be landscaped as soon as practical when irrigation water is
available. The landscaping should consist of deep-rooted, drought-tolerant and
maintenance- free plant species. A landscape architect should be consulted to
determine the most suitable groundcover. If landscaping cannot be provided within
a reasonable period of time, jute matting (or equivalent) or a spray-on product
designed to seal slope surfaces should be considered as a temporary measure to
'Z.'!;.
~
~
I
I
1
1
I
I
I
1
I
1
I
I
1
I
1
I
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106/Temecula
June 21, 2002
J.N.24l-01
Page 24
inhibit surface erosion until such time permanent landscape plants have become
well-established.
. Irrigation systems should be installed on the engineered slopes and a watering
program then implemented which maintains a uniform, near-optimum moisture
condition in the soils. Overwatering and subsequent saturation of the slope soils
should be avoided. On the other hand, allowing the soils to dry-out is also
detrimental to slope performance.
. Irrigation systems should be constructed at the surface only. Construction of
sprinkler lines in trenches is not recommended.
. During construction of any terrace drains, downdrains or earth berms, care must be
taken to avoid placement ofloose soil on the slope surfaces.
. A permanent slope-maintenance program should be initiated for major slopes not
maintained by individual homeowners. Proper slope maintenance must include the
care of drainage and erosion control provisions, rodent control and repair ofleaking
or damaged irrigation systems.
. Provided the above recommendations are followed with respect to slope drainage,
maintenance and landscaping, the potential for deep saturation of slope soils is
considered very low.
. Property owners should be advised of the potential problems that can develop when
drainage on the building pads and adjacent slopes is altered in any way. Drainage
can be altered due to the placement of fill and construction of garden walls,
retaining walls, walkways, patios, swimming pool, spas and planters.
POST-GRADING OBSERVATIONS AND TESTING
Petra should be notified at the appropriate times in order that we may provide the
following observation and testing services during the various phases of post grading
construction.
. Buildin\: Construction
- Observe all footing trenches when first excavated to verify adequate depth and
competent soil-bearing conditions.
~~
~
I
I
1
I
I
I
I
I
I
I
I
1
1
1
I
I
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106/Temecula
June 21, 2002
J.N.241-01
Page 25
Re-observe all footing trenches, if necessary, if trenches are found to be
excavated to inadequate depth and/or found to contain significant slough,
saturated or compressible soils.
- Observe pre-soaking of subgrade soils below living-area and garage floor slabs
to verify adequate moisture content and penetration.
. Retaining-Wall Construction
- Observe all footing trenches when first excavated to verify adequate depth and
competent soil-bearing conditions.
- Re-observe all footing trenches, if necessary, if trenches are found to be
excavated to inadequate depth and/or found to contain significant slough,
saturated or compressible soils.
Observe and verify proper installation of subdrainage systems prior to placing
wall backfill.
Observe and test placement of all wall backfill to verify adequate compaction.
. Masonry Block-Wall Construction
- Observe all footing trenches when first excavated to verify adequate depth and
competent soil-bearing conditions.
- Re-observe all footing trenches, if necessary, if trenches are found to be
excavated to inadequate depth and/or found to contain significant slough,
saturated or compressible soils.
. Exterior Concrete-Flatwork Construction
Observe and test subgrade soils below all concrete-flatwork areas to verify
adequate compaction and moisture content.
. Utility-Trench Backfill
- Observe and test placement of all utility-trench backfill to verify adequate
compaction.
z:5:..
~
~
I
I
I
I
1
I
I
I
I
I
I
I
1
1
I
1
I
I
I
PACIFIC CENTURY HOMES
TR 23143-8 Lots 1-105 & Slope Lot 106/Temecula
June 21, 2002
J.N.241-0l
Page 26
. Re-Grading
Observe and test placement of any fill to be placed above or beyond the grades
shown on the approved grading plans.
This opportunity to be of service is sincerely appreciated. If you have any questions,
please contact this office.
Respectfully submitted,
ergmann
I Geologist
48
Attachments: Table I - Lot-By-Lot Summary of As-Graded Soil Conditions
Table II - Field Density Test Results
References
. Plates I - 4 - Geotechnical Maps with Density Test Locations
(in pocket)
Appendix A - Laboratory Test Criteria/Laboratory Test Data
Distribution: (6) Addressee
Zlb
~
~
I
I
I
I
1
1
1
1
I
1
1
1
I
I
1
1
1
I
I
z
::; 0; u; :;;: c;; - ;; " t'"
;:::; - "" 00 -.j "" ~ ... w N - 3 0
er-
'"
~
:;1;::
="
~ w ~ N N - ><
;; 0 0 0 0 0 0 0 "" "" 00 "" -. '=' -.
0 w - 00 ~ rtl 3
"C "
;;3
-l S!
:r --
N - "" ~ 0 0 0 0 0 - - :;;: ,-, i=j' "'r1 ~
... 00 0 0 - - N - ;:;.>S::~
- - =
'" -
~ _.
~ !.
~~r.rl
- - - - -- ~
- - - - ---
'6 '6 '6 '6 '6 <6 <6 <6 <6 <6 <6 <6 '6 <6 - rtl _.
"" "" "" '" ~ 3
"" "" "" "" "" "" "" "" "" "" "" "" "" "" "" "" "" 3 '" "
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 '" = -
::I :-. rtl
_~o..
0 w w w 0 0 0 0 0 0 0 0 0 0 0 0 0 ... '" t""
~ < < < < < < ~ < < < < < < 0-><
< "" "" "" < _ = "C V'J 0
? ? ? ttI 0. ~ 0
t'" 0 0 0 r t'" t'" r t'" t'" t'" t'" t'" t'" r t'" t'" = I'll = _. ...,
0 ~ ~ ~ 0 0 0 0 0 0 0 0 0 0 0 0 0 e. ~~.- .
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ !. 0 eo
= ><:
.
t""
-l 0
'" ...,
'" = ...
i) ~. 0 CJl
aO~ e
= ,
'" ;:::
0.
;::: ...,
;..- ;..-
;;: ;;: ;;: ;;: ;;: ;;: ;;: ;;: ;;: ;;: ;;: ;;: ;;: ;;: ;;: ;;: ;;: "'n :;.:I eo
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 >< :r ><:
0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. "0_ t""
o 0
n ~ n n n n n n n n n n n n n n ~ ~ ~ 0 i"l
~ " ~ " " " " " " " " " ~ " -.
"- " " "- " " "- " "- !'< "- " " " " ~ 0. "'l
;; n ;; ;; n ;; ;; ;; n ;; n n n ;; ;; ;; ;; '" '" .....
CJl
0
>-<
Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z ~'" t""
n n n n n n n n n n n n n n n n n n
<e. <e. <e. <e. <e. <e. <e. <e. <e. <e. <e. <e. <e. <e. <e. <e. <e. "C "
riO' ~: ~: ~: ~: ~: ~: ~: riO' riO riO' riO' riO' ~: riO' riO' riO 0- 0
~ il'
<T 0- 0- 0- 0- 0- 0- 0- <T <T <T <T <T ~ <T <T <T " - z
~ '"
;;- ;;- ;;- ;;- ;;- ;;- ;;- ;;- ;;- ;;- ;;- ;;- ;;- n ;;- ;;- ;;- '" 1:::1
>-<
...,
>-<
nQ 0
o = '" Z
N '" '" '" N N N N N N N N N N N N N 0.0.0 CJl
rtl _. -.
~ --
. 0
=
"
n
3
"
~
'"
~
...,
.,
.,
n
..
hi
W
.....
~
W
,
00
).:2
N ."t:lClJ(j~g.;
"-.n
'" ~
~()
~g
- - 0 - "Tl "Tl;:; ::j
-, ....., _. -, 0 0 :::::.:<
g-g~~~55'o
::J VI .... '0 0 0..;:: .....,
('\) 1: g ~ =l ~ c., ~
~ g =. ~ ~ o' ~ <:
:r ~. ~ ('\) o' ~ ~ ~
o gR-g,=~.,o.:
t.- l'Il ::::. n ~ ::: ~ s~
g~gg~;a.~to
<: -...... (') rtl ..., ". c
(ll P:J o' @ n ~ ......:::..:
_. 0" = .... _. ....... '0 0-
VI Vl 0 0 C '0-'
.g ~ 5'SP @ '1~
-0 ........... _. Ul ~
_ l'll::r<;n -,..... t::;::P:J
n' 3 ('Do r=.. -i 0: ...... g,.
g. Vi" 0' ~ ~ =. D (/'J
0- .... 5 7 o~ P:J
00.0_ rti'
g-~.g'Pg -<
~ g g.:;> is ~
(\l 0.. ~. N ~ '0
0.. C ::s _. P:J
(I) OQ en ~ ;t
~o tIl .g ;:::: 3
o 'O::r ('\)
9:s=:~ a
-. _. (') '"0
!fg g.~ ~
OVln"O :J
g.. Vi" ~ ()
f::.. 3 ~. g-
I'll 0 0 0
('\) a. ::l ;I';'"
::!. ~ 5" '7
n t.l a. ,;:;..
3 ~ ~ 3
g g (JQ 0
;;-::r @ ~
x _. P:J ::l
n~ (; g.
rg ~ :: 3
~"O g- 0-
<: ~ ::l e;.
!.--j N '"
C Co> 0 0-
(\l 0" "-.,, ):-
5" 0- ~ ~
t;;1 ~ g. ~
~> g N
01. - 0
- 00 0
00 0_
, w
::: N
I;, ~
o
-
n
o
=
~
0:
~
=1'
'"
'"
0-
"
o
o
--
:;l
~
~
n
!!;.
""
i3
"
"-.
"'-;
V
-
:,;,
00
-2
~
<D
";'l
-
...
I
I
I
I
I
I
1
1
1
I
I
1
1
I
1
1
1
1
I
z
w w w w W N N N N N N N N N N ;;; 00 " t'"
.. W N - 0 '" 00 -..J o, ~ .. w N - 0 3 '"
or ~
"
~
;1:;:
="
.. ~ ~ ~ ~ .. .. .. .. N w .. ~ v. v. ~ ~
;:;; :;: -, 0'-'
w w o, 00 .. 00 00 o, N 0 .. -..J .. ~ w .C;~3
"C "
8'3
.., !2
:: =:
N N ;; :;: ;; N ;; N W N ::;; ;:;; ,-.. l"'l 'TI ~
o, -..J - .. o, 00 -..J -..J .. 0 o, E s:= ri
-=
" ~
~ -.
~ !!.
~S?~
- - - - - - - ~ ~ ~
- -~-
'" ZO '" ZO '" ZO ZO ZO ZO ZO ZO '" '" '" ZO ZO ZO n"'t3
o, o, o, o, o, o, o, o, o, o, o, o, o, o, o, o, o, 3 " "
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 " = ~
:::I 0-. ~
....~c.
0 N N N N w w w w '"
< ~ ~ ~ ~ w w w w 0 0 0 0 < < < < a'_x t""
< < < < 00 00 00 00 < < < < ......::l "C V'J 0
? ? ? ? l'tl Q. ~ 0
t'" t'" t'" t'" t'" t'" t'" t'" = ftI = _. ..,
0 r r r 0 0 0 0 r r 0 0 0 0 :. x ~.-
" 0 0 0 0 " " " " 0 0 0 0 " " " " ~-o ,
" " " " " " " " =
= >;<
t""
.., 0
" ..,
'" = ."
or ~. 0 rJl
0" 0 ~ ~
= ,
" ~
.Co
~ ...,
... ;.-
;:: ;:: ;:: ;:: ;:: ;:: ;:: ;:: ;:: ;:: ;:: ;:: ;:: ;:: ;:: ;:: ;:: "'(j ~ l:l:I
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~ :r 0<
"" - t""
0.. 0.. 0.. 0.. 0.. 0.. 0.. 0.. 0.. 0.. 0.. 0.. 0.. 0.. 0.. 0.. 0.. '" 0
" " " " " " " " " " " " " " " ~ ~ ~ ~ 0 trl
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ = 0:
~ " ~ ~ ~ ~ ~ ~ " ~ " " ~ ~ " " ~
" " " " " " ~ " .., ...
" " " " " " " " " " " "
rJl
0
....
Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z ~U1 t""
" " " " " " " " " " " " " " " " " ("'J
<e- <e- <e- <e- <e- <e- <e- <e- <e- <e- <e- <e- <e- <e- <e- <e- <e- "" =
ciQ ciQ ciQ. ciQ. ciQ ciQ' ciQ. ciQ ciQ ciQ' ciQ ciQ' ciQ ciQ. ciQ ciQ. ciQ. 0 ;;; 0
~
& & or ~ & & & & & & & & & or & & & " ;; Z
~
,.- ,.- ,.- 0 ,.- ,.- ,.- ,.- ,.- ,.- ,.- ,.- ,.- ,.- ,.- ,.- ,.- " ~
....
..,
....
(jQ 0
o = U1 Z
N N N N N '" '" '" '" N N N N N N N N CoCo 0 rJl
n> -'-'
~ ~-
* 0
=
;:0
"
3
"
~
'"
~
...,
.,
.,
"
.....
N
tH
......
..
tH
,
00
st
N '''tH::PI:l('')rr:I('") *
0""
,"-0
" ~
t;:J(j
~g
- -Cl-"T1'Tl5 '::3
....., ....., _. ....., 0 0 ~.-<
g-g~~~ac'o
::JU>"'"Ooo.;:r....,
o~g~~a~2?
~ g :. =i ~ o' ~ <:
:T !!!. ~ <1l o' a ~ a
(D gg.~::J':"l~5.:
wO:::J("),og~('tI
g"~~gs.~~C:,
<: -...... (') reo .., '. c
o e. o' ~ ~ ~ __ =..;
_. ...... :::l .... _. ...... '0 0-
[I'l VI _. (\l 0 c '0 _.
.g 'f ;: 0" -~. ~ '1 ~
"2. ('\l::r"u> -...... C::w
(;' 3 (b Eo....., D: tti i5..
w _. 0' S' p;l ...... D
0- VI C _ O"':i' {/)
(i"o=?'oOQ ~
:;r ~ 8::0 g ~
_.::s ,
~gg.~~ 2
2.. 0.. 2. N ~ "0
C ::s _. Pl
(\I OQ VI ~ ::1.
o~:gg: ~
e:[=:g :::.
8l _. n "'0
~gg.~ po
('0 (,n n"O :::l
&.;n- ~ n
e:.. 3 ~. ;r
VI 0 0 (")
00. ::s 7'
a. ~ 5" ?'
rtl W 0.. ....
3 rD {"O (1)
(b 0 x 3
~.., O:Q Q
~ ~ ~ ~
~~ 0- g-
o ~ :: 3
~"O ~ 0.
<: ~ '::3 a
2-~ ~ 8-
o C'" ,-.. );>-
5" 0- W ~
....,........ n ::..:
p;l 'P ::::. VI
2:> g ~
:l>. ;;; 25
00 0_
. w
a tv
c, ~
"
~
n
o
=
~
0:
~
:;'
"
'"
cr'
;:0
o
o
~
:;i
"
~
~
"
~
?
o
ii:
'"-
'"
v
-
:.;,
00
""
~
-
CD
";'I
-
'"
I
I
I
I
I
I
1
I
I
1
I
I
1
I
1
I
I
I
I
:2
~ ~ ... ... ... ... ... ... ... ... ... ... w w w w w C r-
- 0 'D '" ..., '" ~ ... W N - 0 'D '" --> '" ~ 3 '"
a_
~
~
::1:::
="
... ... ... w w N N N N W ... ... ... to.> ;: ~ ;:;; -::;; t:l ~.
... ~ ... to.> '" ... 0 0 ~ --> 0 to.> 0 '" C ftl :3
"C C
. :;:3
"" 5?
a -
to.> ;: - ;: ;; ;; ;::; to.> ~ ;:;; _;:;.~t;'
to.> N - '" to.> ... '" --> '" '" -=5:::;;;
-=
~ -
~ -.
~ !:.
~~~
- - - - - - - - - - ::;::;J~
"" "" "" "" "" "" "" "" "" "" "" "" "" "" - ~ -.
'D 'D 'D ~ ~ 3
'" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" 3 ~ "
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~ = -
= ::: ~
....~Q.
~ ~ ~ 0 0 0 0 0 0 '"
0 0 0 0 0 0 0 0 ~_l< t"'
<: <: <: <: <: <: <: <: <: <: <: <: <: <: <: <: <: .... = 'C U'1 0
ftl Q.. ~ 0
r- r- r r- r r r r r r r r r r- r- r r ::I ftl = _. ...,
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 g. ~~.- ,
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ etI
- = ><
,
t"'
"" 0
~ ...,
'" = '"
;- ~. 0 rJl
C"o~ c:::
= ,
~ ~
c.
~ ...,
> >
;:: ;:: :;;:: ;:: ;:: ;:: ;:: ;:: ;:: ;:: ;:: ;:: ;:: ;:: ;:: ;:: :;;:: "''-' ~ etI
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 '" =- ><
"C _ t"'
a. a. a. a. a. a. a. a. a. a. a. a. a. a. a. a. a. o 0
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ !1 ~ ~ 0 t"'l
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ C 0:
E'. E'. E'. 0 " " " " E'. " " E'. " " " " "
" " " " " " " " " " " " ~ >rj
~ ~ ~ ~ ~ ~ ~ ....
rJl
0
....
Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z ~'" t"'
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ n ~ ~ ~ n
re. re. re. re. re. re. re. ""- "2- "2- re. "2- ""- re. re. ""- "2- "C C
0;;" 0;;" 0;;" 0;;" 0;;" 0;;" 0;;" 0;;" 0;;" 0;;" 0;; 0;;" 0;;" 0;; 0;; 0;; 0;;" '" - 0
~ ;;'
5' 5' 5' 5' 5' 5' 5' 5' 5' 5' 5' 5' ~ 5' 5' 5' 5' = - Z
~ ~
" " " " " " " 0' 0' " 0' 0' ~ " " " " ~ ~
...
...,
...
,-,Q 0
o = '" Z
N N N N N N N N N N N N N N N N N o.c.", rJl
ftl _. -.
~ --
. 0
=
:<l
~
3
"
~
"'"
~
...,
...
.,
"
-
N
""
.....
....
""
,
ex>
b~
N "'CoClln~(') *
0-0
"'-~
~ ~
",Cl
~g
- - '0...... 'Tl 'Tl5 ;::;I
;' ~ _. ~ Q g ~: "<
oo~x(")::lCO
::I l'/l .., "'0 0 0.:::': ......,
('1l Z:g~=I~t.,C'
g, g e.!::; ~ o'~<'
g.. !.'.!. ~ ('\) o' ~ ~ a
('Dgfr!a,=':+I""I5..:
~(\I:::'O~Q~fb
o.I'IlOOCllr'l~
Sl CII0=........~tD
. ('b r;r g. Q g 2 ~ ::.
iii" C"'::l S!. :::-. Sl 'C 0:
VI _. (l) 0 s::: '0-'
~~:::l3_::l~'-I~
'2..(b:rr.n~~~t\O
nO 3 ('\l c: ~ ell b:;i:::l
to> _. Q1 B Cl ~ (') 0.
S!: l'/l C -S!:::j'~Vl
(l) S::l If ('\l (JQ ~
crfrg ~o= !'.
o e.::S , '<
5i g g. ~:s ~
a. c... 2. N ~ "tI
t: = .... Cl
('D OQ (/I:E ::1
S Vl ~;:o.' 3
2..-o:r- (tl
g;g.~~ a
(;i 0 fll (\l :::!.
.., = 2: >< Cl
0(1) n"O :::I
g.. iii" ~ n
~ 3 ~, g-
en 0 0 n
l'tI 0. :::l '"
g. ~ 5" ~
3 (b ~ 0
(II 0 x 3
;::;I..., l]Q 0
- ~ ~
(\I::r 0 fl,l
X _. t\O ::l
(') (JQ ... 0..
og- ~ c
('tl..., .... 3
~-o ~ 0-
<: (1) :::l Cl
~~ N ~
C Pl 0 0-
o C'" ..-., )>
:;" 0- ~ "'Q
-l ....... (') _.
t.l \0 e. ~
S!: :i> g ~
~. to.>
... - 0
- '" 0
'" 0_
'- w
::: N
6 ~
o
~
n
o
~
0:
~
~
:?
~
i>l'
a
;0
o
o
-
:;l
c
~
~
~
~
?
o
;;;
"'-
~
v
-
"-
00
<::
~
CD
71
-
""
I
1
I
I
I
I
1
1
1
I
I
I
I
I
I
I
1
I
I
2
-.! ..., -.! '" '" '" '" '" '" '" '" '" '" ~ ~ ~ " r-
to.> - 0 'oD 00 -.! '" ~ "" W to.> - 0 'oD W to.> 3 '"
, or-
"
.".., .,
:;1:;:
=..
:::; 0: v: ;; to.> 00 '" 0 0 0 0 ~ 0: to.> "" "" -=;;0 ::;.
~ w ~ w -'=-\'tl3
"C "
., 5'3
..., 9-
2: ::!
'oD 00 -.! ~ C;; 'oD W 0 0 0 0 to.> 00 - ;::; ;; _/") "rll'll
- a s=ri
-"
" -
~ -.
~ e.
~~~
- - - - - - - - - - - - - - - ~
- --
'" '" '" '" - \'tl -.
'oD 'oD 'oD 'oD 'oD 'oD 'oD 'oD 'oD 'oD 'oD 'oD " ., 3
'" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" 3 " ..
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 " " -
:I :. \'tl
....;=.Q.
'" '" '" ~ ~ ~ '"
"" to.> to.> to.> W W W to.> to.> to.> ~ ~ ." t"'
<: <: <: <: i:: i:: i:: i:: i:: i:: w w w w <: <: -"
0 0 0 0 S-:I"Ccn 0
0 0 0 " " " ? ? ? ? \'tl 0. Jl:l 0
r- r- r- r- r- r- :I \'tl :I _. .."
0 0 0 0 "- e, e, e, e, "- 0 0 0 0 0 0 .... ~ (I) -
c' ~ ~ ~ ~ ,
~ ~ ~ ~ c " c c c ~ ~ E: -- o' 1:0
3 3 3 3 3 3 " -<
,
t"'
..., 0
" ..,
en" ."
;- :!l. 0 rf]
0" 0 ~ e
" ,
" ~
"-
~ ...,
> >
$: $: $: $: $: $: $: $: $: $: $: $: $: $: $: $: "''' ~ 1:0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 " or -<
"- "- "- "- "- "- "- "- "- "- "- "- "- "- "- "- "C _ t""
'" '"
~ ~ ~ ~ " ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 0 ~ ., 0 M
" " " " ~ " !;: !;: !;: !;: " " " " " ~ " c:
;;; " " " " " ;;; ;;; " " ;;; " ., "1
0 " 0 0 " " -
rf]
0
...
z z z z z z z z z z z z z z z Z ~en t"'
0 0 0 0 0 0 0 0 0 0 0 " 0 0 0 0 n
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ "C "
o'Q' <e: ~: ~: o'Q o'Q' <ii <ii' <ii <ii' <ii' <ii <ii' <ii' <ii' <ii '" - 0
~ ;;'
0' '" OT OT 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' " - z
., "
0- 0- 0- 0- 0- 0- 0- 0- 0- 0- 0- 0- 0- 0- 0- 0- " ~
...
..,
...
"Q 0
'" " en Z
N N N N '" '" '" '" '" '" '" '" '" '" N N "-c.,,, rf]
l'tI -. _.
~ --
* '"
"
.
"
"
3
..
.,
'"
~
...,
..
l>>
"
...
.....
....
.....
...
....
0
00
o~
N "0 t:"I'1 ("H~ () *
""C
"'-0
~ .,
t:J"
~g
...... -. 0 - 'TJ 'TJ Ei ::I
;; ~ _. ~ Q g s:-<
oo~x(')=oo
::lVl....'OOO'::s-..
n Zg5::ta~:;o
;; g ::t. 1:; g o' >3 :;t
g. !!!. e.. \'tl o' a ~ a
(ilgg-g,=":'l~O':
g.o~o"gQ~l1I
Oo.(1l00Cllt":l~
<: !!!..2.~"""::j~to
l'1l I.\l o' -t ~ c: "':'::.
r.;;' CT::s ~ ::!. ~ '0 0:
VI _. I'D 0 c: '0 _.
~ iii ::I .... _::I @ '-.I;:S
"0 ........ 0 _. (Il (J'Q
_O:TCIl-......,~c.>
o' 3 ('\l =-...-:J ~ tl:::i E..
g. <ii' 0' s> g. ::z. D U'1
0" 0 3 7 n~ ", ~
crg-g;:oo a
0::-.::1,= '<
5ige.~b ~
8.. c.. e. N:::": "'0
s::: :::J _. VI til
t'tI (fQ en ~ ::\.
8' V> ~~: 3
o"O::r 0
9-:;::"= g; a
~ g. g n .."
.... ;:I ~ x j:;l
(l) Vl (1) "0 ::l
g, Vi" g; n
~ 3 !!!. g-
(II 0 0 n
(II a. ::l ;:0;'"
g. ~ 5' ~
3 (; g. 0
(tl 0 x 3
::l.... C/I:l 0
- .,.,
n::r (tl Pl
X _. I.\l =
nero.... 0-
{1I;:r ~ c
0...., .... 3
g. "0 g- 0..
<: 0 ;:l I.\l
a~ hi r;
c: I.\l 0 0-
o 0" ,.-., ;p.
5" 0" W ~
--' - (') _.
t7 1.0 :::to ~
~:> g ~
o , to.>
"" - 0
- 00 0
00 0_
.c. w
= tv
b ~
o
~
n
o
~
0:
o
.,
."
.,
o
'"
OT
"
o
o
-
::;J
c
~
~
o
~
?
o
"
"'-
"';
v
-
<-
00
~
~
a;
~
~
I
I
I
I
1
I
1
1
I
I
I
I
1
I
1
I
I
I
I
:2
=
00 00 00 00 00 00 00 00 00 00 ~ ~ ~ ~ ~ ~ ~ ~~
~ 00 ~ ~ ~ ~ ~ N - a ~ 00 ~ ~ ~ ~ w &~
"
..
:':1:::
="
- ~ - N - - - ~ ~ w w W W N N ~O~
o w w w ~ ~ ~ ~ ~ w ~ ~ W W 00 w ~~3
. "C =
5'3
., ~
:r -
- N - N N - - - - -~~~
~ 0 0 - ~ ~ 00 ~ ~ 00 _ N _ ~ 00 ~ _ ~~~~
-::I -::I
" -
~ -.
~ !:.
~~rr1
- - ~
.. .. ~ - - .. .. .. .. .. ~ .. - ~ - .... =~=
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ n~=
8 ~ ~ ~ ~ ~ ~ ~ g ~ ~ ~ ~ ~ g g ~ ~ga
= ::.",
.....~o.
~ ~ ~ - - ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~-~ ~
< < < < < < < < < < < < < < < < < ~a~oo 0
~ r r r r r r r r r r r r r r r r ="'=~ ~
o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ::-. ~ !!!. - I
~ ~ :< :< :< :< :< :< :< :< :< :< :< :< :< :< :< e,-"o ~
= ><
,
t"'
., 0
Vl~"'O ~
;- ~. ~ rJ1
crg'j'" e
8. s::
s:: >-3
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~n ~ ~
000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~ ~ ~
0. 0... 0... a. a. 0.. 0... 0... 0... 0... 0... 0... a.. 0... a. 0... 0. 00 ""'" ~
~ 5 3 3 3 3 3 3 a 3 3 3 3 3 3 3;3 ~~. 0 trj
0- ;; (; (; ;; fi ;;;- ;; 0- ;; ;; ;; (:; ;;;- 0- ;; 0 ~~ ~ ~
[FJ
o
....
:z: :z: :z: :z: :z: :z: :z: :z: :z: :z: :z: :z: :z: :z: :z: :z::z: '" t"'
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ n
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~~ 0
~ ~ ~ ~ ~ ~ Z ~ ~ ~ ~ ~ Z ~ Z ~ Z ~~ ~
o 0 B non n n n n n n n n n n n n ~
....
..,
....
n<l 0
o g VJ '.Z
N N N N N N N N N N N N N N N N N ~~s. 00
~ --
* ::S"
=
"
"
3
"
..
rg
>-3
...
.,
"
-
N
W
.....
""
W
,
00
\~
N "tlOCl)~~(") *
0-0
<CR
" ..
""n
~g
::;; :;;9::;;6161E..~
g-g~~~5B'o
::I [II .... "'0 0 a.::t .....,
n ::;: g S; :t ~ t..l :::0
~ g =, ~ s: o. -sti ~.
;. :!!. e=... n o. ~ ~ a
ngg.g.,::3'=.tl~o..:
g.ttl:::'(:l-gQ~(b
oo.(tIOO[llnV
<: ~ ~ ~ (ij ...... !ll to
I'll Pol 0..... 0 2 ......::.
iii. 0" ::3 a ::1. !l '0 0:
~ .:.< 5' ~ g ~ ~:5'
~~g.~,,-.g.....QQ
_. 3 I1l C ~ n: to ~
Q _. >:+10 S ~ ~ ('") 0..
cr [II ... 0" _. -.;.;: C/l
0- 0 ~ ? o-Jg '. ~
O"frg:::;o a
n :=.::1 .::3 '<
COS)-Ul 0
Ul ;::J _. . 0 n
no..::3 N::::": "'0
C. C :; _. VI Pol
I'll QQ [II ~ ::l.
0' Ul ~ :::;: 3
o"O::r (tI
9-:[==~ g
~ cJ' Q (b ~
..... ::I 2: x ~
I'll (Il I'll "'0 ::l
5-. iii' ~ ()
e=... 3 :!!. ::r
[II 0 0 g
I'll a. ::3 '"
=. ~ 5. 3:
3 ~ ~ I'll
I'll 0 x 3
g.... ~ Q
(b::r (tI c.>
x _. f;l:l ::J
oQQ ...... C.
(b::r (tI c
2.~ :: 3
",,"0 ~ 0-
<: ~ ::l ~
e:....., N n
c: Pol 0 a.
n 0" .,-., >-
5' n ~ ~
--' _ n _.
~ 'P ::1. ~
0")> 0 _
(j) I ::l N
.. - '"
- 00 '"
00 <::>_
.c. w
::: N
o ~
o
~
"
o
;;:
0:
~
-0
@
it'
C"
"
o
o
...
:;l
=
~
~
R
~
?
o
;;;-
"-
~
v
-
:.;.
""
""
~
iil'
";'I
-
Ul
I
1
I
1
I
I
1
1
I
I
I
I
1
I
1
I
I
I
I
z
c; c; c; c; c; c; '" '" '" '" '" '" '" '" '" '" '" t""
3 =
~ -"" ..., N - 0 '" 00 -..l 0- ~ .. ..., N - 0 .,.~
"
.,
~::
=~
..., ..., N N :;;: V; '" ~ 0 0 0 ~ '" C; C; -::;; '='~.
.. 0 ~ 0 -"" "::::ttl3
"" '"
8'3
..., 5'
=: ::;
N N V; C; -..l 00 .. N 0 -"" ~ ~ _/"l'TIl'D
0 0 -..l 0 0 N E 8" == ~
-",
" -
~ _.
~ eo.
~~~
- - - - - - - - a~;
"" "" "" '" '" '" '" '" "" "" "" "" "" "" "" "" 3 ri g
0- 0- 0- 0- 0- 0- 0- 0- 0- 0- 0- 0- 0- 0- 0- 0-
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 " '" -
= 0". I'tI
-e,.o.
0 0 0 0 0 0 0 0 ..., ..., ..., ..., '"
-..l -..l -..l -..l ~-~ t""
<: <: <: <: <: <: <: <: <: <: <: <: <: <: <: <: ..... = "CI fJ:J 0
l'D 0. ll) CI
t"" r t"" t"" r r t"" r t"" t"" t"" r t"" t"" r r = l'D = _. >-3
0 0 0 0 0 0 0 0 0 0 0 0 ..... ~ <II -
0 0 0 0 [-.. o' ,
~ " ~ ~ " " ~ ~ " ~ ~ ~ ~ ~ " " I;l:I
'" ~
t""
..., 0
" >-3
en"''''
;- ~. 0 rn
O"o~ c::
'" .
" ~
0.
~ >-3
> >
3: S S S S S S S S S S S S S S s "'n ::>;l I;l:I
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~ .,. ><
0. 0. 0.. 0.. 0.. 0.. 0.. 0.. 0.. 0.. 0.. 0.. 0.. 0.. 0.. 0.. "" - t""
o =
~ ~ ~ ~ " ~ " ~ " ~ " ~ ~ ~ ~ ~ ~ ., 0 t"l
~ ~ ., .,
~ '" ~ ~ ~ ~ ~ ~ '" '" ~ ~ ~ ~ '" _.
" " " " " " " " " " " " " ., 0. .." .....
" " " " "
rn
0
....
Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z ~en t""
" " " " " " " " " " " " " " " " ("'J
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ "" '"
0;;. 00 0;;. 0;; 0;;. 0;;. 0;;. 0;;. 0;; 0;;. 0;;. 0;;. 0;;. 0;;' 0;;. 0;;. Q ;; 0
0' 0' 0' 0' 0' cr 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' ~ - Z
., "
;;- ;;- ;;- ;;- ;;- ;;- ;;- ;;- ;;- ;;- ;;- ;;- ;;- ;;- ;;- ;;- " c
....
>-3
....
nQ 0
= '" en Z
N N N N N N N N N N N N N N N N 0.0.= rn
l'D -'-'
~ ~-
. =
'"
"
"
3
~
.,
".
~
>-3
.,
.,
'"'
.....
N
1M
....
....
1M
,
00
~
N "tlOVl(')~(') *
0""
"-"
" .,
oC'l
~g
...... """'o-'Tl'TlS::::s
;' ~ _. ;;' g g s:-<
o O~xn::lOO
::l Vl..,"'OOo.;:':-'
l'D Z. g 5: =I a'" :;0
2, g =. :; a o' ~ ::t
:r ~. e.. 0 o' ~ ~ a
III g ~ ~::l ':."l '""t c..:
~8..::!l8~g~~o
~ U1g::s2.~~to
~. ~ g. ~ a ~ :.:. ~
VI C;;::l ..... _. ..... '0 0-
I'>l ~ :::i': g Ei ~ 5"
:g ~..... 0 :.. ~ (sQ
_ n ::r U'l ....,.... ~ I'>l
(i' 3 (I) S --1 ~ tti 5-
~ (ij' 0' ~ ~ =. D (Jl
n s 5 ? o~ ", g,
C"'o.g -0 ~
(11 ~. ::s "P::l '<
~gH.~~ ~
8.. 0..:. N ~ "0
c .::s _. ll.l
l'tI OQ Vl ~ ::I.
S rIl ~ ::;: 3
o 'O::r (1)
9:c=:~ a
~g.Q 0 ~
.... ::s 2: x ll)
o Vl (ll"'O ::::s
g.. r;;- g ()
e.. 3 !!!. ~
Vl 0 0 (1
(tl 0. ::l ?\
a. ~ :i' ~
3 ~ ~ n
(tl 0 x 3
a.... f!Q Q
~ =: ~ g;
R ~ f? g-
2..~ ::: 3
VI "'0 g- 0.
<: ~ ::l a
!::......, N (!l
C Pl 0 0-
00'" ,-., p
5' n ~ -g
..., - ~ :::..:.
Pl "P _. v.
2:;:.:.. g ~
", N
.. - 0
- 00 0
00 0_
'- ...,
= N
o ~
Cl
~
n
o
'"
~
"
~
~
"
'"'
.,.
"
o
o
~
...,
.,
'"
~
"
""
?
o
;;-
"-
"';
v
-
:.;,
00
"2
~
<D
";'i
-
Ol
I
I
1/
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
FIELD DENSITY TEST RESULTS
.....~~&) /.......~~J1................................................r....&~~&................. .........................................................ELEV; ...................................~...........................O..................~.......~J. P........R;F;..+!>'F;N'sJ.11Y..+...coiVt~i..~~m
iDA.W$..... ..NQi. ....//.+....mmmJi,pe%/l!.tQN ....................................((lj. ..............................(%;)... .m/.m......cP~t) ................./t'Y~) ..........Jj)Wj?;/
03/18/02 529 Lot 47 1228.0 10.6 116.5 90 1
03/19/02 531 Lot 47 1232.0 9.7 120.7 91 2
03/19/02 538 Lot 48 1233.0 9.6 120.5 93 5
03/19/02 539 Lot 48 1235.0 11.1 115.7 92 8
03/19/02 541 Lot 48 1237.0 9.4 117.5 91 5
03/19/02 542 Lot 47 1239.0 9.8 117.8 91 5
03/20/02 543 Lot 48 1240.0 11.2 117.5 91 5
03/20/02 554 Lot 48 1242.0 12.2 1]5.0 91 8
03/20/02 560 Lots 47-48 1244.0 9.6 122.2 92 2
03/21/02 563 Lot 47 1246.0 12.2 119.3 90 2
03/21/02 572 Lot 49 1213.0 8.5 12] .4 92 2
03/21/02 573 Lot 52 1215.0 9.0 121.1 92 2
03/21/02 574 Lot 39 1217.0 11.0 113.9 90 8
03/21/02 575 Lots 40-41 1219.0 11.4 114.3 91 8
03/22/02 626 Lot 42 1225.0 6.8 110.5 88 8
03/22/02 627 RT No. 626 11.0 113.6 90 8
03/22/02 628 Lot 40 1221.0 11.2 117.5 90 4
03/22/02 629 Lot 40 1223.0 14.8 109.6 85 5
03/22/02 630 Lot4l 1225.0 13.6 110.9 86 5
03/22/02 631 RT No. 629 10.8 120.2 93 5
03/22/02 632 RT No. 630 11.0 119.7 93 5
03/22/02 633 Fox Rd/Sta 105+90 1222.0 8.8 116.4 91 3
03/22/02 634 Lot 53 1219.0 9.7 116.0 91 3
03/22/02 635 Lot 50 1217.0 9.2 115.4 90 3
03/22/02 636 Lot 50 1219.0 8.5 115.3 90 3
03/22/02 637 Lot51 1221.0 9.1 ] ] 7.4 92 3
03/22/02 643 Lot 50 1223.0 8.4 121.3 92 2
03/22/02 644 Lot 48 1250.0 8.8 121.1 92 2
03/22/02 646 Lot 52 1224.0 10.8 116.2 90 5
03/23/02 676 Lot5l 1225.0 13.4 115.4 92 6
03/23/02 677 Lot 49 1226.0 13.0 115.6 92 6
03/23/02 682 Lot 53 1228.0 8.6 ] 19.2 90 2
03/23/02 683 Trini CrtlSta 10+75 1230.0 8.2 118.8 90 2
03/23/02 684 Lot 56 1232.0 9.1 120.2 91 2
03/25/02 685 Trini CrtJSta 11+75 1234.0 6.2 111.2 87 3
03/25/02 686 RT No. 685 8.8 115.5 90 3
03/25/02 687 Lot 47 1236.0 5.4 110.7 86 5
03/25/02 688 RT No. 687 8.9 116.3 90 5
03/25/02 689 Lot 49 1238.0 7.0 115.9 88 2
03/25/02 690 RT No. 689 8.4 119.0 90 2
03/25/02 691 Lot 31 1222.0 14.1 122.5 97** 8
TR 23143-8 Lots 1 through 106
PETRA GEOTECHNICAL, INC. . Sandcone JUNE 2002
J.N. 241-01 .. 95% required TABLE T-1/1
~
I
I~~. . . ... ..... .......
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
FIELD DENSITY TEST RESULTS
03/25/02 692 Lot 30 1224.0 12.2 119.9 95** 8
03/25/02 693 Lot 40 1225.0 6.3 108.0 84 5
03/25/02 694 RT No. 693 8.7 116.3 90 5
03/25/02 695 Lots 51-52 1238.0 11.4 115.1 91 8
03/25/02 696 Trini CrtJSta'IO+05 1240.0 10.9 116.4 90 8
03/25/02 699 Lot 54 1240.0 6.5 109.8 87 8
03/25/02 700 RT No. 699 10.1 114.3 91 8
03/27/02 743 Lot 46 1240.0 8.5 119.5 93 1
03/27/02 744 Lot 40 1234.0 7.7 113.0 89 7
03/27/02 746 Lot 42 1235.0 10.3 119.3 92 I
03/27/02 747 Trini Court 12420 12.0 116.7 90 I
03/27/02 748 Lot 30 1233.0 11.5 118.3 93 7
03/27/02 749 RT No. 744 9.9 114.8 90 7
03/27/02 750 Lot 39 1237.0 12.7 115.9 91 3
03/23/02 763 Lot 84 1225.0 7.1 114.1 88 1
03/23/02 767 Lot 84 1223.0 6.9 115.7 87 2
03/23/02 769 RT No. 763 8.9 116.9 91 I
03/23/02 773 RT No. 767 11.1 119.3 90 2
03/26/02 793 Lot 105 1229.0 11.5 113.5 90 8
03/26/02 826 Lot 30 1226.0 9.3 121.1 97** 7
03/26/02 827 Lot 18 1228.0 9.1 120.6 95** 7
03/26/02 828 Lot 39 1227.0 10.6 117.4 92* 9
03/26/02 829 Lot 42 1229.0 10.2 116.3 91* 9
03/26/02 830 Trini Court 1231.0 11.8 114.2 92* 10
03/26/02 831 Lot 45 1242.0 11.5 113.5 91* 10
03/26/02 832 Lot 46 1244.0 9.1 114.5 91* 8
03/26/02 833 Lot 46 1246.0 9.3 115.8 92 8
03/26/02 834 Lot51 1246.0 7.8 119.4 90 2
03/26/02 838 Lot 48 1252.0 11.2 115.1 91 8
03/26/02 839 Trini CrtJSta 11 +30 1248.0 10.7 114.9 91 8
03/26/02 840 Lot 42 1230.0 10.3 114.7 91 8 .
03/28/02 841 Lot 55 1247.0 14.1 118.3 92 9
03/28/02 842 Fox Rd/Sta 104+50 1244.0 13.3 118.4 92 9
03/28/02 843 Lot 47 1248.0 12.8 119.1 93 9
03/28/02 844 Lot 29 1235.0 13.4 109.1 88 10
03/28/02 845 RT No. 844 13.2 114.0 91 10
03/28/02 846 Lot 29 1228.0 12.9 108.5 87** 10
03/28/02 847 RT No. 846 12.6 118.4 95** 10
03/28/02 848 Lot 39 1236.0 7.6 120.8 90 11
03/28/02 849 Lot3l 1230.0 7.2 120.5 90 11
03/28/02 850 Lot 32 1232.0 8.1 122.5 92 11
TR 23143-8 Lots 1 through 106
PETRA GEOTECHNICAL, INC. . Sandcone JUNE 2002
J.N. 241-01 .. 95% required TABLE T-112
:3A:
I
I
ii......ffiEST i....j.....TESTj ........?I.??iIIiTEST? ....II?I....E:tiEV;... .....................1\1..............................0................I........S.................T.................U............]I........E.......................................D................E............N..............S.........I......TY.............................................C...................O................M...................p..................i.......................................................8................O.....................J'E...................................................................................
.'.:.::::'.'::::,','::.'::::.'-'::,:__.=-__:.;.,..'>:.'.:::::;:':';::'::;::'?::::::::,:::,",', :;",';',:':'",',:::;:;:::::::::::;:::::::"':;::::::::::::";':':':::::';:;;:::::::::::;:';;::::::::'::'::"'",::':';',::::':'::::::,';:=::::::::'::,:=:,:::::,:=:,',';','::,':';';';':':',',':',':::';',':'<:,' , " " "" , , " , ':.
.......?..n~W$ j......rNO;?j ???II.../...PO!$'\\!:l;ONw;rtft)? ....ii............tI\lJ). i/i...i//ffi~f) ...........I{W~)....../....iiTMP:Iil/.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
FIELD DENSITY TEST RESULTS
03/28/02 901 Lot 43 1227.0 11.5 112.3 90* 10
03/28/02 902 Lot 43 1229.0 11.9 113.2 91* 10
03/28/02 903 Hussar CrtlSta 14+80 1227.0 12.8 1185 95*,** 10
03/28/02 904 Hussar CrtlSta 13+50 1224.0 13.4 118.9 95*,** 10
03/28/02 905 Lot 41 ]236.0 7.7 1]9.1 92 I
04/0 1102 906 Lot 38 ]245.0 ]3.0 ] ]2.4 88 9
04/01102 907 RT No. 906 12.6 1 ]6.6 91 9
04/01102 908 Lot 43 1247.0 14.8 107.1 86 10
04/01/02 909 RT No. 908 14.4 114.3 92 10
04/0] /02 910 Lot 19 1235.0 13.0 123.4 96** 9
04/01/02 9]2 Lots 28-29 1236.0 11.8 1165 9] 9
04/01/02 913 Lot 33 1236.0 10.8 117.0 91 9
04/0] /02 9]4 Lot 39 ]245.0 ] 1.7 120.8 90 II
04/0 I /02 9]5 Lot 30 ]238.0 ] 1.5 120.8 90 11
04/01/02 9]6 Lot 28 ]240.0 ]1.3 121.7 91 ]1
04/0 1102 917 Hussar CrtlSta 13+40 ]240.0 11.6 121.5 91 ]1
04/02/02 918 Lot 18 ]239.0 10.9 124.9 96 4
04/02/02 919 Lot 44 . 1250.0 10.9 116.8 92 7
04/02/02 920 Lot 45 1250.0 10.4 1]6.1 91 7
04/02/02 921 Lot 26 1241.0 9.6 115.8 91 7
04/02/02 922 Lot 27 1242.0 9.2 122.8 92 11
04/02/02 923 Lot 32 ]246.0 9.8 ]235 92 11
04/02/02 924 Lot 33 ]247.0 85 123.0 92 11
04/02/02 925 Lot 18 1242.0 8.9 121.8 91 II
03/29/02 951 Lot41 1244.0 ] 1.2 ] 14.4 92 6
03/29/02 952 Lot 30 ]237.0 8.3 ] 13.9 89 7
03/29/02 953 RT No. 952 ]234.0 ]0.5 1]5.8 91 7
03/29/02 954 Lot 56 ]246.0 11.0 ] 14.4 90 7
03/29/02 955 Lot 53 ]247.0 ]2.7 ] 17.0 91 9
03/29/02 956 Trini Crt/Sta 10+15 1249.0 ] 1.3 ] 18.3 92 9
03/29/02 957 Fox Rd/Sta 104+90 1248.0 15.0 ]]65 88 2
03/29/02 958 Lot 46 1250.0 12.8 ] 18.2 89 2
03/29/02 959 Hussar CrtlSta 13+50 1235.0 ]1.6 1]6.4 90 5
03/29/02 960 Lot 35 ]243.0 ]0.2 ]175 91 5
03/29/02 961 RT No. 957 12.9 119.1 90 2
03/29/02 962 RT No. 958 10.5 120.2 91 2
03/29/02 963 Lot 52 1251.0 12.5 ] 19.7 91 2
04/0 1102 965 Lot ]05 ]232.0 10.3 ] 13.3 91 10
04/0 1102 969 Lot ]9 ]237.0 ]2.8 ]]25 87** 4
04/02/02 971 RTNo.969 11.7 124.2 95 4
04/03/02 972 Lot 3] 1242.0 13.3 113.8 90 9
TR 23143-8 Lots 1 through 106
PETRA GEOTECHNICAL, INC. . Sandcone JUNE 2002
J.N. 241-01 .. 95% required TABLE T-1I3 ~t:
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
II
I
I
I
TABLE 11
FIELD DENSITY TEST RESULTS
......._-_.._.--.......----.,,-,..,----,-,...,-------,...,.....-.' '"
i.~~t)i }itE~ll.....................................................mt.................. .........!lifli~~j... .....................M............................O........................~.....(..ST....&......;.'..n.'..~. ........RE..................................................................................................D.............................E...............~.?......SC.........~.~......~. .........:Y................................................................C..........................O....................".!H..............).........~....................................................................................................................................m..........S..............y.()...............................fL.............E....................................................................................
DATJjHLNOi).LPGAxO::lNL%((f) . '" .w ., ~-;" .. ..
04/03/02 973 Lot 32 1249.0 16.0 115.5 90 9
04/03/02 974 Lot 35 1250.0 12.4 114.3 92 10
04/02/02 1026 Fox Rd/Sta 106+25 1250.0 9.2 124.9 93* II
04/02/02 1027 Lot38 1248.0 9.6 123.5 92* II
04/02/02 1028 Lot 33 1248.0 13.1 113.0 91* 10
04/02/02 1029 Lot 40 1249.0 12.8 112.5 90* 10
04/02/02 1030 Lot 31 1244.0 8.6 118.9 90 2
04/03/02 1033 Lot 28 1244.0 6.4 117.2 88 II
04/03/02 1034 RT No. 1033 7.7 120.2 90 11
04/03102 1035 Lot 38 1250.0 11.2 116.8 91 9
04/03/02 1036 Lot 32 1246.0 10.8 116.4 91 9
04/03/02 1037 Lot 18 1244.0 14.8 112.6 90 10
04/03/02 1038 Lot 19 1245.0 10.6 126.0 94 II
04/03/02 1039 Hussar CrtlSta 15+00 1246.0 12.2 121.0 90 11
04/03/02 1040 Lot 27 1247.0 12.8 122.2 91 11
04/03/02 1041 Lot 38 1252.0 11.0 122.4 92 11
04/03/02 1042 Lot 43 1254.0 14.3 109.1 91 13
04/03/02 1043 Lot41 1255.0 14.7 110.2 92 13
04/03/02 1044 Lot 31 1246.0 7.8 120.2 90 11
04/03/02 1045 Lot 20 1246.0 6.1 113.1 85 I]
04/03/02 1046 RTNo.l045 8.3 124.1 93 II
04/03/02 1047 Lot 17 ]250.0 9.1 ]22.2 91 12
04/03/02 1048 Lot 43 1255.0 9.6 121.2 91 ]2
04/03/02 1050 Lot 53 1252.0 9.5 122.4 92 12
04/04/02 1078 Lot 48 1254.0 10.4 115.5 90 9
04/04/02 1079 Lot 39 1252.0 10.9 116.1 91 9
04/04/02 1080 Lot 42 1253.0 11.2 116.9 91 9
04/04/02 1081 Lot 33 1253.0 12.0 115.0 92 10
04/04/02 1082 Lot 28 1252.0 11.2 113.1 91 10
04/04/02 1083 Lot 26 1250.0 13.6 114.9 92 6
04/04/02 1084 Lot 25 1251.0 11.9 112.7 90 6
04/04/02 1085 Hussar CrtlSta 13+00 1251.0 13.2 114.4 91 6
04/04/02 1086 Lot 17 1251.0 13.8 113.2 90 6
04/04/02 1087 Lot 20 1251.0 10.0 117.1 91 9
04/04/02 1088 Lot 35 1251.0 13.8 118.6 89 12
04/04/02 1089 RT No. ]088 13.5 123.0 92 12
04/04/02 1091 Lot 34 ]252.0 14.6 110.2 92 13
04/04/02 1092 Hussar CrtlSta 12+60 1252.0 14.2 109.5 91 13
04/04/02 1093 Hussar CrtlSta 14+40 1252.0 10.6 114.6 90 7
04/04/02 1094 Hussar Crt/Sta 15+50 1252.0 11.2 115.8 91 7
04/04/02 1095 Lot 26 1252.0 11.0 114.9 90 7
TR 23143-8 Lots 1 through 106
PETRA GEOTECHNICAL, INC. . Sandcone JUNE 2002
J.N. 241-01 .. 95% required TABLE T-ff 4 'P~
I
I FIELD DENSITY TEST RESULTS
I
I
I
I
I
I
I
I
I
I
I
I
I
II
I
I
TABLE II
04/04/02 1098 Lot 36 1252.0 13.6
04/04/02 1099 Lot 25 1252.0 6.7
04/04/02 1100 RTNo.1099 9.1
03/29/02 1101 Lot 75 1215.0 12.7
03/29/02 1102 Lot 78 1207.0 12.1
03/29/02 1103 Lot 80 1206.0 11.7
03/29/02 1107 Lot 76 1213.0 10.0
03/29/02 1108 Lot 80 1208.0 10.7
03/29/02 1109 Lot 82 1215.0 10.1
03/29/02 1111 Lot 84 1205.0 10.3
03/29/02 1112 Lot 105 1229.0 9.3
03/29/02 1113 Fox Rd/Sta 114+60 1216.0 9.9
03/29/02 1114 Lot 81 1211.0 11.9
03/29/02 1115 Lot 84 1231.0 12.7
03/29/02 1116 Lot 79 1210.0 13.1
04/02/02 1118 Lot 84 1233.0 9.3
04/02/02 11 19 Lot 85 1212.0 7.1
04/02/02 1121 Lot 81 1214.0 8.7
04/03/02 1126 RTNo.1I19 11.7
04/03/02 1128 Lot 80 1209.0 10.7
04/03/02 1129 Lot 79 1210.0 10.5
04/03/02 1130 RTNo.1121 12.7
04/03/02 1132 Lot 78 1211.0 11.7
04/03/02 1133 Ashley Rose Crt/Sta 9+70 1212.0 12.9
04/03/02 1134 Lot 77 1215.0 11.7
04/03/02 1135 Lot 78 1210.0 9.9
04/04/02 1137 Lot 83 1217.0 10.5
04/04/02 ll38 Lot 82 1216.0 10.7
04/04/02 1139 Lot 77 1213.0 11.5
04/04/02 1148 Lot 78 1210.0 8.9
04/04/02 1149 Lot 77 1215.0 9.3
04/04/02 1150 Ashley Rose Crt/Sta 10+30 1217.0 9.5
04/05/02 1180 Lot 18 1246.0 8.6
04/05/02 1181 Lot 19 1247.0 7.7
04/05/02 1182 Lot 19 1248.0 9.6
04/05/02 1183 Lot 33 1253.0 11.1
04/05/02 1184 Lot 26 1253.0 12.6
04/05/02 1187 Lot 30 1256.0 9.8
04/05/02 1188 Lot 29 1254.0 10.5
04/05/02 1189 Lots 26-27 1253.0 10.8
04/05/02 1190 Lot 25 1253.0 8.8
TR 23143-8 Lots 1 through 106
PETRA GEOTECHNICAL, INC. . Sandcone
J.N. 241-01 .. 95% required
109.0
113.5
122.9
117.3
115.3
116.1
116.3
117.0
116.9
114.3
118.1
119.5
117.9
116.7
116.5
122.9
114.3
113.0
115.9
118.3
119.7
112.1
116.9
115.7
115.3
114.9
116.9
117.3
117.5
118.3
124.7
118.0
120.6
119.1
122.9
120.4
116.6
114.6
115.0
114.4
118.5
91*
85*
92*
92
90
91*
92
92
92
90
90
92*
92
91
91
92
89
88
91
91
92
91
91*
90
90
90
91
91*
91
92
93
91
90
92
92
90
91
90
90
90
89
13
12
12
9
9
9
7
7
7
7
4
4
9
9
9
II
9
9
9
4
4
9
9
9
9
7
5
5
5
1
II
I
11
I
12
12
9
7
7
7
12
JUNE 2002
TABLE T-1I5
2;>1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
FIELD DENSITY TEST RESULTS
04105/02
04/05/02
04105/02
04105/02
04105/02
04/05/02
04/05/02
04/08102
04/08/02
04/08/02
04108/02
04/08/02
04/08/02
04/09102
04/09/02
04109/02
04109/02
04/09102
04/09/02
04104/02
04/04/02
04104/02
04104/02
04/05/02
04/05/02
04/05/02
04/05/02
04/05/02
04/05/02
04/05102
04/05102
04/05/02
04/05/02
04105102
04/08/02
04/1 0/02
04/1 0/02
04/1 0/02
04/10/02
04/1 0/02
04/1 0/02
1191
1192
1193
1194
1195
1196
1198
1212
1213
1214
1215
1216
1217
1220
1221
1222
1223
1224
1225
1276
1277
1278
1282
1283
1284
1285
1288
1289
1290
1292
1293
1295
1296
1298
1300
1315
1316
1317
1318
1319
1320
RTNo.1l90
Hussar Crt/Sta 14+50
Lot 20
Lot 19
Lot 18
Lot 17
Lot 18
Lot 43
Lot41
Lot38
Lot 30
Lot 29
Lot 29
Lot21
Lot 17
Huusar Crt/Sta 10+00
Lot 35
Lot 30
Lot 25
Lot 74
Lot 76
Lot 81
Lot 81
Lot 71
Lot 74
Lot 76
Lot 80
Lot 83
Lot 81
Lot 80
Lot 78
Lot 75
Fox RdlSta 114+00
Ashley Rose Crt/Sta 10+00
Lot 72
Lot 33
RTNo.1315
Lot 28
RTNo.1317
Lot 26
Lot 43
8.9
9.8
10.5
10.9
8.5
12.1
9.3
7.8
8.4
8.5
10.0
9.8
9.2
14.1
13.7
12.6
13.8
12.8
12.6
12.7
9.9
10.1
9.9
9.7
9.5
. 11.9
12.1
12.5
10.7
11.7
11.3
9.3
10.3
10.9
9.7
6.5
7.8
7.0
8.2
1256.0 9.1
1256.0 9.4
TR 23143-8 Lots 1 through 106
* Sandcone
** 95% required
1253.0
1254.0
1250.0
1251.0
1251.0
1252.0
1253.0
1253.0
1253.0
1246.0
1248.0
1250.0
1254.0
1254.0
1254.0
1254.0
1254.0
1254.0
1228.0
1220.0
1219.0
1218.0
1222.0
1220.0
1217.0
1212.0
1220.0
1217.0
1218.0
1218.0
1227.0
1219.0
1222.0
1227.0
1255.0
1256.0
PETRA GEOTECHNICAL, INC.
J.N. 241-01
122.6 92 12
115.9 90 9
116.8 91 9
117.3 92 9
124.0 93 11
116.1 91 3
123.4 92 11
122.1 91 II
122.1 91 11
123.4 92 11
] 18.7 92 5
117.4 91 5
116.9 91 5
] 13.5 91 10
114.7 92 10
116.6 91 9
115.9 90 9
116.7 91 9
115.9 93 10
112.3 90 10
118.9 92 5
120.1 93 5
1 ]9.7 93' 5
1]8.1 92 5
125.7 94 12
113.0 91 10
117.1 91 9
116.7 91 9
118.7 92 5
] 14.5 92 10
117.9 92' 9
]25.5 94 II
] 19.9 93 5
] 18.3 92 9
]24.7 93 II
117.1 88 11
120.2 90 II
116.0 87 11
121.2 91 11
119.1 92 5
118.4 92 5
JUNE 2002
TABLE T-I/ 6 ~
I
I
iDfA~~TEi ..........................................................TE.........N..........O...~.;r...................... ..........................................................~...OiAllo.........N......... ..............................I~(....~)...~................................................F....,.....................~...............l(F........,..,..T.............)..~................................................................................D..................E..........}.~"...........CS.......N...l... l.......................y......... iQ!~)..~ll.E........................
I i..I", . .... ....... .. ..{.lj$~L.I.!~ I 7' . ill y;;(k~~~{
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
FIELD DENSITY TEST RESULTS
04/1 0/02 1321 Lot 16 1256.0 11.9 114.0 91 10
04/08/02 1352 Lot 80 1221.0 10.7 116.7 91 3
04/08102 1353 Lot 75 1228.0 10.9 117.5 91 3
04/08/02 1354 Lot 77 1223.0 9.7 125.1 94 12
04/08/02 1355 Lot 80 12]6.0 13.1 113.3 91 10
04/08102 1356 Lot 78 1213.0 12.7 112.7 91 10
04/08/02 1357 Lot 79 1213.0 10.5 115.9 91 7
04/08102 1358 Lot 78 1217.0 11.7 114.7 90' 7
04/08/02 1359 Lot 79 1223.0 9.9 117.5 92 3
04108102 1365 Lot 80 1219.0 12.3 117.3 91 5
04108/02 1366 Lot 80 1218.0 11.9 118.5 91 5
04/08/02 1367 Ashley Rose Crt/Sta 10+60 1225.0 11.7 119.1 91 5
04/09102 1368 Lot 76 1228.0 11.1 116.5 91' 3
04/09102 1369 Lot 76 1228.0 10.5 116.3 91 3
04/09/02 1370 Lot 73 1230.0 8.1 114.1 88 5
04/09/02 1371 Ashley Rose Crt/Sta 10+55 1229.0 7.3 113.5 87 5
04109/02 1372 Lot 80 1221.0 7.7 114.0 88 5
04/09/02 1373 Detention basin 1219.0 9.1 111.1 88 6
04/09/02 1374 Lot 82 1221.0 89 124.7 93 12
04/09/02 1375 Lot 71 1229.0 10.9 117.9 91 5
04/1 0/02 1376 Lot 27 1257.0 11.8 114.0 89 7
04/1 0/02 1382 Lot2l 1257.0 9.8 122.6 91 12
04/1 0/02 1383 Lot 16 1257.0 11.1 116.1 91 9
04/1 0/02 1384 Lot 39 1257.0 12.2 115.4 90 9
04/1 0102 1385 Lot 26 1258.0 7.0 113.0 88 9
04/11102 1386 RTNo.1385 11.2 116_8 91 9
04/11/02 1391 Lot 33 1258.0 8.9 122.9 91 12
04/11/02 1392 Lot 31 1258.0 9.5 122.6 92 12
04/11/02 1393 Crowne Hill/Sta 51 +25 1258.0 9.8 123.1 92 12
04/11/02 1399 Lot 29 1258.0 9.0 122.3 91' 11
04/11/02 1400 Lot2l 1258.0 10.1 123.7 93' 11
04/11/02 1452 Lot 32 1259.0 12.8 112.5 91 15
04/11/02 1453 Lots 16-17 1259.0 10.1 116.8 90 5
04/11/02 1454 Lots 20-21 1259.0 11.7 118.0 91 5
04/12/02 1456 Hussar CrtlSta 16+25 1259.0 14.6 114.3 91' 6
04/12/02 1457 Lot 20 1259.0 13.4 113.4 91' 6
04/12/02 1458 Lot 16 1259.0 8.4 123.0 91' 11
04/12/02 1459 Lots 31-32 1259.0 7.8 121.5 91' 11
04/12/02 1468 Lot 43 1260.0 10.6 116.6 91 9
04/12/02 1469 Lot28 1260.0 12.0 117.0 91 9
04/12102 1470 Lot21 1260.0 8.8 115.9 87 11
TR 23143-8 Lots 1 through 106
PETRA GEOTECHNICAL, INC. . Sandcone JUNE 2002
J.N. 241-01 .. 95% required TABLE T-ff 7 'Bet
I
I
(...(.XESl'(...iiTESmi....iiiii;,t$Stfi.Iii...iiELEVi ...................M.....................O...............I.........S............TURE...........................................................................................D..............E...............N.............S........I.......!FY.I...............................................C.................O................M.....................R................i.....i...somI
..:..::.:..::::::'" ":::.':,:::.'.':.'::.''-.:.',:.:.',::,:.: :-:-'-;-:-;-:-'-;-:-:-'-:-;-;-:-;-'-:-;-'-'-:-:-:;:-.,:-.-,-,,:-.-:-:.;-:-:-.-:'.-.-,;--..:.:.:.-;-':.,:,.:.:"";",:,::;::;0::::::::,:::::::,::::,:::;:':':;:'::::':;c::':::;:::::':::::::::;:;::::::-: . .. . ..... . '. ;,,-:-:-;-:-:;:,,-:.,;:.,.:.:.:.;.;.,::.:.;-:-:-,-:-:-'-":':""::
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
FIELD DENSITY TEST RESULTS
04/12/02
04/12/02
04/12/02
04/12/02
04/12/02
04/09/02
04/09/02
04/09/02
04/09/02
04/09/02
04/09/02
04/09/02
04/09/02
04/1 0/02
04/1 0/02
04/1 0/02
04/1 0/02
04/1 0/02
04/1 0/02
04/1 0/02
04/1 0/02
04/1 0/02
04/1 0/02
04/1 0/02
04/1 0/02
04/1 0/02
04/1 0/02
04/1 0/02
04/1 0/02
04/1 0/02
04/1 0/02
04/11/02
04/1 1/02
04/11/02
04/11/02
04/1 ] /02
04/1 1/02
04/1 1/02
04/1 1/02
04/1 1/02
04/15/02
1471
1472
1473
]474
1475
1501
1502
]503
]504
15]2
1513
]514
]515
1522
1523
]526
]527
1528
1529
1530
]531
]532
1533
1534
1535
1536
1537
1538
]539
1540
154]
1542
1543
1544
1545
1546
1547
]548
1549
1550
1576
Lot 18
RTNo.1470
RTNo.1471
Lots 30-31
Hussar Crt/Sta 14+00
RTNo.1370
RT No. 1371
RT No. 1372
RT No. 1373
Lot 81
Lot 79
Lot 78
Lot 77
Lot 75
Lot 82
Lot 74
Lot 76
Lot 78
Lot 80
Lot 83
Lol8l
Lot 106
Lot 106
Ashley Rose Crt/Sta 9+85
Lot 74
Lot 77
Lot 81
Lot 75
Lot 83
Lot 78
Lot 106
Lot 83
Lot 79
Lot ]06
Lot 78
Lot 81
Lot 83
Lot 106
Lot 106
Lot 74
Lot 33
PETRA GEOTECHNICAL, INC.
J.N. 241-01
1260.0
8.2
8.7
8.4
12.6
13.4
11.7
12.3
11.9
]4.1
1224.0 ]3.1
1226.0 10.1
1221.0 10.7
1226.0 12.7
]231.0 11.1
1227.0 10.9
1231.0 12.3
]234.0 13.]
]229.0 ]2.7
1229.0 ]4.1
1230.0 9.9
1233.0 10.3
]225.0 10.]
1232.0 9.9
1232.0 ]0.5
1234.0 9.3
1237.0 10.7
1236.0 11.1
1237.0 11.5
1233.0 9.3
]239.0 ]0.7
1237.0 10.9
1236.0 13.3
1239.0 9.9
1238.0 ]0.7
1240.0 10.5
1239.0 10.9
1239.0 12.3
]237.0 13.7
]240.0 9.9
1240.0 10.9
]260.0 14.6
TR 23143-8 Lots 1 through 106
* Sandcone
** 95% required
1260.0
]260.0
1172
]23.0
122.2
113.4
113.2
118.3
117.9
118.9
] 14.7
] 15.5
I] 6.3
117.1
116.1
118.1
1]8.3
116.5
117.3
] ]5.3
113.3
] ]7.9
119.3
125_7
] 18.9
1]8.9
124.9
1]5.7
1]6.9
117.3
125.1
] 18.9
119.3
] 14.7
] 19.7
118.3
115.9
117.]
118.5
114.1
125.9
1 ]8.9
113.8
88
92
91
91
91
92
91
92
92
92
92
92
93
92'
92
91
92
90
9]
91
92
94
92
92
94
90
91
92
94
92
92
92
93
92
91
92
93
91
94
93
92
11
11
11
15
15
5
5
5
6
6
7
7
6
9
9
9
9
9
6
5
5
12
5
5
12
9
9
9
12
5
5
6
5
5
7
7
9
6
12
9
15
JUNE 2002
TABLE T-II 8
Are
I
I . ........ . . ... .. .. FIELD DENSITY TEST RESULTS
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
04/15/02
04/15/02
04/15/02
04/15/02
04/15/02
04/15/02
04/15/02
04/16/02
04/16/02
04/16/02
04/16/02
04/17/02
04/17/02
04/1 7/02
04/1 7/02
04/17/02
04/17102
04/11102
04/11102
04/11/02
04/11102
04/11102
04/11/02
04/11102
04/11/02
04/11/02
04/11/02
04/12/02
04/12/02
04/12/02
04/12/02
12/15/02
12/15/02
.12/15/02
12/15/02
12/15/02
12/15/02
12/15/02
12/15/02
12/15/02
12/15/02
1577
1578
1579
1584
1585
1586
1589
1628
1629
1630
1631
1634
1642
1643
1644
1645
1646
1681
1682
1683
1684
1685
1686
1687
1688
1689
1690
1691
1692
1693
1700
1709
1710
1715
1716
1717
1718
1720
1721
1722
1723
TABLE 11
Lot 38
Lot 18
RT No. 1578
Lot 44
Lot 53
Lot 27
Lot21
Lot 22
Lot 18
Lots 16-17
Hussar CrtlSta 14+75
RTNo.1631
Hussar Crt/Sta 16+75
Lot 28
Lot 35
Lot 19
Lot 17
Lot 103
Lot 105
Lot 85
Lot 83
Lot 82
Lot 80
Lot 106
Lot 76
Lot 74
Lots 75-76
Lots 77-78
Ashley Rose CrtlSta 11+00
Ashley Rose Crt/Sta 10+15
Lot 84
Lot 104
Lot 105
Lot 84
Lot 104
Lot 85
Lot 1
Lot 105
Lot 103
Lot 104
Lot 1
12.0
8.2
12.8
9.4
13.1
14.2
6.9
13.9
11.8
14.8
8.2
11.4
1262.0 10.7
1262.0 11.4
1263.0 10.8
1263.0 12.2
1263.0 13.1
1230.0 13.3
1227.0 11.9
1229.0 10.7
1242.0 11.3
1242.0 9.9
1243.0 10.3
1243.0 10.7
1240.0 9.7
1243.0 13.3
1243.0 9.9
1243.0 10.1
1235.0 10.1
1236.0 9.7
1236.0 10.5
1233.0 11.0
1233.0 9.9
1239.0 10.3
1235.0 14.1
1235.0 9.7
1230.0 9.5
1237.0 9.1
1236.0 9.3
1238.0 10.7
1233.0 13.9
TR 23143-8 Lots 1 through 106
. Sandcone
.. 95% required
1260.0
1260.0
1252.0
1254.0
1260.0
1261.0
1261.0
1261.0
1261.0
1261.0
PETRA GEOTECHNICAL, INC.
J.N. 241-01
114.2
110.2
112.4
117.8
112.1
112.9
112.1
110.6
112.0
111.8
106.1
117.0
117.0
118.0
116.7
112.4
113.6
114.1
1] 8.5
119.5
. 119.1
119.0
118.3
119.3
119.7
114.5
118.1
117.7
118.5
124.1
119.0
I] 7.5
119.3
117.7
113.9
116.9
116.5
117.3
116.7
116.9
115.0
92
89
91
91
90*
9]*
89
91*
92*
92
84
93
91
92
91
92
93
91
93
93
93
92
92
91
92
92
92
91
92
93
92
91
91
91
91
91
90
91
90
91
92
15
15
15
5
15
15
8
14
14
14
8
8
9
9
9
14
14
6
9
9
9
5
5
4
4
6
5
5
5
12
5
5
4
5
6
5
5
5
5
5
6
JUNE 2002
TABLE T-1/9
4\
I
I
. .. ....:rmS1' ...(......(..TES1l ....../........:........./.........../....(:::rmS1'(...:....
.................................,'...... ';',:::::;:::;:;;::::;:;::,:;;::;;;:::,::;::;;::;:;;:::;::::;:'::;::::::::::::::::'::.':'::;::'::::.,.:,:::.:,:.:,:.,.,:.:.'.:,
fiA$~ .......NOiIfIIII......t.,QtjAJ.!lON
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE 11
FIELD DENSITY TEST RESULTS
.. ..............ELEV..)\fOl~TVRE .pENSITYP()l\!P; ......~()II;
..............(ft) ....... .(%). .... (pef) ......(%)>r~E
04/18/02 1778 Lot 32 1265.0 10.1 115.8 91 7
04/18/02 1779 Lot 31 1263.0 10.1 123.5 93 12
04/18/02 1780 Lot 20 1264.0 14.0 1 ]6.3 91 9
04/18/02 1781 Lot 19 1263.0 12.8 117.5 92 9
04/18/02 1782 Lots 17-18 1263.0 9.6 122.3 92 12
04/18/02 1786 Hussar Crt/Sta 12+00 1262.0 10.6 120.3 90 12
04/18/02 1789 Hussar Crt/Sta 15+25 1262.0 8.6 116.5 91 9
04/19/02 1797 Lot 42 1264.0 15.6 113.9 90 8
04/19/02 1798 Lots 15-16 1264.0 11.3 112.0 90 10
04/19/02 1799 Lot 21 1264.0 13.1 109.6 91 13
04/19/02 1858 Lots 25-26 1265.0 10.2 120.3 90 12
04/19/02 1859 Lots 21-22 1265.0 11.2 118.9 91 4
04/19/02 1860 Lots 31-32 1265.0 9.7 124.2 93 11
04/22/02 1861 Crowne Hill/Sta 42+50 1280.0 9.2 115.0 90 7
04/19/02 ]884 Lot 28 1263.0 8.5 123.7 93 12
04/19/02 1885 Lot 19 1263.0 9.9 123.7 93 12
04/19/02 1886 Lot 33 1263.0 12.2 114.0 92 10
04/19/02 1887 Hussar Crt/Sta 13+75 1263.0 10.0 111.8 88 7
04/19/02 1888 HussarCrt/Sta 15+75 1264.0 9.8 113.0 89 7
04/19/02 1889 RTNo.1887 10.2 116.9 92 7
04/19/02 1890 RTNo.1888 ]0.0 118.2 93 7
04/19/02 1891 Lot2l 1264.0 11.8 117.4 91 10
04/19/02 1892 Lot 16 1264.0 11.0 117.1 91 10
04/22/02 1926 Lot3l ]263.0 15.5 108.9 90 13
04/22/02 1927 Lot31 1262.0 16.1 109.4 91 13
04/22/02 1928 Lot 17 1263.0 21.2 107.4 89 13
04/22/02 1929 Lot 17 1264.0 16.6 112.3 92 14
04/22/02 1930 RTNo.I928 18.9 108.5 90 13
04/22/02 1931 Lot 33 1264.0 9.5 113.4 91 10
04/22/02 1932 Lot 16 1265.0 9.8 108.9 89 14
04/22/02 1933 Lot 28 1265.0 14.8 111.4 91 14
04/22/02 1934 Lot 28 1264.0 12.7 110.5 91 14
04/22/02 1941 RTNo.1932 10.4 111.6 91 14
04/22/02 1943 Lot 31 1266.0 11.6 117.4 93 8
04/22/02 1944 Lot 33 1265.0 16.5 112.9 90 15
04/22/02 1945 Lot 20 1265.0 14.0 113.9 91 15
04/23/02 1946 Hussar Crt/Sta 14+45 1266.0 14.7 114.9 92 15
04/23/02 1947 Lot 18 1265.0 12.9 115.1 91 8
04/23/02 1948 Lot 43 1266.0 9.4 117.7 93 8
04/23/02 1949 Lot 32 1267.0 11.0 116.2 91 7
04/16/02 1951 Lot 103 1239.0 10.7 116.7 90 5
TR 23143-8 Lots 1 through 106
PETRA GEOTECHNICAL, INC. . Sandcone JUNE 2002
J.N. 241-01 ** 95% required TABLE T-1/10 ~z.-
I
I....................... .................................................. .................. .. .. ...
,,'...,.:...,.......,...:...,.','...,.......'.....'D~Ar.,....T...S.,.,."T.E}.......~~~1( .,...'.,...:.,........:.:.......'.'.,.:...'..'.:"..........'.,:..'.'....:.:...'...,::.:.:.'.....,.......'...'...,......:,.,.....'.':......'....:....'.,.....'......,..,.....'....'.':,'.,',,:..'.'.,.....':,'..:.'....~..t,'.'.....,....'...fn...........A~..'.'..:..~._.'....:..\f,::..:O....... t.'.......:.'.' .................................................~p(,.:.~)N;.:............:....'.:...'......::......:....'...!\f.'...:.:.....,...,....,.....'...o....,:....'.......,.:.':...:.,:l...f.:~,...:..,.".:..,:.~..:.'.'......,.p..:,....'..:'...,."RE.......,.:.:.,.....,',:..~~N~~'!?:!~~~!!\~~I!
I .....,.... ..:,~:,....~Pi.} . . .. .... .....,..PY"'..,>::>:...HI 4I, [( ,CP~f)}('Y6)..'tt'Pg.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE 11
FIELD DENSITY TEST RESULTS
04/!6102 1952 Lot 85 1236.0 9.9 117.5 91 5
04/!6/02 1953 Lot 105 1239.0 9.] 124.7 93 12
04/!6/02 1954 Lot 84 ]241.0 10.3 1 ]5.1 91 7
04/17/02 1958 Lot 73 ]237.0 10.3 117.7 9] 5
04/!7/02 1959 Lot 7] 1238.0 11.1 117.1 91 5
04/!7/02 1960 Lot 106 1227.0 9.7 115.0 91 7
04/17/02 1961 Lot 106 1230.0 10.7 116.9 91 5
04/17/02 1962 Lot 106 1233.0 10.0 114.7 90 7
04/17/02 ]963 Lot 106 1235.0 10.7 115.5 91 7
04/17/02 1964 Lot 106 1230.0 8.9 125.7 94 12
04/!7102 1965 Lot 106 1234.0 10.5 117.0 91 5
04/!7102 1966 Lot 106 1237.0 9.9 117.7 91 5
04/17/02 1967 Lot 106 1234.0 13.1 113.5 91 6
04/17/02 1968 Lot 106 1236.0 9.9 115.9 91 7
04/! 7/02 1969 Lot 72 1238.0 10.3 116.5 92 7
04/17/02 1970 Lot 70 1241.0 ]2.7 116.9 91 9
04/17/02 1971 Lot 69 1242.0 9.7 116.9 91 5
04/17/02 ]972 Lot ]06 1240.0 10.1 117.] 91 5
04/17/02 ]973 Lot 69 1243.0 9.7 123.3 92 12
04/17/02 1974 Lot 70 1244.0 10.5 ]] 7.5 91 5
04/!7/02 1975 Lot 73 1240.0 12.9 114.5 92 6
04/!8/02 1976 Lot 73 1242.0 10.0 124.7 93 12
04/!8/02 1977 Lot 71 1240.0 12.] 116.5 91 9
04/!8102 1978 Lot 79 1240.0 12.0 117.5 92 9
04/!8102 1979 Lot 106 1228.0 13.3 113.3 91 10
04/!8102 1980 Lot 72 1240.0 ]0.7 116.1 91 7
04/!8/02 1981 Lot 70 1241.0 9.7 125.1 94 12
04/18/02 1982 Lot 69 1245.0 10.9 117.0 92 7
04/!8/02 ]983 Lot ]06 1243.0 ] 1.5 117.1 91 9
04/!8/02 ]984 Lot 70 1244.0 ]1.7 117.5 92 9
04/!8/02 1985 Lot 73 1243.0 10.9 118.0 92 9
04/!8/02 1986 Lot 49 1218.0 ]2.7 113.7 91 10
04/!8/02 1987 Lot ]06 1225.0 ] 1.3 116.7 92 7
04/!8/02 1988 Lot 68 1227.0 ]1.7 117.7 92 9
04/!8/02 1989 Lot 59 1227.0 10.1 116.3 92 7
04/!8/02 1990 San Jose CrtlSta 9+80 1237.0 9.] 123.9 93 12
04/!8/02 1991 Lot 106 1225.0 ]1.9 114.0 92 10
04/!8/02 1992 Lot 106 1231.0 ]2.9 113.1 9] 10
04/!8/02 1993 Lot 68 1228.0 ]1.9 116.9 91 9
04/!9/02 1994 Lot 68 1229.0 12.7 117.0 91 9
04/!9/02 1995 Lot 59 1230.0 10.7 117.1 92 7
TR 23143-8 Lots 1 through 106
PETRA GEOTECHNICAL, INC. . Sandcone JUNE 2002
J.N. 241-01 .. 95% required TABLE T-1/11 40
I
FIELD DENSITY TEST RESULTS
:----~~.~
TABLE II
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
04/19/02 1996 Lot 59 1231.0 12.7 113.3 91 10
04/19/02 1997 Lot 106 1230.0 9.9 123.7 93 12
04/19/02 1998 Lol72 1243.0 12.7 117.7 92 9
04/19/02 1999 Lol73 1245.0 9.7 124.5 93 12
04/19/02 2000 Lots 71-72 1243.0 13.1 117.3 92 9
04/23/02 2007 Lot 38 1265.0 14.2 112.4 90 10
04/26/02 2017 Lot 18 1267.0 10.7 116.5 90 17
04/27/02 2025 Hussar Crt/Sla 12+75 1269.0 16.2 108.6 90 13
04/19/02 2051 LoIs 70-71 1246.0 9.7 116.7 90 5
04/19/02 2052 San Jose Crt/Sta 9+90 1230.0 10.3 116.5 90 5
04/19/02 2053 Lot 68 1231.0 9.1 124.7 93 12
04/19/02 2054 Lot 68 1232.0 10.3 116.3 92 7
04/19/02 2055 Lot 106 1230.0 11.1 116.5 91 9
04/19/02 2056 Lol59 1234.0 9.9 116.9 91 5
04/19/02 2057 Lol69 1247.0 15.1 109.9 91 13
04/19/02 2058 Lot 70 1247.0 12.1 116.7 91 9
04/19/02 2059 Lot 71 1246.0 9.3 ]25.1 94 12
04/19/02 2060 Lot 68 1233.0 10.9 117.0 91 9
04/19/02 2061 Lol59 1233.0 9.7 117.3 9] 5
04/19/02 2062 Lol68 ]235.0 9.9 117.0 91 5
04/22/02 2063 Lol67 ]236.0 15.0 108.9 90 ]3
04/22/02 2064 Lol 106 ]239.0 10.] 117.7 91 5
04/22/02 2065 LoII06 1235.0 ] 1.3 ] 17.1 91 5
04/22/02 2066 Lot ]06 1230.0 ] 1.7 ] 17.0 91 9
04/22/02 2067 Lot 49 1220.0 ]1.9 ] 16.9 91 9
04/22/02 2068 Lot 57 1222.0 9.3 124.1 93 12
04/22/02 2069 Lot 55 1224.0 10.1 116.5 92 7
04/22/02 2070 Lot 58 1226.0 10.9 117.5 92 9
04/22/02 2071 Lot 57 ]228.0 14.7 109.5 91 13
04/22/02 2072 Lot 56 ]230.0 14.3 109.1 91 13
04/22/02 2073 Lot 58 ]232.0 9.9 117.3 91 5
04/22/02 2074 Lot 49 1234.0 10.3 116.5 92 7
04/22/02 2075 Lol56 1236.0 11.5 117.7 92 9
04/29/02 2076 Lol32 1267.0 16.1 110.0 90 14
04/29/02 2077 Lot 29 1268.0 11.5 116.2 91 7
04/29/02 2078 Lot 32 1269.0 12.8 119.7 92 4
04/29/02 2079 Lot 16 1268.0 10.3 118.1 90 4
04/29/02 2080 Crowne Hill/Sla 50+ I 0 1268.0 15.7 110.3 90 14
04/29/02 2084 Lot 19 1266.0 15.0 112.9 89 7
04/29/02 2085 RT No. 2084 12.2 115.3 90 7
04/29/02 2086 Lot 29 1269.0 11.6 118.4 91 4
TR 23143-8 Lots 1 through 106
PETRA GEOTECHNICAL, INC. . Sandcone JUNE 2002
J.N. 241-01 .. 95% required TABLE T-I/ 12 .f\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I I
I
TABLE II
FIELD DENSITY TEST RESULTS
...............D~............. "'.S...........TE............ .........................................................................T..............N......E...........O...~........;r........................................................ .........................................................................................................................................................r.................O......................;f...C.....................~............ST1.............'f.............O...................M.................... ..........................................................~~Pt....)M1........... I. O. I. i~~)~RE.................................................:.................D.................................E..................~.........SC............"'.I............WY........................................................~~I~)SQm
...n .., "" ..;i\t't/R . '" "tW~);IY~$
04/29/02 2087 Lot 17 1268.0 7.3 115.4 9] 7
04/29/02 2088 Hussar Crt/Sta ] 4+20 1269.0 15.7 ] 11.8 92 7
04/29/02 2089 Lot4] 1270.0 ]4.9 110.7 91 7
04/29/02 2090 Lot 40 ]270.0 ]1.3 1202 93 4
04/29/02 2091 Lot 18 ]269.0 7.3 ]22.4 92 11
04/29/02 2092 Lot ]6 ]269.0 10.4 116.2 90 5
04/29/02 2093 Lot 30 1270.0 ]2.5 117.7 90 4
04/30/02 2098 Lot 33 1270.0 ]4.] 1]6.0 91 7
04/30/02 2099 Lot 30 ] 272.0 ]5.1 110.6 9] 14
04/30/02 2100 Lot 21 1270.0 15.2 ] 10.1 90 14
04/30/02 2126 Lot 19 1270.0 14.0 1]2.6 90 ]0
04/30/02 2140 Lot ]9 1271.0 ] 1.4 1 ]8.5 91 4
04/30/02 2141 Lot 29 1272.0 13.] ] 14.0 90 8
04/30/02 2142 Lot 17 ]272.0 14.9 111.6 89 10
04/30/02 2]43 RT No. 2142 15.0 112.2 90 ]0
04/30/02 2144 Lot 33 ]270.0 ]0.8 115.3 91 7
05/01/02 2145 Hussar Crt/Lot 23 1272.0 13.1 115.5 92 10
05/01/02 2146 Lot 20 ]269.0 14.4 114.9 91 8
05/01/02 2]47 Lot 21 1270.0 14.9 ] 15.4 92 8
05/0 1102 2148 Lot 18 1271.0 16.0 ] 13.1 91 ]0
04/30/02 2]56 Lots 50-51 1255.0 10.2 1]7.8 91 17
04/30/02 2157 Lots 45-46 1255.0 9.6 117.3 91 17
05/0]/02 2162 Lot 22 ]270.0 ] 1.5 112.0 90 ]5
05/0]/02 2163 Lot 22 ]270.0 ]3.0 111.7 90 15
04/22/02 2176 Lot 68 ]242.0 ]1.7 ] 15.9 9] 9
04/22/02 2]77 Lot 67 1239.0 10.1 116.3 90 5
04/22/02 2178 Lot 59 1238.0 9.3 123.7 93 ]2
04/22/02 2179 San Jose Crt/Sta 10+50 1235.0 11.1 115.5 90 9
04/22/02 2180 Lot ]06 1237.0 ]0.9 1]6.3 91 9
04/22/02 2181 Lot 106 1238.0 15.0 108.9 90 13
04/22/02 2182 Lot 106 1240.0 10.7 1 ]7.0 9] 5
04/22/02 2183 Lot 68 1245.0 12.7 113.3 9] 15
04/23/02 2184 Lot 67 1243.0 9.7 ]24.] 93 12
04/23/02 2185 Lot 60 ]243.0 9.9 ] 17.7 9] 5
04/23/02 2186 Lot 67 ]246.0 9.7 ] ]6.9 9] 5
04/23/02 2]87 Lot 60 ]245.0 11.7 116.1 91 9
04/23/02 2]88 Lot 60 1244.0 11.9 ] ]4.7 93 ]5
04/23/02 2]89 Lot 59 1243.0 11.9 ] 17.0 91 9
04/23/02 2190 Lot 61 ]249.0 13.5 ]09.7 9] 13
04/23/02 2]91 Lot 60 ]248.0 10.3 1 ]6.5 90 5
04/25/02 2192 Lot 68 1247.0 8.9 ]25.0 94 ]2
TR 23143-8 Lots 1 through 106
PETRA GEOTECHNICAL, INC. . Sandcone . JUNE 2002
J.N. 241-01 .. 95% required TABLE T-1/13 46
I TABLE II
FIELD DENSITY TEST RESULTS
III~~T~~.~~~~~;rII~~'ll~~~IIII~~!.I~lr;~11
I '...1),1\.+1". . ,.,..",..NO,",',."" ,...,....,.......'...'.".J;;QGA'tlQ!$..... ,.....,.........,...."..([0, ,'.............'.,.(%/1 .,........,.......,.....(ti~t) .......'.,.,..(,,4,). ......'.;r:\'re$i...
I
I
I
I
I
I
I
I
I
I
I
I
I
I
, I
I
04/25/02 2193 Lot 56 1238.0 10.1 117.3 91 5
04/25/02 2194 Lot 58 1238.0 10.0 117.1 91 5
04/25/02 2195 Lot 54 1240.0 12.1 116.3 91 9
04/25/02 2196 Lot 55 1240.0 10.7 115.9 91 9
04/25/02 2197 Lot 49 1242.0 14.1 108.7 90 13
04/25/02 2198 Lot 58 1244.0 13.1 113.9 92 15
04/25/02 2199 San Juan Crt/Sta 10+00 1244.0 9.1 123.3 92 12
04/25/02 2200 Lot 49 1244.0 12.0 116.0 91 9
05/01/02 2212 Lot 30 1274.0 15.4 110.7 91 14
05/03/02 2295 Lot 19 1275.0 10.3 120.8 91 12
05/03/02 2296 Lot 17 1275.0 11.8 122.9 92 12
05/03/02 2297 Lot 30 1276.0 8.1 118.7 91' 4
05/03/02 2298 Lot 17 1276.0 10.1 124.8 93' 12
05/03/02 2299 Hussar Crt/Sta 14+ 10 1274.0 10.6 118.7 91 4
05/03/02 2300 Lot 21 1276.0 9.6 116.1 89 4
04/25/02 2301 Lot 54 1242.0 10.7 116.9 91 5
04/25/02 2302 Lot 55 1244.0 9.9 116.1 90 5
04/25/02 2303 Lot 57 1246.0 9.1 123.9 93 12
04/25/02 2304 Lot 49 1246.0 10.7 119.3 92 4
04/25/02 2305 Lot 58 1246.0 13.1 114.5 92 15
04/25/02 2306 Lot 56 1246.0 9.9 118.7 91 4
04/25/02 2307 San Juan CrtlSta 10+75 1246.0 9.7 124.7 93 12
04/25/02 2308 Lot 56 1248.0 12.7 113.1 91 15
04/25/02 2309 Lot 57 1246.0 10.3 117.3 91 5
04/25/02 2310 Lot 49 1250.0 11.9 113.7 92 15
04/25/02 2311 Lot 50 1252.0 10.3 118.1 90 4
04/25/02 2312 Lot 58 1254.0 8.9 125.1 94 12
04/26/02 2313 Lot 59 1246.0 11.0 117.0 91 5
04/26/02 2314 Lot 59 1249.0 11.3 116.3 92 7
04/26/02 2315 Lot 66 1247.0 12.7 113.9 92 15
04/26/02 2316 Lot 54 1245.0 10.9 116.1 91 7
04/26/02 2317 Lot 49 1256.0 10.1 124.1 93 12
04/26/02 2318 Lot 55 1254.0 13.1 114.5 92 15
04/26/02 2319 Lot 57 1257.0 11.5 116.5 90 5
04/26/02 2320 Lot 58 1257.0 10.9 116.9 91 5
04/26/02 2321 Lot 58 1246.0 10.1 118.5 91 4
04/26/02 2322 Lot 54 1255.0 11.3 119.3 91 4
04/26/02 2323 Trini Crt/Sta 9+75 1252.0 11.1 114.3 90 7
04/26/02 2324 Lot 52 1256.0 11.1 117.7 91 5
04/26/02 2325 Lot 53 1255.0 10.7 116.9 91 5
05/03/02 2365 Lot 19 1276.0 10.2 117.9 91 5
TR 23143-8 Lots 1 through 106
PETRA GEOTECHNICAL, INC. . Sandcone JUNE 2002
J.N. 241-01 .. 95% required TABLE T-1I14 ~
I
I
.,'.......D1ili.LST..'r....E................................~~11...........................................................................'J!~~'J!...............................................................................................................................................................E.................L...i..~...E...,....)..M...............}II~~~I.~~~~!f~~m~~l..T~IrE.......................
Ii. B .......NO; ..............jjj...............J3QQATIONi ", .................................f\i>J .........................................{p~.Q......RW~J .......i;.~...........,.......
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
FIELD DENSITY TEST RESULTS
05/04/02 2366 Lot 78 FG 5.3 127.6 96 12
05/04/02 2367 Lot 77 FG 5.2 117.8 91 I
05/04/02 2368 Lot 76 FG 7.0 121.2 91 12
05/04/02 2369 Lot 75 FG 5.5 116.5 91 3
05/04/02 2370 Lot 74 FG 5.5 123.5 96 3
05/04/02 2371 Lot 73 FG 8.4 124.3 95 4
05/04/02 2372 Lot 72 FG 8.4 113.1 90 15
05/04/02 2373 Lot 71 FG 7.6 112.4 90 15
05/04/02 2374 Lot 70 FG 8.9 114.9 92 15
05/04/02 2375 Lot 69 FG 9.0 114.1 91 15
04/26/02 2376 Lot 105 1242.0 9.7 124.3 93 12
04/26/02 2377 Lot 103 1242.0 10.3 117.9 91 5
04/26/02 2378 Lot 85 slope 1240.0 12.7 113.3 91 15
04/26/02 2379 Lot 104 1243.0 9.9 124.1 93 12
04/26/02 2380 Lot 105 1245.0 10.3 115.9 91 7
04/26/02 2381 Lot 86 slope 1245.0 10.5 116.7 90 5
04/26/02 2382 Lot 104 1248.0 11.1 117.3 91 5
04/26/02 2383 Lot 103 1247.0 10.7 114.5 90 7
04/26/02 2384 Lot 105 1248.0 10.7 118.0 90 4
04/29/02 2385 Lot 103 1250.0 11.1 1150 91 7
04/29/02 2386 Lot 104 1251.0 9.9 117.7 90 4
04/29/02 2387 Lot 105 1251.0 9.7 125.0 94 12
04/29/02 2388 Lot 86 slope 1247.0 10.9 124.7 90 7
04/29/02 2389 Lots 104-105 1254.0 10.1 117.5 91 5
04/29/02 2390 Lot 103 1253.0 10.9 116.9 91 5
04/29/02 2391 Lot 102 1257.0 11.7 117.0 91 5
04/29/02 2392 Lot 105 1256.0 10.5 117.9 90 4
04/29/02 2393 Lot 85 slope 1255.0 9.9 123.7 93 12
04/29/02 2394 Lot 103 1256.0 10.1 124.5 93 12
04/29/02 2395 Lot 103 1256.0 13.3 114.7 93 15
04/29/02 2396 Lot 101 1260.0 10.9 117.7 91 5
04/29/02 2397 Lot 87 1243.0 9.9 115.9 91 7
04/29/02 2398 Lot 89 slope 1244.0 10.7 118.3 91 4
04/29/02 2399 Lot 91 slope 1245.0 11.9 113.9 92 15
04/29/02 2400 Lot 93 slope 1247.0 10.7 117.5 91 5
04/30/02 2401 Lot 87 slope 1246.0 9.9 123.9 93 12
04/30/02 2402 Lot 89 slope 1247.0 10.7 119.3 91 4
04/30/02 2403 Lot 92 slope 1248.0 10.1 116.1 91 7
04/30/02 2404 Lot 93 slope 1249.0 10.7 115.7 91 7
04/30/02 2405 Lot 88 1249.0 12.3 113.3 91 15
04/30/02 2406 Lot 90 slope 1250.0 8.9 124.7 93 12
TR 23143-8 Lots 1 through 106
PETRA GEOTECHNICAL, INC. . Sandcone JUNE 2002
J.N. 241-01 .. 95% required TABLE T-1/15 ~r
I
I
t~~ti ......................................................................................T...............N....E.............O......~...............T.......................................................... ~~~~.~p~~l~~!~*~~.~~~.~~;lj!~r......................................C.........................................~........."...lI......M......".............,......R.........................'......................;~~I
lti~pt ........ .i)1;()!;;A:;tn)N(O)(~Jiffiiiflr ~ z< ,tt'S"ll'0iX
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
FIELD DENSITY TEST RESULTS
04/30/02 2407 Lot 93 slope 1252.0 9.3
04/30/02 2408 Lot 90 slope 1253.0 9.9
04/30/02 2409 Lot 103 1259.0 12.9
04/30/02 2410 Lot 102 1260.0 10.7
04/30/02 2411 Lot 101 1262.0 9.3
04/30/02 2412 Lot 91 slope 1260.0 10.3
04/30/02 2413 Lot 99 1260.0 9.9
04/30/02 2414 Lot 98 1260.0 10.0
04/30/02 2415 Lot 97 1261.0 10.1
04/30/02 2416 Lot 100 1263.0 11.7
04/30/02 2417 Lot 102 1263.0 10.1
05/01102 2418 Lot 99 1263.0 11.5
05/0 1102 2419 Lot 98 1263.0 13.1
05/0 1102 2420 Lot 104 1257.0 9.7
05/01/02 2421 Lot 101 1265.0 10.5
05/01/02 2422 Lot 100 1265.0 11.1
05/01/02 2423 Lot 99 1265.0 9.7
05/01/02 2424 Lot 89 1256.0 11.1
05/01/02 2425 Lot 87 1257.0 10.3
05/04/02 2451 Lot 18 1246.0 6.1
05/04/02 2452 Lot 17 1248.0 ILl
05/04/02 2453 Lot 66 FG 8.3
05/04/02 2454 Lot 67 FG 9.2
05/04/02 . 2455 Lot 68 FG 9.9
05/04/02 2456 Lot 59 FG 12.2
05/04/02 2457 Lot 60 FG 11.8
05/04/02 2458 Lot 61 FG 9.0
05/01/02 2476 Lot 53 1254.0 10.7
05/01/02 2477 Lot 49 1256.0 10.9
05/0 I /02 2478 Lot 51 1256.0 12.3
05/01/02 2479 Lot 48 1255.0 11.3
05/01102 2481 Lot 46 1254.0 10.3
05/01102 2482 Lot 52 1256.0 10.9
05/01102 2485 Lot 44 1254.0 12.7
05/01/02 2486 Lot 53 1253.0 13.0
05/01/02 2487 Lot 45 1253.0 12.0
05/01/02 2488 Lot 48 1256.0 12.5
05/01/02 2489 Lot 47 1254.0 9.9
05/02/02 2495 Lot 50 1257.0 9.7
05/02/02 2496 Lot 48 1256.0 10.9
05/02/02 2497 Lot 45 1256.0 10.0
TR 23143-8 Lots 1 through 106
PETRA GEOTECHNICAL, INC. . Sandcone
J.N. 241-01 .. 95% required
118.7
119.0
113.7
115.0
124.9
118.0
117.3
119.1
117.1
117.9
114.5
115.7
112.1
118.9
119.7
118.5
125.0
114.9
114.3
110.5
113.7
114.1
113.9
114.4
109.9
118.4
118.5
119.1
118.3
114.1
117.7
117.5
116.0
112.7
112.0
115.7
116.1
117.9
118.0
115.5
123.7
91
91
92
91
94
91
91
91
91
91
90
91
90
91
92
92
94
90
90
90
93
94
91
92
90
92
92
91
91
92
92
90
91
91
90
90
91
90
90
90
93
4
4
15
7
12
5
5
4
5
5
7
7
15
4
4
5
12
7
7
14
14
14
15
15
14
5
5
4
4
15
9
4
9
15
15
9
9
4
4
9
12
JUNE 2002
TABLE T-1/16
~
I
I
.....i1l!~~i .....W@~i'd.... ...........................................................~I~~i............... i...................................iltlJg\f;...:......l\-J:~~~~.fE...................................................D.............E.i.!.....p.S... f'I..I...TY..................(j~~p;........................................"'......~.".()...........n~.....E...............................
1.......il)i\OOIti. IiNQ;..Iiiiii...iipQy~EtQ~i .iiii...ii..iiiti..(i'i)iI.................i...iW4iJ... \Y~" Ii...i(X~). ....."..
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
FIELD DENSITY TEST RESULTS
05/02/02 2498 Lot 46 1256.0 12.9 113.7 92 15
05/02/02 2499 Lot 48 1257.0 9.3 119.1 91 4
05/02/02 2500 Lot 48 1258.0 10.1 119.7 92 4
05/02/02 2527 Lot 85 1233.0 10.7 117.7 90 4
05/02/02 2528 Lot 85 1236.0 12.7 114.1 92 15
05/02/02 2529 Lot 85 1239.0 15.1 108.9 90 13
05/02/02 2530 Lot 86 1242.0 13.3 113.7 92 15
05/02/02 2531 Lot 88 1241.0 11.0 118.3 91 4
05/02/02 2532 Lot 90 1242.0 9.7 123.3 92 12
05/02/02 2533 Lot 87 1242.0 9.1 123.9 93 12
05/02/02 2534 Lot 92 1241.0 12.7 116.5 91 9
05/02/02 2535 Lot 91 1240.0 11.9 117.0 91 9
05/02/02 2536 Lot 90 1243.0 13.0 113.3 91 15
05/02/02 2537 Lot 89 1239.0 11.7 118.7 91 4
05/02/02 2538 Lot 89 1241.0 8.9 124.0 93 12
05/03/02 2539 Lot 93 1244.0 11.7 1161 91* 9
05/03/02 2540 Lot 92 ]243.0 9.3 119.5 92* 4
05/03/02 2541 Lot 91 1242.0 10.9 118.0 90* 4
05/03/02 2547 Lot 7 1268.0 12.3 115.0 93 15
05/03/02 2548 Lot 5 1263.0 11.1 119.1 91 4
05/03/02 2549 Lo13 1260.0 12.0 113.9 92 15
05/03/02 2638 Lot 4 1265.0 9.3 123.9 93 12
05/03/02 2639 Lot 80 1265.0 10.0 117.9 90 4
05/04/02 2640 Lot 77 1266.0 10.7 116.1 91 9
05/04/02 2651 Lot 6 1265.0 9.7 118.1 90 4
05/04/02 2652 Lot 4 1267.0 10.9 116.3 91 9
05/04/02 2653 Lot 8 1272.0 11.5 115.3 90 9
05/04/02 2654 Lot 2 1262.0 9.1 125.1 94 12
05/09/02 2676 Lot 97 FG 10.1 123.5 92 12
05/09/02 2677 Lot 98 FG 6.0 124.7 93 12
05/09/02 2678 Lot 99 FG 10.0 119.2 93 12
05/09/02 2679 Lot 100 FG 9.0 111.2 90 15
05/09/02 2680 Lot 101 FG 10.5 106.2 90 13
05/09/02 2681 Lot 102 FG 7.0 116.0 87* 12
05/09/02 2682 Lot 103 FG 6.4 120.7 90* 12
05/09/02 2683 Lot 104 FG 7.0 121.0 91* 12
05/09/02 2684 Lot 105 FG 10.6 121.5 91* 12
05/09/02 2688 Lot 7 1282.0 9.5 117.9 91 5
05/09/02 2689 Lot 5 1278.0 10.0 118.9 91 4
05/09/02 2690 Lot 3 1278.0 10.7 117.5 91 5
05/09/02 2695 Lot 5 1281.0 10.0 119.0 91 4
TR 23143-8 Lots 1 through 106
PETRA GEOTECHNICAL, INC. . Sandcone JUNE 2002
J.N. 241-01 .. 95% required TABLE T-1/17
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
FJELD DENSITY TEST RESULTS
WlJl~$I .......................r.......NIO...~.T.............................. ....................................~I'fC........A~~TI~1,..........I...................I........................f...............IJ.ir...E...t.....t.# l.II~.(.S.o...ffi. T..........)U.."...lfl......~.......n...l...!fY...................... ..................................r.............O..r...~......"....M....O..........)P..............j.............................................................."'......S............vn.b..................IE..............E.................................I........
PWWJj; .... .. ................Qy;i...... ..........)) ~ 1 \Y " ~ II",,,,..
05/09/02 2696 Lot 4 1280.0 9.7 125.1 94 12
05/07/02 2801 Lot 106 finish slope 1233.0 11.0 114.7 91 8
05/07/02 2802 Lot 106 finish slope 1230.0 8.7 118.8 92 5
05/07/02 2803 Lot 106 finish slope 1240.0 9.2 119.0 90 2
05/07/02 2804 Lot 106 finish slope 1237.0 9.0 118.5 92 5
05/07/02 2805 Lot 106 finish slope 1245.0 8.9 118.1 91 5
05/1 0/02 2806 Lot 106 finish slope 1238.0 10.6 114.4 93 18
05/1 0/02 2807 Lot 106 finish slope 1243.0 11.8 113.0 91 10
05/1 0/02 2808 Lot 106 finish slope 1256.0 7.8 122.6 92 11
05/1 0/02 2809 Lot 106 finish slope 1248.0 8.2 120.4 90 11
05/1 0/02 2810 Lot 106 finish slope 1252.0 8.0 121.6 91 11
05/15/02 2866 Lot 15 1280.0 9.9 117.9 91 5
05/15/02 2869 Lot 20 1280.0 10.3 IliA 91 14
05/15/02 2870 Lot 31 1272.0 17.5 114.9 92* 6
05/] 5/02 2871 Lot 20 1278.0 11.8 112.5 90* 6
05/1 0/02 2938 Lot 2 1267.0 9.7 123.7 93 '1
05/1 0/02 2939 Lot 3 1270.0 13.5 112.7 90 6
05/1 0/02 2940 Lot 8 1275.0 9.9 115.1 91 7
05/10/02 2941 Lot 4 1272.0 10.5 116.3 92 7
05/1 0/02 2944 Lot 6 1278.0 9.9 124.1 93 '1
05/] 0/02 2945 Lot 3 1275.0 10.3 118.] 90 3
05/1 0/02 2946 Lot 7 1279.0 10.1 116.9 92 7
05/] 7/02 2963 Lot 16 1276.0 6.9 108.7 87 10
05/] 7/02 2964 Lot 18 1284.0 13.0 114.5 92 10
05/17/02 2965 Lot 29 1273.0 12.5 117.9 91 5
05/17/02 2966 Lot 20 1283.0 11.7 116.4 90 4
05/] 1/02 2976 Lot 8 1283.0 6.1 120A 90 12
05/11/02 2977 Lot 6 1277.0 5.9 120.5 90 12
05/] 1/02 2980 Lot 3 1280.0 10.1 117.3 91 5
05/13/02 2998 Lot 7 1285.0 10.1 117.9 90 4
05/13/02 2999 Lot 6 1281.0 10.3 116.9 91 5
05/13/02 3001 Lot 8 1287.0 9.7 124.3 93 12
05/13/02 3003 Lot 5 1284.0 11.1 118.5 91 4
05/13/02 3004 Lot 3 1283.0 10.3 118.3 92 5
05/14/02 3051 Lot 8 1288.0 10.7 118.5 91 4
05/14/02 3052 Lot 5 1287.0 13.3 114.1 91 6
05/14/02 3053 Lot 3 1286.0 9.9 117.7 91 5
05/16/02 3071 Lot 9 1290.0 13.3 114.7 92 6
05/16/02 3072 Lot 6 1288.0 9.7 1 ]8.3 91 4
05/16/02 3073 Lots 3-4 1286.0 10.] 117.7 91 5
05/16/02 3076 Lot 9 ]292.0 10.7 ] 18.7 91 4
TR 23143-8 Lots 1 through 106
PETRA GEOTECHNICAL, INC. . Sandcone JUNE 2002
J.N. 241-01 .. 95% required TABLE T-II 18 60
I
I
.....................D.~.L.~..~............. ..............Ii;~~........... .......................................................~~~~............................... ....Ii1t;i~~i. .......r..............r.......1(.~.o....".............1........{11..............RE............................................r............r......~......~...............!tr........r........................................F.............~.........o....;.M...,.....o.......'.......Pf~9m
I ~.u." tt...NQi.....t tit iI....;......iCQGAi1PNiI ....I;%iii...Ctl)............... 'o} W'~J\ Zl J ....(illMei\l;.......
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
FIELD DENSITY TEST RESULTS
05116/02 3078 Lot 4 1290.0 10.3 116.3 90 5
05118/02 3101 Lot 8 1293.0 10.7 ]]9.3 91 4
05/18/02 3102 Lot 7 1291.0 9.9 118.9 91 4
05118/02 3104 Lot 4 1292.0 11.7 116.9 91 17
05118/02 3106 Lot 3 1292.0 9.7 124.3 93 12
OS/20/02 3151 Lot 8 1296.0 11.7 117.7 91 17
OS/20/02 3152 Lot 6 1293.0 10.9 117.9 91 17
OS/20/02 3162 Lot 7 1294.0 11.0 114.7 91 . 8
OS/21/02 3200 Lot]] I 1287.0 12.6 117.1 91 17
OS/21/02 3226 Lot 111 1286.0 12.3 119.5 93 17
OS/21/02 3243 Lot 111 1288.0 9.6 108.3 84 17
OS/21/02 3244 Lot]] I 1289.0 10.9 109.7 85 17
OS/21/02 3245 RT No. 3243 12.4 116.4 90 17
OS/21/02 3246 RT No. 3244 11.8 117.1 91 17
OS/21/02 3256 Ashley Rose Crt/Sta 10+20 1238.0 10.0 118.2 92 19
OS/21/02 3257 Ashley Rose Crt/Sta 11+00 1237.0 98 117.4 91 19
OS/21/02 3261 Lot 93 FG 9.1 124.7 93 12
OS/21/02 3262 Lot 92 FG 8.5 123.5 92 12
OS/21/02 3263 Lot 91 FG 10.0 122.1 9] 12
OS/21/02 3264 Lot 90 FG 8.7 121.7 91 12
OS/2l/02 3265 Lot 89 FG 10.7 115.6 90 3
OS/21/02 3266 Lot 88 FG 10.5 116.5 90 3
OS/21/02 3267 Lot 87 FG 9.5 117.0 9] 3
OS/21/02 3268 Lot 86 FG 9.0 115.9 90 3
OS/21/02 3269 Lot 85 FG 11.0 118.7 92 ]9
OS/21/02 3270 Lot 84 FG 9.9 119.0 92 19
OS/22/02 3301 Lot 25 1258.0 4.4 111.0 86 5
OS/22/02 3302 Lot 25 1257.0 4.2 109.1 85 5
OS/22/02 3305 RTNo.330l 8.1 1 ]7.0 9] 5
OS/22/02 3306 RT No. 3302 8.8 118.5 92 5
OS/22/02 3313 Lot 25 ]260.0 8.8 118.7 92 5
OS/22/02 33]4 Lot 25 1261.0 10.3 ]]7.3 91 5
OS/23/02 3322 Lot 24 12 no 14.6 ] 14.4 92 6
OS/23/02 3323 Lot 24 1278.0 9.3 115.9 90 5
OS/23/02 3324 Lot 25 ]267.0 ]2.8 117.7 91 17
OS/23/02 3325 Lot 25 ]266.0 13.1 116.5 90 17
OS/29/02 3446 Lot 7 finish slope 1292.0 8.3 122.1 91 ]]
OS/29/02 3447 Lot 5 finish slope 1282.0 8.5 123.1 92 11
OS/29/02 3448 Lot 3 finish slope 1272.0 8.4 122.5 92 11
OS/29/02 3469 Lot 24 1282.0 13.4 ] 16.7 90 17
OS/29/02 3470 Lot 24 1283.0 13.0 118.0 91 17
TR 23143-8 Lots 1 through 106
PETRA GEOTECHNICAL, INC. . Sandcone JUNE 2002 61
J.N. 241-01 .. 95% required TABLE T-1I19
I TABLE II
I FIELD DENSITY TEST RESULTS
:---_....~---
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
OS/29/02 3475 Lot 28 ]262.0 13.5 ] ]9.9 92 20
OS/29/02 3576 Lot 28 1263.0 ]2.7 117.8 9] 17
05/30/02 3691 Lot 23 ]284.0 16.8 109.9 9] 13
05/30/02 3692 Lot 23 1285.0 ]5.3 108.6 90 13
05/30/02 3693 Lot 26 1272.0 13.0 ]09.9 91 ]3
05/30/02 3694 Hussar Crt/Sta 16+50 ]273.0 14.7 110.4 92 13
05/30/02 3695 Lot 28 1265.0 5.7 116.6 89 20
05/30/02 3696 Lot 27 1266.0 6.6 115.0 88 20
05/30/02 3697 RT No. 3695 9.5 118.8 9] 20
05/30/02 3698 RT No. 3696 10.1 119.7 9] 20
05/31/02 3757 Lot 14 ]266.0 10.2 117.9 90 20
05/31/02 3758 Lot 14 ]265.0 11.0 119.1 9] 20
05/31/02 3759 Lot 24 1287.0 10.5 120.6 92 20
05/31/02 3760 Lot 24 ]286.0 10.9 1 ]9.0 9] 20
05/31/02 3761 Lot 25 ]282.0 14.6 108.9 90 13
05/31/02 3762 Lot 25 ]283.0 14.1 109.7 9] 13
05/31/02 3763 Lot 26 ]273.0 16.8 109.3 91 13
05/3 1/02 3764 Lot 25 1274.0 15.6 108.7 90 13
05/3 1/02 3765 Lot 28 1268.0 11.1 1]5.7 91 7
05/31/02 3766 Lot 27 1269.0 10.3 116.9 92 7
06/01/02 377] Lot 28 ]272.0 8.4 122.] 91 12
06/01/02 3772 Lot 28 1273.0 10.] 123.9 93 12
06/0 I /02 3773 Lot 26 1276.0 ]2.] 116.7 90 17
06/01/02 3774 Lot 26 1277.0 ]1.3 117.9 91 17
06/01/02 3775 Lot 25 1283.0 10.0 1] 8.4 92 17
06/01/02 3826 Lot 25 ]284.0 ]2.] 1 ]8.9 92 17
06/0 I /02 3827 Lot 28 ]278.0 10.9 ] 19.4 9] 20
06/01/02 3828 Lot 27 1279.0 14.1 113.8 92 15
06/01/02 3829 Lot 26 1280.0 13.8 115.6 93 ]5
06/01/02 3833 Lot 27 1280.0 7.9 107.7 85 8
06/01/02 3835 RT No. 3833 13.7 115.6 92 8
06/03/02 3839 Lot 19 1279.0 ]1.1 109.0 90 13
06/03/02 3840 Lot 20 1280.0 8.5 123.5 93 12
06/03/02 3841 Lot2l 1283.0 11.1 121.7 91 12
06/03/02 3842 Lot 22 1284.0 10.0 123.1 92 12
06/03/02 3843 Lot 27 ]281.0 9.4 ]22.6 92 12
06/03/02 3844 Lot 26 ]282.0 10.2 121.0 91 12
06/03/02 3845 Lot 25 1285.0 12.2 118.0 91 17
06/03/02 3846 Lot 25 1286.0 9.8 125.0 94 ]2
06/03/02 3847 Lot 20 1282.0 9.5 117.0 91 ]9
06/03/02 3848 Lot 42 1257.0 11.4 116.6 90 17
TR 23143-8 Lots 1 through 106
PETRA GEOTECHNICAL, INC. . Sandcone JUNE 2002
J.N. 241-01 .. 95% required TABLE T-1/20 '5i'
.
TABLE II
FIELD DENSITY TEST RESULTS
,
..
. TEST..
......,.....,.,.,...-'-..--.--..--,-.;.-...>
...DATE...
......... _'_'_',_,'_'_'_'_"'_'__"_',"','__,',",_,' ""."..".",.""..., ._____ _n'_._. _ "
........ .. ............TEST... ........ ............. .....ELEV;.....C.....O.... M...P;
.... CfEN.. ..OS.T................... . ........ ... >LO..... ..c.. .A>T1.. ..O..N..... .... ........ .. ........ . (.ji) IW?I~TY~~E(pN~t)lTY i(."'o).. .... ....$OA;
. .. .<i t. ..(Yo).. ,...........,. ..1Ut!\i
.
06/03/02 3849 Lot4l 1256.0 10.8 117.9 91 17
06/03/02 3850 Lot 38 1254.0 12.3 119.2 92 17
. 06/0 I /02 3901 Lot 6 1263.0 10.7 119.6 93 17
06/01/02 3902 Lot 4 1259.0 11.4 120.3 93 17
06/01/02 3903 Lot 2 1255.0 10.2 118.5 92 17
. 06/01102 3908 Lot 92 finish slope 1262.0 9.0 119.4 93 3
06/01102 3909 Lot 88 finish slope 1252.0 8.6 119.4 93 3
06/01102 3910 Lot 85 finish slope 1247.0 8.2 119.2 93 3
. 06/05/02 3911 Lot I FG 7.1 113.0 92 18
06/05/02 3912 Lot 2 FG 8.8 118.3 91 4
06/05/02 3913 Lot 3 FG 8.6 111.7 91 18
.
06/05/02 3914 Lot 4 FG 10.3 112.3 91 18
06/05/02 3915 Lot 5 FG 9.8 114.3 90 7
. 06/05/02 3916 Lot 6 FG 8.6 112.2 91 18
06/03/02 3951 Lot 36 1253.0 6.6 113.1 88 9
06/1 0/02 4296 Lot 32 1272.0 12.4 116.1 90 17
. 06/1 0/02 4297 Lot 29 1278.0 12.2 117.9 91 17
06/1 0/02 4298 Lot 26 1284.0 7.6 111.0 86 17
06/1 0/02 4299 RT No. 4298 10.7 118.4 92 17
. 06/1 0/02 4300 RTNo.3951 8.4 122.4 96 9
06/1 0/02 4326 Lot 34 1258.0 8.4 117.1 90 19
06/1 0/02 4327 Lot 37 1251.0 6.9 117.2 90 19
- 06/1 0/02 4328 Lot 38 finish slope 1262.0 9.7 111.8 90 15
06/1 0/02 4329 Lot 43 1277.0 8.7 112.6 91 15
06/1 0/02 4330 Lot 40 1270.0 9.5 111.7 90 15
.
06/11/02 4339 Lot 15 FG 6.3 117.5 91 19
06/11/02 4340 Lot 16 FG 6.7 126.1 98 19
- 06/11/02 4341 Lot 17 FG 5.6 124.2 96 19
06/11102 4342 Lot 18 FG 5.9 126.9 98 19
06/11/02 4343 Lot 19 FG 4.4 125.1 97 19
- 06/11/02 4344 Lot 20 FG 4.8 118.5 92 19
06/11/02 4345 Lot 21 FG 6.3 114.0 92 15
-
06/11102 4346 Lot 22 FG 5.3 119.3 96 15
- 06/11102 4347 Lot 23 FG 5.0 125.5 97 19
06/11/02 4348 Lot 24 FG 6.2 125.1 97 19
06/12/02 4349 Hussar Crt/StaI4+50 1273.0 9.3 118.7 92 19
- 06/12/02 4350 Hussar Crt/Sta 16+20 1280.0 10.7 117.9 91 19
06/1 0/02 4526 Lot 25 FG 10.2 118.7 92 19
06/1 0/02 4527 Lot 26 FG 10.5 117.4 91 19
-
06/1 0/02 4528 Lot 27 FG 10.0 119.5 93 19
06/1 0/02 4529 Lot 28 FG 9.8 118.4 92 19
- TR 23143-8 Lots 1 through 106
PETRA GEOTECHNICAL, INC. . Sandcone JUNE 2002
- J.N. 241-01 .. 95% required TABLE T-1/21 ~
-
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
FIELD DENSITY TEST RESULTS
PETRA GEOTECHNICAL, INC.
J.N. 241-01
06/1 0/02
06/1 0/02
06/1 0/02
06/1 0/02
06/1 0/02
06/1 0/02
06/1 0/02
06/1 0/02
06/11/02
06/11/02
06/11/02
06/11/02
06/11/02
06/11/02
06/11/02
06/11/02
06/11/02
06/11/02
06/11/02
06/1 1/02
06/11/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
4530
4531
4532
4533
4534
4535
4536
4537
4538
4539
4540
4541
4542
4543
4544
4545
4546
4547
4548
4549
4550
4676
4677
4678
4679
4680
4681
4682
4683
4684
4685
4686
4687
4688
4695
4696
4697
4698
4699
4700
Lot 29
Lot 30
Lot 31
Lot 32
Lot 33
Lot 34
Lot 34
Lot 34 finish slope
Lot 38
Lot 39
Lot 40
Lot41
Lot 42
Lot 43
Lot 14
Lot 15
Lot 17
Lot 19
Lot 21
Lot 23
Lot 24
Jolle Crt/Sta 20+00
Jolle Crt/Sta 17+00
Jolle Crt/Sta 14+00
Fox Rd/Sta 108+00
Fox Rd/Sta 105+00
San Jose Crt/Sta 12+00
San Jose Crt/Sta 11 +00
Ashley Rose/Sta 11+00
San Jose Crt/Sta 10+50
San Jose Crt/Sta II +50
Fox Rd/Sta 111+00
Hussar Crt/Sta 11+75
Lot 35
Lot 34
Lot 35
Lot 36
Lot 37
Trini Crt/Sta 10+00
Trini Crt/Sta 11+50
FG 9.5 118.9 91 20
FG 9.9 120.2 92 20
FG 10.3 121.1 92 20
FG 10.0 119.0 91 20
FG 11.0 116.9 91 19
1262.0 12.4 116.6 90 19
1265.0 9.9 117.0 91 19
1265.0 10.8 117.8 91 19
FG 9.5 118.0 90 20
FG 10.7 119.0 93 10
FG 11.7 116.8 91 10
FG 10.9 116.6 91 10
FG 9.0 122.6 92 21
FG 9.1 121.0 91 21
FG 7.8 122.2 92 21
1278.0 9.3 119.8 93 19
1293.0 8.6 117.2 91 19
1300.0 8.9 118.3 92 19
1290.0 8.7 121.7 93 20
1297.0 8.4 121.2 92 20
1292.0 8.0 120.6 92 20
1256.0 10.2 116.8 90 5
1260.0 9.5 116.5 90 5
1252.0 8.9 116.2 90 5
1247.0 9.6 117.5 91 19
1252.0 9.2 116.3 90 19
1241.0 10.5 116.0 92 8
1243.0 10.2 114.1 91 8
1239.0 10.8 113.7 90 8
1245.0 11.0 114.6 91 8
1247.0 10.6 114.4 91 8
1239.0 9.0 121.5 93 20
1263.0 8.2 119.2 91 20
1253.0 9.6 118.1 91 19
FG 8.8 123.0 93 21
FG 9.7 122.8 93 21
FG 8.6 121.8 92 21
FG 8.4 121.3 91 21
1254.0 11.2 116.7 90 17
1253.0 11.7 116.7 90 17
TR 23143-8 Lots 1 through 106
* Sandcone
** 95% required
JUNE 2002
TABLE T-1/22
fA
II
I~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
REFERENCES
Blake, T.F., 1998/1999, "UBCSE1S" Version 1.03, A Computer Program for the Estimation of Uniform Building Code
Coefficients Using 3-D Fault Sources.
International Conference of Building Officials, 1997, "Uniform Building Code," Volume 2, Structural Engineering
Design Provisions, dated April 1997.
Earth Research Associates, Inc., 1987, Evaluation of Faulting and Liquefaction Potential, Portion of Wolf Valley
Project, Rancho California, County of Riverside, Califomia, J.N. 298-87, dated November 20, 1987.
, 1988, Prelinrinary Soils Engineering and Engineering Geologic Investigation, Red Hawk Project, Rancho
California Area, County of Riverside, California, J.N. 298-87, dated February 2,1988.
Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County,
California, CDMG Special Report 131.
Petra Geotechnical, Inc., 1989, Supplemental Soils Engineering and Engineering Geologic Investigation, Portion of
Redhawk Project, Vesting Tentative Tract Map Nos. 23064,23065,23066 and 23067, Rancho California,
County of Riverside, California, Volumes 1 and 11, J.N. 298,87, dated May 8, 1989.
, 2001 a, Due-Diligence Geotechnical Assessment of Planned Grading and Site Development, Tracts 23066-1,
23066-2 and 23066-3, Redhawk Development, Temecula Area, Riverside County, California, J.N. 188-01,
dated March 30, 200 I.
,200Ib, Supplemental Geotechnical Investigation, Tract 23066-3, Lot 129, Redhawk Development, Temecula
Area, Riverside County, California, J.N. 188-01, dated April, 18,2001.
, 2001c, Response to Riverside County Geotechnical Report Review Sheet Dated April 24, 2001,
Tracts 23066-1, 23066-2 and 23066-3, Redhawk Development, Temecula Area. Riverside County, Califomia;
for The Garrett Group LLC, LN. 188-01, dated December 11,2001.
, 2001 d, Documentation of Previous Interface Grading Adjacent to Golf Course Fairways, Tracts 23066-1,
23066-2 and 23066,3, Temecula Area of Riverside County, California, J.N. 188,01, dated December 10, 2001.
, 200 I e, Geotechnical Review of 40-Scale Rough Grading Plans. Tracts 23066, 23066-1, 23066-2 and 23066-3,
Temecula Area of Riverside County, California, dated December II, 2001.
,2002a, Geotechnical Recommendations Regarding Expansive Soils, Tracts 23066-1, 23066-2, 23066-3 and
30246, Temecula Area, Riverside County, California, J.N. 188-01, dated March 20. 2002.
, 2002b, Response to Riverside County Building and Safety Department Geotechnical Report Review Sheet,
Dated February 21, 2002 and Grading Plan Review Report, Tract 30246, Temecula Area, Riverside County,
Cahfomia, BGR No. 020159, J.N. 188-01, dated March 21,2002.
, 2002c, Geotechnical Design Parameters for Medium Expansive Soils, Tracts 23066-1, 23066-2, 23066-3 and
30246, Temecula Area, Riverside County, California, J.N. 188-01, dated March 26, 2002.
PETRA GEOTECHNICAL, INC
J.N. 241-01
JUNE 2002
?~
fl
: 1-
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
REFERENCES (Continued)
, 2002d, Preliminary Geotechnical Recommendations Regarding Expansive Soils, Model Lots, Tract 23066-1,
Lots 3 through 5, Ternecula Area, Riverside County, California, LN. 188-01, dated April 3, 2002.
, 2002e, Preliminary Geotechnical Recommendations Regarding Expansive Soils, Phase 1, Tract 23066-2,
Lots 10 through 39, Ternecula Area, Riverside County, California, LN. 188-01. dated April 3, 2002.
,2002f, Geotechnical Recommendations, Post-Tensioned Slabs, Tracts 23066-1, 23066-2, 23066-3 and 30246,
Ternecula Area, Riverside County, California, LN. 188-01, dated April 9, 2002.
, 2002g, Geotechnical Report of Rough Grading, Model Lots I through 8. Tract 23066-2, Ternecula Area,
Riverside County, Califomia, J.N. 188-01, dated April 26, 2002.
, 2002h, Geotechnical Report of Rough Grading, Lots 9 through 39, Tract 23066-2, City of Ternecula,
Riverside County, Califomia, J.N. 188-01, dated May 8, 2002.
PETRA GEOTECHNICAL, INC.
J.N. 241-01
JUNE 2002
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
APPENDIX A
LABORATORY TEST CRITERIA
Laboratorv Maximum Drv Densitv
Maximum dry density and optimum moisture content were determined for selected samples of soil and bedrock
materials in accordance with ASTM Test Method D1557. Pertinent test values are given on Plate A-I.
EXDansion Potential
Expansion index tests were performed on selected samples of soil and bedrock materials in accordance with ASTM
Test Method D4829. Expansion potential classifications were determined from 1997 UBC Table 18-1-B on the basis
of the expansion index values. Test results and expansion potentials afe presented on Plate A-2.
Soil Chemistrv
Chemical analyses were performed on selected samples of onsite soil to determine concentrations of soluble sulfate
and chloride, as well as pH and resistivity. These tests were performed in accordance with California Test Method
Nos. 417 (sulfate), 422 (chloride) and 643 (pH and resistivity). Test results are included on Plate A-3.
Atterber~ Limits
Atterberg limit tests (Liquid Limit and Plastic Index) were performed on selected samples to verify visual
classifications. These tests were performed in accordance with ASTM Test Method D4318. Test results are presented
on Plate A-4.
PETRA GEOTECHNICAL, INC.
J.N. 241-01
JUNE 2002
:51
----- ----
I
I LABORATORY MAXIMUM DRY DENSITY'
I
I Medium brown Silty fine SAND 8.5 129.0
2 Light brown Silty SAND 9.0 132.0
I 3 Yellow-brown Silty fine to coarse SAND 9.0 128.0
4 Olive brown Clayey fine to medium SAND 9.0 130.5
I 5 Very light brown to yellow Sandy SILT 9.0 129.0
6 Very light brown Silty fine SAND 12.0 125.0
I 7 Light brown Silty tine to coarse SAND 9.5 127.0
8 Very light brown Silty medium to coarse SAND with trace Clay 10.5 126.0
I 9 Brown Silty fine to medium SAND 10.5 128.0
10 Very light brown fine Sandy SILT 11.5 124.5
I Il Medium dark brown Silty SAND with trace Clay 8.0 133.5
12 Medium brown Silty fine to coarse SAND with trace Clay 8.5 133.5
I 13 Light brown to very light brown Sandy SILT 13.5 120.5
14 Very light brown Silty very fine to tine SAND/Silty SAND/Sandy 11.5 122.0
I SILT
15 Light brown to very light brown Silty CLAY with trace fine 11.5 124.0
I Gravel
16 Very light brown fine to medium SAND with trace coarse Sand 13.0 117.0
I 17 Olive brown Silty fine SAND/Sandy SILT 10.0 129.0
18 Yellowish light brown fine to medium SAND 10.5 123.0
I 19 Reddish brown Silty medium to coarse SAND 9.5 129.0
20 Reddish light brown Silty Clayey SAND 8.5 131.0
I 21 Medium brown Silty/Clayey fine to coarse SAND 8.5 132.5
I (1) PER ASTM TEST METHOD D1557
I PETRA GEOTECHNICAL, INC. JUNE 2002
J.N. 241-01 Plate A-I
I
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
SOIL CHEMISTRY
I through 13 ND concrete: negligible
steel:
14 through 25 ND 135 6.8 2,000 concrete: negligible
steel: moderate
26 through 33 ND concrete: negligible
steel:
34 through 53 ND concrete: negligible
steel:
59 through 65 8.1 1,200 concrete: negligible
steel: high
66 through 71 0.042 concrete: negligible
steel:
72 through 77 7.5 2,000 concrete: --
steel: moderate
78 through 86 0.066 concrete: negligible
steel:
87 through 105 0.01 219 6.1 1,400 concrete: negligible
steel: high
(4) PER CALIFORNIA TEST METHOD NO. 417
(5) PER CALIFORNIA TEST METHOD NO. 422
(6) PER CALIFORNIA TEST METHOD NO. 643
(7) PER CALIFORNIA TEST METHOD NO. 643
PETRA GEOTECHNICAL, INC.
I.N. 241-01
IUNE 2002
Plate A-3
Coo
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
ATTERBERG LIMITS'
59 through 62 31 16 15 Medium
63 through 65 35 18 17 Medium
66 through 68 32 19 13 Low
69 through 71 30 21 9 Low
72 through 74 31 21 10 Low
79 and 80 30 16 14 Low
81 through 83 26 18 8 Low
84 through 86 26 17 9 Low
(8) PER ASTM TEST METHOD D4318
PETRA GEOTECHNICAL, INC.
J.N. 241-01
JUNE 2002
Plate A-4
'-\