HomeMy WebLinkAboutGeotechRoughGrading(Oct.8,2002)
II
e PETRA
OFFICES THROUGHOUT SOUTHERN CALIFORNIA
I
I
I
II
, I
I
I
I
I
I
I
I
I
I
I
I
I
October 8, 2002
J.N.241-01
GREYSTONE HOMES
40980 County Center Drive, Suite 110
Temecula, California 92591
Attention: Mr. Dave Parker
Subject: Geotechnical Report of Rough Grading, Lots 1 through 71, Open
Space Lots 73 through 77 and Park Site "B" (Lot 78), Tract 23143-10,
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 I through 71, Open Space Lots 73 through 77 and Park Site "B"
(Lot 78) within Tract 23143-10 located in the City of Temecula, California.
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. While the grading for Lots
39,40,43 and 44 is complete, these lots are subject to settlement monitoring and are
currently exempt from approval for construction.
REGULATORY COMPLIANCE
Cuts, removals and recompaction of unsuitable low-density surface soils, lot
overexcavations and placement of compacted fill under the purview oftbis 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.
PETRA GEOTECHNICAL, INC.
41640 Corning Place . Suite 107 . Murrieta . CA 92562 . Tel: (909) 600-9271 . Fax: (909) 600-9215
\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GREYSTONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 2
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
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-Iot summary of soil conditions is
presented in the attached Table I.
Geologic Units
A general description of the soil and bedrock materials encountered during grading in
the subject tract is provided below.
. Compacted Engineered Fill (map svmbol Afc) -- The compacted-fill soils placed
onsite were derived from soil and bedrock materials. These materials generally
consisted of fine- to coarse-grained sands, silty sand and sandy silts.
. Quaternary Alluvium (no map symbol) -- Quaternary alluvial deposits were present
within the drainages and valleys throughout Tract 23143-10. 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 28 feet in thickness. Low-density compressible alluvial soils were removed
in cut and fill areas to expose competent saturated granular alluvium and/or
competent Pauba Formation bedrock.
. 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 12 feet. These soils
1/.
~
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GREYSTONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 3
were completely removed III 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. Approximately the upper 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 competent
alluvium and Pauba Formation bedrock in fill areas prior to fill placement.
Prior to placing fill, exposed bottom surfaces in all removal areas were first observed
to confirm complete removal of unsuitable 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 of90 percent.
:3
~
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GREYSTONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 4
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 through 4, 7 through 12, 17 through 29, 32 through
42,45 through 55, 62, 63, 65, 67 and 69 through 71 to depths presented in Table r.
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 of 90 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 56 feet on Lot 43. Where compacted fills are 50 feet or more (Lots
39,43 and 44), fill placed deeper than 50 feet below finished grade was compacted to
a minimum of95 percent relative compaction.
Field density and moisture content tests were performed in accordance with nuclear-
gauge test methods ASTM Test Methods D2922 and D3017. 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 I through 3).
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 cornpaction of90 percent had been
~
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GREYS TONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 5
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 equipment. When field density tests
produced results less than the required minimum relative compaction or if the soils
were found to be excessively above or below optimum moisture content, the
approximate limits ofthe 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 62 feet within Tract 23143-10.
Cut Slopes
Cut slopes were constructed at a 2: 1 (h:v) or flatter slope ratio to a maximum height
of approximately 16 feet within Tract 23143-10.
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 3 through 6. Keyways (20 feet wide) were excavated for each
stabilization fill to a minimum depth of 2 feet below toe grade and tilted-back into
slope at a minimum gradient of 2 percent. Due to the very granular nature of the
backcut and the bedrock exposed in the keyway, no internal backdrains were installed.
/
'0
~
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GREYSTONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 6
Settlement Monuments and Monitoring
At the completion of rough grading, settlement monuments were constructed to
monitor post-grading settlement of compacted fill for Lots 39, 40, 43 and 44 where fill
thicknesses are 50 feet or more. The monuments were initially installed on August 22,
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 a later date.
Construction on Lots 39, 40, 43imd 44 within Tract 23143-10 should be temporarily
delayed until data indicates that primary settlement is complete.
LABORATORY TESTING
Maximum Dry 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 D1557. 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.
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
(p
~
~
I
I
I
I
I
I
I
I
I
II
I
I
I
I
I
I
I
I
I
GREYS TONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 7
accordance with California Test Method No. 417. Test results are summarized in
Appendix A.
Chloride. Resistivity and pH Analyses
Water-soluble chloride concentration, resistivity and pH were determined for a
selected sample in accordance with California Test Methods 922 (chloride) and 643
(resistivity and pH). The results of these analyses re 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.
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.
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
'\
ttd
~
I
I
I
I
I
I
I
I
I
I
I
I
II
I
I
I
I
I
I
I
GREYSTONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 8
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 garden walls and retaining walls are planned on or near
descending slopes, the passive earth pressure 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.
Footing Setbacks from Descending Slopes
Where residential structures are proposed near the tops of descending slopes, the
footing setbacks from the slope face should conform with 1997 Uniform Building
Code (UBe) Figure 18-1-1. The required minimum setback is Hl3 (one-third the slope
height) measured along a horizontal line projected from the lower outside face ofthe
footing to the slope face. The footing setbacks should be 5 feet minimum where the
slope height is 15 feet or less and vary up to 40 feet maxirnum where the slope height
exceeds 15 feet.
~
~
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GREYSTONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 9
Building Clearances From Ascending Slopes
Building setbacks from ascending slopes should conform with 1997 UBC
Figure 18-1-1 that requires a building clearance of Hl2 (one-half the slope height)
varying from 5 feet minimum to 15 feet maximum. The building clearance is measured
along a horizontal line projected from the toe of slope to the face of the building. A
retaining wall may be constructed at the base of the slope to achieve the required
building clearance.
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-Iot breakdown for the
different levels of expansion is provided below.
q
ttA
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GREYSTONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 10
. VeIY Low Expansion Potential - Lots 1 through 3, 13 through 15, 40 through 44,
52 through 64 and 68 through 71
. Low Expansion Potential - Lots 4 through 12, 16 through 23, 27 through 34, 45
through 51 and 65 through 67
. Medium Expansion Potential - Lots 24 through 26 and 35 through 39
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 18-I-B. For soils exhibiting expansion indices of less than 20, the design of
slab-on-ground foundations is exempt from the design for expansive soil conditions,
as indicted in 1997 UBC Section 1806.2. Based on this soil condition, it is
recommended that footings and floors be constructed and reinforced in accordance
with the following rninimum 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 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 15 inches, for one- and two-story buildings,
respectively and should be reinforced with two No.4 bars, one top and one
bottom.
\0
~
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GREYSTONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 11
_ 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.
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 12-inch-wide grade beam founded at the same depth
as adj acent 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. 1997 UBC Section 1806.2 specifies that slab-on-ground foundations
resting on soils with an expansion index greater than 20 require special design
\\
~
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GREYSTONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 12
considerations in accordance with 1997 UBC Chapter 18, Division III (Sections 1815
or 1816) or an engineered design based on geotechnical recommendation as approved
by the building official. If utilized, the design procedures outlined in 1997 UBC
Section 1815 are based on the thickness and plasticity index of each different soil type
existing within the upper 15 feet of the building site. We recommend using an
assumed effective plasticity index of5, as defined in 1997 UBC Section 1815.4.2.
The design and construction recommendations that follow 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 rather than the design criteria detailed in 1997 UBC Section 1815.
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 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 15 inches, for one- and two-story buildings,
respectively and should be reinforced with two No.4 bars, one top and one
bottom.
\2-
~
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GREYS TONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 13
- 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 ofthe footings.
. Floor Slabs
- 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 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 12-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 sub grade 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 Index of 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
\~
tt1
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GREYSTONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 14
Table 18-I-B. The design criteria specified in 1997 UBC Section 1815 for expansive
soil conditions is the same as indicated in the previous section with the exception of
recommending an assumed an effective plasticity index of 15 as defined in 1997 UBC
Section 1815.4.2.
The design and construction recommendations that follow 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
rather than the design criteria detailed in 1997 UBC Section 1815. 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 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 of24
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
A
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I-
I
I
I
I
I
GREYS TONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 15
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.
. Floor Slabs
- 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 12-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 5 percent
or greater than optimum-moisture content. This moisture content should
penetrate to a minimum depth of 18 inches into the subgrade soils.
,-5:
~
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GREYSTONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 16
SEISMIC COEFFICIENTS
Structures within the site should be designed and constructed to resist the effects of
seismic ground motions, as provided in 1997 UBC Sections 1626 through 1633. The
following table presents the seismic coefficients for the site. A more complete
discussion of seismic design considerations is presented in our referenced grading-plan
review report (see References).
I 199'itJ'BG''I'ABDE..''. I FACTOR I
Figure 16-2 Seismic Zone 4
16-1 Seismic Zone Factor Z 0.4
16-U Seismic Source Type B
16-J Soil Profile Type SD
16-S Near-Source Factor Na 1.0
16-T Near-Source Factor Nv 1.2
16-Q Seismic Coefficient C, 0.44 N, ~ 0.44
16-R Seismic Coefficient C 0.64 N, ~ 0.77
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 15 feet from the top of any adjacent descending fill
slope, the footings should be deepened such that a minimum horizontal setback ofHl3
(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 5 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
\0
~
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GREYSTONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 17
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
any surcharge loads imposed by other nearby walls or structures in addition to the
above active earth pressures.
For design of retaining 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: 1 (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 ernbedded 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 of Mirafi 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.
\1
~
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GREYSTONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 18
Weepholes, if used, 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 ofthe 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.
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 proj ect 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.
\8
~
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GREYSTONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 19
MASONRY GARDEN WALLS
Construction on or Near the Tops of Descending Slopes
Continuous footings for masonry garden 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.
Construction on Level Ground
Where masonry garden 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 corner. The
separations should be provided in the blocks only and not extend through the footings.
The footings should be placed monolithically with continuous rebars to serve as
effective "grade beams" along the full lengths of the walls.
\'\,
~
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GREYSTONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 20
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.
Subgrade Preparation
As a further measure to minimize cracking of concrete flatwork, the sub grade 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
extend to a depth of 12 inches below subgrade and maintained in the soils during
placement of concrete. Pre-watering of the soils will promote uniform curing of the
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 0.01 percent water
soluble sulfates. Therefore, according to 1997 UBC Table 19-A-4, Types I or 11
Portland cement will be satisfactory for concrete placed in contact with the onsite soils.
2t:>
~
~
I
I
I
GREYS TONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 21
I
Soil Corrosivity
I
I
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
generally moderately corrosive to buried metal pipes in direct contact with soil
I
I
This conclusion is based on the following corrosive potential from resistivity level
readings.
I
j
I
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
mild chloride exposure.
PLANTERS
I
i
Area drains should be extended into all planters that are located within 5 feet of
building walls, foundations, retaining walls and masonry garden walls to minimize
excessive infiltration of water into the adjacent foundation soils. The surface ofthe
ground in these areas should also be sloped at a minimum gradient of 2 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
-.
.
I
.
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.
-
.
Zl
~
~
.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GREYSTONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 22
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-hanuner,
pneumatic tampers or similar equipment. For deep trenches with sloped-walls, backfill
materials should be placed in approximately 8- to 12-inch thick maximum lifts and
then compacted by rolling with a sheepsfoot tamper or similar equipment.
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 1:1 (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 normal 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.
z"t--.:
~
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GREYSTONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 23
. 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
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 of leaking
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.
2:7:?
~
~
I
I
I
I
I
I
I
I
I
I-
I
.J
I
I
I
I
I
I
I
GREYSTONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 24
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.
. Building 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 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 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.
z.\
~
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GREYSTONE HOMES
TR 23143-10/Temecula
October 8, 2002
J.N.241-01
Page 25
. 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.
. Re-Gradin~
_ 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,
~?' ...
/Gray~on'R. Walke
Senior Associate En U'
GE 871
Attachments: Table I - Lot-By-Lot Summary of As-Graded Soil Conditions
Table II - Field Density Test Results
References
Plates I - 3 - Geotechnical Maps with Density Test Locations
(in pocket)
Appendix A - Laboratory Test Criteria/Laboratory Test Data
Distribution: (6) Addressee
Z-6
~
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
z
=
::; 0; ;:;: :;: :;; ;::; - :; ~ 00 -.J 0, ~ ... w N - 8 t"'
- <:r~
"
~
::1:::
="
:;; w ... ... N :; :; :0 :; ~ ~ 0 0 w 00 N w ~t:l ~.
... -.J 00 0 ... ... ':tll5!
-= =
5'8
..., S!
<:r ~
:0 N w :; ;::; :0 -t;O ~;"
-.J -.J N ~ ~ ~ ~ ... ... 0 0 0 ... S 5':: ~
-=
" -
~ -.
~ !:.
~2~
- ~:;:t~
(0 (0 (0 (0 (0 (0 (0 (0 (0 (0 (0 (0 (0 (0 (0 (0 _ I'll -.
~ " ~ 8
0, 0, c- o, c- c- o, 0, 0, c- c- c- c- o, c- c- c- 8 " "
0 0 0 0 0 0 co 0 0 0 0 0 0 0 0 0 0 " = -
= c. I'll
-!.Q..
N N -.J -.J '" ... ... ... w w w N N N N ;::; N ... t'" I:""
= - ~
-.J -.J <: <: ~ ~ ~ ~ ~ ~ N ~ N <: <: <: ..... = "C rJ'J 0
? ? < ? ? ? ? ? ? ? t"' ? "' =- ~ e
r r r r r r = ftI = _. ...,
0 0 0 0 0 0 0 0 0 0 0 g:~S'-
~ ~ 0 0 0 ~ ~ ~ ~ ~ ~ ~ ~ ~ 0 0 0 ,
~ ~ ~ ~ ~ ~ - = =
><:
,
I:""
..., 0
" ...,
tIl='"
5' ~. e rJJ
cre~ C
= ,
" ~
""
...,
~ 6;
t"'n ~
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ .,.
-= - I:""
= =
0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: ~ ~ 0 I'l
= _.
~ "" "'I ....
" "
rJJ
0
Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z ~tIl F
" n n " n n n " " n n " " " n " " ("'l
<a <a <a <a <a <a <a <a <a <a <a <a <a <a <a <a <a -= =
ciQ- ciQ- ciQ' ciQ- ciQ' ciQ ciQ- ciQ ciQ- ciQ- ciQ- ciQ- ciQ ciQ- ciQ' ciQ' ciQ' = - 0
~ ;;'
& & & & & & & & & & & & & & & & & = - Z
~ "
" " " " " " " " " " " " " " " " " " 0
....
...,
....
nQ 0
= = tIl Z
t'" t'" N N N t'" t'" t'" t'" t'" ,., ,., t'" t'" N N N """"= rJJ
I'll -.-.
~ --
. =
=
::0
"
8
"
~
;:r
...,
.,
~
"
-
N/"
,;
- - ..
w
,
....
Q
.,,-z.
N ~ t:l rJ'J ~ t'J!:I (") *
0-0
"-"
" ~
",n
" 0
';i,c
--O-'Tj"Tj;::::l
~ ~ _. ~ Sl g s; q
o o~>Cn::sco
:::I Vl...,'OOo.;::........
rp z: g f7l ::! a r,., ::0
a, g c.Ei ~ o'~<'
;. ~. e. 0 o' ~ ~ a
(ll gfrg,:::l~~o.:
g.1'll~n"Qg~(D
0... fiI 0 0 Vl r-:. ~
~ !!!..u~n-2~tJ:l
I'll Cl -'.., n t:
_. 0" 0 (\I ...... n .....::.;
III CIl :. ct o' e- ;g 9-:
{5~:::Io?~'-lJg
"'E. 0- g. Vl.::+; CIl ~ Ci)
(1' 3 rp E.. 0-3 ~ to::l
Ci) _. ~ C)l Cl ...... (") 0..
2:: en ~ ...... g: S' ~ C/.l
(ll 8' = ? Ol O'Q ~
C'" 0.. g ...... 0 ~
(ll~.::l'P::S '<
~gg.~iB ~
2.. a. 2. N ~ "0
t: :::I _. ~
rtl(ICl UI ~ =-
o CII ~ :=;: 3
o 'O::r' 0
9-:[g:~ a
~ O'1ll (tl ~
~ ~~.f1 ~
a.. (i;" ~ n
e. 3 ~. ~
VI 0 0 n
I'll 0.. ::l '"
~ ~ S' ::
3 0 g. I'll
(I) 0 >c 3
a -t ~ fl
~::!. ~ ~
n OQ ...... 0..
I'll::r ~ e
I'D Q: ...... 3
g.'tj go 0..
<:!!: ::l a
~~ ~ 2-
rtI c:r __ >-
S' (i" ~ "Q
0-3- U :::..;
Cl "P _. Vl
0" ...... 0 ~
-,Y ::l N
('Il.!.. ........ 0
- 00 0
00 0_
'- w
= N
6 ~
Cl
~
n
=
=
~
5:
"
~
...
~
n
OJ'
<:r
'"
o
o
...,
::;l
c
~
~
"
e
":::">
is
t
"'"
v
-
...
Co
""
~
;;;
";'l
-
.....
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
:2
..
w w w w W N N N N N N N N N N :c ;;; 8 t"'
.. W N - 0 '" 00 -.) '" ~ .. W N - 0 era
"
.,
::l~
=~
N N W .. .. N :c N .. W W W W '" N w '" ~~~.
0 00 - '" 00 .. 0 00 .. ..:: ~ :3
"C ..
5'8
..., !2
". ~
;:;; N :::i ;::; -.;:r ~;;;
0 .. N '" 0 - 0 0 0 0 w .. '" w S 5" =: ~
-..
" -
~ _.
~ !!.
~~~
- - =:;t:a.
'6 '6 '6 '6 '6 '6 '6 '6 '6 '6 '6 '6 - tll ..
'" '" '" '" '" " ., 8
'" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" 8 " ..
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 " " -
= =-. ttI
....e,Q.
'" '" '" ... '"
w w w w W N N N 0 ~ 0 .. .. .. N N N t""
3: 3: .. -'"'
'" '" '" '" '" '" '" '" -.) -.) -.) '" '" '" .... = "Cl CfJ 0
? ? ? ? ? ? ? ? ~ ? ? - ? l'll Q. (l) e
e- " " " e- = l'll = .. >-3
0 0 0 0 0 0 0 0 0- 0- 0- 0 0 0 0 0 ;. ~ S'-
~ ~ ~ ~ ~ ~ ~ ~ c. 2 2. ~ ~ ~ ~ ~ ~ ,
8 8 8 - " I:l:I
-<
,
t""
..., 0
" >-3
'" .. ...
;- ;!!. Q 00
0" Q ~ ~
" ,
"
=-
~ >-3
"'n ~ 6;
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ '"' ".
"C_ t""
.. ..
0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: ~ ., 0 trJ
.. -.
., =- "'l ....
" "
00
0
....
Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z "'", t""
" " " " " " " " " " " " " " " " " ~ .. !':l
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
";;. ,,;; ";;. ";;' ";;' ";;' ";;. ";;. ";;. ";;' ";;. ";;. ";;. ,,;; ";;' ";;. ";;. .. - 0
~ ;;'
5' 5' 5' 5' 5' 5' 5' 5' 5' 5' 5' 5' 5' 5' 5' 5' 5' .. - ~
., "
0- 0- 0- 0- 0- 0- 0- 0- 0- 0- 0- 0- 0- 0- 0- 0- 0- "
....
>-3
....
nQ 0
.. " '" ';;;:
'" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" =-=-.. 00
I'll ....
~--
. ..
"
~
"
8
..
.,
;:r
>-3
.,
~
'"'
....
....
w
.....
ol:o
W
,
.....
0
t'2
N "'= t:l CfJ n r.r:l ("') ...
0-0
"-"
" .,
ton
~g
--o""""Tj"Tj:::=
;i ~ .. ~ s; g s:-<
o O~)<n~ClO
:::l r.n"'''000.;:::-'
(tI :;: g a :j !=;. v, ::0
::; g :t.E; a o'~:;;:'
:T ~. e:.. n o' ~ ~ ~
(tI g ~ ~:::l >::+'l '"t 0.:
~ 0 ::!I n 1:1 s; ~ (tl
0.. ('II 0 0 Ul r'l ..
~ ~~~rt-2~t:C
(D CO> o' ~ ~ ..... ~
C;:;' C"'::I ..... .. g. \Q 0-
Ul Cll 0 e '0 ..
.g~=ro~::l(1"'-.)=
'2. rt :;. (Il ;::;.; en ~r:
(i' 3 (tI =- ~ a tti 5.
g. Eij" Ql g' g. :t. D Cf.l
n 0" a C? (;'"~ " ~
o-~2::09 ~
l'lI :t.::I ,oJ '<:
C06i>U'1 0
r.n ::l .. ,0 l"tI
8.. 0. 2. N ~ "0
C ::I _. c.;I
o (JQ CI'l ~ ::l-
oiS:gS: ~
e:[=-=~ a
~ o' &l n :::!
.., ::I g: )< III
(tl r.n (II "0 ;:I
&. Q;" g; n
e:.. 3 ~. ~
tIl 0 0 n
n 0.. = :>:;"
!f3 Er s:
3 rt ~ 0
(to 0 >< 3
a.., ~ g
~g: g ~
go;g. fD g-
o ~ :: 3
go "0 ::r' 0.
<: ~ gj e
E..>-j tv (ll
C Pl <0 0-
(tl 0" .-.. >-
Er n ~ 1:l
p;3 ~ a. ~
0"' 0
-> ::l N
n J:.. ........ 0
- 00 0
00 0_
'- w
:::: N
, ~
Cl
Cl
~
o
o
"
~
0:
~
...
.,
"
;;'
0"
;<l
o
o
~
:;l
..
~
00
"
00
~
?
o
~
"'"
v
-
:,;,
'"
""
~
iD"
';'"I
-
'"
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
2:
'" '" ... ... ... ... ... ... ... ... ... ... w w w w w = t"'
- 0 '" 00 '"' '" '" ... W N - 0 '" 00 '"' '" '" 8 <>
C"~
"
...
:;1;::
="
... ... N N ::;: N ... '" '" ... 0; ... '" N :;: ~ N -=- 0:::'
N N '" W ... N '" '" N '" '" '" N ~f'Da
-= =
6'8
..., 5!
:: ;;
N N :;: - ;::; N ::;: W N W ... :;: - ~,.,..,
'"' '"' - '"' '"' N '"' 00 0 0 N '" - E5=~
-=
" ~
~ ..
~ e:.
~~t.rj
CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO aSl~
" ... 8
'" '" c, c, c, c, '" c, c, '" '" c, c, '" '" '" '" 8 " "
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 " = ~
= C;. f'D
-e:.,=-
C, c, '" c, c, 1'l
w w ... ... ... ... ... ::;: '" '" '" '" N N N N N ~ - ~ t"'
c, c, ... ... ... ... ... <: <: <: <: <: ~ ~ ~ ~ ~ ..... = "C TJJ 0
? ? ? ? ? ? ? ftl =- ~ c
t"' " " " " " ;:I ftl ;:I _. >-3
0 0 0 0 0 0 0 t"' t"' t"' t"' 0- 0- 0- 0- 0- :to ~~.-
~ ~ ~ ~ ~ ~ ~ 0 0 0 0 0 c" c' c" c' c 0
~ ~ ~ ~ ~ e:. <> ==
3 3 3 3 3 = -<
0
t"'
..., 0
" >-3
",=...
;r ~. Q '"
~o:a. ~
= ,
"
Q.
~ 0-3
"'<"1 ~ >
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ C" =
-= - t""
<> 0
0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: ~ ... 0 t"J
= is:
... "J
" " ....
'"
0
....
Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z ~'" t"'
" " " " " " " " " " " " " " " " " (")
'l3.. 'l3.. 'l3.. 'l3.. 'l3.. 'l3.. 'l3.. 'l3.. 'l3.. 'l3.. 'l3.. 'l3.. 'l3.. 'l3.. 'l3.. 'l3.. 'l3.. -= =
0<' 0<" 00" 0< 00" 00 0< 00' 0<" 00" 00' 00" 00" 00" 0<" 0<' 00 ~ ;; 0
& & & & & & & & & & & & & & & & & = ~ ~
... "
" " " " " " " " " " " " " " " " " "
....
>-3
....
nQ 0
co", Z
'" '" '" '" '" '" '" N N N N N '" '" '" '" '" Q.Q.c '"
f'D -. .....
~~-
. c
0
::<l
"
8
"
...
,.,.
~
0-3
.,
.,
'"
...
N
eM
.....
~
eM
,
.....
Q
~
N "et::,rJl("')~(") *
0-=
"'-"
~ ...
\)0
~g
::;:; :::;; 0:::;; ~ "TJ 2. a
;::s-e;::";nQg:::-.'<
o o~><n;::lCO
;::l Ul....'OOo.:::......,
(D :!g~qet.,C'
~ g ::!". E; :1: i5'~ <:'
~ ;!!. E.. t'tI 0';;; ~ a
ngg.a,;::l~~&
~(D~("l-gg~(1)
0.. 0 0 0 CIl t") Y
~~g.~(;"~~ttI
rtI Pl o'ri U c: ...... S
iii' cr::l ...... ..... U \0 0..
(1l ..... 0 0 C \0-'
.gj~;::l5~=ri~~
"E. (;" s:- Vl ;:..; ~ ~ ~
o' 3 (D E.. ~ ~ t\3 :I
p.l _. ~ C)1 Pl ...... <"J 0.
g: <J> c: ...... g: S' ~ C/l
(D 0-::1 '7' Cll (]Q ~
0.(')"""0 n
g-~.g"P= .:<
~gE.~~ ~
('ll 0.::: N =.; "C
c. s:: :i" ..... Vl tl)
o f/l:l tIl ~ ;:l.
0- r.n ~;:::.' 3
0. s."O::r g
_ 0 '" ~ ...
~ g. Q n ~
ri ;;; ~~ ~
a. Vi' ~ ()
E.. 3 ~. g-
~8. g ~
2. ~ S' 'S:
3 ~ ~ n
n 0 >< 3
g.... ~ Q
~2: ~ g
@~ (b g-
o ~ ::. 3
g. "0 ::r Q..
<: ~ ~ ~
2-~ ~ 8-
~. ~ en -6'"
;::l ('ll n ..,
~- u =.;
Pl "P ..... VI
0'" "'- 0 ~
-...... ;::l N
(D!.. _ 0
- 00 0
00 0_
'- w
= N
1:1 ~
C"l
~
,.,
o
"
~
5:
,.,
...
:;:>
"
'"
C"
'"
o
o
'""
:;l
o
~
~
"
~
~
?
o
~
""
v
~
...
00
""
~
~
71
-
'"
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
z
'" '" '" ~ ~ ~ " t"'
'" '" '" '" '" '" ~ ~ ~ ~ ~ 53 0
00 ..... '" ~ ... w ..... - 0 '<> 00 ..... '" ~ ... w ..... .,.-
~
~
::I::;
="
w w w ..... ... ..... ... 0 0 0 0 0 0 ~ ~ w w -::; ~~.
~ 0 ... 0 "::tIl3
." "
5'53
..; !2
.,. =:
N :; ..... :; .-. n' ~ tIl
0 0 0 W - 0 0 0 0 0 0 0 0 0 0 SS=;;l
-"
~ -
~ _.
~ !:.
~~~
'"" '"" '"" '"" '"" '"" '"" '"" '"" '"" '"" '"" '"" '"" '"" '"" '"" a~~
~ ~ 53
'" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" 53 ~ "
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~ " -
= 0: tIl
.....E,O'
\;:> w w w ..... ..... ..... ;;; 00 ;;; 00 00 w w w w w 'tl t'l t""
< < < < < o - ~
< ..... ..... ..... < < < < < < < < .... 1:1 "Cl C/J 0
? ? ? I'll C. ~ Q
r r r r r r r r r b t"' r r r 1:1 tIl 1:1 _. ..,
0 0 0 0 0 0 0 0 ;:~S.-
~ ~ ~ 0 0 0 0 0 0 0 0 ,
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ - " ~
t""
..; 0
~ ..,
CIl"'tl
;' ~. = rJl
C'=~ ~
" ,
~ s:
c:>.
s: ..,
t'l("l ~ 6;
~ ~ ~ ~ ~. ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ .,.
." - t'"'
o 0 0
0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: ~ ~ t!'J
" s:
~ ~ "'l ...
rJl
0
....
Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z ~CIl t""
~ ~ ~ ~ n n n n n ~ n n n n n n n (""J
'!3. '!3. '!3. '!3. '!3. '!3. '!3. '!3. '!3. '!3. '!3. '!3. '!3. '!3. '!3. '!3. '!3. ." "
";;' ";;. ";;. ";;' ";;. ";;' ,,;; ";;. ";;. ,,;; ";;' ";;. ";;. ";;. ";;. ";;' ";;. ~ ;; 0
<:r <:r <:r <:r <:r <:r <:r <:r <:r <:r <:r <:r <:r <:r <:r <:r <:r " - Z
~ ~
" " " " " " " " " " " " " " " " " ~ t:I
....
..,
....
("lQ 0
o " CIl Z
N t'l t'l '" N N N N N N N N N N N N N c:>.c:>.o rJl
tIl.... ....
~ --
* 0
"
:=
~
53
"
~
".
~
...,
...
~
""
....
N
....
-
~
....
,
-
0
vz
N "=O'CIl~~("'J *
0-0
"'-n
n ~
toO
~@
:;; ::;:9::;:~61=.~
g-g~~~S5'o
::I tn .., "0 0 0.;::S .....,
l'tl ! g ~ ::j a c., :;t1
S, g :::.E; ~ o'~<'
:;. ~, e=.. tIl o' ~ ~ a
l'tlg;:re,::l~~Q.;
g.tIl:::!<n"ElQ~ctl
o.o:"IlOOUlr'l~
~~~~(t::r~tc
{1) Qj o' ""1 ("l C __ 5.
;;:j' 0'" ::l ~ ::to ~ '0 c:
ll) ~ S' ~ g Ei ~ S'
"'0 en 0 ~ tTl .... 0Cl
'R. (t Er VI ;:;.; CIl c:: Co)
n' 3 ('D S --3 a O::i::l
~ ;;;"~a'~::t.,p~
n 0 5 7 n~ . ~
0"'0.8""""'0 ~
('\l ~. ::l "p ::I '<
~gg.~~ ~
o 0.::S N =.;. "0
0. ~ S' _. en Pl
n O'Q \I1:$E ::l.
0" Ul.f:5 :=;': 3
o"O::r' ('tl
~[~~ a
;i:! _. (') "t:l
~g~~ -
en CIl o"CI ~
g.. (ii' ~ <1
e:.. 3 ~. if
~8. g ~
~ ~ 5' s::
3 (t ~ tIl
(II 0 >< 3
a.., ~ Q
~ ~ ~ ~
(') CI'Cl .... 0.
oif ~ c
8.. ""1 So 3
00 "0 Co) 0-
<: ~ ::s a
E..>-j N (tl
e p;I 0 0-
C'1I 0" .-. ):0-
S" 0" W ~
...,- Sl =.:
fll 'P _. Ul
0" ...... 0 ~
-,.- ::l N
('\l,J:.. - 0
- 00 0
00 0_
.!... w
- .
- .....
" ~
Cl
~
n
o
"
~
0:
~
'tl
~
n
'"
.,.
'"
o
o
....,
:;l
"
00
00
n
~
"'"
<5
a.
""
v
~
:.;.
00
""
~
<i1'
';"l
-
.to,
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
." Z
" = ,..,
03~ .... .... '"
- 0 00 = "
:~ C"-
"
;; ~
:=1;::
="
... N N ... -:; e:=:.
0 0 V> 00 ':::::ftl8
'" =
8'=
., S!
C" ~
N ::; N w -;::;.~;;'
00 w E5=~
-=
" -
~ _.
~ eo.
:(JE~
- ~ ~
- ~-
;.0 ;.0 ;.0 ;.0 _ f'D ....
" ~ =
a- a- a- a- = " "
0 0 0 0 " c _
== ::t. ftl
.....e,o.
... 0 0 0 ." '" t"'
<: <: <: " -"
.... ..... ::I "CI r.n 0
~ ('D =- ~ Q
,.., ,.., ,.., ,.., = ftl == .... >-3
0 0 0 0 c; ~ ~. -
~ ~ ~ ~ ,
eo. " ==
c ><
,
t"'
., 0
" >-3
"'c""
~~. Q '"
l:1'=;a.. d
c '
" a:
Co
a: ..,
> ~
"'n ~
~ ~ ~ ~ " C"
"'- t"'
" " 0
0: 0: 0: 0: " ~ l"l
= c;
~ I-.j
" " ...
'"
0
....
z z z z "'", t"'
" " " " -SE. (")
~ ~ ~ ~
00. 00 00. 00. ~ ~ 0
cr cr cr cr = - Z
~ "
;,- ;,- ;,- ;,- " ~
....
>-3
....
nQ 0
" = '" Z
'" N N N CoCo" '"
ttl -. -.
,,--
* "
c
::0
"
=
"
~
~
..,
..,
~
'"
...
N
....,
....
....
....,
I
....
0
cif..
N ~ '=' en ("l trl' (") *
"'""
...."
" ~
ton
~g
...... .-. 0...... "TI "TIS =
;' ;' -. ~ ~ g s:--<
o o~>:n=co
:::I CIl .., "0 0 p.. ;:t -,
ttl z: g ~ =I a '-1 ~
~ g ~. E; 5l 0' ~ :t
g. ;!!. a \11 0' B; ~ a
o g~g,=~~o.:
~ Cll =:. n "g S; ~ n
Q.oOoClln~
~ !!!-~~Ft:;~to
(tI Pl 0';;; !l s::: ..... @.;
<;;' 0"::::1 ...... _. !l \0 0-
t/] ..... (1) 0 c:: \0 _.
~ ~ =' o-? nl '-l~
"0 .......... _. [II ,....,
-30::r'~-'",~Pl
(S' (ll.......--1 v: ~ g,.
Pl _. (3'l Si' Pl ..... 0
S!: en C ..... Z S' ~ C/)
n S:::I 7' ttl Ot:l g:.,
CT' 0. () ...... 0 ('tl
n ~. g "P::::I q
~ g 8. ~ :s ~
(1l 0. = N:=": "0
0. t: 5" _. CIl ~
Of1QCIl~ ::!.
13 CIl .g ;:;: 3
o"O::r' n
~ [~~ sa
&l 0' Pl n "tl
.., ::l Z>< El
n VI (') "0 ::I
g., Vi' g; ()
a 3 ;!l. if
~ 8.. g ~
~ ; 5' 3:
3 Ft ft 0
(1l 0 x 3
::I.., OQ 0
- ~ ~
~ ~ 2 ~
~~ (? ~
o ~ :: 3
~"O g- c..
<:!!: = a
E=....-j N 0
e Pl <0 0.
('b cr __ >-
5' n W '"Q
....,- !l :::..:
Pl "P _. V'1
0"'...... 0 ~
-.....- = N
OJ,.. ...... 0
- 00 0
00 0_
.c. w
- .
_ N
6 ~
Cl
~
"
o
=
><
5:
"
~
:1'
"
'"
C"
;<J
o
o
~
>-l
2
><
><
"
~
?
'"
i
'"
v
-
:.;.
00
""
"tJ
iii
co
7l
-
""
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
04/08/02
04/08/02
04/08/02
04/08/02
04/09/02
04/11/02
04/11/02
04/12/02
04/12/02
04/12/02
04/12/02
04/12/02
04/12/02
04/12/02
04/15/02
04/15/02
04/15/02
04/15/02
04/16/02
04/16/02
04/16/02
04/16/02
04/16/02
04/16/02
04/16/02
04/16/02
04/17/02
04/17/02
04/1 7/02
04/IS/02
04/18/02
04/18/02
04/18/02
04/18/02
04/19/02
04/19/02
04/22/02
04/22/02
04/22/02
04/22/02
04/22/02
04/25/02
1226 TR 26941/Lot 16 slope
1230 RTNo.1226
1233 TR 26941/Lot 16 slope
1234 Wolfe St/Sta 12+15
1332 Wolfe St/Sta 13+05
1433 Wolfe St/Sta 13+25
1439 Wolfe St/Sta 12+70
1440 TR 26941/Lot 16 slope
1441 TR 26941/Lot 16 slope
1442 TR 26941/Lot 16 slope
1443 RT No. 1442
1444 TR 26941/Lot 16 slope
1551 TR 26941/Lot 16
1552 RT No. 1551
1568 TR23143-10/ParkB
1569 Wolfe St/Sta 11+65
1572 RT No. 1569
1573 RTNo.1572
1613 TR23143-10/ParkB
1614 TR23143-10/ParkB
1615 TR23143-10/ParkB
1657 TR 26941/Lot 16 slope
1658 TR 26941/Lot 16 slope
1659 TR 26941/Lot 16 slope
1674 TR 26941/Lot 16 slope
1675TR 23143-IO/Park B
1728 Wolfe St/Sta 12+20
1729 TR 26941 /Lot 16 slope
1739 TR 26941/Lot 16 slope
1744 TR26941/Lot 16 slope
1745 TR 26941/Lot 16 slope
1750 TR 26941/Lot 16 slope
NGl829 TR 29641/Lot 12 keyway
NG1830 TR 29641/Lot 12 keyway
1841 TR26941/ParkB
1842 TR 26941/Park B
1910 Wolfe RdlSta 12+60
1911 TR26941/ParkB
1912 Wolfe Rd/Sta 11+40
NG1919 TR23143-IO/Lot40
NGl920 TR23143-10/Lot40
2035 TR 26941/Park B
1223.0
1225.0
1226.0
1229.0
1231.0
1233.0
1234.0
1233.0
1234.0
1237.0
1238.0
1250.0
1239.0
1253.0
1251.0
1250.0
1243.0
1244.0
1242.0
1247.0
1246.0
1245.0
1246.0
1250.0
1247.0
1254.0
1251.0
1212.0
1217.0
1256.0
1255.0
1252.0
1256.0
1255.0
1231.0
1239.0
1257.0
11.1
10.9
10.5
11.5
12.8
11.1
10.5
12.8
10.9
12.1
11.7
9.4
12.0
11.8
9.2
9.8
10.9
9.9
9.8
10.1
10.3
15.0
12.2
13.5
11.5
10.3
10.3
9.2
13.7
lOA
11.1
12.7
13.6
10.6
12.3
10.7
12.1
12.0
11.1
14.7
12.3
12.5
PETRA GEOTECHNICAL, INC.
J.N.241-01
NG 85% required/* Sandcone
** 95% required
123.1 92** 12
128.9 97** 12
123.8 97** 9
123.0 96** 9
119.8 95 8
122.1 95** 3
128.3 96** 12
120.3 91** 2
124.0 92** 12
120.1 92** 4
118.3 95** 10
123.5 92 12
122.4 92** 12
12S.8 96** 12
122.8 92 II
123.0 92** 11
122.7 92** 11
127.2 95** 11
123.6 93 11
124.5 93 11
124.9 93 11
114.5 91 8
119.5 92 4
117.8 90 4
123.6 93 12
122.9 92 12
124.1 93 12
122.4 92 12
116.1 91 9
122.6 92 12
119.9 92 4
120.1 90 12
112.8 86 4
122.4 92 12
121.4 91 12
123.5 93 12
122.5 92 12
121.6 91 12
123.2 92 12
113.6 87 4
108.3 87 6
119.7 91 2
OCTOBER 2002 '?/\
T ABLE-II 1
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
~~~~'IMIi1~~tlf~'fi.~~~p~~!;I.I~~r!~Q!!li
...t:tiA$S.. ...IN(1!I..tt ....ttI.COGAOOiQNtII...(tt) IiItt~%)tt...............ti...(~~Q .............................i{$i)....ItOOlfflEI
04/25/02
04/25/02
04/25/02
04/25/02
04/25/02
04/25/02
04/25/02
04/25/02
04/25/02
04/25/02
04/25102
04/25/02
04/29/02
04/29/02
04/29/02
04/29/02
04/30/02
04/30/02
04/30/02
04/30/02
04/30/02
04/30102
04/30/02
04/30/02
04/30/02
04/30/02
05/01/02
05/01/02
05/01/02
05/01/02
05/01/02
05/01/02
05/01/02
05/01/02
05/01/02
05/01/02
05/01/02
05/01/02
05/01/02
05/01/02
05/01/02
05/01/02
2036 TR 26941IPark B
2037 Crowne HiJI/Sta 60+50
2038 Crowne HiJI/Sta 60+75
2041 Wolfe/Sta 12+20
2042 Wolfe/Sta 12+55
NG2047 TR 26941/Lots 11-12 slope
NG2048 TR 269411L0t 12 slope
NG2049 TR 269411L0t 12 slope
NG2050 TR 26941ILot 12 slope
NG2051 TR 23143-1 OlLot 43
NG2052 TR23143-10/Lot43
NG2053 TR 23143-lOlLots 43-44
2060A Crowne HiJI/Sta 60+30
2061A Crowne Hill/Sta 60+ 15
2066A TR 26941IPark B
2067 A TR 26941IPark B
2101 TR 26941/Lot II slope
2102 TR 26941/Lot II slope
2103 TR 23143-101Lot 43
2104 TR23143-101L0t44
211 I TR 269411L0t 12
2112 TR 269411L0t 12
2113 TR 269411L0t II
2114 TR 269411L0t 11
2115 TR23143-101L0t43
2116 Wyannotte/Sta 33+95
2119 TR23143-101L0t44
2120 TR23143-101L0t44
2121 TR23143-101L0t43
2122 TR23143-10/Lot43
2123 Royal Crest/Sta 32+00
2124 Royal Crest/Sta 31+80
2125 TR23143-101L0t43
2226 TR 23143-1 OlLot 43
2227 TR 26941/Lot 12 slope
2228 TR 269411L0t 12 slope
2229 TR 26941ILot 12 slope
2230 TR 269411L0t 12 slope
2231 TR 26941ILot 12 slope
2232 TR 269411L0t 12 slope
2233 TR 23143-101L0t 30
2234 TR 23143-101L0t 30
1258.0
1264.0
1262.0
1254.0
1253.0
1228.0
1228.0
1225.0
1224.0
1225.0
1228.0
1222.0
1267.0
1265.0
1266.0
1265.0
1228.0
1227.0
1230.0
1229.0
1213.0
1215.0
1227.0
1228.0
1231.0
1232.0
1230.0
1230.0
1231.0
1232.0
1233.0
1234.0
1233.0
1232.0
1225.0
1224.0
1220.0
1221.0
1223.0
1224.0
1235.0
1236.0
11.0
12.5
11.4
10.9
11.7
15.0
20.4
13.2
17.9
19.6
20.4
15.9
9.4
9.8
10.8
10.9
12.2
12.6
11.6
12.2
9.8
10.5
9.7
9.2
11.9
11.4
8.6
10.5
8.6
9.7
10.8
11.1
12.8
13.3
12.2
11.3
11.9
12.7
10.8
11.3
11.7
10.4
PETRA GEOTECHNICAL, INC.
J.N.241-01
NG 85% required/* Sandcone
** 95% required
124.3 93 12
122.7 92 12
123.6 93 12
120.9 92 2
120.4 91 2
108.0 86 6
103.6 86 13
115.4 88 4
108.9 87 6
108.8 87 6
110.1 88 6
111.1 89 6
119.3 90 2
120.6 91 2
120.9 91 12
123.5 93 12
124.1 95** 4
125.3 96** 4
117.8 90 4
119.7 92 4
117.3 90 4
119.1 91 4
119.1 91 4
118.6 91 4
120.8 90 12
121.1 91 12
124.8 93 12
123.7 93 12
121.6 91 .12
124.0 93 12
118.9 90 2
122.2 92 12
114.3 92 10
115.7 93 10
119.3 90 2
120.8 92 2
119.9 91 2
121.0 92 2
122.6 92 12
124.1 93 12
122.6 92 12
120.9 91 12
OCTOBER 2002
TABLE-II 2 ?t-
I
I
I !1'Es!f? ...............~.
..inl\wE ..NQ(
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
05/01/02
05/01/02
05/02/02
05/02/02
05/02/02
05/02/02
05/02/02
05/02/02
05/02/02
05/02/02
05/02/02
05/02/02
05/02/02
05/02/02
05/02/02
05/02/02
05/02/02
05/02/02
05/02/02
05/02/02
05/02/02
05/02/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
TABLE II
Field Density Test Results
2235
2236
2237
2238
2239
2240
2241
2242
2243
2244
2245
2246
2247
2248
2249
2250
2251
2252
2253
2254
2255
2256
2257
2258
2259
2260
2261
2262
2263
2264
2265
2266
2267
2268
2269
2270
2271
2272
2273
2274
2275
2326
....-....,-........c.......
\tJjjs!f?
..-......,.....,.,..-.'.....-..........-...,........,...-.'.-.-.-..,-.-............
. EOCATlON
..................-.-----...............
TR 26941ILot 12 slope
TR 26941ILot 12 slope
TR 23143-10ILot 43
Wyandotte St/Sta 33+70
TR 26941ILot 12 slope
TR 23143-1 OILot 43
TR 26941/Lot 12 slope
TR 26941ILot 12 slope
TR 26941ILot 12 slope
TR 26941ILot 12 slope
TR 26941ILot 12 slope
TR 26941ILot 12 slope
TR 26941/Lot 12 slope
TR 23143-IOILot 43
Wyandotte St/Sta 33+05
TR 23143-10/Lot 64
TR 26941ILot 12 slope
TR 26941ILot 12 slope
TR 26941ILot 12 slope
TR 26941ILot 12 slope
Royal CrestlSta 31 +95
Royal CrestlSta 31 +70
TR 23143-10/Lot 31
TR 23143-10/Lot 31
TR 26941ILot 12 slope
TR 23143-10ILot 43
TR 26941/Lot 12 slope
TR 26941ILot 12 slope
TR 26941ILot 13 slope
TR 26941/Lot 12 slope
RT No. 2257
RT No. 2258
TR 26941ILot 13 slope
TR 26941ILot 12 slope
TR 23143-10/Lot 64
TR 23143-10/Lot 64
TR 23143-IOILot 30
TR 23143-1 OILot 30
TR 26941/Lot II slope
TR 26941/Lot II slope
TR 26941ILot 12 slope
TR 26941ILot 12
~~llrlllrlW;l;finllrl)IL'
1231.0
1232.0
1233.0
1234.0
1233.0
1234.0
1224.0
1223.0
1229.0
1230.0
1225.0
1226.0
1233.0
1234.0
1237.0
1238.0
1227.0
1228.0
1228.0
1229.0
1239.0
1240.0
1241.0
1242.0
1237.0
1238.0
1228.0
1229.0
1229.0
1230.0
1233.0
1232.0
1245.0
1246.0
1243.0
1244.0
1239.0
1238.0
1231.0
1232.0
12.0 123.4 92 12
10.3 121.7 91 12
11.3 119.9 90 12
12.0 120.8 90 12
9.8 125.4 94 12
10.3 122.9 92 12
10.6 126.0 94 12
10.6 124.3 93 12
9.8 124.1 93 12
10.7 122.4 92 12
10.5 121.0 91 12
11.4 122.8 92 12
10.2 121.3 91 12
11.0 120.5 90 12
12.0 123.9 93 12
11.3 125.1 94 12
10.2 121.9 91 12
9.7 120.5 90 12
11.7 123.5 93 12
10.9 122.1 91 12
10.1 121.0 91 12
11.3 122.6 92 12
6.6 117.7 88 12
7.8 118.9 89 12
13.6 116.5 93 6
14.0 117.4 94 6
13.3 115.1 92 6
12.7 113.9 91 6
14.9 114.7 92 6
13.8 113.1 90 6
9.7 120.9 91 12
10.9 122.3 92 12
11.3 123.6 93 12
10.5 121.8 91 12
13.4 116.3 92 8
13.9 115.1 91 8
13.8 116.5 92 8
13.7 114.8 91 8
12.5 118.1 92 9
13.6 117.0 91 9
11.1 120.1 90 12
10.5 120.9 91 12
OCTOBER 2002
TABLE-II 3
PETRA GEOTECHNICAL, INC.
J.N.241-01
NG 85% required/' Sandcone
" 95% required
~~
TABLE II
Field Density Test Results
05/03/02 2327 TR 26941ILots 12-13 1234.0 10.3 122.7 92 12
05103/02 2328 TR 26941ILot 13 1235.0 11.6 123.9 93 12
05/03/02 2329 TR 26941ILot 12 1232.0 13.6 116.9 91 9
05/03/02 2330 TR 269411Lot 12 1233.0 12.2 117.7 92 9
05/03/02 2331 TR 23143-1 OILot 44 1240.0 13.1 115.3 90 9
05103/02 2332 TR 23143-IOILot 44 1241.0 10.7 122.4 92 12
05/03/02 2333 TR 23143-1 O/Lot 30 1246.0 11.4 121.1 91 12
05/03/02 2334 TR 23143-IOILot 30 1247.0 9.9 123.3 92 12
05104/02 2335 TR 269411Lot 13 1238.0 11.3 118.4 93 9
05/04/02 2336 TR26941ILot 12 1237.0 12.7 116.6 91 9
05/04/02 2337 TR 269411Lot 12 1234.0 13.8 118.1 92 9
05/04/02 2338 TR26941/Lot 12 1235.0 11.9 119.3 93 9
05/04102 2339 TR 23143-IOILot 44 1242.0 10.7 117.1 91 9
05/04/02 2340 TR 23143-10/Lot44 1243.0 12.4 115.9 91 9
05/04/02 2341 Wynadotte/Sta 33+15 1244.0 13.1 115.6 90 9
05/04/02 2342 Wynadotte/Sta 33+20 1245.0 12.6 118.8 93 9
05/04/02 2343 TR 26941ILot 13 1239.0 13.6 118.7 93 9
05/04/02 2344 TR 26941ILot 13 1240.0 12.5 116.7 91 9
05104/02 2345 TR26941ILot 12 1235.0 12.7 115.9 91 9
05/04/02 2346 TR 26941ILot 12 1236.0 13.2 117.3 92 9
05/04/02 2347 TR 26941ILot 11 1241.0 12.3 115.1 90 9
05/04/02 2348 TR 26941/Lot 11 1242.0 11.8 123.0 92 12
05/04102 2349 TR 23143-10/Lot 44 1243.0 10.9 121.8 91 12
05/04/02 2350 TR 23143-IOILot 44 1244.0 13.5 116.3 91 9
05/04/02 2426 TR 23143-10ILot 30 1248.0 11.3 123.1 92 12
05/04/02 2427 TR 23143-IOILot 30 1249.0 10.5 121.9 91 12
05/04/02 2428 TR 23143-10/Lot 64 1249.0 13.3 115.5 90 9
05/04/02 2429 TR 23 143-IOILot 64 1250.0 12.7 I 17.3 92 9
05/04/02 2430 TR 26941ILots 11-12 slope 1240.0 11.9 116.1 91 9
05/04/02 2431 TR 26941ILot II slope 1241.0 13.7 116.9 91 9
05/04/02 2432 TR 26941/Lot 12 slope 1236.0 10.3 123.3 92 12
05104/02 2433 TR 2694lILot 12 slope 1235.0 11.6 122.4 92 12
05/06/02 2434 TR 23143-10/Lot45 1243.0 10.6 116.4 91 9
05/06/02 2435 TR 23143-1 OILot 45 1242.0 11.1 117.7 92 9
05/06/02 2436 TR 2694 I ILot 12 slope 1242.0 13.6 115.9 91 9
05/06/02 2437 TR 26941ILot 12 slope 1241.0 12.6 116.9 91 9
05/06102 2438 TR 26941ILot 12 slope 1237.0 10.6 119.3 93 9
05106/02 2439 TR 26941/Lot 12 slope 1236.0 10.9 118.1 92 9
05/06/02 2440 TR 23143-IOILot 39 1241.0 11.1 120.8 90 12
05/06/02 2441 TR 23143-IOILot 39 1240.0 11.5 122.1 91 12
05/06/02 2442 TR 26941ILot 13 slope 1242.0 11.0 117.8 92 9
05/06/02 2443 TR 26941ILot 13 slope 1241.0 12.4 119.1 93 9
PETRA GEOTECHNICAL, INC. NG 85% required,. Sandcone OCTOBER 2002 ?A
J.N.241-01 *. 95% required TABLE-II 4
9
9
12
12
9
9
9
12
12
9
9
9
9
9
9
9
9
9
9
9
9
9
9
6
6
6
6
6
6
13
13
12
12
6
6
6
6
6
6
6
6
6
OCTOBER 2002
TABLE-II 5
TABLE II
Field Density Test Results
05/06/02 2444 TR 26941/Lot 12 slope 1238.0 13.7 116.8 91
05/06/02 2445 TR 26941ILot 12 slope 1239.0 13.1 118.2 92
05/06/02 2446 TR 26941/Lot II slope 1243.0 12.8 121.0 91
05/06/02 2447 TR 26941/Lot II slope 1244.0 12.0 123.2 92
05/06/02 2448 TR 23143-10/Lot 64 1252.0 11.1 116.0 91
05/06/02 2450 Wyandotte St/Sta 34+70 1249.0 13.9 118.4 93
05/06/02 2501 TR 23143-IOILot 31 1250.0 13.9 118.4 93
05/06/02 2502 TR 26941ILot II slope 1245.0 10.2 120.9 91
05/06/02 2503 TR 26941ILot 11 slope 1246.0 11.8 122.3 92
05/06/02 2504 TR 2694 I ILot 12 slope 1240.0 13.6 116.6 91
05/06/02 2505 TR 26941ILot 12 slope 1241.0 13.0 117.3 92
05/06/02 2506 TR 26941ILot 13 slope 1244.0 12.5 118.8 92
05/06/02 2507 TR 26941/Lot 13 slope 1245.0 13.2 115.7 90
05/07/oi 2508 TR 26941ILot 13 slope 1246.0 12.2 117.6 92'
05/07/02 2509 TR 26941ILot 13 slope 1247.0 14.1 115.7 90'
05/07/02 2510 TR 26941ILot 12 slope 1243.0 13.0 118.9 93
05/07/02 2511 TR 26941ILot 12 slope 1242.0 13.2 118.0 92
05/07/02 2512 TR 26941ILot 12 slope 1244.0 13.4 119.6 93
05/07/02 2513 TR 26941/Lot 12 slope 1245.0 12.8 118.2 92
05/07/02 2514 TR 23143-IOILot 31 1252.0 13.9 115.9 91
05/07/02 2515 TR 23143-IOILot 31 1253.0 13.1 116.7 91
05/07/02 2516 TR 23143-10/Lot 44 1252.0 12.3 114.9 90
05/07/02 2517 TR 23143-1 O/Lot 44 1253.0 14.3 116.3 91
05/07/02 2518 TR 23143-IOILot 39 1248.0 15.4 112.3 90
05/07/02 2519 TR 23143-10/Lot 39 1247.0 14.1 114.0 91
05/07/02 2520 TR 26941ILot 11 slope 1247.0 13.3 115.3 92
05/07/02 2521 TR 26941/Lot 11 slope 1246.0 13.7 114.1 91
05/07/02 2522 TR 23143-IOILot 44 1250.0 14.6 115.7 93'
05/07/02 2523 TR 23143-1 O/Lot 44 1251.0 15.0 113.6 91'
05/07/02 2524 TR 23143-10/Lot 30 1256.0 16.5 110.7 92
05/07/02 2525 TR 23143-10ILot 30 1257.0 15.4 109.1 91
05/07/02 2576 Wyandotte St/Sta 32+60 1253.0 9.3 123.3 92
05/07/02 2577 TR 23143-1 O/Lot 64 1254.0 10.9 124.1 93
05/07/02 2578 TR 26941ILot 13 slope 1247.0 15.7 112.8 90
05/07/02 2579 TR 26941ILot 13 slope 1248.0 14.4 114.4 92
05/07/02 2580 TR 26941/Lot 12 slope 1244.0 13.9 116.0 93
05/07/02 2581 TR 26941ILot 12 slope 1245.0 14.8 113.7 91
05/07/02 2582 TR 23143-10/Lot 45 1249.0 13.6 115.1 92
05/08/02 2583 TR 23143-1 OILot 13 1250.0 15.3 114.4 92
05/08/02 2584 TR23143-10/Lot 13 1251.0 14.5 112.9 90
05/08/02 2585 TR 23143-10/Lot 44 1250.0 15.7 114.4 92
05/08/02 2586 TR 23143-IO/Lot 44 1251.0 13.6 113.1 90
PETRA GEOTECHNICAL, INC.
J.N.241-01
NG 85% required/* Sandcone
** 95% required
/"
t>J
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
"'" """"""',_,",___',_,__"',_'" ...,..,...,.......'_'.'_'._...__......_.'..,'_'_'...'_'.._.,n..._.,_""""'" ,"' ' ...".___, _n .........."",.....,.. " .........,. ..
..i.trESTi..............~..........iii...iiIitrESTIiiiI...ELEV;.
DATirNQ;L~$JltIQN{(tJII_lllfifllrl;~~
05/08/02
05/08/02
05/08/02
05/08/02
05/08/02
05/08/02
05/08/02
05/08/02
05/08/02
05/08/02
05/08/02
05/08/02
05/08/02
05/08/02
05/08/02
05/08/02
05/08/02
05/08/02
05/08/02
05/08/02
05/08/02
05/09/02
05/09/02
05/09/02
05/09/02
05/09/02
05/09/02
05/09/02
05/09/02
05/09/02
05/09/02
05/09/02
05/09/02
05/09/02
05/09/02
05/09/02
05/09/02
05/09/02
05/09/02
05/09/02
05/09/02
05/09/02
2587
2588
2589
2590
2591
2592
2593
2594
2595
2596
2597
2598
2599
2600
2601
2602
2603
2605
2606
2607
2608
2609
2610
2611
2612
2613
2614
2615
2616
2617
2618
2619
2620
2621
2622
2623
2624
2625
2701
2702
2703
2704
TR 23143-10/Lot 64
TR 23143-10/Lot 64
TR 23143-10/Lot 32
TR 23143-10/Lot 32
RTNo.2589
RT No. 2590
TR 23143-10/Lot 64
TR 23143-10/Lot 64
TR 23143-10/Lot 43
Wyandotte St/Sta 34+25
TR 23143-10/Lot 44
TR 23143-10/Lot 44
TR 26941/Lot 12 slope
TR 26941/Lot 12 slope
TR 23143-10/Lot 39
TR 23143-10/Lot 39
TR 23143-10/Lot 30
TR 26941/Lot 12 slope
TR 26941/Lot 12 slope
TR 26941/Lot 12 slope
TR 26941/Lot 12 slope
TR 23143-10/Lot 32
TR 23143-10/Lot 33
TR 23143-10/Lot 43
TR 23143-10/Lot 43
TR 23143-10/Lot 44
TR 26941/Lot 11 slope
TR 26941/Lot 12 slope
TR 26941/Lot 12 slope
RT No. 2609
RTNo.2610
TR 23143-10/Lot 45
TR 23143-IO/Lot 45
Wyandotte St/Sta 32+80
TR 23143-10/Wyandotte St
TR 23143-10/Lot 32
TR 23143-1 O/Lot 32
TR 26941 /Lot 13
TR 26941/Lot 13 slope
TR 26941/Lot 12 slope
TR 26941/Lot 12 slope
TR 23143-10/Lot 43
1246.0
1257.0
1259.0
1260.0
1258.0
1259.0
1255.0
1256.0
1252.0
1253.0
1244.0
1245.0
1249.0
1250.0
1259.0
1250.0
1249.0
1248.0
1247.0
1262.0
1263.0
1254.0
1255.0
1251.0
1250.0
1249.0
1250.0
1253.0
1254.0
1257.0
1258.0
1263.0
1264.0
1251.0
1251.0
1250.0
1251.0
1253.0
14.8 112.8 90 6
15.8 115.8 93 6
12.4 106.8 85 6
14.1 104.3 83 6
13.8 116.4 93 6
14.6 117.5 94 6
13.7 118.4 93 9
12.0 120.8 90 12
11.1 114.3 91 6
15.6 111.3 92 13
11.7 118.5 93 9
11.1 117.0 91 9
11.7 117.5 92 9
11.8 117.7 92' 9
11.8 120.8 90 12
11.3 121.9 91 12
12.1 123.6 93 12
13.6 117.7 92 9
.12.9 116.4 91 9
12.2 118.3 92 9
13.3 115.9 91 9
14.2 108.7 87 6
13.1 110.1 88 6
12.0 121.1 91 12
11.6 122.7 92 12
12.2 115.4 90 9
13.4 117.1 91 9
11.1 123.4 92 12
12.0 121.6 91 12
14.6 114.4 92' 6
15.3 115.1 92' 6
11.4 123.4 92 12
10.8 121.9 91 12
14.11 114.2 91 6
13.2 117.2 92 9
10.2 122.2 92' 12
11.2 120.9 91' 12
12.5 119.9 94 9
13.3 120.6 93 17
13.0 119.8 93 17
12.4 120.7 94' 17
10.5 123.3 92 12
PETRA GEOTECHNICAL, INC.
J.N.241-01
NG 85% required/* Sandcone
** 95% required
OCTOBER 2002
TABLE-II 6 ~'"
I
II
I!
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
Field Density Test Results
05/09/02
05/09/02
05/09/02
05/1 0/02
05/1 0/02
05/1 0/02
05/10102
05/1 0/02
05/1 0/02
05/10/02
05/10/02
05/1 0/02
05/1 0/02
05/1 0/02
05/1 0/02
05/1 0/02
05/10/02
05/10/02
05/1 0/02
05/1 0/02
05/1 0/02
05/1 0/02
05/1 0102
05/1 0/02
05/10/02
05/10/02
05/1 0102
05/11102
05/11/02
05/11102
05/11102
05/11/02
05/11102
05/11/02
05/11102
05/11102
05/11102
05/11102
05/11102
05/11102
05/11102
05/11/02
2705
2706
2707
2708
2709
2710
2711
2712
2713
2714
2715
2716
2717
2718
2719
2720
2721
2722
2723
2724
2725
2751
2752
2753
2754
2755
2756
2757
2758
2759
2760
2761
2762
2763
2764
2765
2766
2767
2768
2769
2770
2771
TR 23143-10ILot 43
TR 23143-10/Lot 39
TR 23 I 43-IOILot 39
Royal Crest/Sta 31 +40
Royal Crest/Sta 31 +60
TR 23143-10ILot 45
TR 23143-IOILot 45
TR 23143-10ILot 39
TR 23143-10ILot 39
TR 26941/Lot 12 slope
TR 26941ILot 12 slope
TR 23143-IOILot 33
TR 23143-10/Lot 33
TR 23143-10/Lot 31
TR 23143-10/Lot 31
TR 23143-1 OILot 44
TR 23143-IOILot 44
TR 23143-10ILot 46
TR 23143-10/Lot 46
TR 26941ILot 12 slope
TR 2694 I ILot 12 slope
TR 23143-IOILot 40
TR 23143-IOILot 40
TR 23143-IOILo145
TR 23143-IOILot 45
TR 26941ILot 12 slope
TR 26941ILot 12 slope
TR 23143-1 OILot 42
TR 23143-IOILot 42
TR 23143-10ILot 63
TR 23143-1 OILot 63
TR 23143-10/Lot 45
TR 23143-10/Lot45
TR 23143-10/Lot 40
TR 23143-10/Lot 40
TR 23143-1 O/Lot 30
TR 23143-1 O/Lot 30
TR 23143-IOILot 43
TR 23143-IOILot 43
TR 23143-IOILot 45
TR 23143-10/Lot 45
TR 23143-10/Lot 40
1254.0
1251.0
1252.0
1263.0
1262.0
1256.0
1257.0
1254.0
1255.0
1252.0
1253.0
1266.0
1265.0
1262.0
1263.0
1258.0
1259.0
1255.0
1256.0
1252.0
1251.0
1253.0
1252.0
1256.0
1257.0
1256.0
1255.0
1258.0
1259.0
1264.0
1265.0
1258.0
1259.0
1256.0
1257.0
1267.0
1269.0
1258.0
1259.0
1259.0
1260.0
1257.0
11.7
11.3
11.9
11.8
12.1
10.7
11.5
12.1
11.1
10.0
11.2
11.3
12.0
12.2
11.5
11.7
10.8
11.1
11.6
11.6
11.3
11.7
12.1
10.5
11.6
11.1
10.8
10.6
11.8
10.9
12.3
11.9
11.2
10.7
11.7
10.0
12.2
11.8
11.5
10.4
10.7
13.6
PETRA GEOTECHNICAL, INC. NG 85% required/* Sandcone
J.N.241-01 ** 95% required
121.8 91 12
124.1 93 12
122.7 92 12
120.7 90 12
120.5 90 12
122.3 92 12
122.8 92 12
123.8 93 12
122.5 92 12
122.7 92 12
120.7 90 12
123.2 92 12
122.3 92 12
120.3 90* 12
125.3 94* 12
121.3 91 12
122.1 91 12
123.8 93 12
125.7 94 12
123.6 93* 12
122.1 91* 12
120.5 90 12
122.3 92 12
121.7 91 12
123.1 92 12
122.8 92 12
120.9 91 12
124.0 93 12
124.0 93 12
123.0 92 12
120.7 90 12
124.4 93 12
124.9 94 12
122.7 92 12
123.8 93* 12
116.6 91* 9
122.0 91* 12
122.6 92* 12
122.8 92 12
120.7 90 12
120.9 91 12
118.3 92 9
OCTOBER 2002
TABLE-II 7 ~1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
05/11/02
05/11/02
05/11/02
05/11/02
05113/02
05113/02
05/13/02
05/13102
05113/02
05113102
05/13102
05/13/02
05113/02
05113/02
05/10/02
05/10/02
05/1 0/02
05/1 0/02
05/1 0102
05/14/02
05/14/02
05/14/02
05/14/02
05/14/02
05/14/02
05/14/02
05/14/02
05/14/02
05/14/()2
05/14/02
05/14/02
05/14102
05/15/02
05/15/02
05/15/02
05/15/02
05/15/02
05/15/02
05/15/02
05/15/02
05/15/02
05/15102
2772
2773
2774
2775
2811
2812
2813
2814
2815
2816
2817
2818
2819
2820
2821
2822
2823
2824
2825
2876
2877
2878
2879
2880
2881
2882
2883
2884
2885
2886
2887
2888
2889
2890
2891
2892
2893
2894
2895
2896
2897
2898
TABLE II
Field Density Test Results
TR 23143-1 O/Lot 40
TR 23143-101L0t 39
TR 23143-1O/Lot 39
TR 23143-1 OlLot 45
TR 269411L0t 12 slope
TR 269411L0t 12 slope
TR 269411L0t 12 slope
TR 26941/Lot 12 slope
TR 269411L0t 12 slope
TR 269411L0t 11 slope
TR 269411L0t 12 slope
TR 269411L0t 13 slope
TR 26941/Lot 12 slope
TR 269411L0ts 12-13
TR 23143-10/Lot 32
TR 23143-10/Lot 64
TR 23143-10/Lot 31
TR 23143-101L0t 63
TR 23143-10/Lot 30
TR 23143-101L0t 33
Crowne Hill/Sta 65+85
TR 23143-10/Lots 30-31
Royal Crest/Sta 31 +00
TR 23143-101Lots 31-32
TR 23143-1 OlLot 40
RTNo.2881
TR 269411L0t 11 slope
TR 26941ILot 12 slope
TR 2694 I /Lot 13
TR 23143-101L0t 46
TR 23143-101L0t 43
TR 23143-10/Lot 39
TR 23143-1 O/Lot 30
TR 23143-10/Lot 30
Wyandotte St/Sta 32+60
Wyandotte St/Sta 32+60
Wyandotte St/Sta 34+80
TR 23143-101L0t 42
TR23 143-101Lot45
TR 23143-1 O/Lot 45
TR 23143-101L0t 43
TR 23143-1 O/Lot 43
1258.0 11.7 122.1 91
1258.0 11.8 123.3 92
1257.0 10.4 121.8 91
1261.0 11.0 122.6 92
1257.0 11.6 122.0 91
1252.0 11.1 123.1 92
1255.0 10.5 124.1 93
1254.0 9.8 122.1 91
1260.0 10.1 124.5 93
1260.0 9.5 123.2 92
1255.0 11.4 119.4 92
1260.0 10.7 118.9 92
1257.0 9.2 123.0 92
1260.0 9.6 124.1 93
1267.0 11.0 116.8 90
1267.0 9.2 123.3 92
1269.0 9.9 120.8 90
1269.0 9.9 122.2 91
1270.0 9.1 124.4 92
1270.0 10.9 122.7 92
1271.0 12.6 120.2 90
1271. 0 10.6 121.9 91
1272. 0 11.5 119.5 93
1272.0 11.2 120.8 93
1265.0 11.8 112.2 87
11.6 117.5 91
1262.0 12.6 115.2 90
1262.0 13.1 115.1 90
1262.0 10.9 115.3 90
1264.0 9.2 124.2. 93
1264.0 8.5 122.8 92
1266.0 9.6 122.3 92
1271.0 8.2 124.0 93
1270.0 11.8 121.5 91
1268.0 10.4 123.1 92
1267.0 11.8 121.0 91
1270.0 10.2 123.5 93
1269.0 11.1 122.4 92
1266.0 11.7 124.1 93
1267.0 11.3 122.6 92
1266.0 10.6 120.9 91
1267.0 9.8 121.7 91
12
12
12
12
12
12
12
12
12
12
5
5
12
12
17
12
12
12
12
12
12
12
17
17
17
17
9
9
9
II
11
11
12
12
12
12
12
12
12
12
12
12
PETRA GEOTECHNICAL, INC.
J.N.241-01
NG 85% required" Sandcone
.. 95% required
OCTOBER 2002
TABLE-II 8
3e
I
I
i.
.
I
.
I
I
I
I
I
I
I
I
I
I
.
I
.
TABLE II
Field Density Test Results
05/15/02
05/15/02
05/15/02
05/15/02
05/15/02
05/15/02
05/16/02
05/16/02
05/16/02
05/16/02
05/17/02
05/16/02
05/16/02
05/16/02
05/16/02
05/16/02
05/16/02
05/16/02
05/16/02
05/16/02
05/16/02
05/16/02
05/16/02
05/16/02
05/16/02
05/16/02
05/16/02
05/17/02
05/17/02
05/17/02
05/17/02
05/17/02
OS/21/02
OS/21/02
OS/21/02
OS/21/02
OS/21/02
OS/22/02
OS/22/02
OS/23/02
OS/23/02
OS/23/02
2899
2900
2901
2902
2903
2904
2905
2906
2907
2908
2909
2910
2911
2912
2913
2914
2915
2916
2917
2918
2919
2920
2921
2922
2923
2924
2925
3026
3027
3028
3029
3030
3149
3224
3274
3277
3280
3358
3367
3401
3407
3408
TR 23143-10ILot 64
TR 23143-10/Lot 64
TR 23143-10/Lot 45
TR 23143-10ILot 45
TR 23143-10ILot 42
TR 23143-1 O/Lot 42
TR 23143-10ILot 31
TR 23143-10ILot 31
TR 23143-10ILot 43
TR 23143-10/Lot 43
TR 26941ILot 13
TR 23143-1 OILot 78
Crowne Hill/Sta 65+60
TR 23143-1 OILot 45
TR 23143-10ILot 45
TR 23143-1 OILot 45
TR 23143-10ILot 44
TR 23143-10ILot 44
TR 23143-1 O/Lot 43
TR 23143-1 O/Lot 45
TR 23143-1 OILot 45
TR 23143-10ILot 42
TR 23143-10/Lot 43
TR 23143-1 O/Lot 43
TR 23143-10/Lot 43
TR 23143-IOILot 45
TR 23143-10ILot 45
TR 26941ILot 13 slope
TR 23143-10ILot 39
TR 23143-1 O/Lot 40
TR 23143-10ILot 40
TR 23143-1 OILot 40
TR 23143-1 OILot 69
TR 23143-10ILot 69
TR 23143-10ILot 69
TR 23143-IOILot 69
TR 23143-1 O/Lot 73
TR 23143-10/Lot 69
TR 23143-10ILot 69
TR 23143-10ILot 68
TR 23143-1 O/Lot 69
TR 23143-10/Lot 70
1271.0 13.3 117.7 92 9
1272.0 12.5 116.1 91 9
1269.0 12.1 120.9 91 12
1270.0 11.3 12 \.8 91 12
1270.0 10.8 123.4 92 12
1271.0 11.7 122.0 91 12
12 72. 0 13.6 120,3 93 17
1273.0 10.5 125.6 94 12
127\.0 12.9 120.7 93 17
12 72.0 1 \.7 118.8 92 17
126\.0 9.2 124.8 93 12
1273.0 11.8 12\.1 91 12
1274.0 1\.1 123.7 93 12
1272. 0 13.3 118.2 92 17
1273.0 13.8 117.1 91 17
1275.0 10.8 122.8 92 12
1274.0 1 \.6 12\.0 91 12
1276.0 11.2 123.9 93 12
1275.0 10.1 122.1 91 12
1276.0 12.7 118.4 92 17
1277.0 "J3.4 119.3 92 17
1276.0 I \.8 117.1 91 17
1277.0 12.3 120.0 93 17
1278.0 I\.9 119.5 93 17
1279.0 12.1 120.0 93 17
1278.0 13.7 117.3 91 17
1279.0 12.8 118.7 92 17
1260.0 11.3 120.6 90 12
1262.0 9.6 12\.1 91 12
126\.0 10.7 122.9 92 12
126\.0 1 \.5 120.7 90 12
1260.0 10.3 123.6 93 12
1254.0 10.5 116.9 91 9
1252.0 1 \.0 12\.8 91 12
1273.0 10.7 120.5 90 11
1256.0 12.3 119.9 90 12
1258.0 12.2 116.7 90 17
1259.0 10.7 122.7 92 12
1263.0 10.0 123.7 93 12
1270.0 10.4 120.7 92 20
1270.0 9.5 116.4 90 19
1272.0 9.5 115.6 90 19
PETRA GEOTECHNICAL, INC. NG 85% required'* Sandcone
J.N.241-01 ** 95% required
OCTOBER 2002 ""2A
TABLE-II 9 Z7 ,
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
OS/28/02
OS/28/02
OS/28/02
OS/29/02
OS/29/02
OS/29/02
OS/29/02
OS/29/02
OS/29/02
OS/29/02
OS/29/02
05/30/02
05/30/02
05/30102
05/30/02
05/31/02
05/31/02
05/31/02
05/31/02
05/31/02 .
05/31/02
05/31102
05/31/02
06/01102
06/01/02
06/01/02
06/01/02
06/03/02
06/03/02
06/03/02
06/03102
06/03/02
06/04/02
06/04102
06/04/02
06/04/02
06/04/02
06/04102
06/04/02
06/04/02
06/04/02
06/05/02
3426
3427
3428
3579
3580
3581
3584
3589
3590
3594
I 3595
3628
3633
3643
3646
3751
3752
3753
3754
3767
3768
3769
3770
3831
3832
3837
3838
3952
3953
3954
3958
3959
3965
3966
4001
4002
4007
4008
4012
4013
4014
4022
TR 23143-101L0t 70
Hill St/Sta 9+95
TR 23143-101L0t 69
TR23143-101Lot 14 slope
TR 23143-10/Lot 14 slope
RT No. 3579
RT No. 3580
TR 23143-101L0t 15 slope
TR 23143-1OlLot 15 slope
TR 23143-1 OlLot 14 slope
TR23143-101L0t 14 slope
Royal Crest/Sta 21+20
Royal Crest/Sta 21 +50
Royal Crest/Sta 22+ 15
Royal Crest/Sta 22+80
Royal Crest/Sta 23+ 15
Royal Crest/Sta 23+25
TR 23 143-1 OlLots 14-15
TR23143-101L0t 14
TR23143-10/Lot 19
Royal Crest/Sta 21 +90
Royal Crest/Sta 20+70
Royal Crest/Sta 22+70
TR23143-101L0t 15
Royal Crest/Sta 21 +25
TR23143-101L0t 14
TR 23143-1 OlLot 14 slope
TR 23143-10/Lot 15
TR23143-10/Lot 14
TR23143-10/Lot 14
RT No. 3953
RT No. 3954
TR23143-101L0t 15
TR 23143-101L0t 14
TR 23143-10/Lot 14 slope
TR 23143-101L0t 15 slope
TR23143-10/Lot 15
TR23143-lOlLot 15 slope
TR 23143-10/Lot 19
TR23143-101L0t 14
TR23143-10/Lot 19
TR 23143-101L0t 16
1274.0
1276.0
1272.0
1252.0
1253.0
1256.0
1255.0
1256.0
1255.0
1257.0
1259.0
1259.0
1263.0
1270.0
1269.0
1267.0
1266.0
1271.0
1269.0
1262.0
1271.0
1271.0
1270.0
1272.0
1272.0
1273.0
1273.0
1273.0
1275.0
1273.0
12 73. 0
1276.0
1277.0
1275.0
1278.0
1275.0
12 77. 0
1280.0
10.6 119.2 92 19
9.6 116.5 90 19
10.0 119.5 93 19
14.1 104.8 84 6
8.4 106.4 85 6
11.9 112.8 90 6
12.7 116.0 93 6
15.1 109.7 91 13
14.3 110.8 92 13
10.6 111.0 90 18
12.2 111.7 91 18
12.8 119.3 93 9
13.9 114.7 92 15
12.7 116.9 91 9
13.9 116.3 93 15
12.0 121.4 91 12
11.4 122.7 92 12
13.3 114.9 91 8
12.8 116.0 92 8
10.4 115.4 91 7
10.4 115.0 91 7
11.4 118.7 91 20
11.1 121.3 91 12
10.8 112.8 91 15
11.2 123.4 92 12
13.9 115.7 93 10
11.1 122.6 92 12
10.8 119.3 92 17
10.7 109.6 85 17
10.4 113.3 88 17
11.2 116.7 90 17
10.8 117.3 91 17
12.4 120.3 92 20
12.8 119.5 91 20
11.2 118.0 91 17
10.8 117.3 91 17
13.6 108.8 90 13
13.2 109.7 91 13
11.4 115.6 90 17
11.1 117.3 91 17
10.9 116.8 91 17
11.2 117.6 91 17
OCTOBER 2002
TABLE-II 10
PETRA GEOTECHNICAL, INC.
J.N.241-01
NG B5% required/" Sandcone
.. 95% required
lip
I
TABLE II
I I Field Density Test Results
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
06/05102 4023 TR 23143-10/Lot 19 1283.0 11.5 116.3 90 17
06/05102 4024 TR23143-101L0t 15 slope 1279.0 12.1 115.9 90 17
06/05/02 4025 TR 23143-101L0t 14 slope 1279.0 11.1 118.1 92 17
06/05102 4151 TR23143-101L0t 16 1288.0 10.9 117.1 91 17
06/05102 4152 TR 23143-10/Lot 20 slope 1282.0 11.4 117.8 91 17
06/05102 4153 TR23143-101L0t 14 1284.0 11.0 120.3 92 20
06/06/02 4163 TR 23143-1 O/Lot 15 slope 1285.0 9.3 122.3 92 12
06/06102 4164 TR23]43-IO/Lot 19 1287.0 9.5 122.8 92 12
06107/02 4237 TR23143-lOlLot20 slope 1282.0 9.3 124.1 93 12
06107/02 4238 TR 23143-101L0t 14 1282.0 11.7 ] 17.2 91 17
06/07/02 4239 TR 23 I 43-IO/Lot 15 1283.0 11.2 118.9 92 17
06/07102 4240 Stanko Crcl/Sta 9+80 1280.0 9.8 124.0 93 12
06/07102 4241 TR23143-10/Lot 16 1283.0 11.5 117.3 91 17
06/07/02 4242 TR 23143-101L0t 20 1283.0 11.0 117.0 91 17
06107/02 4243 TR 23 I 43-lOlLot 14 slope 1282.0 10.4 119.7 91 20
06/07/02 4244 TR 23143-10/Lot 13 1289.0 12.1 117.2 91 17
06/07/02 4245 TR23143-10/Lot 16 1288.0 10.5 120.4 92 20
06/07/02 4246 Stanko Crc1/Sta 9+90 1283.0 11.5 117.2 91 17
06/07/02 4247 TR 23143-10/Lot 20 1290.0 9.3 121.1 9] 12
06/07/02 4248 TR23]43-10/Lot 15 1285.0 9.9 123.0 92 12
06107/02 4249 TR 23143-101L0t 14 1286.0 9.6 124.1 93 12
06/07/02 4250 TR 23143-101L0t 15 slope 1288.0 10.2 120.3 92 20
06/1 0102 4301 TR23143-101L0t 16 1289.0 9.6 122.4 92 12
06/10102 4302 TR 23143-lOlLot 18 1291.0 9.8 ]23.3 92 12
06/10102 4303 TR23143-10/Lot 17 1290.0 10.1 121.4 91 12
06/1 0/02 4304 TR 23143-10/Lot 20 slope 1292.0 9.2 121.3 91 12
06/1 0102 4305 TR23143-101L0t 14 1292.0 9.5 122.7 92 12
06/1 0102 4306 TR23143-101L0t 14 1293.0 11.2 117.1 91 17
06/1 0/02 4307 TR 23143-1 O/Lot 20 1294.0 11.0 117.0 91 17
06/1 0/02 4308 TR23143-10/Lot 19 1292.0 12.1 117.1 91 17
06/10102 4309 TR 23]43-10/Lot 17 1292.0 9.7 ]21.8 92 21
06/1 0102 4310 TR 23143-10/Lot 18 1293.0 9.8 120.9 91 21
06/1 0102 4311 TR 23143-101L0t 15 1294.0 11.4 116.2 90 17
06/1 0102 4312 TR23143-10/Lot 14 1293.0 8.9 122.3 92 21
06/1 0102 4313 TR23143-10/Lot 16 1294.0 9.0 121.8 92 21
06/1 0102 4314 TR23143-101L0t 19 1293.0 11.6 116.6 90 17
06/1 0102 4315 TR 23143-lOlLot 20 1295.0 11.0 115.9 90 17
06/1 0102 4316 TR23143-101L0t 14 1295.0 9.5 ]23.4 93 21
06/10102 43]7 TR23143-lOlLot 15 ]296.0 8.9 122.8 93 21
06/10/02 4318 TR 23143-lOlLot 20 1296.0 8.7 123.8 93 21
06/10102 4319 TR 23143-10/Lot 19 1295.0 12.0 116.5 90 17
06/10102 4320 TR23143-IO/Lot 16 1295.0 11.7 115.9 90 17
PETRA GEOTECHNICAL, INC. NG 85% required/* Sandcone OCTOBER 2002 ~
J.N.241-01 ** 95% required TABLE-II 11
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE"
Field Density Test Results
TEST D'.FESTDTE8T .................ELEVi .MOISIlURE DENSITYCOMP .....som.....
20
2
2
2
2
2
2
2
2
2
17
17
21
20
20
19
21
21
20
18
22
20
20
21
19
22
19
12
12
12
19
19
21
21
21
21
22
22
22
22
18
18
OCTOBER 2002
TABLE-II 12
06/12/02 4594 TR 269411L0t 16 slope 1273.0 10.3 118.7 91
06/15102 4762 TR 23143-10IPark Site "B" 1272.0 8.8 123.0 93
06/15/02 4763 TR 23143-101Park Site "B" 1273.0 9.1 123.7 93
06/15/02 4764 TR 269411L0t 16 1274.0 9.6 122.4 92
06/15102 4765 TR 269411L0t 16 1275.0 8.6 124.7 94
06/15/02 4766 . TR 23143-101Park Site "B" 1276.0 9.4 120.9 91
06/15/02 4767 TR 23143-101Park Site "B" 1277. 0 10.7 120.6 91
06/15/02 4768 TR23143-101ParkSite "B" 1280.0 10.2 119.3 90
06/15/02 4769 TR 23143-101Park Site "B" 1282.0 10.5 118.9 90
06/15/02 4770 TR 23143-1 O/Lot 34 slope 1274.0 8.9 121.7 92
06/15/02 4771 TR 23143-10/Lot 34 1277.0 11.6 121.0 93
06/19102 4800 TR 23143-101L0t 33 1280.0 11.2 117.1 91
06113102 4807 Crowne HilllSta 60+70 1269.0 8.7 121.9 92
06/14/02 4821 TR23143-101Park "B" 1270.0 9.1 118.9 91
06/14/02 4822 Crowne Hill/Sta 61 +60 1271.0 10.7 118.7 91
06/16102 4940 TR 26941/Lot 16 1275.0 10.3 117.5 91
06/16/02 4941 TR 23143-101Park "B" 1273.0 10.1 120.1 91
06/16/02 4942 Crowne Hill/Sta 60+30 1272.0 11.3 121.3 92
06/16/02 4945 TR 23143-101Park "B" 1276.0 10.0 119.1 91
06/16/02 4946 Crowne HilllSta 59+90 1275.0 11.7 111.1 90
06/17/02 4957 TR 23143-1 OlLot I 1275.0 9.0 122.7 91
06/1 7/02 4958 TR 23143-1 O/Lot 34 1277.0 9.3 118.7 91
06/17/02 4959 TR 23143-101L0t 33 1275.0 10.7 118.9 91
06/17/02 4960 Crowne Hill/Sta 61+50 1273.0 10.0 121.9 92
06/17/02 4961 Crowne HilllSta 60+50 1277.0 10.3 117.7 91
06/17/02 4974 TR 26941/Lot 16 slope 1273.0 8.1 121.9 91
06/17/02 4975 TR 23143-101Park "B" 1276.0 10.7 116.5 90
06/20/02 4982 TR 23143-1 OlLot 4 1296.0 9.0 123.4 92
06/20/02 4983 TR 23143-10/Lot 1 1298.0 8.7 122.7 92
06/20/02 4984 TR 23143-10/Lot 2 1300.0 9.5 123.4 92
06/20/02 4987 TR 23143-10/Lot I 1286.0 9.8 118.0 91
06/20/02 4988 TR23143-10/Lot2 1288.0 11.0 117.4 91
06/21/02 4989 TR 23143-101L0t 5 slope 1304.0 8.5 119.8 90
06/21/02 4990 TR23143-101L0t5 slope 1308.0 8.8 122.2 92
06/21/02 4991 TR23143-10/Lot4 slope 1312.0 8.4 120.7 91
06/21/02 4992 TR 23143-1O/Lot 1 1290.0 9.0 121.0 91
06/21/02 4993 TR 23143-10/Lot 2 1292.0 8.1 123.4 92
06/21/02 4994 TR 23143-101L0t 3 1294.0 7.6 122.7 91
06/21/02 4995 TR 23143-1O/Lot I 1294.0 8.0 124.7 93
. 06/21/02 4996 TR 23143-10/Lot 4 1295.0 8.5 123.0 91
06/21/02 4997 TR 23143-10/Lot 29 1285.0 11.2 111.5 91
06/21/02 4998 TR 23143-101L0t 27 1287.0 10.9 110.9 90
PETRA GEOTECHNICAL, INC.
J.N.241-01
NG 85% required!* Sandcone
** 95% required
4,1/
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
}}j$$tt. ...i.~}}.......}}}lI.flil$T}......}}}}.....i"."EI;;jtv; )...MO~ ..D..ENSITY.. eOMIUSOIE..})
n\\!roE.NQ;.~~TlQN(i't)f~%)(~~~{i)liMPF;
06/21/02 4999 TR 23143-IO/Lot 28 1289.0 11.8 112.6 91 18
06/21/02 5000 TR 23143-10/Lot 29 1291.0 11.5 111.9 91 18
06/19/02 5026 TR 23143-10/Lot 33 1281.0 15.3 109.1 91 13
06/19/02 5027 TR23143-10/Lot2 1299.0 4.3 115.1 89 5
06/19/02 5028 RT No. 5027 8.8 117.6 91 5
06/20/02 5038 TR 23143-IO/Lot 3 1301.0 11.1 118.1 90 20
06/20/02 5039 TR23143-10/Lot3 1302.0 10.8 119.9 92 20
06/18/02 5090 TR 26941/Lot 16 slope 1275.0 9.3 119.7 90 21
06/18/02 5091 TR 23143-10/Park "B" 1278.0 10.1 116.7 90 19
06/18/02 5092 TR 26941 /Lot 16 slope 1277.0 10.7 117.0 91 19
06/18/02 5093 TR 26941/Lot 16 slope 1278.0 9.9 117.9 90 20
06/18/02 5094 Crowne Hill/Sta 60+00 1279.0 8.9 118.7 91 20
06/18/02 5095 TR 23143-10/Park "B" 1279.0 9.3 118.3 90 20
06/18/02 5096 TR 23143-IO/Park "B" 1278.0 9.0 120.3 91 21
06/19/02 5097 TR 23143-10/Lot 32 1273.0 9.3 118.7 91 20
06/19/02 5098 TR 23143-10/Lot 31 1271.0 9.7 118.1 90 20
06/19/02 5099 TR 23143-10/Space 77 12 77.0 10.1 116.7 90 19
06/19/02 5100 TR23143-10/Space 77 1279.0 9.1 116.0 88 20
06/19/02 5105 RTNo.5100 9.7 117.5 89 20
06/19/02 5112 RTNo.5105 9.3 118.5 90 20
06/19/02 5116 TR23143-10/Lot 1 1281.0 9.9 117.1 91 19
06/20/02 5126 TR 23143-10/Lot 4 1305.0 9.1 119.0 91 20
06/20/02 5135 TR23143-10/Lot 10 1292.0 10.7 119.9 92 20
06/21/02 5136 TR 23143-10/Lot 10 1294.0 11.9 121.0 91 12
06/21/02 5137 TR23143-10/Lot 11 1295.0 10.7 122.1 91 12
06/21/02 5138 TR 23143-10/Lot 8 1294.0 10.0 116.8 91 17
06/21/02 5139 TR 23143-1 O/Lot 9 1295.0 10.6 117.9 91 17
06/21/02 5140 TR 23143-10/Lot 7 1294.0 7.9 121.7 91 12
06/21/02 5141 TR 23143-10/Lot 8 1295.0 8.3 120.9 91 12
06/21/02 5148 TR 23143-1 O/Lot 1 1293.0 12.1 116.9 91 17
06/21/02 5149 TR 23143-10/Lot 2 1294.0 11.3 117.7 91 17
06/20/02 5176 TR 23 143-1 O/Lot 34 1279.0 9.7 117.9 90 20
06/20/02 5177 TR 23143-10/Lot 32 1276.0 8.9 118.3 90 20
06/20/02 5178 TR 23143-10/Lot 32 1276.0 8.1 122.5 91 22
06/20/02 5179 TR 23143-10/Lot 31 1273.0 10.5 117.0 91 19
06/20/02 5180 TR 23143-10/Lot 30 1270.0 9.1 117.9 90 20
06/20/02 5181 TR 23143-10/Lot 33 1278.0 9.3 118.9 89 21
06/20/02 5182 TR 23143-10/Lot 30 1273.0 8.7 116.0 88 20
06/20/02 5183 TR 23143-1 O/Lot 33 1280.0 9.5 119.7 90 21
06/20/02 5184 TR 23143-10/Lot 64 1267.0 7.9 122.5 91 22
06/20/02 5185 Royal Crest/Sta 31 +00 1270.0 8.1 114.7 88 19
06/20/02 5186 Royal Crest/Sta 31 +50 1271.0 8.0. 114.1 88 19
PETRA GEOTECHNICAL, INC. NG 85% required/* Sandcone OCTOBER 2002 4[0
J.N.241-01 ** 95% required TABLE-II 13
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
06/20/02
06/20/02
06/20/02
06/20/02
06/20/02
06/20/02
06/20/02
06/20/02
06/20/02
06/20/02
06/20/02
06/20/02
06/21/02
06/21/02
06/21/02
06/21/02
06/21/02
06/21/02
06/21/02
06/21/02
06/21/02
06/21/02
06/21/02
06/22/02
06/22/02
06/22/02
06/22/02
06/24/02
06/24/02
06/24/02
06/24/02
06/24/02
06/24/02
06/24/02
06/24/02
06/24/02
06/24/02
06/24/02
06/24/02
06/22/02
06/25/02
06/25/02
5187
5188
5189
5190.
5191
5192
5193
5194
5195
5196
5197
5198
5199
5200
5201
5202
5203
5204
5205
5206
5207
5208
5209
5244
5245
5248
5249
5278
5279
5288
5289
5290
5291
5292
5293
5294
5295
5296
5297
5310
5402
5403
Royal Crest/Sta 30+50
TR 23143-10/Lot 31
RTNo.5181
RTNo.5182
RT No. 5185
RTNo.5186
RTNo.5187
Crowne Hill/Sta 61 +50
TR 23143-IOILot 34
TR 23143-10/Park "B"
Crowne Hill/Sta 59+75
TR 23143-10/Park "B"
TR 23143-10/Park "B"
TR 23143-1 OILot 34
TR 23143-10/Park "B"
Crowne Hill/Sta 60+50
Stanko/Sta 18+50
TR 23143-IO/Lot 1
TR 23143-IOILot I
TR 23143-1 OILot 2
TR 23143-IOILot I
TR 23 I 43-IO/Space 76
Crowne HilllSta 60+20
TR 23143-IOILot 14
TR23143-10ILot 13
TR23143-IOILot 12
TR 23143-10/Lot 12
TR 23143-10/Lot 12
TR23143-10/Lot 11
TR23143-IOILot 15 slope
TR 23143-10/Lot 16
TR23143-IOILot 17
TR 23143-IOILot 17
TR23143-IOILot 10
TR 23143-1 OILot 9 slope
TR 23143-IO/Lot 14 slope
TR23143-IOILot 14
TR 23143-IOILot 13
TR 23143-1O/Lot 12
TR23143-IOILot 14 slope
TR23143-10/Lot 13
TR23143-IOILot 12
1273.0
1275.0
9.1
9.7
10.1
10.3
11.0
10.7
9.9
10.7
9.3
9.9
9.9
8.3
9.7
10.1
9.7
8.3
9.1
10.3
10.7
9.3
9.7
10.0
11.1
8.8
9.2
10.7
10.4
10.1
9.4
8.9
9.4
8.8
10.0
8.7
9.4
10.2
8.0
7.6
12.3
9.6
7.3
7.5
PETRA GEOTECHNICAL, INC. NG 85% required/* Sandcone
J.N.241-01 ** 95% required
1279.0
1281.0
1283.0
1282.0
1285.0
1287.0
1283.0
1289.0
1283.0
1282.0
1270.0
1272.0
1274.0
1275.0
1277.0
1281.0
1286.0
1287.0
1290.0
1291.0
1292.0
1293.0
1292.0
1292.0
1294.0
1296.0
1294.0
1295.0
1292.0
1294.0
1296.0
1298.0
1267.0
1294.0
1295.0
118.0
118.1
120.3
119.0
118.3
117.9
120.5
118.0
120.1
118.9
119.3
122.5
118.1
117.9
121.1
123.3
119.3
116.1
116.7
118.1
119.9
120.3
117.1
119.7
120.3
118.4
119.0
121.4
122.6
117.7
119.9
118.8
121.0
121.9
123.1
122.0
124.4
125.1
117.6
118.8
125.7
123.8
89
90
91
91
92
91
91
91
91
91
91
91
90
90
91
92
90
90
90
90
90
91
91
91
92
90
91
91
92
90
92
91"
92
91
92
91
92
93
91
92
93
92
21
20
21
20
19
19
21
19
21
20
20
22
20
20
21
22
21
19
19
20
21
21
19
20
20
20
20
12
12
20
20
20
20
12
12
12
22
22
17
19
22
22
OCTOBER 2002 AA
TABLE-1I14 ~
I
I
TABLE II
Field Density Test Results
I.......... .~;J; .............~....................... .......................iT.........I~T.............................................. .............................. ...I~. i;.i. M.............~.......~........................................~.....~............~.~~Ii....~. ~I. ~j/. ~O. IE.i...................
.D"""E. .. ........,.,O.f..... ... ....."""0. ""."'ION............ .............(llt}. .. ..... .. ........ .("') ...... ....... .... (p~Q .......... ...~""l ..."'''''''E. .....
',:)\: .:'.,~':.I;::" ,tt: ::',:::)\);:._::)::/{:::::})\ :::;::::::::::::::::=:}:{}:p._ ::___~~:~:: .:-::',-:'::-..:;::;:{:::::): :::::::::'(::;;;::}::}:{{(::;::. co: _,): ;::'::::):':'::::::;:,-:::}:;:;:'(:;m:)\ :::)}}}}:::{{::', :1(,>..:': :}::}}::}::::::>'. ::~){:::: :::::::::::':::::\:::J::::~);:;; _.}:?\::.,
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
0.6/25/0.2 540.4 TR23143-10/Lot 16 1294.0. 12.7 121.1 92 20.
0.6/25/0.2 540.5 TR23143-IOILot 17 1296.0. 11.6 119.4 91 20.
0.6/25/0.2 5410. TR 23 143-1 a/Lot 15 slop~ 1294.0 9.2 116.4 90.* 17
0.6/25/0.2 5411 TR 23143-10./Lot 15 1295.0. 10..3 118.1 92 17
0.6/25/0.2 5413 TR23143-IOILot 14 1294.0. 10..6 120.7 92 20.
0.6/25/0.2 5414 TR23143-10.ILot 10. 1295.0. 9.4 119.8 91 20.
0.6/25/0.2 5416 TR 23143-10./Lot 7 1296.0. 12.3 117.0. 91 17
0.6/25/0.2 5417 TR 23143-10ILot 9 1297.0. 10..4 118.1 92 17
0.6/25/0.2 5418 TR23143-10.ILot II 1297.0. 11.3 119.3 91 20.
0.6/25/0.2 5419 TR23143-10.ILot 13 1297.0 10..6 120..0. 92 20.
0.6/25/0.2 5420 TR23143-10/Lot 14 1298.0. 9.0. 123.7 93 12
0.6/26/0.2 5424 TR 23143-lo.ILot 27 slope 1286.0. 9.5 123.3 92 22
0.6/26/0.2 5425 TR 23 143-1 alLot 27 slope 1288.0. 8.7 124.6 93 22
0.6/27/0.2 5438 TR 23143-10./Lot 6 finish slope 130.3.0. 10..3 117.3 91 17
0.6/27/0.2 5439 TR 23143-10.ILot 4 finish slope 1312.0. 10.9 117.5 91 17
0.6/27/0.2 5440. TR 23 143-1 alLots 2-3 finish slope 130.6.0. 11.6 117.2 91 17
0.6/28/0.2 5442 TR23143-10.ILots 65-66 1287.0. 8.0. 125.8 93 22
0.6/28/0.2 5443 TR23143-lo.ILots 67-78 1287.0. 7.6 124.6 93 22
0.6/26/0.2 5476 TR 23143-lo.ILot 23 1296.0. 10..5 115.7 90. 9
0.6/26/0.2 5477 TR 23143-1 alLot 22 1296.0. 9.8 116.0. 91 9
0.6/26/0.2 5478 TR 23143-10./Lot 21 1297.0 10..9 117.1 91 9
0.6/26/0.2 5479 TR 23143-IOILot 25 1294.0. 11.4 115.9 91 9
0.6/26/0.2 5480. TR 23 143-1 alLot 26 1295.0. 11.9 118.0. 92 9
0.6/26/0.2 5481 TR 23143-1 a/Lot 24 1295.0. 10..6 116.6 91 9
0.6/26/02 5482 TR 23143-IO/Lot 28 1290..0. 15.7 108.7 90. 13
0.6/26/0.2 5483 TR23143-10ILot 27 1292.0. 15.9 10.9.9 91* 13
0.6/26/0.2 5484 TR 23143-1 a/Lot 28 1294.0. 15.3 110..3 92 17
0.6/26/0.2 5485 TR 23143-1 alLot 29 1294.0. 13.1 117.9 91 17
0.6/26/0.2 5486 TR 23143-IO/Lot 27 1295.0. 9.3 117.6 91 17
0.6/26/0.2 5487 TR23143-IO/Lot 27 1296.0. 10..4 10.6.6 83 17
0.6/26/0.2 5488 RT No. 5487 11.9 117.7 91 17
0.6/26/0.2 5489 TR 26941ILot 16 slope 1266.0. 10..9 116.9 91 17
06/26/0.2 5490. TR 23143-IO/Lot 35 1268.0 9.1 120..5 93 12
0.6/26/0.2 5491 TR 26941ILot 16 slope 1270..0. 9.7 122.8 92 20.
0.6/26/0.2 5492 TR23143-10.ILot 15 1298.0. 10.6 119.7 91 20.
0.6/27/02 5495 TR 23143-IOILot 35 1272.0. 10.1 123.4 92 12
0.6/27/0.2 5496 TR 23143-1 alLot 34 1274.0. 11.2 116.1 87 12
0.6/27/0.2 5497 TR 26941/Lot 16 slope 1276.0. 9.1 122.7 92 12
0.6/27/0.2 5498 RTNo.5496 12.0. 123.1 92 12
0.6/27/0.2 5499 TR 23143-IO/Lot 34 1278.0. 8.3 124.2 93 12
0.6/27/0.2 550.0. TR 23143-10./Lot 35 1280..0. 12.1 121.8 91 12
0.6/27/0.2 5529 TR 23143-IOILot 74 1283.0. 12.8 117.7 91* 17
PETRA GEOTECHNICAL, INC. NG 85% required/* Sandcone OCTOBER 2002 ~
J.N.241-01 ** 95% required TABLE-II 15
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
06/27/02
06/27/02
06/27/02
06/27/02
06/27/02
06/27/02
06/27/02
06/27/02
06/27/02
06/27/02
06/27/02
07/01102
07/01/02
07/01102
07/01102
07/01102
07/01102
07/01102
07/01102
07/01102
07/01/02
06/28/02
06/28/02
06/28/02
06/28/02
06/28/02
06/28/02
07/02/02
07/02/02
07/02/02
07/02/02
07/02/02
07/02/02
07/02/02
07/02/02
07/02/02
07/02/02
07/02/02
07/03/02
07/03/02
07/03/02
07/03/02
5530
5531
5532
5533
5534
5535
5536
5537
5538
5539
5540
5541
5542
5543
5544
5545
5546
5547
5548
5549
5550
5626
5627
5628
5629
5630
5631
5632
5633
5634
5635
5636
5637
5638
5639
5640
5641
5642
5643
5644
5645
5646
TABLE II
Field Density Test Results
TR 23143-IOILot 65
TR 23143-IOILot 33
TR 23143-IOILot 32
TR 23143-IOILot 31
TR 23143-IOILot 30
TR 23 I 43-IOILot 35
TR 23143-IOILot 34
TR 23143-1 OILot 65
TR 23143-1 OILot 65
TR 23143-IOILot 66
TR 23143-1 O/Lot 67
TR 23143-IOILot 78
TR 23143-IOILot 78
TR 23143-IOILot 74
TR 23143-IOILot 74
Crowne HilI/Sta 65+80
Crowne HilI/Sta 66+ IS
TR 26941ILot 16 slope
TR 269411Lot 16 slope
TR 269411Lot 16 slope
TR 26941 ILot 16 slope
TR 23143-1 OILot 34 slope
TR 23143-IOILot 32 slope
TR 23143-IOILot 77
TR 23143-10ILot 36
TR 23143-10ILot 35
TR 23143-10/Lot 34
TR 26941/Lot 16 slope
TR 26941ILot 16 slope
RT No. 5632
RT No. 5633
TR 26941ILot 16 slope
TR 23143-10ILot 39
TR 23143-10ILot 39
TR 23143-1 OILot 40
TR 23143-10/Lot 40
TR 23143-IO/Lot 39
TR 23143-10ILot 39
TR 23143-10ILot 38
TR 23143-IOILot 38
TR 23143-1 O/Lot 40
TR 23143-IOILot 40
1285.0
1282.0
1281.0
1280.0
1279.0
1276.0
1280.0
1287.0
1288.0
1289.0
1290.0
1283.0
1285.0
1282.0
1284.0
1281.0
1283.0
1260.0
1262.0
1264.0
1266.0
1287.0
1288.0
1289.0
1280.0
1278.0
1281.0
1249.0
1251.0
1253.0
1266.0
1267.0
1264.0
1265.0
1265.0
1266.0
1269.0
1271.0
1268.0
1270.0
9.3 123.3 92 22
14.3 114.6 92 6
15.7 115.4 92 6
9.6 122.9 91 22
8.9 124.1 92 22
8.7 123.2 92 12
9.1 124.4 93 12
9.0 118.6 92 19
9.5 117.9 91* 19
9.9 119.1 92 19
9.3 118.0 91 19
9.6 117.0 91 17
10.6 116.3 90 17
11.0 117.7 91 17
11.4 118.4 92 17
10.1 117.0 91 17
10.7 119.5 93 17
8.7 124.1 92 22
10.2 125.6 93 22
9.1 123.7 92 22
9.7 125.0 93 22
9.4 119.5 91 20
10.2 120.1 92 20
9.8 119.8 91 20
11.2 118.2 92 17
12.0 118.1 91 17
10.9 117.5 91 17
6.3 112.0 85 20
13.7 1 I 1.1 85 20
9.6 119.3 91 20
11.3 118.0 90 20
10.0 119.7 91 20
15.2 113.9 91 6
14.4 115.1 92' 6
10.4 119.0 91 20
9.6 120.1 92 20
8.9 116.9 91 17
9.7 117.7 91 17
8.3 115.7 90 3
9.7 116.4 91 3
15.4 110.7 92 13
14.1 109.0 90 13
OCTOBER 2002
TABLE-II 16
PETRA GEOTECHNICAL, INC.
J.N.241-01
NG 85% required/* Sandcorie
** 95% required
~
I
I
1.......}':t$ST.}. ).......~... ........}}}.}.....mEST}.}.....}......}}EL:ltV! ...)MOlSTtll{:E .....DENSlTY .....coNmJ ................SolLi}.....
n&w~Noj;~AXlQN..{.(t1{%}(Il~fj(%)TIei1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
Field Density Test Results
07/03/02 5647 TR 23 I 43-1O/Lot 38 1268.0 11.3 119.6 93' 17
07/03/02 5648 TR 23143-10/Lot 38 1269.0 12.2 118.7 92 17
07/08/02 5649 TR26941ILot 16 1256.0 9.8 117.7 91 17
07/08/02 5650 TR 26941/Lotl6 1259.0 10.7 119.0 92 17
06/29/02 5684 TR23143-10/Lot I FG 10.7 119.8 90 20
06/29/02 5685 TR23143-IOILot2 FG 10.2 121.4 91 20
06/29/02 5686 TR 23143-1OILot 3 FG 9.8 120.1 91 20
06/29/02 5687 TR 23143-1 O/Lot 4 FG 10.7 121.4 92 20
06/29/02 5688 Stanko Crcl/Sta 10+50 1295.0 9.3 121.0 91 20
06/29/02 5689 Suva Ln/Sta II +40 1293.0 9.9 121.2 91 20
06/29/02 5690 TR 23143-IO/Lot 7 FG 10.5 120.7 91 20
06/29/02 5691 TR 23143-1 O/Lot 8 FG 10.9 121.2 91 20
06/29/02 5692 TR 23 I 43-1OILot 9 FG 9.9 120.0 90 20
06/29/02 5693 TR23143-1OILot 10 FG 9.7 120.6 91 20
06/29/02 5694 TR23143-IOILot II FG 10.2 121.4 91 20
06/29/02 5695 TR23143-IOILo112 FG 11.3 119.6 90 20
06/29/02 5696 TR 23143-1 OILot 13 FG 10.7 119.8 90 20
06/29/02 5697 TR23143-IOILot 14 FG 10.2 121.4 91 20
06/29/02 5698 TR23143-IOILo115 FG 9.9 120.4 91 20
06/29/02 5699 TR23143-IOILot 16 FG 11.3 119.9 90' 20
06/29/02 5700 TR23143-10ILot 17 FG 9.8 120.3 91' 20
06/29/02 5751 TR23143-10ILot 19 FG 9.8 120.4 91 21
06/29/02 5752 TR 23143-1 O/Lot 20 FG 10.5 121.6 92 21
06/29/02 5753 TR 23143-IO/Lot 21 FG 10.2 121.0 91 21
06/29/02 5754 TR 23143-1 OILot 22 FG 11.3 121.2 91 21
06/29/02 5755 TR 23143-1OILot 23 FG 11.8 121.2 91 21
06/29/02 5756 TR 23143-10ILot 24 FG 9.7 120.6 91 21
06/29/02 5757 TR 23143-10ILot 25 FG 10.3 121.2 91 21
06/29/02 5758 TR 23143-10ILot 26 FG 11.8 118.7 90 21
06/29/02 5759 TR 23143-10/Lot 27 FG 11.2 120.9 91' 21
06/29/02 5760 TR 23143-1 OILol 28 FG 10.5 119.7 90 21
06/29/02 5761 TR 23143-10/Lot 29 FG 9.9 121.7 92 19
07/01/02 5777 TR 23143-IOILot 21 finish slope 1285.0 10.5 117.9 91 19
07/01/02 5778 TR 23143-10/Lot 15 finish slope 1292.0 9.8 121.8 94 19
07/08/02 5838 TR26941ILot 16 slope 1268.0 12.8 114.2 91 10
07/08/02 5839 TR 26941ILoI 16 slope 1269.0 13.5 113.9 91 10
07/08/02 5840 TR 26941ILot 16 slope 1270.0 13.2 115.1 92 10
07/08/02 5841 TR 26941/Lol 16 slope 1270.0 13.8 113.0 90 10
07/08/02 5842 TR 26941/LoI 16 slope 1271.0 11.9 114.2 92 10
07/08/02 5843 TR 26941ILoI 16 slope 1272.0 12.7 114.7 92 10
07/08/02 5844 TR 26941ILot 16 slope 1272.0 12.2 114.2 91 10
07/08/02 5845 TR 26941ILoI 16 slope 1273.0 12.1 115.8 93 10
PETRA GEOTECHNICAL, INC. NG 85% required/* Sandcone OCTOBER 2002 ~l
J.N.241-01 ** 95% required TABLE-II 17
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
Field Density Test Results
07/08/02 5846 TR 26941/Lot 16 slope 1274.0 12.1
07/08/02 5847 TR 26941ILot 16 slope 1274.0 12.8
07/08/02 5848 TR 23143-IO/Lot 38 1269.0 13.2
07/08/02 5849 TR 23143-IOILot 39 1271.0 12.9
07/08/02 5850 TR 23143-IOILot 40 1270.0 13.0
07/10/02 5876 TR 23143-IOILot 35 1278.0 12.8
07/1 0/02 5877 TR 23143-IOILot 36 1276.0 13.2
07/10/02 5878 TR 23143-IOILot 38 1275.0 13.8
07/10/02 5879 TR 23143-IOILot 39 1276.0 13.5
07/10/02 5880 TR 23 143-IO/Lot 40 1275.0 12.6
07/1 0/02 5881 TR 23143-IOILot 41 1275.0 13.8
07/1 0/02 5882 TR23143-IO/Lot42 1277.0 11.9
07/10/02 5883 TR 23143-IO/Lot 41 1278.0 12.8
07/10/02 5884 TR 23143-IO/Lot 39 1277.0 12.5
07/10/02 5885 TR23143-10ILot 37 1278.0 11.7
07/10/02 5886 TR 23143-IOILot 36 1279.0 12.9
07/10/02 5887 TR 23143-IO/Lot 37 1276.0 13.8
07/10/02 5888 TR 23143-IO/Lot 40 1277.0 12.7
07/10/02 5889 TR 23143-IOILot 41 1279.0 13.4
07/10/02 5890 TR 23143-IOILot 42 1278.0 12.8
07/10/02 5891 TR 23143-IOILot 41 1280.0 11.9
07/10/02 5892 TR 23 I 43-IOILot 40 1281.0 12.3
07/10/02 5893 TR 23143-10/Lot 39 1280.0 13.4
07/10/02 5894 TR 23143-IOILot 38 1281.0 14.2
07/10/02 5895 TR 23143-IOILot 37 1280.0 13.8
07/10/02 5896 TR 23143-IOILot 36 1281.0 11.5
07/1 0/02 5897 TR 23143-IOILot 41 1281.0 12.0
07/10/02 5898 TR 23143-10ILot 38 1282.0 12.5
07/10/02 5899 TR 23143-IO/Lot 40 1281.0 11.9
07/1 0/02 5900 TR23143-IO/Lot42 1282.0 12.1
07/08/02 5926 TR26941ILot II slope 1237.0 6.1
07/08/02 5927 TR26941ILot II slope 1239.0 4.7
07/08/02 5928 TR26941ILot II slope 1241.0 8.3
07/08/02 5929 RTNo.5926 8.2.
07/08/02 5930 RTNo.5927 11.7
07/08/02 5931 TR 23143-1 OILot 40 1271.0 14.7
07/08/02 5932 TR 23143-1 O/Lot 40 1272.0 15.9
07/08/02 5933 TR 23143-IO/Lot 38 1272.0 14.1
07/08/02 5934 TR 23143-IO/Lot 38 1273.0 13.1
07/08/02 5935 TR 23143-IO/Lot 36 1277.0 11.6
07/08/02 5936 TR 23143-IOILot 37 1278.0 14.5
07/08/02 5937 TR 26941ILot II slope 1241.0 8.7
PETRA GEOTECHNICAL, INC. NG 85% required/* Sandcone
J.N.241-01 .. 95% required
116.1
114.9
115.6
113.1
116.1
112.3
114.2
112.9
114.5
114.2
113.6
114.8
114.9
113.6
113.8
114.5
113.0
112.8
114.4
113.6
113.4
114.8
114.4
114.4
114.1
112.0
112.7
114.5
114.4
114.8
116.2
109.0
119.7
119.0
120.3
110.3
111.9
113.7
114.4
115.1
112.9
119.7
93
92
92
90
93
90
91
90
91
91
90
92
92
91
91
91
90
90
91
91
91
92
91
91
91
90
90
92
91
92
89
83
91
91
92
92
93
91
92
92
91
91
10
10
10
10
10
6
6
6
6
6
6
10
10
10
10
6
6
10
10
10
10
10
6
6
6
10
10
10
10
10
20
20
20
20
20
13
13
10
10
10
10
20
OCTOBER 2002
TABLE-II 18
~
I
I
TABLE II
Field Density Test Results
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
07/08/02 5938 1R 26941/Lot II slope 1243.0 9.1 120.6 92 20
07/08/02 5939 1R 26941/Lot 11 slope 1243.0 8.7 126.1 94 22
07/08/02 5940 TR 26941/Lot 11 slope 1245.0 8.2 124.4 92 22
07/08/02 5941 TR 23143-IO/Lot 41 1274.0 8.7 117.7 90 20
07/09/02 5942 TR 23143-1 O/Lot 40 1275.0 10.2 118.4 90 20
07/09/02 5943 TR 23143-IO/Lot 39 1273.0 12.6 119.6 91 20
07/09/02 5944 TR 23143-10/Lot 38 1274.0 11.3 120.9 92 20
07/09/02 5945 TR 26941/Lot 16 slope 1274.0 15.8 110.9 92 13
07/09/02 5946 1R 26941/Lot 16 slope 1276.0 16.5 109.0 90 13
07/09/02 5947 TR 26941/Lot 11 slope 1245.0 9.7 128.4 95 22
07/09/02 5948 TR 26941/Lot 11 slope 1245.0 9.0 124.1 92 22
07/09/02 5949 TR 26941 /Lot 11 slope 1247.0 8.6 120.9 90 22
07/09/02 5950 1R 26941/Lot 11 slope 1247.0 9.3 123.7 92 22
07/11/02 5951 1R 23143-10/Lot 39 1283.0 13.0 114.3 91 10
07/11/02 5952 TR 23143-10/Lot 37 1283.0 11.0 114.7 92 10
07/11/02 5953 TR 23143-IO/Lot 40 1283.0 13.1 113.2 90 10
07/11/02 5954 1R 23143-10/Lot 50 1256.0 9.2 116.1 90 19
07/11/02 5955 1R 23143-10/Lot 51 1256.0 9.8 118.1 91 19
07/11/02 5956 1R 23143-10/Lot 52 1263.0 10.3 114.5 90 7
07/11/02 5957 TR 23143-1 O/Lot 49 1261.0 10.4 116.6 91 9
07/11/02 5958 TR 23143-IO/Lot 51 1259.0 11.1 117.1 91 9
07/12/02 5959 TR 23143-1 O/Lot 48 1263.0 12.6 115.0 92 10
07/12/02 5960 1R 23143-1 O/Lot 49 1261.0 12.2 116.0 93 10
07/12/02 5961 1R 23143-1 O/Lot 50 1262.0 11.9 115.1 92 10
07/12/02 5962 TR 26941/Lot 11 slope 1249.0 12.8 114.9 92 10
07/12/02 5963 1R 26941/Lot 11 slope 1249.0 12.3 115.9 93 10
07/12/02 5964 1R 26941/Lot II slope 1251.0 13.2 115.2 92 10
07/12/02 5965 TR 26941/Lot 11 slope 1251.0 11.3 117.0 91 9
07/12/02 5966 1R 26941/Lot 11 slope 1253.0 10.9 117.3 91 9
07/12/02 5967 1R 26941/Lot 11 slope 1253.0 11.7 116.5 91 9
07/12/02 5968 1R 23143-IO/Lot 50 1257.0 11.3 116.1 90 9
07/12/02 5969 TR 23143-10/Lot49 1262.0 12.1 117.3 91 9
07/12/02 5970 TR 26941/Lot 11 slope 1255.0 12.0 118.3 92 9
07/12/02 5971 TR 23143-10/Lot 51 1259.0 11.8 116.4 93 10
07/12/02 5972 1R 26941/Lot 11 slope 1255.0 12.7 116.9 93 10
07/12/02 5973 TR 26941/Lot II slope 1257.0 13.5 115.0 92 10
07/12/02 5974 TR 26941/Lot 11 slope 1257.0 12.2 115.6 92 10
07/12/02 5975 1R 26941/Lot 11 slope 1259.0 13.3 113.7 91 10
07/15/02 5976 TR 26941/Lot 11 slope 1260.0 9.6 116.3 90 19
07/15/02 5977 TR 26941/Lot II slope 1262.0 10.2 117.8 91 19
07/15/02 5978 1R 26941/Lot 11 slope 1264.0 12.3 119.1 92 17
07/15/02 5979 TR 26941/Lot 11 slope 1266.0 11.1 117.0 91 17
PETRA GEOTECHNICAL, INC. NG 85% required/* Sand cone OCTOBER 2002 ~
J.N.241-01 ** 95% required TABLE-II 19
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
?...+li1~iJ!.. ...................~... ...............................................................+I~OO........... ..............................................If~"Y;i. .........M~~..~!!~~\it!1......~QTh'!!j ....~Q!i.
?in&TE ..iiNQ).... ...ii......i.......i??~i~iriQNi......i...iIi(ft)ii ....ii.i?(%).iri....................m~!J..i?i.{%).?iillMtEiii
07/15/02
07/15/02
07/15/02
07/15/02
07/15/02
07/15/02
07/15/02
07/15/02
07/16/02
07/16/02
07/16/02
07/16/02
07/16/02
07/16/02
07/16/02
07/16/02
07/16/02
07/16/02
07/16/02
07/16/02
07/16/02
07/16/02
07/16/02
07/16/02
07/16/02
07/16/02
07/16/02
07/16/02
07/17/02
07/1 7/02
07/17/02
07/17/02
07/17/02
07/17/02
07/17/02
07/17/02
07/17/02
07/17/02
07/17/02
07/17/02
07/17/02
07/17/02
5980
5981
5982
5983
5984
5985
5986
5987
5988
5989
5990
5991
5992
5993
5994
5995
5996
5997
5998
5999
6000
6026
6027
6028
6029
6030
6031
6032
6033
6034
6035
6036
6037
6038
6039
6040
6041
6042
6043
6044
6045
6046
TR 23143-10/Lot 48
TR 23143-1 OILot 48
TR 23143-1O/Lot 47
TR 23143-IOILot 48
TR 23143-1 OILot 49
TR 23143-10/Lot 49
TR 23143-10ILot 50
TR 23143-IOILot 51
RT No. 5984
RT No. 5985
RT No. 5986
RT No. 5987
TR 23143-1O/Lot 49
TR 23143-10/Lot 49
TR 26941ILots 9-11 slope
TR 26941ILot 11 slope
TR 23143-10/Lot 46
TR 23143-1OILot 47
TR 23143-10ILot 46
TR 23143-10/Lot 46
TR 26941/Lot 11 slope
TR 26941ILot 11 slope
TR 23143-1OILot 50
TR 23143-1 O/Lot 50
TR 23143-10/Lot 49
TR 23143-10ILot 48
TR 23143-1O/Lot 46
TR 23143-10/Lot 46
TR 23143-10/Lot 47
TR 23143-1OILot 47
TR 23143-1 OILot 49
TR 23143-10ILot 50
TR 26941ILot 11 slope
TR 26941ILot 11 slope
TR 26941/Lot 11 slope
TR 26941ILot 11 slope
TR 26941/Lot 9 slope
TR 26941ILot 11 slope
TR 23143-1O/Lot 47
TR 23143-10/Lot 47
TR 23143-10/Lot 50
TR 23143-1OILot 51
1273.0
1274.0
1277.0
1276.0
12 no
1272.0
1273.0
1274.0
8.8
9.5
8.1
10.1
6.7
7.9
10.7
8.1
10.4
11.6
9.8
10.9
7.5
8.1
10.6
9.9
8.7
9.3
10.6
11.4
9.1
7.8
8.8
9.2
8.6
8.0
9.1
10.4
10.6
11.1
12.6
13.0
9.1
8.2
10.8
11.4
12.7
13.6
9.4
8.7
10.3
8.4
PETRA GEOTECHNICAL, INC. NG 85% required/* Sandcone
J.N.241-01 ** 95% required
1271.0
1272.0
1268.0
1270.0
1278.0
1279.0
1276.0
1277.0
1272.0
1274.0
1270.0
1272.0
1274.0
1276.0
1278.0
1280.0
1278.0
1280.0
1282.0
1282.0
1276.0
1278.0
1280.0
1280.0
1282.0
1282.0
1284.0
1282.0
1282.0
1284.0
118.8
120.0
117.4
119.0
113.3
111.1
115.0
112.8
118.3
119.7
120.3
118.1
121.2
123.6
118.9
119.7
120.1
118.7
117.7
119.1
120.5
122.2
120.3
121.0
120.0
120.8
119.1
117.9
118.9
120.1
114.3
115.4
118.1
119.6
116.6
117.7
113.9
113.0
120.6
121.7
119.3
122.8
92
92
91
92
88
86
89
87
92
93
93
92
90
92
92
93
92
91
91
92
90
92
90
91
90
90
91
90
91"
92
91
92
90
91
90
91
91
90
90
91
92"
92
20
20
19
19
19
19
19
19
19
19
19
19
22
22
19
19
20
20
19
19
12
12
12
12
12
12
20
20
20
20
8
8
20
20
17
17
6
6
12
12
17
12
OCTOBER 2002 ......71
TABLE-II 20 -....J"'
I
II
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
Field Density Test Results
IIR_III'lll!lljl!llnIJlf~'lrl;;IP'
07/18/02
07/19/02
07119/02
07/19/02
07/19/02
07/24/02
07/24/02
07/24/02
07/24/02
07/24/02
07/24/02
07/24/02
07/24/02
07/24/02
07/24/02
07/24/02
07/24/02
07/24/02
07/24/02
07/24/02
07/25/02
07/25/02
07/25/02
07/25/02
07/25/02
07/25/02
07/25/02
07/25/02
07/25/02
07/25/02
07/25/02
07/25/02
07/22/02
07/22/02
07/25/02
07/25/02
07/26/02
07/26/02
07/26/02
07/25/02
07/25/02
07/25/02
6091
6093
6094
6095
6096
6222
6223
6224
6225
6228
6229
6230
6231
6232
6233
6234
6235
6236
6237
6238
6239
6240
6241
6242
6243
6244
6245
6246
6247
6248
6249
6250
6253
6254
6417
6418
6419
6420
6421
6426
6427
6428
TR 26941ILot 13 slope
TR 26941ILot 13 slope
TR 26941ILot 13 slope
TR 26941ILot 13 slope
TR 26941/Lot 13 slope
Wyandotte St/Sta 31+00
Hill St/Sta 10+00
TR 23143-IOILot 71
TR 23143-IOILot 71
Wolfe St/Sta 12+25 fs
Wolfe St/Sta 12+50 fs
TR 26941ILot 16 finish slope
TR 26941ILot 16 finish slope
TR 26941/Lot 16 finish slope
TR 26941ILot 16 finish slope
TR 26941ILot 16 finish slope
TR 26941!Lot 16 finish slope
TR 26941ILot 13 finish slope
TR 26941 ILot 13 finish slope
TR 26941/Lot 12 finish slope
TR 26941ILot 12 finish slope
TR 26941ILot 12 finish slope
TR 26941ILot 12 finish slope
TR 26941ILot 12 finish slope
TR 26941ILot 11 finish slope
TR 26941ILot 11 finish slope
TR 26941ILot 11 finish slope
TR 23143-10ILot 64
TR 23143-10/Lot 63
TR 23143-10ILot 30
TR 23143-10ILot 31
TR 23143-IOILot 32
RT No. 6095
RT No. 6096
TR 23143-10/Lot 46
TR 23143-1 OILot 45
TR 23143-10ILot 44
TR 23143-10ILots 42-43
TR 23143-10ILot 33 finish slope
TR 23143-IO/Lot 33
TR 23143-10ILot 34
TR 23143-10/Lot 35
1276.0
1278.0
1280.0
1282.0
1284.0
12 77. 0
1290.0
1290.0
1292.0
1284.0
1272.0
1280.0
1271.0
1278.0
1268.0
1278.0
1270.0
1275.0
1260.0
1270.0
1250.0
1265.0
1275.0
1245.0
1255.0
1275.0
1260.0
FG
FG
FG
FG
FG
1281.0
1280.0
1279.0
1281.0
1287.0
FG
FG
FG
12.8
10.6
11.7
6.7
7.8
8.7
11.2
10.6
9.8
6.8
8.3
6.5
7.8
11.5
10.6
12.9
10.5
13.4
11.7
6.6
7.5
7.7
8.1
8.3
8.9
10.8
9.1
8.8
8.2
6.9
8.7
6.0
9.0
13.3
9.4
9.8
10.5
10.1
9.2
5.4
5.6
7.5
PETRA GEOTECHNICAL, INC.
J.N.241-01
NG 85% required/> Sandcone
** 95% required
116.4 92 8
115.6 92 8
116.4 92* 8
118.6 89 12
117.3 88 12
119.9 90 21
118.5 92 17
117.4 91 17
116.2 90 17
122.8 93 2
114.1 90 7
119.1 90 2
120.3 90 II
119.2 91 20
120.2 92 20
113.1 91 15
119.2 91 20
113.6 92 15
118.8 92 20
120.0 90 21
118.7 91 20
118.3 90 20
119.1 92 5
124.2 92 22
123.7 92 22
112.0 91 18
118.0 91 5
124.3 92* 22
124.9 93* 22
123.5 92* 22
125.7 93* 22
124.2 92* 22
120.5 90 12
120.6 90 12
118.0 90 20
120.2 92 20
121.4 93 20
119.5 91 20
118.4 90 20
120.6 92 20
121.0 90 22
121.1 90 22
OCTOBER 2002
TABLE-II 21 ~V
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
Field Density Test Results
07/25/02 6429 TR 23143-101L0t 36 FG
07/25/02 6430 TR 23143-101L0t 37 FG
07/25/02 6431 TR 23143-101L0t 38 FG
07/25/02 6432 TR 23143-101L0t 39 FG
07/25/02 6433 TR 23143-101L0t 40 FG
07/25/02 6434 TR 23143-101L0t 41 FG
07/25/02 6435 TR 23143-101L0t 42 FG
07/25/02 6436 1R 23143-1 O/Lot 43 FG
07/25/02 6437 1R 23143-101L0t 44 FG
07/25/02 6438 1R 23143-101L0t 45 FG
07/25/02 6439 TR 23143-IO/Lot 46 FG
07/26/02 6440 1R 23143-101L0t 47 FG
07/26/02 6441 1R 23143-10/Lot 48 FG
07/26/02 6442 TR 23143-1 OlLot 49 FG
07/26/02 6443 TR 23143-101L0t 50 FG
07/26/02 6444 TR 23143-101L0t 51 FG
07/26/02 6445 TR 23143-10/Lot 34 finish slope 1290.0
07/26/02 6446 1R23143-101L0t31 finish slope 1286.0
07/26/02 6447 Pampa Crt/Sta 37+95 1280.0
07/26/02 6448 Wyandotte St/Sta 30+80 1278.0
07/26/02 6449 Stanko CrcllSta 12+00 1294.0
07126/02 6450 Stanko CrcllSta 17+00 1291.0
08/12/02 6796 Crowne Hill/Sta 70+40 1288.0
08/13/02 6857 TR 23143-1 OlLot 54 1282.0
08/13/02 6858 TR 23143-1 OlLot 54 1284.0
08/13/02 6859 TR 23143-10/Lot 55 1282.0
08/13/02 6860 TR 23143-1 OlLot 55 1283.0
08/15/02 6897 1R 23143-101L0t 71 1286.0
08115/02 6898 TR 23143-10/Lot 70 1288.0
08116/02 6944 1R 23143-lOlLot 73 1292.0
08/16/02 6976 1R 23143-10/Lot 69 1288.0
08/16/02 6977 TR 23143-10/Lot 78 1286.0
08116/02 6978 TR 23143-101L0t 71 1290.0
08116/02 6982 1R 23143-1 O/Lot 68 1288.0
08116102 6983 1R 23143-101L0t 78 1289.0
08/16/02 6984 TR 23143-1 O/Lot 68 1290.0
08116102 6989 1R 23143-101Lot 70 1282.0
08116/02 6990 1R 23143-1 O/Lot 69 1294.0
08119/02 7004 1R 23143-1 OlLot 69 1294.0
08/20/02 7055 TR 23 143-IO/Lot 68 1293.0
08/20/02 7059 TR 23143-101L0t 68 1294.0
08/20/02 7060 1R 23143-lOlLot 69 1293.0
6.8
7.5
7.3
7.6
5.9
6.2
6.1
6.1
8.4
9.7
8.4
6.1
6.3
8.9
8.0
6.4
8.9
8.3
9.2
11.2,
10.6
10.9
9.0
9.3
8.7
8.1
7.8
11.2
12.1
13.6
8.3
8.7
7.8
9.7
9.5
10.0
9.3
8.9
10.1
11.1
10.1
9.7
PETRA GEOTECHNICAL, INC.
J.N.241-01
NG 85% required/* Sandcone
.. 95% required
118.1
125.7
126.2
121.9
128.6
126.8
124.1
125.3
117.6
113.5
118.2
117.5
116.8
113.7
116.5
125.6
120.7
119.5
121.6
116.7
113.9
114.7
122.9
120.9
121.4
123.7
120.4
117.6
118.7
116.6
123.0
123.6
123.2
119.2
120.7
118.6
121.0
120.8
120.8
113.3
120.6
116.5
90
93
94
91
96
94
92
93
90*
90*
90*
90*
90*
90*
90*
93*
92
91
93
93
90
91
92*
91*
91
93
90
91
92
94*
91
92
92
90
91
90
91
91
90
91
92
90
20
22
22
22
22
22
22
22
20
8
20
I
I
8
I
22
20
20
20
8
8
8
23
23
23
23
23
17
17
24
22
22
22
20
20
20
20
20
23
24
20
19
OCTOBER 2002
TABLE-II 22
5~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
08/20/02
08/27/02
08/27/02
08/27102
08/27/02
08/27/02
08/27/02
08/27/02
08/27/02
08/27/02
08/28/02
08/28/02
08/28102
08/26/02
08/26/02
08/27/02
08/27/02
08/27/02
08/27/02
08/27102
08/28/02
08/28/02
08/28/02
08/28/02
09/03/02
09/03/02
09/1 0/02
09/1 0/02
09/19/02
09/19/02
09/19/02
09/19/02
09/19102
09/19/02
09/19/02
09/19/02
09/19102
7061
7226
7227
7228
7229
7230
7231
7232
7233
7237
7240
7241
7242
7251
7252
7262
7263
7264
7265
7266
7267
7268
7269
7270
7361
7362
7451
7452
7635
7636
7637
7638
7639
7640
7641
7642
7643
TABLE II
Field Density Test Results
TR 23143-101L0t 69
TR 23143-101Lot 62
TR 23143-IO/Lot 62
TR 23143-10/Lot 43 finish slope
TR23143-10/Lot41 finish slope
TR 23143-10/Lot 39 finish slope
TR 23143-101L0t 37 finish slope
TR 23143-101L0t 34 finish slope
TR 23143-101L0t 32 finish slope
RT No. 1234
TR 23143-1 OlLot 65 finish slope
TR 23143-10/Lot 65 finish slope
TR 23143-10/Lot 67 finish slope
TR 23143-10/Lot 64 finish slope
TR 23143-101L0t 62 finish slope
TR 23143-101L0t 74
TR 23143-101L0t 73
Monroy Crcl/Sta 11 +50
Monroy Crcl/Sta 12+75
Hill St/Sta 11+50
TR 269411L0t 11 finish slope
TR 269411L0t 11 finish slope
TR 269411L0t 11 finish slope
TR 269411L0t 9 finish slope
TR 23143-10/Lot 52
TR 23143-10/Lot 53
TR 23143-101L0t 52
TR 23143-IO/Lot 53
TR 23143-101L0t 68
TR 23143-101L0t 69
TR 23143-1 O/Lot 70
TR 23143-101L0t 71
TR 23143-IO/Lot 67
TR 23143-101L0t 66
TR 23143-10/Lot 65
Hill StlSta 10+30
Hill St/Sta 12+25
1293.0
1279.0
FG
1315.0
1311.0
1303.0
1297.0
1295.0
1287.0
1288.0
1287.0
1286.0
1282.0
]286.0
1286.0
]290.0
1287.0
1275.0
1265.0
1270.0
1280.0
1284.0
1283.0
FG
FG
FG
FG
FG
FG
FG
FG
FG
1284.0
1281.0
9.4 119.0 90 20
9.8 121.5 94 19
10.5 117.9 91 19
10.2 120.2 93 19
12.6 113.4 91 24
11.9 115.5 92 24
13.3 112.0 90 24
11.9 115.5 92 24
12.7 112.7 90 24
10.2 119.1 92 19
9.7 121.0 92 20
9.2 123.1 91 20
8.9 124.1 94 20
10.2 115.0 92 24
9.9 114.1 92 24
9.0 122.9 92 23
9.2 124.3 93 23
8.8 126.6 94 22
8.2 125.9 94 22
7.5 125.6 94 22
9.2 119.5 93 19
9.8 118.4 92 19
9.6 119.8 93 19
9.9 120.1 93 19
12.6 119.6 93 17
11.1 117.2 91 17
6.7 126.4 94 22
7.4 122.7 91 22
11.6 114.6 92 24
7.0 120.5 92 20
7.2 118.9 91 20
8.3 120.1 92 20
9.4 117.0 91 19
8.0 117.8 91 19
7.3 116.0 90 19
9.2 119.3 91 20
10.7 117.1 91 19
PETRA GEOTECHNICAL, INC.
J.N.241-01
NG 85% required/' Sandcone
" 95% required
6~
OCTOBER 2002
TABLE-II 23
I
I I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
REFERENCES
Blake, T.F., 1998/1999, "UBCSEIS" Version 1.03, A Computer Programfor 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, California, J.N. 298-87, dated November 20, 1987.
, 1988, Preliminary 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 Sonthern Riverside County,
California, CDMG Special Report 131.
Petra Geotechnical, Inc., 1999, Geotechnical Report of Rough Grading, Phases 2 through 5 -- Tract 23143-2, Lots I
and 2, 7 through 16,23 through 56 and 64; Phases 2 through 8 -- Tract 23143-3, Lots 9 through 21 and 28
through 98; and Phases 2 through 8 -- Tract 23143-4, Lots 18 through 80, Crowne Hill, City of Temecula,
Riverside County, California;for Richmond American Homes, J.N. 444-98, dated September 7,1999.
, 200 la, Geotechnical Investigation of Tracts 23142 and 26941 and Preliminary Sewage-Disposal Feasibility
Evaluation of Crowne Hill Estate Lots, Tract 26941, City of Temecula, Riverside County, California,
J.N. 241 01, dated June 4, 2001.
, 200 I b, Geotechnical Review of Rough-Grading Plans for Tracts 23143-1, 23143-6 through 23143-11,
23143-F, Crown Hill Park Site (Tract 23145-5) and Park Site 'A' (Lot 104 of Tract 23143-F), City of
Temecula, Riverside County, California, LN. 241-01, dated October 31, 2001.
, 2001c, Settlement Characteristics of Fill Soils for Tract 23143, City of Temecula, Riverside County,
California, J.N. 241-01, dated December 10, 2001.
, 2001d, Reliance Letter for Tracts 23143-1, 23143-6 through 23143-11, 23143-F, Crowne Hill Park Site
(Tract 23145-5) an d Park Site "A" (Lot 104 of Tract 23143-F), City of Temecula, Riverside County,
California;for Lowe Enterprises Residential Advisors, J.N. 241-01, dated December II, 2001.
, 2002a, Geotechnical Recommendations for Removal Depths, Park Site A within Tract 23143-F and Park
Site F within Tract 23143-5, City of Temecula, Riverside County, California, J.N. 241-0 I, dated January 24,
2002.
, 2002b, Geotechnical Report of Rough Grading, Proposed Elementary School Site, Tract 23143-5, City of
Temecula, Riverside County, California, J.N. 241-01, dated May 8,2002.
,2002c, Supplemental Geotechnical Investigation, Lots I, 3 and 5, Tract 29641, Estate Lots, City of Temecula,
Riverside County, California, J.N. 219-02, dated May 14, 2002.
PETRA GEOTECHNICAL, INC.
J.N. 241-01
OCTOBER 2002
fA
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
REFERENCES (Continued)
,2002d, Geotechnical Report of Rough Grading, Lots I through 105 aud Slope Lot 106, Tract 23143-8, City
of Temecula, Riverside County, California, J.N. 241-01, dated June 21, 2002.
, 2002e, Geotechnical Report of Rough Grading, Lots I through 84, 89 through 114, Slope Lots 116 through
122 and 126 and Park Site 123 (E), Tract 23143-6, City of Temecula, Riverside County, California,
J.N. 241-01, dated July I, 2002.
, 2002f, Geotechnical Report of Rough Grading, Lots I through 85, Tract 23143-7, City of Temecula,
Riverside County, California, J.N. 241-01, dated July IS, 2002.
, 2002g, Geotechnical Report of Rough Grading, Lots 1 through 71, Open Space Lots 128 through 133 and
Park Sites "c" and "D" (Lot 134), Tract 23143-9, J.N. 241-01, dated July 19, 2002.
OCTOBER 2002
PETRA GEOTECHNICAL, INC.
J.N. 241-01
~
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 04829. Expansion potential classifications were determined from 1997 UBC Table 18-l-B on the basis
of the expansion index values. Test results and expansion potentials are presented on Plate A-2.
Soil Chemistry
Chemical analyses were performed on selected samples of onsite soil to determine concentrations of soluble sulfate
and cWoride, 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.
PETRA GEOTECHNICAL, INC.
J.N. 241-01
OCTOBER 2002
'50
I
I EXPANSION INDEX TEST DATA
I
I 3 1 through 3 12 Very Low
5 4 through 6 22 Low
I 8 7 through 9 35 Low
11 10 through 12 45 Low
I 14 13 through 15 17 Very Low
17 16 and 17 27 Low
I 19 18 through 20 26 Low
22 21 through 23 47 Low
I 25 24 through 26 60 Medium
28 27 through 29 29 Low
I 32 30 through 34 39 Low
37 35 through 39 62 Medium
I 42 40 through 44 15 Very Low
47 45 through 49 44 Low
I 51 50 and 51 36 Low
54 52 through 56 3 Very Low
I 69 57 through 61 18 Low
I 64 63 and 64 12 Low
66 65 through 67 32 Low
I 69 68 through 71 0 Very Low
Park Site liB" Park Sit "B" (Lot 75) 47 Low
I (2) PER ASTM TEST METHOD 04829
(3) PER 1997 UBC TABLE 18-I-B
I
I
PETRA GEOTECHNICAL, INC. OCTOBER 2002
I J.N. 241-01 Plate A-2
I $B
I
I EXPANSION INDEX TEST DATA
I
I 3 1 through 3 12 Very Low
5 4 through 6 22 Low
I 8 7 through 9 35 Low
11 10 through 12 45 Low
I 14 13 through 15 17 Very Low
17 16 and 17 27 Low
I 19 18 through 20 26 Low
22 21 through 23 47 Low
I 25 24 through 26 60 Medium
28 27 through 29 29 Low
I 32 30 through 34 39 Low
37 35 through 39 62 Medium
I 42 40 through 44 15 Very Low
47 45 through 49 44 Low
I 51 50 and 51 36 Low
54 52 through 56 3 Very Low
I
69 57 through 61 18 Low
I 64 62 and 64 12 Very Low
66 65 through 67 32 Low
I 69 68 through 71 0 Very Low
Park Site "B" Park Sit "B" (Lot 75) 47 Low
I (2) PER ASTM TEST METHOD 04829
(3) PER 1997 UBC TABLE 18-I-B
I
I
PETRA GEOTECHNICAL, INC. OCTOBER 2002
I J.N. 241-01 Plate A-2
I ~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
SOIL CHEMISTRY
7 through 9 ND concrete: mild
steel:
16 through 17 ND 125 6.7 2,800 concrete: mild
steel: moderate
35 through 39 ND 42 8.0 5,000 concrete: mild
steel: moderate
45 through 49 0.01 concrete: mild
steel:
63 and 64 ND 65 7.9 2,900 concrete: mild
steel: moderate
68 through 71 0.01 118 7.4 7,000 concrete : mild
steel: mild
(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.
J.N. 241-01
OCTOBER 2002
Plate A-3
Gsa