HomeMy WebLinkAboutGeotechRoughGrading(Oct.24,2002)
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o PETRA
OFFICES THROUGHOUT SOUTHERN CALIFORNIA
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October 24, 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 96 and Open
Space Lots 97 through 103, Tract 23143-F, 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 residential Lots I through 96 and open space Lots 97 through 103
within Tract 23143-F 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
26 through 29 and 33 through 38 is complete, these lots are subject to settlement
monitoring and are currently exempt from approval for construction, although grading
documentation and foundation recommendations are included herein.
REGULATORY COMPLIANCE
Cuts, removals and recompaction of unsuitable low-density surface soils, lot
overexcavations and placement of compacted fill under the purview of this report have
been completed under the observation and with selective testing by Petra. The
earthwork was performed in accordance with the recommendations presented in
previous geotechnical reports by Petra (see References) and in accordance with the
Grading Code of the City of Temecula.
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PETRA GEOTECHNICAL, INC.
41640 Corning Place . Suite 107 . Murrieta . CA 92562 . Tel: (909) 600-9271 . Fax: (909) 600-9215
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 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 En,pneered Fill (map symbol 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-F. These materials
consisted of light to dark brown to yellow brown silty sand, clayey sand and
gravelly sand. These materials were low in density, compressible and varied from
5 to 25 feet in thickness. Alluvial soils were completely removed in both cut and
fill areas to expose competent Pauba Formation bedrock.
. Quaternarv Colluvium/Topsoil Undifferentiated (no map symbol) -- Quaternary
topsoil and colluvial deposits blanketed the ridgelines and the lower flanks of the
hillsides throughout the site. These soils consisted of brown to dark brown silty
sands and clayey sands. Thickness generally varied from 2 to 10 feet. These soils
were completely removed in both cut and fill areas to expose competent Pauba
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GREYS TONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.241-01
Page 3
Formation bedrock with the exception of the cut slopes located along Pauba Road,
north of Sage Court.
. Quaternary Pauba Formation (map symbol Qps) -- Pauba Formation bedrock
underlies the entire site. The bedrock was observed to vary in color from grey
brown and orange brown to yellow brown. The bedrock units generally consist of
thickly to massively bedded sandstone, silty sandstone and sandy siltstone. Pauba
Formation sandstone was typically fine- to very coarse-grained, micaceous, poorly
indurated and locally very friable. The upper approximately 2 to 5 feet of the
bedrock was noted to be weathered and to exhibit a slight to moderate degree of
porosity. Below the weathered zone, the bedrock was typically noted to be damp
to moist and dense to very dense.
SUMMARY OF EARTHWORK
OBSERVATIONS AND DENSITY TESTING
Clearing and Grubbing
At the time of grading, a majority of the tract was covered with a light to moderate
growth of grasses and weeds. This vegetation was stripped and removed from the site
prior to the beginning of rough grading.
Ground Preparation
Surficial materials (topsoil, colluvium and alluvium) were removed to expose
competent Pauba Formation bedrock in both cut areas and 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 of 90 percent.
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.24l-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 was
overexcavated 3 to 15 feet below finish grade and replaced with compacted fill. This
lot treatment occurred on Lots I through II, 17 through 26, 30 through 32, 36, 40
through 95, 49 through 50, 55 through 68, 81 through 93, 92 and 96 to depths
presented in Table I.
Fill Placement and Testing
All fill soils were placed in lifts restricted to approximately 6 to 8 inches in maximum
thickness, watered or air-dried as necessary to achieve near-optimum moisture
conditions, mechanically mixed to a uniform moisture content and then compacted in-
place to a minimum relative compaction of90 percent based on ASTM Test Method
D1557. Compaction was achieved by wheel-rolling with an 824 rubber-tired dozer
and loaded scrapers. The maximum vertical depth of fill placed within the subject lots
is approximately 79 feet on Lot 29. Where compacted fills are 50 feet or more
(Lots 26 through 29,33 through 38 and 51 through 53), fill placed deeper than 50 feet
below finish grade was compacted to a minimum of 95 percent relative compaction.
Field density and moisture content tests were performed in accordance with nuclear-
gauge test methods ASTM Test Methods D2922 and D3017, respectively. Occasional
field density tests were also performed in accordance with the sandcone method
(ASTM Test Method DI556). Field density test results are presented on the attached
Table II and approximate test locations are shown on the enclosed Geotechnical Map
with Density Test Locations (Plates I through 3).
Field density tests were taken at vertical intervals of approximately I to 2 feet and the
compacted fills were tested at the time of placement to verifY that the specified
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.241-01
Page 5
moisture content and minimum required relative compaction had been achieved. At
least one in-place density test was taken for each 1,000 cubic yards of fill placed
and/or for each 2 feet in vertical height of compacted fill. The actual number of tests
taken per day varied with the project conditions, such as the number of earthmovers
(scrapers) and availability of support 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
of the substandard fill were established. The substandard area was then either removed
or reworked in-place.
Visual classification of earth materials in the field was the basis for determining which
maximum dry density value was applicable for a given density test. Single-point
checks were performed to supplement visual classification.
Fill Slopes
Fill slopes were constructed at a 2: I (horizontal:vertical [h:v]) slope ratio to a
maximum height of approximately 20 feet within Tract 23143-F. The adjacent fill
slope which descends below Lot 26 within Tract 26941 was constructed at a 2: I (h:v)
slope ratio to a maximum height of approximately 50 feet.
Cut Slopes
Cut slopes were constructed at a 2:1 (h:v) slope ratio to a maximum height of
approximately 30 feet within Tract 23143-F.
Settlement Monuments and Monitoring
At the completion of rough grading, two settlement monuments were constructed to
monitor post-grading settlement of compacted fill for Lots 27 through 29 and 33
through 38, where fill thicknesses are 50 feet or more. The monuments were initially
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
IN. 241-01
Page 6
installed on October 3, 2002, with survey being performed 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 26 through 29 and 33 through 38 within
Tract 23143-F should be delayed until data indicates that primary settlement is
complete.
LABORATORY TESTING
Maximum Dry Density
Maximum dry density and optimum moisture content for each 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
accordance with California Test Method No. 417. Test results are summarized in
Appendix A.
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.241-01
Page 7
Chloride. Resistivity and pH Analvses
Water-soluble chloride concentration, resistivity and pH were determined for selected
samples in accordance with California Test Method Nos. 422 (chloride) and 643
(resistivity and pH). The results of these analyses are summarized in Appendix A.
FOUNDATION-DESIGN RECOMMENDATIONS
Foundation Types
Based on as-graded soil and geologic conditions, the use of conventional slab-on-
ground foundations is considered feasible for the proposed residential structures.
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
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
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.241-01
Page 8
feet may be expressed as an angular distortion of I :960. The settlement-monitoring
program previously noted is intended to verifY that residual settlement within the lots
specified will fall within the settlement parameters noted herein.
Lateral Resistance
A passive earth pressure of 250 psf per foot of depth to a maximum value of 2,500 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 (UBC) 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 of the
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 maximum where the slope height
exceeds 15 feet.
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.241-01
Page 9
Building Clearances from Ascending Slopes
Building setbacks from ascending slopes should conform with 1997 UBC
Figure IS-I-I that requires a building clearance of H/2 (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 HIGH expansion potentials as classified in accordance with 1997
UBC Table IS-I-B. A lot-by-lot breakdown for the different levels of expansion is
provided below.
. Very Low Expansion Potential - Lots I through 75, 86 through 92 and 96
. Low Expansion Potential - Lots 81 through 85
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.241-01
Page 10
. High Expansion Potential - Lots 76 through 80 and 93 through 95
Design and construction details for the various levels of expansion potential are
provided in the following sections.
Verv 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 IS-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 indicated 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 minimum criteria. However, additional slab thickness, footing sizes
and/or reinforcement should be provided as required by the project architect or
structural engineer.
. Footings
- Exterior continuous footings may be founded at the minimum depths indicated
in 1997 UBC Table 18-I-C (i.e., 12-inch minimum depth for one-story and IS-
inch minimum depth for two-story construction). Interior continuous footings
for both one- and two-story construction may be founded at a minimum depth
of 12 inches below the lowest adjacent grade. All continuous footings should
have a minimum width of 12 and 15 inches, for one- and two-story buildings,
respectively and should be reinforced with two No.4 bars, one top and one
bottom.
- Exterior pad footings intended for the support of roof overhangs, such as
second-story decks, patio covers and similar construction, should be a minimum
of 24 inches square and founded at a minimum depth of IS inches below the
lowest adjacent final grade. No special reinforcement ofthe pad footings will
be required.
. Floor Slabs
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GREYS TONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.241-01
Page II
- 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 adjacent footings should be provided across garage entrances. The grade
beam should be reinforced with a minimum of two No.4 bars, one top and one
bottom.
Prior to placing concrete, the subgrade soils below all concrete slab-on-ground
should be prewatered to promote uniform curing of the concrete and minimize
the development of shrinkage cracks.
Low Expansion Potential (Expansion Index of 21 to 50)
The following recommendations pertain to as-graded lots where the foundation soils
exhibit a LOW expansion potential as classified in accordance with 1997 UBC
Table 18-I-B. 1997 UBC Section 1806.2 specifies that slab-on-ground foundations
resting on soils with an expansion index greater than 20 require special design
considerations in accordance with 1997 UBC Chapter 18, Division III (Sections 1815
or 1816) or an engineering design based on a geotechnical recommendation as
approved by the building official. Even if they are not utilized, they are based on 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
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.241-01
Page 12
building site. We recommend using an assumed effective plasticity index of 5 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 defined in 1997 UBC Section 1815.
Although construction performed in accordance with these recommendations has been
found to reduce post-construction movement and/or cracking, they generally do not
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.
. Footin2:s
- 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.
- Exterior pad footings intended for the support of roof overhangs, such as
second-story decks, patio covers and similar construction, should be a minimum
of 24 inches square and founded at a minimum depth of 18 inches below the
lowest adjacent final grade. The pad footings should be reinforced with No.4
bars spaced a maximum of 18 inches on centers, both ways, near the bottom-
third of the footings.
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GREYS TONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.241-01
Page 13
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 subgrade soils below all living-area and garage-
floor slabs should be pre-watered to achieve a moisture content that is at least
equal to or slightly greater than optimum-moisture content. This moisture
content should penetrate to a minimum depth of 12 inches into the subgrade
soils.
High Expansion Potential (Expansion Index of 91 to 130)
The following recommendations pertain to as-graded lots where the foundation soils
exhibit a HIGH 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
considerations in accordance with 1997 UBC Chapter 18, Division III (Sections 1815
or 1816) or an engineering design based on a geotechnical recommendation as
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.241-01
Page 14
approved by the building official. Even if they are not utilized, they are based on 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 of25 as
defined in 1997 UBC Section 1815.4.2.
The design and construction recommendations that follow may be considered for
minimizing the effects of highly (HIGH) expansive soils. These recommendations
have been based on the previous experience of Petra on proj ects with similar soil
conditions rather than the design criteria defined in 1997 UBC Section 1815.
Although construction performed in accordance with these recommendations has been
found to reduce post-construction movement and/or cracking, they generally do not
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
- All exterior footings for both one- and two-story construction should be founded
a minimum depth of 24-inches below the lowest adjacent final grade. Interior
continuous footings may founded at a minimum depth of 18 inches below the
lowest adjacent final 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 four No.4 bars, two top and two bottom.
- Exterior pad footings intended for the support of roof overhangs, such as second
story decks, patio covers and similar construction should be a minimum of 24
inches square and founded at a minimum depth of24 inches below the lowest
adjacent final grade. The pad footings should be reinforced with No.4 bars
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.241-01
Page 15
spaced a maximum of 18 inches on centers, both ways, near the bottom-third of
the footings.
- Interior isolated pad footings supporting raised-wood floors should be a
minimum of24 inches square and founded a minimum depth of24 inches below
the lowest adjacent [mal 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 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 5 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 placed on top of a 4-inch-thick sand or gravel base. All laps within
the membrane should be sealed and an additional 2 inches of clean sand be
placed over the membrane to promote uniform curing of the concrete.
- Garage-floor slabs should have a minimum slab thickness of 5 inches on a 4-
inch-thick sand base 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 by 24-inch-deep 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 four No.4 bars, two top and two bottom.
- Prior to placing concrete, the sub grade soils below all living-area and garage-
floor slabs should be presoaked to achieve a moisture content that is 5 percent
or greater above optimum moisture content. This moisture content should
penetrate to a minimum depth of 24 inches into the subgrade soils.
Presaturation of the subgrade soils will promote uniform curing of the concrete
and minimize the development of shrinkage cracks.
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.241-01
Page 16
Post-Tensioning
In lieu of the preceding recommendations for very low, low or highly expansive soils,
a post-tensioned system may be considered. The actual design of post-tensioned
footings and slabs is referred to the project structural engineer based upon a 20-foot
unsupported length at the corners. The following soil parameters, based on design
specifications of the Post Tensioning Institute (1997 UBC, Division III, Section 1816)
for construction of post-tensioned, slab-on-ground, are being provided for use in the
design ofthe slab systems.
Expansion ;Index , Very,Low
and Low High
, , (0 to 50) 191 to 1301
Assumed percent clay 30 70
Clay type Montmorillonite
Approximate depth of constant suction (feet) 7,0 7.0
Approximate soil suction (pF) H 3.6
Approximate velocity or moisture flow (inches/month) 0.7 0,7
Thomwaite Index -20 -2010*
Average edge Center lift 4,6 6,0
Moisture variation depth, em
(feet) Edge lift 2,2 4,1
Anticipated swell, Ym Center lift ].4 45
(inches)
Edl!elift 0.4 L7
Edge conditions only
To assist the structural engmeer m his design, the following parameters are
recommended.
. Perimeter footings for either one- or two-story dwellings may be founded at a
minimum depth of 12 inches below the nearest adjacent final-ground surface.
Interior footings may be founded at a minimum depth of 12 inches below the top
of the finish-floor slab.
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.241-01
Page 17
. All dwelling-area- floor slabs constructed on-grade should be underlain with a
moisture-vapor barrier consisting of a polyvinyl chloride membrane, such as 6-mil
Visqueen. A minimum of 1 inch of clean sand should be placed over the
membrane to promote uniform curing of the concrete.
. Pre saturation of subgrade soils below slabs-on-grade will not be required.
However, subgrade soils should be thoroughly moistened prior to placing concrete.
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 the grading-plan review
report (see References).
I+n: ....... ..""".",...-,.;.;",...'<"....'-..,,......... I: I
H,. :'. >;. .,,':,. ," .<".,:.....:/:;j"'~,::.: <{ FACTOR
. t997'UBOJ'1\BLE
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 N. I .0
16-T Near-Source Factor N, I .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 ofretaining-wall footings constructed on level ground may be founded at a
minimum depth of 12 inches below the lowest adjacent final grade. Where retaining
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.241-01
Page 18
walls are proposed on or within 15 feet from the top of any adj acent 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
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 (pct) should tentatively be used for design of cantilevered walls retaining
a drained, level backfill. Where the wall backfill slopes upward at 2: I (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 ofretaining walls that are restrained at the top, an at-rest earth pressure
equivalent to a fluid having density of 60 pef should tentatively be used for walls
supporting a level backfill. This value should be increased to 95 pef for an ascending
2: I (h:v) backfill.
Drainage
A perforated pipe-and-gravel subdrain should be installed behind all retaining walls
to prevent entrapment of water in the backfill. Perforated pipe should consist of 4-inch
minimum diameter PVC Schedule 40 or ABS SDR-35, with the perforations laid
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.241-01
Page 19
down. The pipe should be embedded in 1.5 cubic feet per foot of 0.75- to 1.5-inch
open-graded gravel wrapped in filter fabric. Filter fabric may consist ofMirafi 140N
or equivalent.
In lieu of a pipe and gravel subdrain, weepholes or open vertical masonry joints may
be considered for retaining walls not exceeding a height of approximately 3 feet.
Weepholes, ifused, should be 3 inches minimum diameter and provided at minimum
intervals of 6 feet along the wall. Open vertical masonry joints, if used, should be
. provided at 32-inch minimum intervals. A continuous gravel fill, 12 inches by 12
inches, should be placed behind the weepholes or open masonry joints. The gravel
should be wrapped in filter fabric to prevent infiltration of fines and subsequent
clogging of the gravel. Filter fabric may consist ofMirafi 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 I: I (h:v) for the duration of construction. However, all
temporary slopes should be observed by the project geotechnical consultant for any
evidence of potential instability. Depending on the results of these observations, flatter
temporary slopes may be necessary. The potential effects of various parameters such
as weather, heavy equipment travel, storage near the tops of the temporary excavations
and construction scheduling should also be considered in the stability of temporary
slopes.
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
IN. 241-01
Page 20
Wall Backfill
All retaining-wall backfill should be placed in 6- to 8-inch maximum lifts, watered or
air-dried as necessary to achieve near-optimum-moisture conditions and compacted in
place to a minimum relative compaction of90 percent.
MASONRY 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.
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
IN. 241-01
Page 21
The footings should be placed monolithically with continuous rebars to serve as
effective "grade beams" along the full lengths ofthe walls.
CONCRETEFLATWORK
Thickness and Joint Spacing
To reduce the potential of unsightly cracking, concrete sidewalks and patio-type slabs
should be at least 3.5 inches thick and provided with construction or expansion joints
every 6 feet or less. Concrete driveway slabs should be at least 4 inches thick and
provided with construction or expansion joints every 10 feet or less. Lots 76 through
80 and 93 through 95 exhibit highly expansive soil conditions. Accordingly, Petra
recommends that the thickness of sidewalks and patio slabs be increased to 4 inches
and driveways to 5 inches.
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..
It is imperative for lots with highly expansive soils that the sub grade not be permitted
to dry out prior to concrete placement, otherwise post-construction heave should be
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GREYSTONE HOMES
TR B143-F/Temecula
October 24, 2002
IN. 241-01
Page 22
expected. Highly expansive subgrade should be very moist (i.e., at least 5 percent
above optimum moisture) to a depth of at least 24 inches prior to concrete placement.
Cement Type
Results of laboratory tests performed on representative samples indicate that of the
onsite soils contain from extremely low amounts (undetectable) to 0.2 percent water
soluble sulfates. Therefore, according to 1997 UBC Table 19-A-4, Types I and II
portland cement will be satisfactory for concrete placed in contact with the onsite soils.
Soil Corrosivitv
Representative soil samples have been tested to determine the potential for corrosion
of metal pipes due to the soils on the site. The test results indicate that the soils are
moderately to highly corrosive to buried metal pipes.
This conclusion is based on the following corrosive potential from resistivity level
readings.
Resistivitv Level Readinl!: CorrosivitvPotential
Over 10,000 Mild
5,000 - 10,000 Moderate
1,000 - 5,000 Corrosive
500 - 1,000 Very Corrosive
Under 500 Extremelv Corrosive
Note: If additional information is needed, a Corrosion Engineer should be consulted.
Representative soil samples have been tested to determine chloride exposure for
reinforcing steel within the site soils. The test results indicate that the soils have a
moderate chloride exposure.
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GREYS TONE HOMES
TR 23143-F/Temecula
October 24, 2002
IN. 241-01
Page 23
. PLANTERS
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 of the
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
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 proj ect soils engineer or his
representative, to verifY proper compaction.
For deep trenches with vertical walls, backfill should be placed in approximately I - to
2-foot thick maximum lifts and then mechanically compacted with a hydra-hammer,
pneumatic tampers or similar equipment. For deep trenches with sloped-walls, backfill
materials should be placed in approximately 8- to 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.
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.241-01
Page 24
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.
. 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. Iflandscaping 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.
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.241-01
Page 25
. Irrigation systems should be constructed at the surface only. Construction of
sprinkler lines in trenches is not recommended.
. During construction of any terrace drains, downdrains or earth berms, care must be
taken to avoid placement ofloose soil on the slope surfaces.
. A permanent slope-maintenance program should be initiated for major slopes not
maintained by individual homeowners. Proper slope maintenance must include the
care of drainage and erosion control provisions, rodent control and repair ofleaking
or damaged irrigation systems.
. Provided the above recommendations are followed with respect to slope drainage,
maintenance and landscaping, the potential for deep saturation of slope soils is
considered very low.
. Property owners should be advised of the potential problems that can develop when
drainage on the building pads and adjacent slopes is altered in any way. Drainage
can be altered due to the placement of fill and construction of garden walls,
retaining walls, walkw.ays, patios, swimming pool, spas and planters.
POST-GRADING OBSERVATIONS AND TESTING
Petra should be notified at the appropriate times in order that we may provide the
following observation and testing services during the various phases of post grading
construction.
. 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.
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.241-01
Page 26
. 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 Garden-Wall Construction
- Observe all footing trenches when first excavated to verifY adequate depth and
competent soil-bearing conditions.
- Re-observe all footing trenches, if necessary, if trenches are found to be
excavated to inadequate depth and/or found to contain significant slough,
saturated or compressible soils.
. Exterior Concrete-Flatwork Construction
Observe and test sub grade soils below all concrete- flatwork areas to verifY
adequate compaction and moisture content.
. Utilitv- Trench Backfill
- Observe and test placement of all utility-trench backfill to verifY adequate
compaction.
. Re-Grading
Observe and test placement of any fill to be placed above or beyond the grades
shown on the approved grading plans.
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GREYSTONE HOMES
TR 23143-F/Temecula
October 24, 2002
J.N.241-01
Page 27
This opportunity to be of service is sincerely appreciated. If you have any questions,
please contact this office.
Respectfully submitted,
Attachments: Table I - Lot-By-Lot Summary of As-Graded Soil Conditions
Table II - Field Density Test Results
References
Plates 1 - 3 - Geotechnical Maps with Density Test Locations
( in pocket)
Appendix A - Laboratory Test Criteria/Laboratory Test Data
Distribution: (6) Addressee
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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.
Exnansion Potential
Expansion index tests were performed on selected samples of soil and bedrock materials in accordance with ASTM
Test Method D4829. Expansion potential classifications were determined from 1997 DBC Table 18-I-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 chloride, as well as pH and resistivity. These tests were performed in accordance with California Test Method
Nos. 417 (sulfate), 422 (chloride) and 643 (pH and resistivity). Test results are included on Plate A-3.
PETRA GEOTECHNICAL, INC.
J.N. 241-01
OCTOBER 2002
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LABORATORY MAXIMUM DRY DENSITY'
Medium brown Silty fine SAND 8.5 129.0
2 Light brown Silty SAND 9.0 132.0
3 Yellow-brown Silty fine to coarse SAND 9.0 128.0
4 Olive brown Clayey fine to medium SAND 9.0 130.5
5 Very light brown to yellow Sandy SILT 9.0 129.0
6 Very light brown Silty fine SAND 12.0 125.0
7 Light brown Silty fine to coarse SAND 9.5 127.0
8 Very light brown Silty medium to coarse SAND with trace Clay 10.5 126.0
9 Brown Silty fine to medium SAND 10.5 128.0
10 Very light brown fine Sandy SILT 11.5 124.5
11 Medium dark brown Silty SAND with trace Clay 8.0 133.5
12 Medium brown Silty fine to coarse SAND with trace Clay 8.5 133.5
13 Light brown to very light hrown Sandy SILT 13.5 120.5
14 Very light brown Silty very fine to fine SAND/Silty SAND/Sandy SILT 11.5 122.0
15 Light brown to very light brown Silty CLAY with trace fine Gravel 11.5 124.0
16 Very light brown fine to medium SAND with trace coarse Sand 13.0 117.0
17 Olive brown Silty fine SAND/Sandy SILT 10.0 129.0
18 Yellowish light brown fine to medium SAND 10.5 123.0
19 Reddish brown Silty medium to coarse SAND 9.5 129.0
20 Reddish light brown Silty Clayey SAND 8.5 131.0
21 Medium brown Silty/Clayey fine to coarse SAND 8.5 132.5
22 Medium brown Silty to Clayey medium to coarse SAND 7.5 134.5
23 Medium brown Silty to Clayey fine to coarse SAND with traces fine gravel 8.0 133.5
24 Yellowish brown Silt ve fine to fine SAND 11.5 124.5
(I) PER ASTM TEST METHOD DI557
PETRA GEOTECHNICAL, INC
I.N. 241-01
OCTOBER 2002
Plate A-1
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EXPANSION INDEX TEST DATA
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3 1 through 5 1 Very Low
I 7 6 through 11 0 Very Low
14 12 through 16 0 Very Low
I 18 17 through 20 0 Very Low
24 21 through 25 Very Low
I 28 26 through 30 7 Very Low
33 31 through 35 5 Very Low
I 38 36 through 39 5 Very Low
I 42 40 through 45 15 Very Low
47 46 through 48 2 Very Low
I 52 49 through 54 4 Very Low
56 55 through 58 5 Very Low
I 61 59 through 63 Very Low
66 64 through 68 10 Very Low
I 70 69 through 71 3 Very Low
73 72 through 75 13 Very Low
I 78 76 through 80 125 High
83 81 through 85 48 Low
I 87 86 through 89 12 Very Low
91 90 through 92 and 96 7 Very Low
I 94 93 throu h 95 98 High
(2) PER ASTM TEST METHOD D4829
I (3) PER 1997 UBC TABLE 18-I-B
I
I PETRA GEOTECHNICAL, INC. OCTOBER 2002
I J.N. 241-01 Plate A-2
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SOIL CHEMISTRY
Lot 7 0.0060 concrete: mild
steel:
Lot 18 0.0075 concrete: mild
steel:
Lot 24 0.0015 concrete: mild
steel:
Lot 33 0.0023 concrete: mild
steel:
Lot 42 0.0053 concrete: mild
steel:
Lot 61 0.0038 concrete: mild
steel:
Lot 70 0.0045 concrete: mild
steel:
Lot 78 ND 110 8.0 1,300 concrete: mild
steel: corrosive
Lot 87 0.0030 concrete: mild
steel:
Lot 91 100 7.66 4,100 concrete: mild
steel: corrosive
Lot 94 120 6.85 2,200 concrete: mild
steel: corrosive
(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
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.. 0 0 0 N W W N N N N -=; '='~.
0, 0 - ..., <a <a 0, ~ ftI 3
'" =
S'5l
.., i2
.,. ...
- 0 c:; N :; N W ..., ..., - ;:;.~:;;
0 0 S S == ~
-=
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~~~
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'" '" '" '" '" '" '" '" '" '" e. :;; 0'.
<a ~ .. 5l
0, 0, 0, 0, 0, 0> 0, 0, 0, 0, 0, 5l ~ "
0 0 0 0 0 0 0 0 0 0 0 ~ = ~
::I :t. ftI
....e:.,Q.
..., <a <a <a ..., ..., ..., N N N N ... to' t"'
<: <: <: <: ., -><
00 00 00 <: <: <: <: ....::1 "Cl r:J:, 0
ii: ii: ii: ftI Q. ~ e
t"' t"' t"' I:"' I:"' t"' I:"' = tD ::I == >oj
0 ;;;. ;;;" ;;;" 0 0 0 t"' g. t:. S'
0 0 0 0 ,
~ or or or ~ ~ ~ ~ ~ ~ ~ =
- = ~
t"'
.., 0
~ >oj
",=...
;- ~. <:I CJ1
O"=~ C
= ,
~ ::::
0.
:::: ..,
> >
"'!"l ~
:;:: ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ >< .,. =
"'- t"'
., .,
0: 0: 0: 0: 0: 0: 0: 0: 0: 0: 0: ~ .. 0 t<l
= -.
.. 0. ""l ....
~ ~
CJ1
0
Z Z Z Z Z Z Z Z Z Z Z ~'" F
~ ~ ~ ~ 0 0 0 0 ~ 0 0 ("l
<a <a <a <a <a <a <a <a <a <a <a '" =
;;;" ;;;" ;;;" ;;;. ;;; ;;;. ;;;" ;;;. ;;;" ;;;. ;;;. ., - 0
~ ;'
& & & & & & & & & & & = ~ ~
.. ~
" " " " " " " " " " " ~
....
>oj
....
!"lQ 0
., = '" Z
N to' to' to' N N N N N N N 0.0.., CJ1
ftI ........
~ ~-
* o'
=
:<l
~
5l
"
..
.,.
~
..,
...
~
,..
....
N
....
....
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....
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""l
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"-0
~ ..
ton
~g
=; =;9=;61~~.~
g-g~~~60'o
::l [11..,"000.;::-'
o IgSl=ie"'C!
g, g ::to ~ Sl o' ~ <:
9- ~. e. t1I 0';;; '*' a
t1I 8g-g,=~"'lo.:
'"' (\l ::!J: (") "'CI g ~ t1I
CTc.o(tlOaC',ll('l~
~ ;!!.. g. ~ ni ::r ~ g:'
n p;l o' .., 0 ~ ..... _.
t;;- r:r::l ~ :to ~ Ie 0:::
c. ~ 5" ~ g ~ ~ S"
:g ~ _ 0 ~_. ~ (JCl
_ (ll ::r' CI'l -'.., ~ Pl
(;' 3 t1I Eo -l D: to ::l
g. (ii" 0' a g. ::t.,p ~
0" 0" 5 ? n-Jg . ~
0" 0. g ...... 0 Sl
(1)~.::S'P= '<
5i g g. ~ ~ ;;(
t1I 0.:::1 N:::':' "d
0. C :r _. [II Pl
n ClQ [II ~ ::;.
S (Il {;l::;" 3
o"O::r' (1l
97 S ~ ~ a
~ 0' Pl t1I '"0
.., ::l g: >< S"
OClln'O ::I
g.. Vi' ~ n
~ 3 gJ. g-
~8. g ~
~ 3 S' ~
3 C? ~ t1I
tD 0 >< 3
::l.., (]Q 0
~e: ~ ~
g~ (i" g-
(Il!!l :: 3
g-"O go c..
<:!!l ::l e
z.~ ~ 2-
t1I 0" __ ;l>
5" (D W ~
-l""" U ::.:
Pl 'P _. Vl
2:;> g ~
0';" ...... 0
- 00 0
00 0_
, w
- .
::: N
" ~
o
~
n
o
=
~
0::
~
...
..
o
;;>
0-
;0
o
o
...
:;l
c
~
~
o
~
~
5
~
'"
v
~
:.;.
'"
~
11
or
a1'
";"l
-
C)
I
1
I...
..
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
Field Density Test Results
OS/20/02
OS/20/02
OS/20/02
OS/20/02
OS/20/02
OS/20/02
05120102
OS/20/02
OS/20/02
OS/20/02
OS/20102
OS/20/02
OS/20/02
OS/20/02
OS/21/02
OS/21/02
OS/21/02
OS/21/02
05120/02
OS/20/02
OS/20/02
05120/02
OS/21/02
OS/21/02
05121/02
OS/21/02
OS/21/02
05/22/02
OS/22102
OS/22/02
05/22/02
05/22/02
OS/22/02
OS/23/02
OS/23/02
OS/23/02
OS/23/02
OS/23/02
OS/23/02
OS/23/02
OS/23/02
OS/23/02
3126
3127
3128
3129
3130
3131
3133
3136
3137
3138
3139
3140
3142
3144
3145
3146
3147
3148
3215
3216
3218
3221
3222
3271
3276
3281
3282
3351
3352
3355
3356
3363
3365
3402
3403
3409
3410
3411
3412
3413
3414
3415
Lot 33
Lot 33
Lot 33
Lot 37
Lot 34
Crowne Hill/Sta 72+45
Lot 34
Lot 34
Lot 34
RTNo.3137
Lot 38
Lot 37
Crowne Hill/Sta 72+80
Crowne Hill/Sta 72+ 10
Crowne HilllSta 71+30
Crowne Hi1l1Sta 74+ 15
Lot 38
RTNo.3147
Lot 97
Lot 97
Lot 36
Crowne HilllSta 73+40
Lot 37
Crowne Hill/Sta 75+15
Lot 38
Lot 32
Lot 97
Crowne Hill/Sta 70+50
Lot 34
Crowne HilllSta 71+00
Lot 37
Lot 37
Lot 97
Crowne Hi1l1Sta 74+50
Lot 97
Lot 38
Lot 39
Lot 39
Topeka Wy/Sta 11+80
Lot 39
Faber Crt/sta 14+ 10
Faber Crt/Sta 13+30
PETRA GEOTECHNICAL, INC.
J.N.241-01
1234.0 13.6 111.0 91 14
1236.0 11.6 118.3 91 4
1238.0 11.1 118.6 91 4
1243.0 10.8 118.2 91 4
1240.0 12.0 119.4 91 2
1242.0 10.6 117.5 90 4
1244.0 9.8 121.5 91 12
1246.0 9.4 122.2 .92 12
1248.0 7.6 115.5 87 12
9.9 122.7 92 12
1250.0 11.4 118.5 91 4
1250.0 10.6 118.0 90 4
1248.0 10.4 118.8 91 4
1252.0 11.0 118.7 91 4
1253.0 8.5 122..8 92 12
1253.0 9.2 122.9 92 12
1254.0 8.8 117.4 88 12
10.1 122.7 92 12
1237.0 13.0 110.5 90 14
1247.0 11.3 124.1 93 12
1242.0 14.2 109.4 91 13
1250.0 9.9 122.8 92 12
1252.0 11.6 123.7 93 12
1265.0 9.7 120.8 90 11
1256.0 11.7 121.4 91 12
1258.0 13.4 116.7 90 17
1260.0 10.9 117.2 91 17
1261.0 10.7 124.5 93 12
1247.0 11.3 123.9 93 12
1262.0 9.9 124.0 93 12
1261.0 11.9 117.7 91 17
1263.0 9.9 119.4 91 4
1264.0 10.4 119.1 92 19
1265.0 11.0 121.3 92 20
1267.0 9.7 119.6 91 20
1254.0 11.4 113.8 90 8
1256.0 11.8 113.9 90 8
1258.0 10.2 120.7 92 20
1260.0 9.4 119.7 91 20
1262.0 9.8 119.7 91 20
1264.0 11.4 118.2 92 19
1266.0 10.9 117.6 91 19
OCTOBER 2002 ~
TR 23143-F TABLE-II 1
I
I
..........
..
.
I
.
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
Field Density Test Results
...................D..'J).........~......"'.ST.........'... D........ ..................................................T...............N.....ES... "'...............T.I................. ..............................................................................................................................................................................T.............L..............,.............CT.............~A.........\.ST.m....................I.........O..................N................................ ............................................................................................................................................................................................................EE....................................t.....lJ....E....t....,...~................................ III'(.ItII1I~~t~~~1:'.lr.i.....................IrE........................
...__..~::~:~ :u - _ 1::l-V .::;l;:. _ - ~ -l :::::;;;://:::::::::\)::7.;:f:: :\::::::::::::::\:::::/::::\~(_a;i> ::::::::::::::::::::::::::::(7~i/::~ :::::::::::::::::::::::::l(:a:::c:: .-}}::::;::::
OS/23/02
OS/23/02
05/23/02
OS/23/02
OS/23/02
OS/28/02
OS/28/02
OS/28/02
05/28/02
OS/28/02
OS/28/02
OS/28/02
OS/28/02
OS/28/02
OS/28/02
05/28/02
OS/28/02
OS/29102
OS/29/02
OS/29/02
OS/29102
05/30/02
05/30/02
05/30/02
05/30/02
05/30102
05/30/02
05/30102
05/30102
05/30/02
05/30/02
05/30/02
05/30/02
05/30/02
05/31/02
05/31/02
05/31/02
05/31/02
05/31/02
05/31/02
05/31/02
05/31/02
3416
3418
3419
3422
3424
3429
3430
3435
3436
3513
3515
3516
3517
3518
3523
3524
3525
3658
3659
3660
3664
3672
3673
3674
3675
3726
3727
3728
3729
3730
3731
3732
3735
3736
3779
3780
3781
3782
3783
3784
3785
3786
Lot 63
Lot 37
Lot 62
Lot 37
Lot 38
Faber CrtlSta 14+75
RT No. 3429
Lot 36
Lot 38
Crowne Hill/Sta 74+85
Crowne Hill/Sta 71+90
Lot 97
Lot 38
Lots 38-39
Lot 97
Lots 38-39
Lots 38-39
Crowne Hill/Sta 74+80
Lot 39
Faber CrtlSt 12+90
Crowne Hill/Sta 71 +60
Lot 38
Topeka Wy/Sta 11 +70
Lot 63
Faber CrtlSta 15+35
Lot 62
Lot 61
RT No. 3673
RT No. 3674
Lot 40
Faber CrtlsTa 14+30
Topeka Wy/Sta 11 +35
Lot 38
Lot 97
Lot 97
Lot 39
RTNo.3780
Faber CrtlSta 14+35
Faber CrtlSta 14+35
Lot61
Lots 61-62
Topeka Crt/Sta 12+15
PETRA GEOTECHNICAL, INC.
J.N.241-01
1268.0
1270.0
1270.0
1272.0
1274.0
1272.0
1272.0
1270.0
1275.0
1274.0
1273.0
1273.0
1274.0
1276.0
1275.0
1275.0
1278.0
1275.0
12 73. 0
1279.0
1281.0
1267.0
1273.0
1274.0
1274.0
12 77. 0
1271.0
1270.0
1274.0
1278.0
1274.0
1284.0
1278.0
1276.0
12 77.0
1280.0
1281.0
1282.0
TR 23143-F
10.7
13.9
13.0
11.4
9.6
8.0
10.2
14.0
15.8
12.3
9.7
9.1
8.7
10.9
9.1
9.7
10.9
10.9
10.7
9.9
9.1
9.7
10.1
11.3
9.5
9.3
10.7
11.1
11.9
12.9
11.9
12.1
9.7
10.3
13.2
12.6
12.4
9.5
9.1
9.4
12.2
9.7
116.7
106.6
109.0
117.0
117.9
114.1
118.5
107.2
106.1
116.7
119.3
122.7
121.9
118.3
123.9
123.1
117.1
117.1
118.1
118.7
125.1
118.0
116.1
115.0
125.0
123.0
118.7
119.0
117.5
120.8
121.0
119.5
119.5
118.9
117.4
115.5
118.3
122.0
126.6
121.0
121.3
121.8
90
91
93
91
90
87
90
92
91
90
91
92
91
92
93
93
91
91
90
91
94
90
88
89
94
92
91
91
91
92
92
93
91
91
90
89
92
91
95
91
91
91
19
16
16
10
20
20
20
16
16
17
20
12
12
17
12
12
17
17
20
20
12
20
20
17
12
12
20
20
17
20
20
17
20
20
17
17
17
12
12
12
12
12
OCTOBER 2002
TABLE-II 2
~
I
I
I..............D.~~I......~~~............................................................~....O..........C~BAliN...........................................................................................................................................................EL.............................'.......~..~....t....{V.....lll~!....................r........~..............(..~..........~.......l><.J..JI1Y....................ii...............r............t..;r.............iy.E.......................
..........~.~.A... y......NtUy.....................................#......n!it..... l"! ................................"'~.... .,~n ... .... P'H ..................w.~..,.. ........
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
05/31/02
05/31/02
05/31/02
05/31/02
06/01/02
06/01/02
06/01/02
06/01/02
06/02/02
06102/02
06/02/02
06102/02
06102/02
06/02/02
06102/02
06/02/02
06/03/02
06/03/02
06/03/02
06/03/02
06/03/02
06103/02
06/03/02
06/04/02
06/04/02
06/04/02
06/04/02
06/05102
06/05/02
06/03102
06/03/02
06/03/02
06/03102
06/03/02
06/03102
06/03/02
06/04/02
06/04/02
06/04102
06/04/02
06/04/02
06/04/02
3789
3790
3793
3794
3855
3856
3857
3858
3859
3860
3861
3863
3867
3868
3869
3872
3874
3875
3929
3932
3937
3938
3941
3945
3946
4006
4010
4016
4021
4128
4129
4130
4131
4132
4133
4134
4135
4136
4137
4138
4139
4140
Topeka Wy/Sta 11+50
Crowne Hi111Sta 72+50
Crowne Hill/Sta 75+40
Lot 39
Lot 38
Lot 39
Lot 62
Lot 61
Lot 34
Lot 29
Lot 28
Lot 29
Lot 29
Lot 29
Lot 33
Lot 33
Lot 29
Lot33
Lot 39
Faber Crt/Sta 13+ 10
Faber Crt/Sta 13+50
Lot 39
Lot 34
Lot 37
Crowne HilllSta 75+50
Lot 36
Lot 34
Crowne Hill/Sta 73+25
Lot 34
Lot 29
Wyandotte St/Sta 26+00
Lot 29
Lot 34
Lot 34
Lot 10
Lot 29
Lot 29
Lot 34
Lot 33
Lot 32
Lot 35
Wyandotte St/Sta 25+25
PETRA GEOTECHNICAL, INC.
J.N.241-01
TABLE II
Field Density Test Results
1279.0 10.3 118.6 90 20
1284.0 10.5 120.2 92 20
1281.0 16.0 110.1 91 13
1282.0 15.3 110.8 92 13
12 77. 0 10.7 117.9 91 17
1279.0 11.5 116.3 90 17
1283.0 9.9 119.9 92 20
1283.0 10.0 124.0 93 12
1224.0 10.3 125.1 95** 20
1212.0 9.1 127.7 96** 12
1214.0 9.5 128.0 96** 12
1213.0 9.7 128.5 96** 12
1216.0 9.7 124.9 95** 20
1215.0 11.3 122.9 95** 17
1227.0 9.1 129.0 97** 12
1225.0 10.3 123.7 96** 17
1214.0 10.7 123.5 96** 17
1223.0 9.5 129.1 97** 12
1283.0 9.7 118.9 92 17
1285.0 9.7 119.3 91 20
1280.0 10.3 118.4 90 20
1284.0 10.3 119.3 92 17
1285.0 9.9 118.6 92 17
1287.0 10.3 117.8 91 17
1289.0 9.4 121.4 91 12
1291.0 9.5 121.1 91 12
1291.0 9.7 123.1 92 12
1293.0 9.7 120.8 90 12
1294.0 9.3 122.3 92 12
1218.0 11.1 124.5 97** 17
1227.0 9.5 129.9 97** 12
1220.0 10.9 124.7 97** 17
1226.0 9.3 128.5 96** 12
1225.0 9.9 125.7 96** 20
1224.0 10.7 116.9 91 17
1220.0 11.0 124.1 96** 17
1221.0 10.3 125.7 96** 20
1228.0 10.7 126.1 96** 20
1228.0 9.1 128.4 96** 12
1235.0 11.5 124.9 97** 17
1232.0 12.3 125.0 97** 17
1223.0 9.7 129.0 97** 12
OCTOBER 2002 I>p
TR 23143-F TABLE-II 3
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
06/04/02
06/04/02
06/04/02
06/04/02
06/05/02
06/05/02
06/05/02
06/05/02
06/05/02
06/05/02
06/06/02
06/06/02
06/06/02
06/05/02
06/05/02
06/05/02
06/05/02
06/05/02
06/05/02
06/05/02
06/05/02
06/06/02
06/06/02
06/06/02
06/06/02
06/06/02
06/06/02
06/06/02
06/06/02
06/07/02
06/1 0/02
06/1 0/02
06/07/02
06/07/02
06/07/02
06/07/02
06/07/02
06/07/02
06/07/02
06/07/02
06/07/02
06/07/02
4141
4142
4145
4146
4147
4149
4150
4155
4156
4158
4165
4166
4172
4201
4202
4203
4204
4205
4206
4209
4210
4214
4215
4216
4217
4218
4219
4220
4222
4225
4331
4332
4551
4552
4553
4554
4555
4560
4561
4562
4563
4564
Lot 34
Lot 29
Wyandotte St/Sta 25+75
Wyandotte StlSta 25+00
Lot 28
Lot 29
Lot 29
Lot 64
Lot 37
Crowne Hill/Sta 75+75
Lot 36
Crowne Hill/Sta 74+80
Lot 37
Lot 33
Lot 34
Wyandotte St/Sta 26+40
Wyandotte StlSta 25+25
Lot 29
Lot 28
Lot 29
Lot 34
Lot 28
Lot 29
Wyandotte StlSta 25+40
Lot 32
Lot 32
Lot 34
Lot 35
Wyandotte StlSta 25+30
Lot 32
Lot 28
RT No. 4331
Lot 34
Lot 34
Wyandotte StlSta 25+1 0
Lot 28
Lot 29
Lot 32
Wyandotte StlSta 26+60
Wyandotte StlSta 25+ 1 0
Lot 34
Lot 34
PETRA GEOTECHNICAL, INC.
J.N.241-01
TABLE II
Field Density Test Results
1230.0 9.1 128.7 96** 12
1222.0 10.9 125.3 97** 17
1228.0 9.9 125.3 96** 20
1226.0 9.3 127.1 96** 21
1223.0 8.9 127.3 96** 21
1223.0 11.3 125.0 97** 17
1225.0 9.1 129.3 97** 12
1293.0 9.8 119.1 91 20
1294.0 9.2 122.6 92 12
1294.0 9.5 122.9 92 12
1289.0 10.3 118.6 91 20
1290.0 10.5 119.6 91 20
1292.0 9.0 124.2 93 12
1231.0 9.3 128.3 97** 21
1234.0 11.1 126.1 98** 17
1230.0 9.1 129.0 97** 12
1230.0 10.7 125.9 98** 17
1227.0 11.0 125.3 97** 17
1226.0 9.9 126.0 96** 20
1228.0 9.7 128.1 97** 21
1233.0 10.9 125.3 97** 17
1228.0 9.9 124.9 95** 20
1230.0 8.7 127.7 96** 12
1232.0 9.1 123.7 93 21
1234.0 9.3 121.3 92 21
1238.0 10.7 124.7 95** 20
1235.0 11.1 118.7 91 17
1235.0 11.9 119.0 91 17
1233.0 10.7 119.9 92 20
1236.0 12.5 118.5 90 17
1230.0 10.6 114.7 90** 7
11.1 124.1 97** 7
1236.0 12.0 118.3 92 17
1237.0 11.1 118.7 91 20
1234.0 11.7 117.5 91 17
1231.0 10.7 124.5 95** 20
1233.0 11.3 125.1 95** 20
1238.0 10.7 117.9 91 17
1236.0 11.3 118.0 91 17
1236.0 9.9 119.5 91 20
1237.0 8.1 119.7 90 21
1238.0 9.9 119.3 91 20
OCTOBER 2002 '*'
TR 23143-F TABLE-II 4
I
I
I......;w~. ..........J!~Ji.. ....i;.........................Ji€$w.; ...........................................................Etl;.Ev.... ..)}MI)t~..D.ENst~..}mp~i......})i$QW})
...ui,Mf.EINul;i;.r.tlQcAwtoNIII(((i..l.......................f%l........................I...~ll~ti ................................(%).~i);
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
06/21102
06/21/02
06/21/02
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
06/25/02
06/25/02
06/25/02
06/25/02
06/25/02
06/25102
06/25/02
06/25/02
06/25/02
06/25/02
06/25/02
06/25/02
06/26/02
06/26/02
06/26/02
06/26/02
06/26/02
06/26/02
06/26/02
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
TABLE II
Field Density Test Results
5216
5217
5218
5383
5384
5385
5386
5387
5388
5389
5390
5395
5396
5504
5505
5506
5507
5508
5508
5509
5510
5511
5512
5513
5514
5520
5521
5522
5523
5524
5525
5616
5617
5618
5619
5620
5621
5622
5623
5624
5625
5701
Lot 30
Lot 28
Lot 27
Lot 40
Lot 40
Lot 41
Lot 42
Faber CrtlSta 15+70
Lot 41
Lot 40
Topeka Wy/Sta 10+50
Lot 60
Lot 60
Crowne Hill/Sta 73+50
Topeka CtlSta 10+70
Topeka Wy/Sta 10+40
Lot 36
Lot 40
Lot 40
Lot 41
Faber CrtlSta 15+30
Lot 43
Faber CrtlSta 16+00
Lot 60
Lot 62
Lot 40
Lot 64
Topeka Wy/Sta 10+85
Lot 40
Lot37
Lot 39
Lot 38
Crowne Hill/Sta 74+25
Lot 40
Lot 42
Faber CrtlSta 15+50
Lot 61
Lots 62-63
Faber CrtlSta 13+50
Lot 42
Lot 40
Faber CrtlSta 14+80
PETRA GEOTECHNICAL, INC.
J.N.241-01
1232.0 9.9 125.5 97** 19
1233.0 9.1 127.1 97** 20
1234.0 8.7 128.1 97** 21
1282.0 10.1 120.3 91 21
1283.0 10.3 118.9 91 20
1284.0 8.7 123.7 92 22
1286.0 9.5 118.7 91 20
1283.0 9.7 119.7 90 21
1285.0 9.3 118.1 90 20
1285.0 9.9 118.7 91 20
1295.0 8.7 123.3 92 22
1287.0 10.1 118.3 90 20
1287.0 10.3 119.7 90 21
1293.0 8.7 123.3 92 22
1295.0 9.5 119.7 90 21
1288.0 9.5 117.9 90 20
1294.0 9.3 120.1 91 21
1288.0 7.7 123.3 92 22
1288.0 7.7 123.3 92 22
1289.0 9.5 119.0 91 20
1279.0 10.1 118.3 90 20
1283.0 8.3 122.9 91 22
1285.0 9.3 118.5 90 20
1289.0 9.7 118.9 91 20
1285.0 10.3 120.0 91 21
1290.0 10.0 120.7 91 21
1287.0 10.9 121.0 91 21
1291.0 8.7 124.5 93 22
1292.0 9.3 118.7 91 20
1296.0 10.5 119.3 91 20
1292.0 10.1 119.5 91 20
1294.0 10.3 118.0 90 20
1296.0 7.9 121.9 91 22
1294.0 8.9 118.7 89 21
1286.0 10.7 116.9 91 19
1287.0 8.3 117.7 89 20
1290.0 8.1 118.0 90 20
1287.0 9.1 119.3 90 21
1287.0 9.3 118.7 91 20
1287.0 9.9 119.0 91 20
1292.0 7.9 120.3 89 22
1288.0 9.7 118.9 91 20
OCTOBER 2002 4/
TR 23143-F TABLE-II 5
I
I
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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
06/28/02
06/28/02
06/28/02
06/28/02
06/28/02
06/28/02
06/28/02
06/28/02
06/28/02
06/28/02
06/28/02
06/28/02
06/28/02
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
07/02/02
5702
5703
5705
5706
5707
5708
5709
5710
5711
5712
5713
5714
5715
5716
5717
5718
5719
5720
5721
5722
5723
5724
5725
5731
5732
5733
5734
5735
5736
5737
5782
5783
5784
5785
5786
5787
5788
5789
5790
5791
5792
5793
TABLE II
Field Density Test Resnlts
RT No. 5618
RT No. 5620
Lot 42
Lot 43
Lot 40
Lot 40
Faber Crt/Sta 13+50
Lot 37
Topeka Wy/Sta II +00
Lot 90
Topeka Wy/Sta 11+65
Sage Crt/Sta 14+55
Lot 91
Sage Crt/Sta 16+50
Lots 89-90
Sage Crt/Sta 17+50
Lots 87-88
Sage Crt/Sta 20+00
Sage Crt/Sta 18+50
Lot 89
Sage Crt/Sta 15+25
Lots 91-90
Lot 87
Lot 28
Lot 29
Lot 29
Wyandotte St/Sta 26+60
Wyandotte St/Sta 25+00
Lot 34
Wyandotte St/Sta 27+00
Lot 85
Lot 89
Lot9l
Lot 86
Lot91
Lot 87
Lot 90
Lot 86
Lot 90
Lot 89
Lot 87
Lot 85
10.1 120.0 91 21
9.1 118.1 90 20
1289.0 9.5 119.0 91 20
1286.0 9.9 119.9 90 21
1293.0 10.3 118.3 90 20
1292.0 11.0 119.1 91 20
1289.0 8.3 122.7 91 22
1293.0 7.9 123.5 92 22
1295.0 10.1 119.0 91 20
1268.0 8.7 119.5 90 21
1295.0 9.3 118.7 91 20
1269.0 9.2 122.9 91 22
12 71.0 8.7 120.1 91 21
1270.0 9.3 119.3 91 20
1269.0 9.5 119.1 91 20
1272.0 10.1 121.0 91 21
1267.0 9.3 118.9 91 20
1270.0 9.7 119.3 90 21
12 71. 0 8.9 118.3 90 20
1273.0 9.1 119.0 91 20
12 73. 0 9.3 119.9 90 21
1271.0 9.0 122.7 91 22
1273.0 8.1 123.0 91 22
1236.0 9.5 118.7 91 20
1237.0 10.1 119.0 91 20
1235.0 11.3 117.5 91 19
1238.0 10.7 116.9 91 19
1237.0 9.3 119.1 91 20
1239.0 9.9 116.3 90 19
1238.0 10.3 117.0 91 19
1276.0 8.9 121.6 94 19
1278.0 9.2 119.5 92 19
1274.0 10.5 118.2 91 19
1269.0 10.8 118.9 92 19
1267.0' 9.7 118.6 92 19
1275.0 8.9 12104 94 19
1276.0 9.2 118.8 92 19
12 77. 0 9.9 118.7 92 19
1268.0 8.7 122.1 94 19
1266.0 8.2 117.6 91 19
1270.0 8.0 118.6 91 19
1275.0 8.9 119.1 92 19
OCTOBER 2002 AftJ
TR 23143-F TABLE-II 6
PETRA GEOTECHNICAL, INC.
J.N.241-01
I
I
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I
I
I
I
I
I
I
I
I
I
I
I
I
07/02/02
07/02/02
07/02/02
07/03/02
07/03/02
07/03/02
07103/02
07/03/02
07/03/02
07/03/02
07/03/02
07/03/02
07/03/02
07/03/02
07/03/02
07/03/02
07/03/02
07/03/02
07/03/02
07/03/02
07/03/02
07/03/02
07/03/02
07/03/02
07/03/02
07/03/02
07/03/02
07/03/02
07108/02
07/08/02
07/08/02
07/08/02
07/08/02
07/08/02
07/08/02
07/08/02
07/08/02
07/08/02
07/09/02
07/09/02
07109/02
07/09/02
5794
5795
5796
5801
5802
5803
5804
5805
5806
5807
5808
5809
5810
5811
5812
5813
5814
5815
5816
5817
5818
5819
5820
5821
5822
5823
5824
5825
5851
5852
5853
5854
5855
5856
5857
5858
5859
5860
5861
5862
5863
5864
TABLE n
Field Density Test Results
Lot 89
Lot 87
Lot 88
Lot 92
Sage CrtlSta 16+00
Lot 88
Lot 86
Lot 92
Lot 91
Lot 87
Lot 85
Lot 91
Lot 87
Sage CrtlSta 14+00
Space 103
Lot 91.
Sage CrtlSta 15+75
Lot 90
Lot 91
Lot 90
Lot 89
Lot 85
Sage CrtlSta 21 +00
Lot 86
Lot 88
Lot 90
Lot 92
Sage CrtlSta 16+50
Lots 91-92
Lot 91
Lot 91
Lot 92
Lot91
Lot 90
Lot 88
Lot 88
Sage CrtlSta 14+80
Sage CrtlSta 18+30
RT No. 5856
RT No. 5857
Lot 86
Sage CrtlSta 20+75
1266.0
1270.0
1268.0
12 72. 0
1271.0
1272.0
1270.0
1274.0
1273.0
1273.0
1274.0
1275.0
1276.0
1275.0
1273.0
1274.0
1274.0
1275.0
1271.0
1271.0
1270.0
1271.0
1270.0
1273.0
1269.0
1279.0
12 77. 0
1276.0
1274.0
1274.0
1275.0
1281.0
1277.0
1272.0
1275.0
1276.0
1275.0
1276.0
12 77. 0
1273.0
PETRA GEOTECHNICAL, INC.
J.N.241-01
TR 23143-F
10.2 118.4 91 19
10.7 119.0 92 19
9.8 121.5 94' 19
9.7 117.5 91 I
10.3 119.0 92 I
8.9 119.5 92 I
9.3 118.7 92 I
9.2 120.6 93 I
10.5 119.3 92 I
10.2 118.1 91 I
10.1 119.8 92 I
9.8 118.3 91 I
8.9 120.1 93 I
9.7 118.1 90 20
10.3 120.7 91 21
10.0 121.3 92 21
11.1 117.3 91 19
9.9 116.5 90 19
9.7 118.7 91 20
9.9 119.0 91 20
10.3 117.1 91 19
10.7 116.9 91 19
9.7 120.1 91 21
8.9 118.3 90 20
10.7 116.5 90 19
11.1 117.0 91 19
10.3 117.1 91 19
9.9 120.5 91 21
10.1 118.7 91 20
9.9 120.1 91 21
10.3 119.9 90 21
10.1 118.1 90 20
11.5 116.3 90 19
9.1 117.1 88 21
10.7 114.5 88 19
9.9 116.9 91 19
8.9 120.3 91 21
9.7 121.7 92 21
9.1 122.0 92 21
10.3 117.1 91 19
9.7 118.7 91 20
9.1 119.0 91 20
OCTOBER 2002 ~
TABLE-II 7
I
I
... '"".."......E.......iiim.,..." ii,.I"'..""""'i ,""",."..'.'.. ,.."..iI.I'.i.'ii'I.i."'.H:E.........S.iif.iii ,.:,.,::,i":Ii,'.II..IIi.','I#'.""E.'H.. ii',,'''..O'....:J.iiiMm..' ."'...:' '.iriE'.:'N....'...I:W.iiY"'b"'i>m',i'Ii'g'...,.O'.ri.,,,',,::,,'..i"
,.: ....I~~i ................f.~"...'.........................:....'....ili~~ijiii%~tqil..~jfIJ~ill..........~...:'.(P~~ .....:'........ii~rldl..........
I
I
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I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
Field Density Test Results
07/09/02 5865 Sage Crt/Sta 20+50 1274.0 8.9 122.3 92 21
07/09/02 5866 Lot 89 1277.0 10.0 118.9 91 20
07/09/02 5867 Lot 89 1278.0 11.7 117.0 91 19
07/09/02 5868 Sage Crt/Sta 17+10 1278.0 10.1 116.7 90 19
07/09/02 5869 Sage Crt/Sta 17+20 1279.0 9.3 118.0 90 20
07/09/02 5870 Lot 4 1276.0 10.1 118.7 91 20
07/09/02 5871 Lot 4 1276.0 8.9 117.7 89 20
07/09/02 5872 Lot 2 1275.0 9.1 120.3 91 21
07/09/02 5873 Lot 3 1276.0 9.5 121.7 92 21
07/09/02 5874 RTNo.5871 8.9 118.7 91 20
07/09/02 5875 Lot I 1275.0 9.7 120.0 91 21
07/09/02 5901 Sage Crt/Sta 14+50 1276.0 10.8 121.7 92 21
07/09/02 5902 Sage Crt/Sta 14+70 1279.0 10.0 117.3 89 20
07/09/02 5903 RT No. 5901 6.7 121.8 92 21
07/09/02 5904 Lot 92 1275.0 10.2 120.2 91 21
07/10/02 5905 Lot 90 1273.0 10.7 116.7 90 19
07/10/02 5906 Lot 90 1275.0 9.3 118.7 91 20
07/10/02 5907 Lot 90 1274.0 9.1 119.0 91 20
07/10/02 5908 Lot 89 1273.0 10.0 116.3 88 20
07/10/02 5909 RT No. 5908 8.7 120.5 91 21
07/10/02 5910 Sage Crt/Sta 18+00 1274.0 10.0 118.5 90 20
07/10/02 5911 Sage Crt/Sta 22+90 1277. 0 12.7 114.1 88 19
07/10102 5912 Sage Crt/Sta 23+00 1278.0 12.2 116.8 91 19
07/10/02 5913 Sage Crt/Sta 24+90 1277. 0 15.0 112.7 94 13
07/1 0/02 5914 Lot 3 1278.0 14.5 111.7 93 13
07/10/02 5915 Lot 2 1277. 0 11.1 122.0 92 21
07/10/02 5916 RT No. 5911 9.9 117.8 91 19
07/10102 5917 Lot 92 1283.0 12.0 115.0 89 19
07/10/02 5918 Lot 90 1278.0 10.0 120.1 91 21
07/10/02 5919 Lot 91 1279.0 11.1 116.9 91 19
07/10/02 5920 RTNo.5917 9.7 117.1 91 19
07/10/02 5921 Lot 86 1277.0 9.1 118.3 90 20
07/1 0/02 5922 Lot 84 1279.0 9.5 117.9 90 20
07/10/02 5923 Lot 86 1280.0 10.7 116.9 91 19
07/1 0102 5924 Lot 90 1282.0 9.3 119.9 90 21
07/10/02 5925 Lot 86 1281.0 15.1 109.7 91 13
07/18/02 6047 Lot 30 1238.0 11.7 114.1 91 8
07/18/02 6048 Lot 30 1240.0 10.1 116.2 92 8
07/15/02 6051 Lot 5 1265.0 9.7 118.1 90 20
07/15/02 6052 Lot 4 1274.0 10.1 119.3 91 20
07/15/02 6053 Lot 3 1276.0 9.3 121.3 92' 21
07/15/02 6054 Sage Crt/Sta 21+80 1275.0 11.7 116.7 90 17 ~
PETRA GEOTECHNICAL, INC. OCTOBER 2002
J.N.241-01 TR 23143-F TABLE-II 8
I
I Field Density Test Results
I
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I
TABLE II
07/15/02 6055 Lot 92 1278.0 12.1 117.0 91 17
07/15/02 6056 Lot 90 1277.0 9.3 120.5 91* 21
07115/02 6057 Sage CrtlSta 14+ I 0 1279.0 10.0 118.7 91 20
07115/02 6058 Lot 88 1279.0 9.7 118.0 90 20
07115/02 6059 Lot 87 1281.0 9.1 120.7 91 21
07115/02 6060 Sage CrtlSta 20+50 1277.0 8.9 118.7 91 20
07115/02 6061 Sage CrtlSta 22+00 12 77.0 10.0 118.0 90 20
07/15/02 6062 Sage CrtlSta 14+00 1281.0 9.9 118.9 91 20
07/18/02 6076 Wyandotte St/Sta 24+00 1238.0 12.7 114.2 91 8
07/18/02 6077 Wyandotte St/Sta 45+55 1240.0 12.2 115.0 91 8
07/18/02 6078 Lot 33 1240.0 9.8 115.8 92 8
07118/02 6079 Lot 35 1242.0 10.7 116.7 93 8
07118/02 6080 Lot 27 1242.0 11.0 114.8 91* 8
07118/02 6084 Wyandotte St/Sta 23+70 1242.0 13.5 118.3 92 17
07118/02 6085 Wyandotte St/Sta 24+05 1244.0 12.0 117.0 91 17
07118/02 6086 Lot 35 1244.0 9.3 118.4 92 17
07118/02 6087 Lot 27 1244.0 10.4 119.0 92 17
07118/02 6088 Lot 30 1246.0 9.7 117.7 91 17
07118/02 6089 Lot 35 1246.0 12.6 114.8 91 8
07118/02 6090 Wyandotte St/Sta 26+40 1246.0 13.2 115.2 91 8
07/19/02 6097 Lot 27 1248.0 10.2 118.0 91 17
07119/02 6098 Lot 30 1248.0 11.1 119.3 92 17
07/19/02 6099 Wyandotte St/Sta 24+50 1248.0 6.1 113.4 88 17
07119/02 6100 Lot 35 1248.0 5.3 114.7 89 17
07/22/02 6201 Pauba-equest. trail/Sta 28+75 1272.0 11.9 112.4 91 15
07/22/02 6202 Pauba-equest. traillSta 30+75 1276.0 12.2 112.0 90 15
07/22/02 6203 Pauba-equest. traillSta 32+75 1282.0 7.7 119.1 91 20
07/22/02 6204 Pauba-equest. trail/Sta 34+75 1289.0 10.2 118.1 91 19
07/22/02 6205 Pauba-equest. trail/Sta 34+70 1291.0 10.6 118.3 92 19
07/22/02 6206 Pauba-equest. trail/Sta 35+25 1293.0 11.4 111.9 91 18
07/22/02 6207 Pauba-equest. trail/Sta 33+75 1290.0 11.0 111.6 91 18
07/22/02 6208 Pauba-equest. trail/Sta 29+40 1275.0 10.5 110.9 90 18
07/22/02 6209 Pauba-equest. trail/Sta 31 +90 1282.0 9.7 118.2 90 20
07/23/02 6210 Pauba-equest. trail/Sta 30+00 1278.0 12.0 111.9 90 15
07/23/02 6211 Pauba-equest. traillSta 38+55 1292.0 12.2 112.5 91 15
07/23/02 6212 Pauba-equest. trail/Sta 38+45 1294.0 11.7 111.7 90 15
07/23/02 6213 Pauba-equest. trail/Sta 38+50 1296.0 14.2 108.8 90 13
07/23/02 6214 Pauba-equest. traillSta 38+75 1298.0 15.0 110.5 92 13
07/23/02 6215 Pauba-equest. trail/Sta 38+25 . 1300.0 13.9 109.6 91 13
07/23/02 6216 Pauba-equest. trail/Sta 33+15 1286.0 10.0 117.2 91 19
07/23/02 6217 Pauba-equest. traillSta 34+25 1293.0 10.4 118.8 92 ]9
07/23/02 6218 Pauba-equest. traillSta 35+40 1295.0 9.8 116.5 90 19
PETRA GEOTECHNICAL, INC. OCTOBER 2002 ~
J.N.241-01 TR 23143-F TABLE-II 9
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TABLE II
Field Density Test Resnlts
07/24/02 6219 Pauba-equest. trail/Sta 38+50
07122/02 6252 Lot 29
07/22/02 6255 Lot 27
07/22/02 6256 Lot 28
07122/02 6257 RT No. 6099
07/22/02 6258 RTNo.6100
07/22/02 6259 Lot 36
07/22/02 6260 RTNo.6255
07/22/02 6261 RTNo.6259
07/22/02 6264 Lot 28
07/23/02 6268 Lot 32
07/23/02 6269 Lot 29
07/23/02 6270 Lot 35
07/23/02 6271 Wyandotte/Sta 23+40
07/23/02 6272 Wyandotte/Sta 23+75
07/23/02 6273 Faber CrtlSta 10+75
07123/02 6274 Lot 35
07/23/02 6275 Lot 36
07/23/02 6276 Lot 26
07/23/02 6277 Lot 27
07/23/02 6279 Lot 36
07/23/02 6280 Lot 33
07/23/02 6281 Lot 32
07/23/02 6282 Lot 34
07/23/02 6283 Lots 32-33
07/24/02 6287 Lot 26
07/24/02 6288 Lot 27
07/24/02 6291 RT No. 6287
07/24/02 6292 Lot 27
07/24/02 6293 Lot 35
07/24/02 6294 Lot 34
07/24/02 6295 Lots 36-37
07/24/02 6298 Wyandotte StlSta 22+60
07/24/02 6299 Lot 26
07/24/02 6300 Faber CrtlSta 10+50
07/24/02 6326 Wyandotte St/Sta 22+90
07/24/02 6327 Wyandotte StlSta 24+10
07/24/02 6329 Lot 26
07/24/02 6330 Lots 34-35
07/24/02 6331 Lot 30
07/24/02 6332 Lot 36
07/24/02 6333 Lot 34
PETRA GEOTECHNICAL, INC.
J.N.241-01
1301.0
1254.0
1255.0
1253.0
1256.0
1257.0
1257.0
1256.0
1255.0
1258.0
1257.0
1256.0
1256.0
1257.0
1257.0
1257.0
1258.0
1260.0
1258.0
1260.0
1261.0
1259.0
1259.0
1259.0
1259.0
1260.0
1261.0
1261.0
1260.0
1261.0
1263.0
1260.0
1260.0
1259.0
1259.0
1261.0
1262.0
TR 23143-F
9.1 120.7 91 21
10.1 118.7 91 20
7.2 117.3 89* 20
9.7 119.7 90 21
10.9 116.9 91 17
10;9 117.5 91 17
9.2 110.2 88 15
9.7 119.3 91* 20
11.9 114.1 92 15
10.3 117.1 91 17
9.7 116.9 91 17
9.0 119.5 90 21
13.1 114.1 92 15
9.7 119.3 90 21
9.9 117.0 91 17
11.7 116.9 91 17
8.9 120.3 91 21
8.9 120.1 91 21
11.0 114.4 92 15
12.3 112.7 91 15
9.3 118.3 90 20
9.7 118.9 91 20
10.9 116.7 90 17
9.3 121.0 91 21
12.5 113.1 91 15
9.9 119.3 89* 21
10.0 118.0 90 20
10.1 120.5 91* 21
11.9 116.9 91 17
9.9 119.0 91 20
12.7 113.1 91 15
10.3 116.9 91 17
9.7 118.5 90 20
9.9 120.0 91 21
8.9 119.5 90 21
9.7 121.0 91 21
9.3 119.5 90 21
13.0 112.9 91 15
11.7 116.7 90 17
12.0 117.3 91 17
9.1 118.1 90 20
10.7 117.0 91 17
OCTOBER 2002 ~'\
TABLE-II 10
I
I
..iTES'it.OOESltiit ...it!tESlt...i .............rr.ELE.v;l .iMomtllRE.. ....1l11lNSt\I.tYICOMPiItttsom{.....
1.......n1\TE. .............N'q; ...............................................................EQG~llIQN..II(ftjII(%) ...........................................I~n ..............................(%~ .................E............
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
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
07/24/02
07/24/02
07/24/02
07/24/02
07/24/02
07/25/02
07/25/02
07/25/02
07125/02
07/25/02
07/25/02
07130/02
07/30/02
07/30/02
07/30102
07/30/02
07/30/02
07/30/02
07/30102
07/30/02
07/30/02
07130102
07/31/02
07/31/02
07/31/02
07/31/02
07/31/02
07/31/02
07/31/02
6335
6336
6337
6338
6339
6340
6343
6344
6345
6346
6347
6348
6349
6401
6402
6403
6404
6405
6411
6412
6413
6414
6415
6416
6453
6454
6455
6456
6457
6458
6459
6460
6461
6462
6463
6464
6465
6466
6467
6468
6469
6470
Wyandotte St/Sta 26+00
Lot 26
Lot 35
Lot 37
Lot 32
Lot 33
RT No. 6340
Lot 26
Wyandotte St/Sta 23+50
RT No. 6345
Lot 28
Lot 35
RTNo.6347
Sage Rd/Sta 15+30
Sage RdlSta 17+05
Lot51
Lot 53
Lot 54
Lot 83
Lot 82
Wyandotte St/Sta 11+00
Sage RdlSta 19+30
Lot 6
Lot 7
Lot9l
Lot 90
Lot 88
Lot 89
Lot 86
Lot 87
Lot 92
Lot 92
Lot 91
Lot 90
Lot 90
Lot 88
Lot 52
Lot 54
Sage RdlSta 15+60
Lot 53
Lot 83
Lot 82
PETRA GEOTECHNICAL, INC.
J.N.241-01
1262.0 11.3 116.9 91 17
1261.0 11.7 117.7 91 17
1261.0 9.1 121.0 91 21
1263.0 10.1 118.3 90 20
1262.0 9.3 122.5 92 23
1263.0 8.9 117.0 89 20
9.7 119.0 91 20
1262.0 8.3 121.7 91 23
1263.0 6.7 119.1 89* 23
9.3 123.5 93* 23
1261.0 8.1 116.3 88* 20
1264.0 13.3 112.9 91 15
9.5 118.0 90* 20
1283.0 9.6 118.2 90 20
1283.0 10.7 118.8 91 20
1281.0 11.2 119.5 91 20
1281.0 10.5 119.0 91 20
1283.0 7.7 121.5 90 22
1282.0 8.6 119.2 90 21
1282.0 6.9 121.2 90 22
1282.0 7.2 121.5 90 22
1284.0 7.8 122.2 91 22
1276.0 11.2 114.7 91 8
12 77. 0 10.7 114.1 90 8
1283.0 9.7 115.7 90 14
1283.0 8.8 117.5 90 4
1284.0 7.9 120.3 90 II
1283.0 9.0 122.4 91 II
1285.0 8.3 119.9 90 11
1284.0 10.3 122.5 92 12
1280.0 9.7 117.7 90 4
1282.0 10.1 118.1 90 12
1286.0 10.1 123.0 92 12
1284.0 11.2 118.6 90 4
1285.0 9.1 119.7 91 4
1285.0 10.8 118.0 91 17
1285.0 8.0 120.3 90 23
1285.0 9.2 120.8 90 23
1285.0 8.5 121.5 91 23
1285.0 12.2 112.8 91 24
1285.0 12.8 113.5 91* 24
1285.0 11.8 112.2 90* 24
OCTOBER 2002 Ate
TR 23143-F TABLE-II 11
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
07/31/02
07/31/02
07/31/02
07/31/02
07/31/02
07/30/02
07/30/02
07/30/02
07/30/02
07/30/02
07/30/02
07/30/02
07/30/02
07/30/02
07/30/02
07/30/02
07/30102
07/31/02
07/31/02
07/31/02
07/31/02
07/31/02
07/31/02
07/31/02
07/31/02
07131/02
07131/02
07/31/02
07/31/02
07131/02
07/31/02
08/01/02
08/01/02
08/01/02
08/01/02
08/01/02
08/01/02
08/01/02
08/01/02
08/01/02
08/01/02
08/01/02
6471
6472
6473
6474
6475
6479
6480
6481
6482
6489
6490
6491
6492
6493
6494
6495
6496
6497
6498
6499
6500
6501
6502
6503
6504
6505
6506
6507
6508
6509
6510
6511
6512
6513
6514
6515
6516
6517
6518
6519
6520
6521
Lot 84
Lot 87
Lot 90
Lot 51
Faber Crt/sta 21 +90
Lot 18
Lot19
Lot 19
Lot 17
Lot 26
Lot 35
Lot 30
Lot 32
Lot 34
Lot 29
Lot 27
Lot 33
Lot 33
Lot 28
Lot 27
Lot 67
Lot 28
Wyandotte St/Sta 23+60
Lot 36
Wyandotte St/Sta 25+85
Lot 34
Lot 26
Lot 35
Lot 34
Lot 28
Wyandotte St/Sta 24+40
Lot 25
Lot 26
Lot 67
Lot 25
Lot 30
Lot 32
Lot 36
Lot 27
Lot 29
Lot 26
Lot 33
PETRA GEOTECHNICAL, INC.
J.N.241-01
1286.0 9.1 122.4 92* 23
1286.0 8.7 123.3 92* 23
1286.0 9.3 124.2 93* 23
1286.0 8.8 123.2 92 23
1286.0 12.2 113.0 91 24
1282.0 14.8 108.5 90 13
1282.0 13.9 108.9 90 13
1282.0 13.6 108.5 90 13
1284.0 10.2 119.7 91 20
1258.0 8.6 119.0 92 19
1258.0 9.4 118.3 92 19
1260.0 8.4 121.4 92 21
1260.0 11.7 114.3 91 8
1260.0 12.0 113.8 90 8
1260.0 11.2 115.9 90 9
1260.0 10.9 117.4 91 9
1260.0 12.3 115.0 90* 9
1260.0 12.8 114.5 90* 8
1262.0 13.5 116.1 92 8
1262.0 11.9 115.2 91 8
1262.0 12.8 115.9 92 8
1262.0 10.3 117.6 91 3
1264.0 11.3 119.4 93 3
1264.0 9.8 119.7 93 3
1264.0 10.7 117.1 91 3
1264.0 11.4 117.0 91 3
1266.0 9.9 119.1 93 3
1266.0 10.8 116.3 90 7
1266.0 10.2 117.6 92 7
1266.0 9.9 119.0 92 7
1266.0 10.8 117.2 91 7
1268.0 9.5 119.5 93 19
1268.0 10.7 121.1 94 19
1268.0 10.0 123.1 92 12
1268.0 9.1 120.4 90 12
1268.0 8.6 119.7 93* 19
1270.0 9.7 118.0 91* 19
1270.0 13.4 116.2 90* 17
1270.0 11.9 117.4 91* 17
1270.0 11.0 116.7 90 17
1270.0 12.1 118.6 92 17
1270.0 8.1 120.7 90 12
OCTOBER 2002 ~
TR 23143-F TABLE-II 12
I
I
I....
..
1
1
1
1
1
1
1
1
1
1
1
1
1
1
I
I
TABLE II
Field Density Test Results
I TESt IitE8it mImmm....m.IIltEsrIIm
..-;.;.;.:-;.;.;.;.;.;.:-;.:;:-;.;"-'::'::-;::;";:::;:,:::",:,:,:,:::::;::,:,:::::,:,.:.:.;.;...:-:.:-:.;.,.;.;.;.;.:,-,,:--,-,;,-,;.-,-,-:-,-:-;-,.:-;.;-:.;.;.;-;.;':';';';<<-;':';--':';-'-:':-'-:"-'-:;'-'-';'-'-':";-,:....;..:,-.;.
{.QAWEb(QII .mmmm.;$QC!&mIQNImI
ELEvd.mMol~.......DENSlttfY iCOMPl ....II,sOu.;!
~(i}mIl$}I.........(pllfi .................I(%) ........................!lfes................
08/01/02 6522 Lot37 1272.0 9.6 123.3 92 12
08/01/02 6523 Faber Crt/Sta 11+50 12 72.0 8.7 118.5 92 19
08/01/02 6524 Lot 25 12 72. 0 10.3 117.1 91 19
08/01/02 6525 Lot 29 12 72. 0 11.1 118.4 92 19
07/31/02 6526 Lot 91 1287.0 10.0 121.3 91 23
07/31/02 6527 Lot 90 1287.0 9.2 122.8 92 23
07/31/02 6528 Lot 88 1287.0 12.6 113.1 91 24
07/31/02 6529 Lot 86 1287.0 11.8 111.7 90 24
07131/02 6530 Lot 83 1287.0 11.4 112.5 90 24
08/01/02 6531 Lot 84 1291.0 10.8 118.0 91 19
08/01/02 6532 Lot 83 1292.0 9.9 119.3 92 19
08/01/02 6533 Lot 87 1290.0 10.2 117.7 91 19
08/0 1/02 6534 Lot 86 1289.0 11.3 116.9 90 19
08/01/02 6535 Lot 90 1288.0 10.5 119.3 92 19
08/01/02 6536 Lot 91 1287.0 13.3 111.7 90 24
08/01/02 6537 Lot 51 1291.0 12.2 112.9 90 24
08/01/02 6538 Lot 52 1291.0 11.9 111.6 90 24
08/01/02 6539 Lot 54 1292.0 12.7 113.3 91 24
08/01/02 6540 Lot 90 1291.0 9.8 121.8 91' 23
08/01/02 6541 Lot 82 1292.0 8.9 121.3 90' 23
08/01/02 6542 Lot 85 1291.0 10.2 120.5 90' 23
08/01/02 6543 Lot 88 1289.0 9.9 120.8 93' 19
08/01/02 6544 Lot 52 1292.0 10.7 118.2 91 19
08/01/02 6545 Lot89 1293.0 9.7 120.1 93 19
08/02/02 6546 Lot 50 1291.0 12.3 113.0 90 24
08/02/02 6547 Lot 52 1292.0 13.4 113.4 91 24
08/02/02 6548 Lot 53 1293.0 11.9 115.5 92 24
08/02/02 6549 Lot 82 1293.0 12.4 113.3 91 24
08/02/02 6550 Lot 83 1292.0 12.8 113.7 91 24
08/02/02 6569 Lot 24 1260.0 10.9 117.8 91 17
08/02/02 6570 Lot 24 1262.0 11.4 118.0 91 17
08/02/02 6571 Lot 24 1264.0 10.5 119.5 93 17
08/02/02 6572 Lot 24 1266.0 7.8 122.7 92 23
08/02/02 6573 Lot 24 1268.0 8.2 118.8 89 23
08/02/02 6574 RT No. 6573 8.8 124.1 93 23
08/02/02 6575 Lot 24 1270.0 8.4 123.7 93 23
08/01/02 6576 Lot 35 1273.0 10.6 117.7 91 19
08/01/02 6577 Lot 34 1274.0 11.3 115.4 93 24
08/01/02 6578 Wyandotte/Sta 22+90 1272. 0 12.6 113.8 91 24
08/01/02 6579 Lot 27 12 72. 0 9.2 118.2 92 19
08/01/02 6580 Lot 29 1271.0 9.7 121.9 91 23
08/02/02 6584 Lot 27 1273.0 12.0 119.1 92 17
PETRA GEOTECHNICAL, INC. OCTOBER 2002 ~
J.N.241-01 TR 23143-F T ABLE-II 13
I
1
TABLE II
Field Density Test Results
1
1
1
1
1
1
I
I
1
1
1
1
1
I
1
I
08/02/02 6585 Lot 28 1273.0 10.5 115.5 93 24
08/02/02 6586 Lot 29 1274.0 11.6 113.9 91 24
08/02/02 6587 Lot 67 1274.0 12.8 ]21.0 92 20
08/02/02 6588 Faber Crt/Sta 10+95 1274.0 11.9 120.1 92 20
08/02/02 6589 Lot 35 1274.0 12.3 121.4 93 20
08/02/02 6590 Lot 34 1274.0 11.8 120.7 92 20
08/02/02 6591 Lot 36 1275.0 8.7 118.2 92 19
08/02/02 6592 Lot 38 1275.0 9.6 119.0 92 19
08/02/02 6593 Lot 37 1275.0 9.7 117.4 91 19
08/02/02 6594 Lot 34 1275.0 10.1 118.8 92 19
08/05/02 6595 Lot 97 1276.0 14.2 114.7 92 24
08/05102 6596 Crowne Hill/Sta 74+90 1277.0 13.7 113.1 91 24
08/05/02 6597 Lot 97 1276.0 13.3 116.2 93 24
08/05/02 6598 Crowne HilVSta 72+75 1277.0 13.6 115.0 92 24
08/05/02 6599 Lot 34 1277.0 9.0 118.0 90' 20
08/05/02 6600 Crowne Hill/Sta 71+ 1 0 1278.0 10.1 119.7 91 20
08/02/02 6601 Lot 50 1293.0 12.8 113.2 91 24
08/02/02 6602 Faber Crt/Sta 12+80 1292.0 13.2 114.2 91 24
08/02/02 6603 Lot 54 1294.0 9.7 122.6 91 23
08/02/02 6604 Lot 52 1293.0 10.2 124.0 92' 23
08/02/02 6605 Lot 90 1292.0 8.9 122.9 92' 23
08/02/02 6606 Lot 5] 1293.0 9.3 / 124.2 93 23
08/02/02 6607 Lot 54 1294.0 11.8 116.7 90 17
08/02/02 6608 Lot 55 1293.0 12.4 117.7 91 17
08/02/02 6609 Pauba-equest. trail/Sta 29+80 1277.0 10.8 118.5 92 17
08/05/02 6610 Pauba-equest. trail/Sta 31 +50 1281.0 11.3 119.4 92 17
08/05/02 6611 Lot 91 1292.0 11.4 113.4 91 24
08/05102 6612 Lot 90 1292.0 11.3 114.9 92 24
08/05/02 6613 Lot 87 1292.0 11.0 117.7 91 17
08/05/02 6614 Lot 81 1294.0 11.5 113.9 91 24
08/05/02 6615 Faber Crt/Sta 21+85 1294.0 11.7 114.8 92 24
08/05/02 6616 Lot 53 1294.0 11.2 113.4 91 24
08/05/02 6617 Lot 82 1296.0 9.2 122.2 92 23
08/05/02 6618 Lot 82 1294.0 10.0 122.6 92 23
08/05/02 6619 Lot 81 1294.0 10.7 122.1 91 23
08/05/02 6620 Lot 54 1296.0 9.8 121.6 93 19
08/05/02 6621 Lot 52 1296.0 10.0 122.0 93 19
08/05/02 6622 Pauba-equest. trail/Sta 31 +25 1282.0 9.6 120.3 92 19
08/05/02 6623 Pauba-equest. trail/Sta 38+50 1302.0 15.2 109.5 91 13
08/05/02 6624 Lot 89 1296.0 12.6 112.8 90 24
08/05/02 6625 Lot 54 1296.0 13.0 113.4 91 24
08/05/02 6626 Lot 24 12 77. 0 8.9 119.0 92 19
PETRA GEOTECHNICAL, INC. OCTOBER 2002 ~
J.N.241-01 TR 23143-F TABLE-II 14
I
I
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
TABLE II
Field Density Test Results
1;ifi~]~~~w~~Wfli1g~~;.,\!~~~~..!!~~~!'~):j..~~~i.~~t\i
mt!A)Xl\) .........mm...Nf1:mm ....mjjQC;~llltQN ........m...mrmrm...r~(t! .)...}...}rrt%)rm}m.(p~j}mt!%j ....mmmmr~JtI
08105/02
08105/02
08/05/02
08/05/02
08/05/02
08/05/02
08/05/02
08/05/02
08/05/02
08/05/02
08/05102
08/06/02
08/06/02
08/06/02
08/06/02
08/06/02
08/06/02
08/05/02
08/05/02
08/05102
08/05/02
08/06/02
08/06/02
08/06/02
08106/02
08/06/02
08/06/02
08/06/02
08/06/02
08/06/02
08/06/02
08106102
08/06/02
08/06/02
08/06/02
08/06/02
08/06/02
08/06/02
08106/02
08/06/02
08/06102
08/06/02
6628
6630
6632
6633
6634
.6635
6636
6637
6639
6640
6641
6645
6646
6647
6648
6649
6650
6651
6652
6653
6654
6655
6656
6657
6658
6659
6660
6661
6662
6663
6664
6665
6666
6667
6668
6669
6670
6671
6672
6673
6674
6675
Lot 26
Lot 29
Lol25
Faber CrtlSta 10+25
Lot 29
Lot 38
Lot 36
Lot 34
Lot 26
Lol67
Lot 35
Lot 30
Lol27
Lot 26
Lot 25
Lot 24
Lol30
Lot 52
Lot 53
Lot 90
Lot 4
Lot 4
Lot 5
Lot 7
Lot 4
Lot 6
Lot I
Lot 2
Lot 3
Lot 3
Lot 2
Lot 2
Lot I
Lot 3
Lot I
Lot2
Lot 3
Lot I
Lot 19
Lol17
RT No. 6672
RT No. 6673
PETRA GEOTECHNICAL, INC.
J.N.241-01
1275.0 8.3 117.3 90 20
1275.0 12.2 117.5 90 17
1275.0 12.5 119.3 92 17
1275.0 12.2 117.1 91 17
1275.0 14.5 112.5 90 24
1276.0 13.2 113.8 91 24
1275.0 13.8 114.4 92 24
1275.0 14.7 115.7 93 24
1276.0 13.9 114.1 92 24
1275.0 10.6 117.8 91 17
1275.0 12.8 115.6 93 24
1276.0 14.1 115.6 93 24
1275.0 13.2 114.4 92 24
1275.0 1\.8 118.2 92 17
1278.0 12.2 117.6 91 17
1280.0 9.8 123.7 93' 23
127\.0 10.9 125.1 94 23
1297.0 1 \.0 119.2 92 17.
1296.0 9.6 116.6 90' 17
1295.0 8.2 117.9 91 17
1280.0 9.0 116.1 90 17
1284.0 9.5 l2\.8 92 21
1280.0 9.7 120.9 91 21
1286.0 10.1 116.3 90 17
1285.0 9.9 116.4 90 17
1284.0 8.7 12\.9 92 21
1285.0 I\.9 113.3 91 24
1285.0 12.8 II\.6 90 24
1284.0 13.4 113.2 90 24
1286.0 13.2 112.6 90 24
1287.0 10.8 117.5 91 19
1286.0 10.1 119.7 92 19
1287.0 9.7 118.4 91 19
1289.0 11.4 119.2 92 19
1288.0 12.8 11\.5 90 24
1288.0 I\.9 114.2 91 24
1290.0 13.1 112.4 90 24
1290.0 I\.9 114.8 92 24
1286.0 9.8 119.4 89' 22
1287.0 10.5 118.4 88' 22
9.6 122.3 91' 22
10.4 122.2 91' 22
OCTOBER 2002 ~
TR 23143-F TABLE-II 15
I
1
1
1
1
1
1
1
1
1
1
1
1
1
1
I
I
I
08/06/02
08/06/02
08/06/02
08/06/02
08/06/02
08/06/02
08/06/02
08/06/02
08/06/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/06/02
08/06/02
08/06/02
08/06/02
08/06/02
08/06/02
08/06/02
08/06/02
08/06/02
08/06/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
6679
6680
6681
6682
6683
6684
6685
6686
6687
6688
6689
6690
6691
6692
6693
6694
6695
6696
6697
6698
6699
6700
6701
6702
6703
6704
6705
6706
6707
6708
6709
6710
6715
6716
6717
6718
6719
6720
6721
6722
6723
6724
Lot 92
Lot 50
Lot 50
Lot 10
Lot 11
Lot 17
Lot 19
Lot 18
Lot 5
Lot 5
Lot 6
Lot 7
Lot 10
Lot 11
Lot 10
Lot 5
Lot 6
Lot 10
Lot 17
Lot 18
Lot 19
Lot 11
Wyandotte/Sta 26+30
Lot 26
Wyandotte/Sta 23+80
Wyandotte/Sta 22+50
Lot3l
Lot 33
Lot 34
Lot 66
Faber Crt/Sta 12+45
Lot 97
Lot 24
Lot 25
Lot 27
Lot 28
Lot 29
Lot 30
Lot 67
Faber Crt/Sta 11+25
Lot 35
Lot 33
PETRA GEOTECHNICAL, INC.
J.N.241-01
TABLE II
Field Density Test Results
1283.0 13.3 114.0 92 24
1283.0 12.1 113.0 91 24
1285.0 11.6 112.7 90 24
1286.0 9.7 119.9 91 20
1288.0 10.2 120.4 92 20
1289.0 10.6 121.7 93 20
1288.0 10.0 121.1 92 20
1290.0 9.5 119.6 91 20
1279.0 13.0 114.1 92 24
1281.0 12.6 113.3 91 24
1281.0 13.3 115.6 93 24
1283.0 8.2 121.2 91 23
1288.0 8.7 122.7 92 23
1293.0 8.5 121.8 91 23
1290.0 9.7 120.2 91 21
1285.0 9.0 119.6 90 21
1287.0 12.0 112.5 90 24
1292.0 11.8 112.9 91 24
1289.0 12.6 112.8 91 24
1291.0 7.8 121.5 91 23
1293.0 7.9 123.0 92 23
1295.0 8.3 123.7 93 23
1276.0 9.1 122.5 92 23
1276.0 10.0 121.3 91 23
1277.0 8.4 123.8 93 23
1278.0 9.2 118.9 91 20
1274.0 10.7 119.6 91 20
12 77. 0 8.1 116.9 91 19
1277. 0 9.8 117.9 91* 19
1277.0 10.2 114.7 92 24
1277. 0 13.1 115.3 93 24
1280.0 14.8 113.0 91 24
1279.0 8.3 117.3 91 19
1278.0 9.2 119.2 92 19
1276.0 10.2 118.5 92 19
1276.0 10.3 116.8 91 19
1276.0 10.9 121.2 91 23
1274.0 8.7 122.4 92 23
1279.0 9.0 118.4 92 19
1278.0 9.7 119.1 92 19
1278.0 8.6 116.5 90 19
1278.0 9.1 117.8 91 19 '517
OCTOBER 2002
TR 23143-F TABLE-II 16
I
1
.,.....'..u,.........,., ..,.,..,.,.".u.,.,u..,u.,uu...,...u........,..".,."..,.,' .".,u.
1
1
I
1
1
1
1
1
1
1
1
1
I
I
1
1
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/08/02
08/08/02
08/08/02
08/08/02
08/08/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/07/02
08/08/02
08/08/02
08/08/02
08/08/02
08/08/02
08/08/02
08/08/02
08/08/02
08/08/02
08/08/02
08/08/02
08/08/02
TABLE II
Field Density Test Results
6725
6726
6728
6729
6731
6732
6733
6734
6735
6736
6737
6738
6739
6740
6741
6744
6745
6746
6747
6750
6751
6752
6753
6754
6755
6756
6757
6758
6759
6760
6761
6762
6763
6764
6765
6766
6767
6768
6769
6770
6771
6772
Lot31
Lot 17
Lot 19
Lot 18
Lot 17
Lot 18
Lot 19
Lot 18
Lot 7
Lot 6
Lot 10
Lot 7
Lot 5
Lot4
Lot 5
Lot 19
Lot 17
Lot 18
Lot 19
Lot 17
Lot 66
Lot 37
Lot 36
Lot 31
Lot 67
Lot 37
Lot 36
Lot 32
RT No. 6755
RT No. 6756
Lot31
Lot 34
Lot 36
Lot38
Lot 37
Lot 33
Crowne Hill/Sta 71+90
Crowne Hill/Sta 74+ 10
Lot 68
Lot 67
Lot 66
Lot 65
1276.0
1289.0
1288.0
1288.0
1290.0
1291.0
1292.0
1290.0
1288.0
1287.0
1288.0
1289.0
1283.0
1285.0
1283.0
1294.0
1294.0
1295.0
1295.0
1295.0 .
1278.0
1279.0
1280.0
1278.0
1281.0
1281.0
1280.0
1279.0
1275.0
1279.0
1282.0
1283.0
1283.0
1281.0
1283.0
1284.0
1283.0
1282.0
1283.0
1284.0
PETRA GEOTECHNICAL, INC.
J.N.241-01
TR 23143-F
9.7 118.0 91* 19
9.8 118.5 91 19
9.6 118.5 91 19
9.0 115.9 90 19
7.9 124.0 92 22
8.3 124.8 93 22
9.1 122.7 91 22
7.9 124.2 92 22
8.2 122.7 91 22
11.9 115.1 92 24
12.8 112.8 90 24
11.0 113.4 91 24
13.1 113.6 91 24
8.5 122.8 91 22
7.9 124.5 92 22
7.6 125.0 93 22
8.0 125.6 93 22
7.9 126.0 94 22
7.7 124.6 93 22
12.5 113.0 91 24
9.0 121.5 91 23
8.6 123.9 93 23
9.4 117.2 91 19
10.7 119.6 93 19
7.2 114.3 87 20
6.6 115.9 88 20
10.2 122.2 93 20
10.3 119.1 91 20
11.7 120.6 92 20
12.1 119.0 91 20
8.9 122.9 92* 23
9.3 124.0 93 23
8.6 118.8 91 20
9.0 120.1 92 20
9.5 117.8 90 20
10.6 118.1 90 20
8.0 121.7 91 23
9.1 123.3 92 23
9.7 119.0 91 20
10.6 121.0 91 23
8.5 121.8 91 23
8.1 122.3 92 23
OCTOBER 2002 f1\
TABLE-II 17
1
1
..........TEST.IIITI1:SX.. rr....IIIIl'ESTIIIII...IIIIIEEEy; IiMOISTt.lRE .....DENSi;iiy ...COMl!. ..........som........
I....... DATE .....Noi.....IuQCXWIQNIt..............................((tJ.......i............f%) ........................((i!~l} ............I.(~):........................~~~................
1
I
1
I
1
1
1
1
1
1
1
I
1
1
I
1
TABLE II
Field Density Test Results
08/08/02 6773 Lot 30 1276.0 10.0 117.7 91 19
08/08/02 6774 Lot 31 12 no 9.3 119.4 93 19
08/08/02 6775 Lot 27 1278.0 9.5 122.8 92 23
08/08/02 6776 Lot 26 1279.0 8.7 123.6 93 23
08/08/02 6777 Lot 24 1281.0 9.5 118.6 92 19
08/08/02 6778 Lot 23 1283.0 8.9 117.3 91 19
08/09/02 6779 Lot 68 1285.0 9.6 118.0 90 20
08/09/02 6780 Lot 64 1286.0 10.4 119.7 91 20
08/09/02 6781 Lot 39 1285.0 8.2 117.8 90 20
08/09/02 6782 Lot 35 1283.0 13.1 117.4 91. 17
08/09/02 6783 Lot 34 1280.0 8.8 120.6 92 20
08/09/02 6786 Lot 23 1285.0 12.6 117.0 91 17
08/09/02 6787 Lot 24 1283.0 13.2 115.7 93 24
08/09/02 6788 Lot 26 1281.0 14.6 114.1 92 24
08/09/02 6789 Lot 28 1279.0 8.3 118.7 91 20
08/09/02 6790 Lot 30 1278.0 8.8 120.1 92 20
08/12/02 6791 Lot 31 1279.0 8.9 116.1 90 19
08/12/02 6792 Lot 33 1280.0 9.5 118.2 92 19
08/12/02 6793 Lot 35 1283.0 9.5 125.4 94 23
08/12/02 6794 Lot 36 1285.0 8.3 123.7 93 23
08/12/02 6795 Lot 38 1287.0 9.4 121.2 91 23
08/12/02 6798 Lot 67 1286.0 9.4 120.7 92 20
08/12/02 6799 Lot 65 1288.0 8.5 118.1 90 20
08/12/02 6800 Lot 68 1286.0 9.0 121.3 93 20
08/08/02 6801 Lot 54 1295.0 9.7 123.4 92 23
08/08/02 6802 Lot 54 1296.0 8.7 123.0 92 23
08/08/02 6803 Lot 53 1297.0 9.3 121.5 91 23
08/08/02 6804 Lot 52 1297.0 9.0 123.6 92 23
08/08/02 6805 Fabert Crt/Sta 21 +00 1298.0 10.2 119.9 90 23
08/09/02 6806 Lot 11 1296.0 9.7 120.5 90 23
08/09/02 6807 Lot 8 1294.0 9.2 120.9 90. 23
08/09/02 6808 Lot 9 1295.0 8.0 120.1 90. 23
08/09/02 6809 Lot 17 1294.0 8.1 121.0 90 20
08/09/02 6810 Lot 18 1294.0 6.9 116.3 89 20
08/09/02 6811 Lot 19 1294.0 6.7 117.3 87 20
08/09/02 6812 Lot 22 1283.0 7.3 115.9 86 19
08/09/02 6813 Lot 55 1298.0 10.0 118.3 91 19
08/09/02 6814 Faber! Crt/Sta 21+50 1295.0 11.9 117.4 91 23
08/09/02 6815 Lot 50 1292.0 9.1 123.1 92 23
08/09/02 6816 Lot 50 1294.0 10.4 119.7 90 19
08/09/02 6817 Lot 92 1284.0 8.1 116.7 90 19
08/09/02 6818 Lot 92 1286.0 8.5 116.8 90 19
PETRA GEOTECHNICAL, INC. OCTOBER 2002 ~
J.N.241-01 TR 23143-F TABLE-II 18
I
1
1
I
1
1
I
I
1
, 08113/02
1
1
1
1
I
I
1
I
1
08/09/02
08/10/02
08/1 0/02
08/1 0/02
08/1 0/02
08/1 0/02
08/10/02
08/12/02
08/12/02
08/12/02
08/12/02
08/12/02
08/12/02
08/12/02
08/12/02
08/12/02
08/13/02
08113/02
08/13/02
08113/02
08113/02
08113/02
08113/02
08113/02
08113/02
08113/02
08113/02
08/13/02
08113/02
08113/02
08/13/02
08/12/02
08/12/02
08/12/02
08/12/02
08/12102
08/12/02
08/13/02
08113/02
08113/02
08/13/02
6819
6820
6821
6822
6823
6824
6825
6826
6827
6828
6829
6830
6831
6832
6833
6834
6835
6836
6837
6838
6839
6840
6841
6842
6843
6844
6845
6846
6847
6848
6849
6850
6851
6852
6853
6854
6855
6856
6861
6862
6863
6864
TABLE II
Field Density Test Results
Lot 92
Lot 50
Lot 53
Lot 81
Lot 52
Lot 53
Lot 50
Lot 50
Lot 93
Lot51
Faber CrtlSta 20+85
Lot 54
Lot 53
Lot 50
Faber CrtlSta 20+45
Lot 87
Lot 55
Lot 54
Lot 53
RT No. 6837
Lot 11
Lot 51
Lot 77
Lot 89
Lot 52
Lot 50
Lot 54
Lot 51
Faber CrtlSta 20+25
RT No. 6810
RTNo.6811
RTNo.6812
Lot 30
Lot 29
Lot 27
Lot 25
Lot 22
Lot 23
Crowne Hill/Sta 74+60
Lot 37
Lot 97
Crowne Hill/Sta 70+45
1288.0
1290.0
1299.0
1299.0
1299.0
1299.0
1298.0
1298.0
1300.0
1300.0
1300.0
1302.0
1302.0
1300.0
1302.0
1304.0
1304.0
1304.0
1304.0
1306.0
1302.0
1306.0
1308.0
1308.0
1304.0
1308.0
1308.0
1304.0
1280.0
1281.0
1283.0
1284.0
1286.0
1288.0
1291.0
1287.0
1283.0
1287.0
PETRA GEOTECHNICAL, INC.
J.N.241-01
TR 23143-F
11.0
10.8
9.9
10.3
9.8
10.2
8.9
8.9
10.2
9.7
9.3
9.9
10.5
9.8
9.7
8.9
11.8
12.7
12.9
11.9
12.7
10.8
11.2
10.1
9.9
8.9
10.1
9.7
9.2
9.3
8.9
10.2
7.7
8.1
7.9
9.4
11.7
8.6
12.8
11.9
8.1
9.3
118.3
117.5
119.3
119.7
121.4
120.5
121.3
122.4
120.5
122.6
120.6
118.9
119.1
121.5
119.2
121.8
112.9
113.4
110.9
114.7
112.9
118.5
119.9
119.2
120.4
122.8
120.7
122.4
120.7
121.0
120.2
118.9
121.4
122.6
123.2
124.3
120.6
124.1
119.3
120.6
122.7
121.0
91
91
92
92*
92*
92
93
91
90*
91*
90
92
92
94
91
93
90
91
89
92
90
91
92
92
93
92
90
91
90*
92*
91
90
91
92
92
93
90
93*
92
93
92
91
19
19
19
19
20
20
20
23
23
23
23
19
19
19
20
20
24
24
24
24
24
19
19
19
19
23
23
23
23
20
20
20
23
23
23
23
23
23
17
17
23
23
&
OCTOBER 2002
TABLE-II 19
I
1 Field Density Test Results
TABLE II
I
1
1
1
1
1
1
I
1
1
I
1
1
1
I
1
08/13/02 6867 Lot 31 1280.0 9.3 120.7 90 23
08/13/02 6868 Lot 34 1281.0 8.6 121.6 91 23
08/13/02 6869 Lot 67 1288.0 10.8 118.4 90 20
08/13/02 6870 Lot 66 1291.0 10.1 119.7 91 20
08/13/02 6871 Lot 64 1294.0 10.3 124.2 93 23
08/13/02 6872 Lot 70 1295.0 9.8 122.8 92 23
08/13/02 6873 Lot 65 1293.0 9.6 118.0 90' 20
08/13/02 6875 Lot 25 1286.0 6.6 115.9 88 20
08/14/02 6876 Lot 55 1308.0 11.9 112.6 90 24
08/14/02 6877 Lot 80 1308.0 13.2 113.3 91' 24
08114/02 6878' Lot 54 1308.0 12.8 113.3 91' 24
08/14/02 6879 Lot 81 1308.0 11.7 112.7 90' 24
08114/02 6880 Lot 53 1308.0 12.1 109.0 87' 24
08114/02 6881 RT No. 6880 13.4 113.1 90 24
08114/02 6882 Lot 50 1306.0 11.9 113.4 91 24
08114/02 6883 Lot 53 1310.0 9.3 121.0 90 23
08114/02 6884 Lot 88 1310.0 10.1 122.1 91 23
08/14/02 6885 Lot 55 1310.0 8.9 122.5 92 23
08/14/02 6886 Lot 54 1310.0 9.2 121.7 91 23
08114102 6887 Lot 52 1310.0 9.9 117.1 90 19
08114/02 6888 Lot 54 1310.0 10.3 119.0 92 19
08/15/02 6889 Lot 89 1307.0 11.2 117.0 90 19
08115/02 6890 Lot 88 1308.0 10.1 119.7 92 19
08115/02 6891 Lot 77 1309.0 12.8 113.2 91 24
08115/02 6892 Lot 50 1308.0 13.1 113.9 91 24
08115/02 6893 Lot 90 1309.0 11.9 109.1 88 24
08115102 6894 RTNo.6893 11.7 114.8 92 24
08115102 6895 Lot 30 1280.0 11.9 116.0 90 17
08/13/02 6902 RT No. 6875 10.6 119.7 91 20
08/15102 6897 Lot 71 1286.0 11.2 117.6 91 17
08114/02 6903 Lot 55 1308.0 10.6 117.9 91 17
08114/02 6904 Lot 57 1307.0 9.7 118.6 92 17
08114/02 6905 Lot 58 1305.0 13.5 120.4 93' 17
08/14/02 6906 Lot 60 1304.0 11.8 119.0 92' 17
08114/02 6907 Lot 61 1302.0 11.1 117.7 91 17
08114/02 6908 Lot 62 1301.0 12.2 116.3 90 17
08114/02 6909 Lot 63 1297.0 10.3 119.0 92 17
08/14/02 6910 Lot 65 1295.0 9.1 116.9 91 17
08/14/02 6911 Lot 56 1309.0 9.6 119.3 92 17
08/14/02 6912 Lot 57 1308.0 12.6 118.1 92 17
08/14/02 6913 Lot 59 1307.0 13.7 114.4 92 24
08114/02 6914 Lot 61 1305.0 13.0 116.1 93 24 r,\
PETRA GEOTECHNICAL, INC. OCTOBER 2002 '()
J.N.241-01 TR 23143-F TABLE-II 20
I
I
1 )J;:m ...................m~l:??.?<<......rnESm<i.........?...?.???ELEVi .........Molsmt.l1tEl .PENsl'rY ..COMP;.???i$QQiii<
.n~WE ..................NQ.;...... ................................ii~A\~li~ .....t......((()...... .............I,jj .............................................(p~n ............................(~) ........................XYpE
1
I
I
1
1
1
1
I
I
I
I
I
I
1
I
1
08/14/02
08/14/02
08/14/02
08/14/02
08/14/02
08/14/02
08/14/02
08/15/02
08/15/02
08/15/02
08/15/02
08/15/02
08/15/02
08/15/02
08/15/02
08/15/02
08/16/02
08/16/02
08/16/02
08/16102
08/16/02
08/16/02
08/16/02
08/16/02
08/16/02
08/16/02
08/16/02
08/16/02
08/16/02
08/16/02
08/16/02
08/16/02
08/16/02
08/16/02
08/16/02
08/19/02
08/19/02
08/19/02
08/19/02
08/19/02
08/20/02
08/20/02
TABLE II
Field Density Test Results
6915
6916
6917
6918
6919
6920
6921
6922
6923
6926
6927
6928
6929
6930
6931
6932
6936
6937
6938
6939
6940
6941
6942
6943
6945
6947
6948
6949
6950
6951
6952
6953
6954
6955
6956
7001
7002
7003
7005
7008
7019
7020
Lot 63
Lot 64
Lot 63
Lot 65
Lot 68
Lot 65
Lot 63
Lot 38
Lot 97
Lot 49
Lot 39
Lot 40
Topeka Wy/Sta 10+75
Lot 97
Lot 22
Lot 97
Lot 42
Lot41
Lot 42
Lot 43
Lot 40
Lot 98
Lot 37
Lot 49
Faber CrtlSta 12+00
Lot 41
Lot 43
Lot 42
Lot 44
Lot 59
Lot 57
Lot 58
Lot 56
Lot 50
Lot 50
Crowne Hill/Sta 73+60
Lot 97
Lot 97
Crowne Hill/Sta 71+25
Crowne Hill/Sta 75+05
Lot 98
Lot 98
PETRA GEOTECHNICAL, INC.
J.N.241-01
1298.0 12.8 115.7 93 24
1296.0 12.6 112.2 90 24
1300.0 13.3 113.9 91 24
1297.0 13.5 115.1 92 24
1287.0 12.7 118.4 92 17
1298.0 9.7 119.9 92 20
1302.0 10.4 121.0 92 20
1289.0 9.4 120.5 90 23
1288.0 8.6 122.9 92 23
1308.0 8.1 119.1 91 20
1292.0 9.2 118.3 90 20
1294.0 9.2 117.7 91 19
1296.0 10.1 116.6 90 19
1298.0 8.7 118.6 91 19
1293.0 10.6 120.0 92 20
1290.0 8.7 118.2 92 19
1297.0 9.3 118.1 92 19
1299.0 9.9 116.9 91 19
1298.0 10.4 122.3 92 23
1301.0 10.1 121.1 91 23
1300.0 11.9 117.7 91 19
1308.0 10.6 118.9 92 19
1300.0 12.4 114.7 92 24
1310.0 12.5 115.5 93 24
1290.0 14.1 115.0 92 24
1303.0 14.7 113.8 91 24
1305.0 9.2 123.6 93 23
1304.0 10.1 122.1 91 23
1307.0 9.7 122.7 92 23
1309.0 9.9 114.8 90 7
1309.0 9.7 117.5 92 7
1309.0 10.0 116.0 91 7
1310.0 9.6 116.8 92 7
1308.0 10.3 115.9 91 7
1310.0 11.7 113.0 91 24
1296.0 10.6 121.6 91 23
1296.0 11.3 123.0 92 23
1291.0 10.5 124.8 93 23
1291.0 9.9 121.4 91 23
1298.0 9.6 121.9 91 23
1314.0 11.3 117.3 91 19
1318.0 10.5 118.9 92 19
OCTOBER 2002 ~
TR 23143-F TABLE-II 21
I
I
I
1
1
1
1
1
1
1
1
1
1
1
1
I
1
I
1
TABLE II
Field Density Test Results
.....)TEST ...\...) TEST ......i................i.ii........................TEST................. .I)))ELEV; .....MQlST'l.JRiE ...DENstltiY ..coNi:t6..S0ID(
.......DATEN(); .....................................ii~A:~iii ..............................................(rt) .........................~%j ........................................(~~n ................................~%l...............E..............
08/20/02
08/20/02
08/20/02
08/20/02
08/22/02
08/22/02
08/22/02
08/22/02
08/22/02
08/23/02
08/23/02
08/23/02
08/23/02
08/23/02
08/23/02
08/23/02
08/23/02
08/23/02
b8/23/02
'08123/02
08/23/02
08/23/02
08/23/02
08/24/02
08/24/02
08/24/02
08/24/02
08/24/02
08/24/02
08/24/02
08/24/02
08/24/02
08/24/02
08/24/02
08/26/02
08/26/02
08/26/02
08/26/02
08/26/02
08/26/02
08/26/02
08/29/02
7051
7052
7053
7054
7111
7112
7113
7114
7115
7151
7152
7153
7154
7155
7156
7157
7158
7159
7160
7161
7162
7163
7164
7176
7177
7178
7179
7180
7181
7182
7183
7184
7185
7186
7191
7192
7193
7194
7195
7196
7197
7301
Lot 97
RTNo.7051
Lot 98
RT No. 7053
Lot 11
Lot 11
Lot 10
Lot 10
Lot 10
Lot 50
Lot51
Lot 52
Lot 53
Lot 54
Lot 55
Lot 91 finish slope
Lot 89 finish slope
Lot 82 finish slope
Lot 80 finish slope
Lot 77 finish slope
Lot 72 finish slope
Lot 70 finish slope
Lot 68 finish slope
Lot 49
Lot 56
Lot 57
Lot 58
Lot 59
Lot 60
Lot 61
Lot 62
Lot 63
Lot 64
Lot 65
TR 26941/Lot 10
TR 26941/Lot 10
TR 26941/Lot 10
TR 26941/Lot 10
TR 26941/Lot 10
TR 26941/Lot 10
TR 26941/Lot 10
TR 26941/Lot 10 slope
PETRA GEOTECHNICAL, INC.
J.N.241-01
1299.0 7.7 113.9 88 19
6.9 118.2 92 19
1310.0 8.6 114.3 89 19
9.1 119.1 92 19
1292.0 7.7 121.9 91 22
1294.0 7.9 125.3 93 22
1293.0 8.1 124.1 92 22
1295.0 7.3 122.6 91 22
1297.0 7.1 123.7 92 22
FG 11.3 114.2 92 24
FG 10.8 114.0 92 24
FG 12.0 116.6 94 24
FG 8.5 116.8 90 19
FG 9.0 117.5 91 19
FG 8.3 116.3 90 19
1293.0 8.8 117.1 91 19
1304.0 8.2 123.2 93 21
1308.0 10.9 113.7 91 24
1300.0 11.3 114.1 92 24
1310.0 8.0 122.9 93 21
1300.0 9.8 121.2 92 20
1302.0 9.4 120.7 92 20
1298.0 10.0 120.8 92 20
FG 7.9 117.6 91 19
FG 7.6 118.0 91 19
FG 6.8 124.3 92 22
FG 6.8 122.0 91 22
FG 7.6 121.3 90 22
FG 6.2 120.4 92 20
FG 8.4 118.2 90 20
FG 8.2 117.7 91 19
FG 8.0 118.6 91 20
FG 9.3 119.8 91 20
FG 8.1 119.0 91 20
1267.0 9.1 120.8 92 20
1269.0 10.3 121.7 90 22
1271.0 9.7 121.1 92 20
1273.0 8.2 118.8 91 20
1275.0 10.0 120.7 92 20
1277.0 9.6 118.2 90 20
1279.0 10.2 119.5 91 20
1188.0 9.7 123.4 97 23
OCTOBER 2002 ~
TR 23143-F TABLE-II 22
1
I
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
08/29/02
08/30/02
08/30/02
08/30102
08/30/02
08/30/02
08/30/02
08/30/02
08/30/02
08/30/02
08/30/02
08/30/02
08/30/02
08/30102
08/30/02
08/30/02
08/30/02
08/30/02
08/30/02
08/30/02
08/30/02
09/04/02
09/04/02
09/05/02
09/05/02
09/05/02
09/05/02
09/05102
09/05/02
09/05102
09/05/02
09105/02
09/05102
09/05/02
09/05/02
09/05/02
09/05/02
09/05/02
09/05/02
09/1 0/02
09/1 0/02
09/20/02
7302
7306
7307
7308
7309
7310
7311
7312
7313
7314
7315
7316
7317
7318
7319
7320
7321
7322
7323
7324
7325
7335
7336
7342
7343
7344
7345
7346
7347
7348
7349
7350
7401
7402
7403
7404
7405
7406
7407
7455
7456
7605
TABLE II
Field Density Test Results
TR 269411L0t 10 slope
Lot 92
Lot 91
Lot 90
Lot 89
Lot 88
Lot 87
Lot 86
Lot 85
Lot 84
Lot 83
Lot 82
Lot 81
Lot I
Lot 2
Lot 3
Lot 4
Lot 5
Lot 6
Lot 7
Lot II
Lot 45
Lot 45
Lot 5
Lot 8
Lot 9
Lot 10
Lot 17
Lot 81
Lot91
Lot 20
Lot21
Lot 22
Lot 23
Lot 24
Lot 25
Lot 26
Lot 72
Lol28
Lot 30
Lot 29
Lot 7 slope
1290.0 10.2 121.5 91 23
FG 9.8 118.6 91 19
FG 10.7 119.6 92 19
FG 10.2 118.4 91 19
FG 11.3 119.8 92 19
FG 9.4 123.2 92 23
FG 9.9 123.4 92 23
FG 10.2 125.0 93 23
FG 9.5 124.1 92 23
FG 109.1 123.9 92 23
FG 11.4 118.3 91 19
FG 10.7 119.6 92 19
FG 9.9 119.0 92 19
FG 11.9 113.0 90 24
FG 12.8 113.7 91 24
FG 12.1 113.2 90 24
FG 11.6 114.7 92 24
FG 10.8 l18.! 91 19
FG 9.9 120.8 93 19
FG 11.5 117.2 90 19
FG 9.7 124.2 93 23
1308.0 10.3 118.3 90 20
1310.0 9.9 119.0 91 20
FG 7.3 118.1 92 19
FG 6.9 117.5 91 19
FG 7.7 118.3 90 20
FG 9.1 118.0 90 4
FG 7.3 118.7 91 20
FG 7.0 120.3 91 21
FG 6.0 123.7 92 22
FG 7.1 119.3 91 20
FG 6.3 122.9 91 22
FG 7.! 118.0 90 20
FG 8.3 115.3 90 8
FG 7.7 119.3 91 20
FG 7.9 116.3 90 19
FG 8.3 117.0 91 19
FG 6.1 123.0 91 22
FG 6.5 125.1 93 22
FG 8.0 118.1 90 20
FG 7.6 117.3 91 19
1294.0 6.5 119.1 91 20
OCTOBER 2002 (p
TR 23143-F TABLE-II 23
PETRA GEOTECHNICAL, INC.
J.N.241-01
I
1
1 m.WEsm.. ...............XEST. .......mmm11mWEsj;m....... ............. i.............................. EEEM:...... .....~Q~tII..!!.!!1N$~'1\.Y ....C()~;................$Qp;jii
.....D^XE!~~: ............................................EicA:.Tf()N(ft) ......m......m..mI (%) mmI1m.(p~l.l ..............................(m!} ..m1m...~E1.......
1
I
1
1
1
1
1
1
1
1
1
1
1
1
I
1
09/20/02
09/20/02
09/20/02
09/20/02
09/20/02
09/20/02
09/20/02
09/20/02
09/20102
09/20102
09/20/02
09/20/02
09/20102
09/20/02
09/20/02
09/20/02
09/20/02
09/20102
09120102
09/20/02
7606
7607
7651
7652
7653
7654
7655
7656
7657
7658
7659
7660
7661
7662
7663
7664
7665
7666
7667
7668
TABLE II
Field Density Test Results
Lot 6 slope
Lot 5 slope
Lot 96
Lot 45
Lot 43
Lot 42
Lot 41
Lot 40
Lot 39
Lot 38
Lot 37
Lot 63
Lot 35
Lot 34
Lot 33
Lot 32
Lot 31
Lot 67
Lot 68
Lot 96
1293.0 7.5 118.1 92 19
1323.0 7.1 121.9 91 12
FG 7.2 121.0 91 21
FG 8.1 117.1 91 17
FG 6.9 116.3 90 19
FG 7.7 116.9 91 19
FG 6.1 118.0 90 20
FG 8.3 117.0 91 17
FG 9.1 113.5 92 15
FG 6.0 121.0 91 12
FG 8.0 117.5 91 19
FG 7.1 120.3 90 12
FG 7.5 118.0 91 19
FG 9.0 113.1 91 15
FG 7.7 117.7 91 19
FG 8.3 116.9 91 19
FG 6.5 122.7 92 12
FG 7.7 118.1 92 19
FG 6.1 122.5 92 12
FG 6.5 121.9 91 12
PETRA GEOTECHNICAL, INC.
J.N.241-01
TR 23143-F
OCTOBER 2002
TABLE-II 24
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II
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REFERENCES
Blake, T.F., 1998/1999, "UBCSEIS" Version 1.03, A Computer Program for the Estimation of Uniform Building Code
Coefficients Using 3-D Fault Sources.
International Conference of Building Officials, 1997, "Uniform Building Code," Volume 2, Structural Engineering
Design Provisions, dated April 1997.
Earth Research Associates, Inc., 1987, Evaluation of Faulting and Liquefaction Potential, Portion of W olf 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 Southern 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;[or Riclunond American Homes, LN. 444-98, dated September 7, 1999.
, 200 I a, Geotechnical Investigation of Tracts 23142 and 26941 and Preliminary Sewage-Disposal Feasibility
Evaluation of Crowne Hill Estate Lots, . Tract 26941, City of Ternecula, Riverside County, California,
J.N. 24101, dated June 4, 2001.
, 2001b, 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, J.N. 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;[or 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 ofTemecula, Riverside County, California, J.N. 241-01, 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.
I.N. 241-01
OCTOBER 2002
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REFERENCES (Continued)
,2002d, Geotechnical Report of Rough Grading, Lots I through 105 and Slope Lot 106, Tract 23143-8, City
of Ternecula, 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 Ternecula, 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 Ternecula,
Riverside County, California, J.N. 241-01, dated July 15, 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.
, 2002h, Geotechnical Report of Rough Grading, Lots I through 71, Open Space Lots 73 through 77 and Park
Site "B" (Lot 78), Tract 23143-10, City of Ternecula, Riverside County, California, J.N. 241-01, dated
October 8, 2002.
PETRA GEOTECHNICAL, INC
J.N. 241-01
OCTOBER 2002
(;3