HomeMy WebLinkAboutGeotechRoughGrading(Sept.13,2002)
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_PETRA
OFFICES THROUGHOUT SOUTHERN CALIFORNIA
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September 13, 2002
J.N.241-01
PACIFIC CENTURY HOMES
40925 County Center Drive, Suite 110
Temecula, California 92591
Attention: Mr. Dave Parker
Subject: Geotechnical Report of Rough Grading, Park A (Lot 104),
Tract 23143-F, City of Temecula, Riverside County, California
This report provides a summary of the observation and testing services provided by
Petra Geoteclmical, Inc. (Petra) during rough-grading operations for Park A (Lot 104)
within Tract 23143-F located in the City of Temecula, California. Park A is located
on the northeastern margin of the Crowne Hill Development. Conclusions and
recommendations pertaining to the suitability of the grading for the proposed park are
provided herein, as well as foundation design-recommendations based on the as-graded
soil conditions.
The purpose ofthis phase ofrough grading was to develop a relatively level park site
and to prepare the park site for the construction of the proposed facilities and
sidewalks. The proposed park facilities will consist of a parking lot, tot lots,
restrooms, open space and sidewalks. Grading was performed from July through
September 2002.
REGULATORY COMPLIANCE
The removal and recompaction oflow-density surface soils, processing of the exposed
bottom surfaces and placement of compacted fill under the purview of this report have
been completed under the observation of and with selective testing by Petra.
Earthwork and grading were performed in accordance with Petra's recommendations
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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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PACIFIC CENTURY HOMES
TR 23143-F Park AlTemecula
September 13,2002
J.N.241-01
Page 2
presented in our geotechnical investigation reports (see References) and in accordance
with the Grading Code of the City of Temecula, California.
The completed earthwork has been reviewed and is considered adequate for the
construction now planned. Because of the limited removal of the alluvium in the
southern portion of Lot 104, this area is deemed to be a "Restricted-Use" area. As
such, it is suitable as a landscape area because of the potential for long-term
subsidence attributed to consolidation ofthe underlying alluvium. On the basis of our
observations during rough grading and 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.
ENGINEERING GEOLOGY
General
Geologic conditions exposed during the process of grading were frequently-observed
and mapped by Petra's geologic staff.
Geologic Units
Earth materials within the site include topsoil, alluvium, and Pauba Formation
sandstone. The topsoil mantle at the site consisted of medium brown to dark brown
silty sand, sandy silt or clayey silt and was generally loose and soft.
(
Recent alluvium onsite consisted oflight brown to dark brown silty sand, clayey sand
or well-graded sands. These materials were generally dry to moist and firm (medium
dense) to stiff (dense). Quaternary Pauba Formation bedrock underlies the alluvium
at the park site and consisted of grey to yellow brown massively bedded clayey
r...
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PACIFIC CENTURY HOMES
TR 23143-F Park AlTemecula
September 13,2002
J.N.241-01
Page 3
sandstone and silty sandstone. Pauba Formation bedrock was exposed beneath the
western and eastern edges of the park site.
Groundwater
No groundwater was encountered during rough-grading operations.
Faulting
No faults were encountered during grading operations on the site.
SUMMARY OF EARTHWORK
OBSERVATIONS AND DENSITY TESTING
Clearing and Grubbing
Prior to grading, all weeds, grasses, brush and shrubs were removed from the site.
Clearing operations included the removal of all trash, debris and similar unsuitable
material.
Ground Preparation
Remedial grading for Park A within the non-structural landscape areas involved
removal of low-density topsoils and alluvium to a maximum depth of 10 feet below
the original ground surface.
Remedial grading beneath the parking-lot area of the park site, the restroom area and
structural areas within Park A were accomplished to maximum depths of
approximately 10 feet below the original ground surface. The base of the
overexcavations in these areas exposed Pauba Formation bedrock or dense alluvial
soils.
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PACIFIC CENTURY HOMES
TR 23143-F Park AlTemecula
September 13, 2002
J.N.241-01
Page 4
Fill Slopes
Fill slopes adjacent Pauba Road, Lot 10 (Tract 26941) and the drainage embankment
located on the north, east and south perimeter were constructed at a 2: 1
(horizontal:vertical [h:v)) slope ratio to a maximum height of 20 feet. The south-
facing descending fill slope, which forms the southern limit of Lot 104, was
constructed to a maximum height of20 feet at a slope ration of3:1 (h:v). This slope
transitions to a 2: 1 (h:v) slope ration in the vicinity ofYia del Monte along the eastern
project boundary where it attains a maximum height of approximately 10 feet.
Cut Slopes
Cut slopes were constructed along the western and eastern boundaries of the park site
at a 2:1 (h:v) slope ratio attaining a maximum height of 15 feet.
Fill Placement and Testing
Fill materials placed on the park site consisted of onsite-derived soils. All fills were
placed in lifts restricted to approximately 6 to 8 inches in maximum thickness, watered
or air-dried as necessary to achieve a moisture content equal to or slightly above or
under optimum moisture content. Fill materials were then compacted in-place to
a minimum relative compaction of90 percent in by wheel-rolling with an 824 rubber-
tired dozer, 5x5 sheepsfoot or loaded scrapers. The approximate location of the
structural fill soils is shown on the accompanying geotechnical map (Plate 2). The
maximum vertical depth of compacted fill placed within the park site as result of the
grading is approximately 30 feet. In cut areas, the upper 1 foot was scarified, air-dried
to an acceptable moisture content and then recompacted in-place to achieve at least 90
percent relati ve compaction.
Field density and moisture content tests were performed in accordance with nuclear-
gauge test methods (ASTM Test Methods D2922 and D3017) and the sandcone
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PACIFIC CENTURY HOMES
TR 23143-F Park AlTemecula
September 13, 2002
J.N.241-01
Page 5
method (ASTM Test Method D1556). Test results are presented on the attached
Table I and approximate field density-test locations are shown on the enclosed grading
plans (plates I and 2).
Field density tests were taken at vertical intervals of approximately 1 to 2 feet. The
compacted fills were tested at the time of placement to verify that the specified
moisture content and minimum-required relative compaction of90 percent had been
achieved. At least one in-place density test was taken for each 1,000 cubic yards of fill
placed and/or for each 2 feet in vertical height of compacted fill. The actual number
of tests taken per day varied with the project conditions, such as the number of
earthmovers (scrapers) and availability of support equipment.
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 and are summarized
in Appendix A. One-point checks were performed to supplement visual classification.
LABORATORY TESTING
Maximum Dry Density
Maximum dry density and optimum moisture content for each change in soil type were
determined in Petra's laboratory in accordance with Test Method ASTM D1557.
Applicable test results are presented in the attached Table 1.
Expansion Index Tests
An expansion index test was performed on a representative sample of soil existing at
or near finish-pad grade within the park. The test was performed in general accordance
with ASTM Test Method D4829. Soils were found to have a LOW expansion
potential. The test result is presented in Appendix A.
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PACIFIC CENTURY HOMES
TR 23143-F Park AlTemecula
September 13,2002
J.N.241-01
Page 6
Soluble Sulfate Analyses
A water-soluble sulfate content was determined for a representative sample of soil
existing at or near pad grade within the park site in general accordance with California
Test Method No. 417. The test result indicated a NEGLIGIBLE sulfate content of less
than 0.1 percent and is presented in Appendix A.
FOUNDATION-DESIGN RECOMMENDATIONS
Allowable-Bearinl! Capacities
An allowable-bearing value of 1 ,500 pounds per square foot (pst), including both dead
and live loads, may be used for 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 of2,500 psf. Recommended allowable-bearing values include both dead and
live loads and may be increased by one-third for short-duration wind and seismic
forces.
Lateral Resistance
A passive earth pressure of 250 pounds per square foot per foot of depth may be used
to determine lateral-bearing resistance for footings. In addition, a coefficient of
friction of 0.35 times the dead-load forces may be used between concrete and the
compacted-fill 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 or
seismic forces. The above values are based on footings placed directly against
compacted fill or competent bedrock materials. In the case where footing sides are
formed, all backfill placed against footings should be compacted to a minimum of90
percent of maximum dry density.
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PACIFIC CENTURY HOMES
TR 23143-F Park AlTemecula
September 13, 2002
J.N.241-01
Page 7
Footing Observations
All building-footing trenches for the proposed structures should be founded into
compacted fill materials and be observed by the project geotechnical consultant to
verilY that they have been excavated into competent bearing soils prior to placement
of forms, reinforcement or concrete. All loose, sloughed or moisture-softened soil
should be removed prior to concrete placement. Excavated materials from utility and
footing excavations should not be placed in slab-an-ground areas unless properly
compacted and tested.
Cement Type
Results of the laboratory tests performed in accordance with California Test Method
No. 417 indicate onsite soils contain water-soluble sulfate contents of less than 0.1
percent. Therefore, according to 1997 Uniform Building Code (UBC) Table 19-A-3,
a negligible exposure to sulfate can be expected and the use of Type I or II Portland
cement concrete placed in contact with the onsite soils is satisfactory.
Expansive Soil Considerations
Results of a laboratory test performed on a representative sample of the onsite soils
indicate that the foundation soils existing within the subject sight exhibit an expansion
potential of LOW as classified in accordance with 1997 UBC Table 18-I-B. Based on
these soil conditions, it is recommended that footings and floors be sized 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.
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PACIFIC CENTURY HOMES
TR 23143-F Park AlTemecula
September 13, 2002
J.N.241-01
Page 8
Low Expansion Potential (Expansion Index of 21 to 50)
. The following recommendations pertain to as-graded building sites 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-an-ground
foundations resting on soils with an expansion index greater than 20 require special
design considerations in accordance with 1997 UBC Chapter 18, Division ill (Sections
1815 or 1816) or an engineered design based on geotechnical recommendation as
approved by the building official. 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. Petra recommends using an
assumed effective plasticity index of5 as defined in 1997 UBC Section 1815.4.2.
The design and construction recommendations that follow may be considered for
minimizing the effects of slightly (LOW) expansive soils. These recommendations
have been based on the previous experience of Petra on projects with similar soil
conditions rather than the design criteria detailed in 1996 UBC Section 1815.
Although construction performed in accordance with these recommendations has been
found to minimize post-construction movement and/or cracking, they generally do not
positively mitigate all potential effects of expansive soil action. The owner, architect,
design civil engineer, structural engineer and contractors must be made aware of the
expansive-soil conditions which exist at the site. Furthermore, it is recommended that
additional slab thicknesses, footing sizes and/or reinforcement more stringent than
recommended below be provided as required or specified by the project architect or
structural engineer.
. Footings
- Exterior continuous footings may be founded at the minimum depths indicated
in 1997 UBC Table 18-I-C (i.e., 12-inch minimum depth for one-story). Interior
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PACIFIC CENTURY HOMES
TR 23143-F Park AlTemecula
September 13, 2002
IN. 241-01
Page 9
continuous footings for one-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 for one-story buildings 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 botlom-
third of the footings.
. Floor Slabs
Unless a more stringent design is recommended by the architect or the structural
engineer, we recommend a minimum slab thickness of 4 inches and reinforcing
consisting of either 6-inch by 6-inch, No.6 by No.6 welded-wire mesh (6x6-
W2.9xW2.9) 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.
- Moisture sensitive 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.
- Prior to placing concrete, the sub grade soils below all 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.
Retaining Walls
Footing Embedments
The base of retaining-wall footings constructed on level ground may be founded at a
minimum depth of 12 inches below the lowest adjacent final grade. Where retaining
walls are proposed on or within 15 feet from the top of any adjacent descending fill
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PACIFIC CENTURY HOMES
TR 23143-F Park AlTemecula
September 13,2002
J.N.241-01
Page 10
slope, the footings should be deepened such that a minimum horizontal clearance of
Hl3 (one-third the slope height) is maintained between the outside bottom edges of the
footings and the face of the slope but need not exceed 12 feel. This horizontal
structural setback may be reduced to 10 feet where footings are constructed near the
tops of descending cut slopes.
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 of35 pounds per
cubic foot (pet) is tentatively recommended for design of cantilevered walls retaining
a level backfill. Where the wall backfill slopes upward at 2: 1 (h:v), the above value
should be increased to 53 pcf.
For walls that are restrained at the top, at-rest earth pressures of 53 and 78 pcf
(equivalent fluid pressures) should be used for walls supporting a level backfill and
ascending 2: 1 (h:v) backfill, respectively.
The above active and at-rest lateral earth pressures are based on a well-drained
backfill. All walls should also be designed to support any adjacent structural surcharge
loads imposed by other nearby walls or footings in addition to the above active and at-
rest earth pressures.
Drainage and Moisture Proofing
All retaining walls should be provided with perforated pipe-and-gravel sub drains to
prevent entrapment of water in the backfill. Perforated pipe should consist of 4-inch
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PACIFIC CENTURY HOMES
TR 23143-F Park AlTemecula
September 13,2002
J.N.241-01
Page 11
minimum diameter PVC Schedule 40 or ABS SDR-35, with the perforations laid
down. The pipe should be embedded in 1.5 cubic feet per foot of 0.75- or 1.5-inch
open-graded gravel wrapped in filter fabric. Filter fabric may consist of Mirafi 140N
or equal. The gravel should be at least I-foot wide and extend to a minimum height
of 1.5 feet above the footing. A solid outlet pipe should be connected to the perforated
pipe and then routed to a suitable area for discharge of accumulated water. These
portions of the walls supporting backfill should also be coated with an approved
waterproofing compound or covered with such material to inhibit infiltration of
moisture through the walls.
Wall Backfill
All 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 of 90 percent. Flooding or jelling should not be
permitted. Probing and testing should be performed by the geotechnical consultant or
his representative to verify the relative compaction of wall backfill.
Temporary Excavations
To accommodate retaining-wall construction, temporary slopes may be cut vertical,
provided the vertical cut does not exceed a height of 5 feet. Where the vertical cut
exceeds this height, the upper portions above a height of 5 feet should be cut-back at
a maximum gradient of 1: 1 (horizontal:vertical) for the duration of construction.
Temporary slopes constructed at the above configurations are expected to remain
stable during construction of retaining walls; however, all temporary excavations
should be observed by the geotechnical consultant for any evidence of potential
instability. Depending on the results of these observations, flatter slopes may be
necessary.
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PACIFIC CENTURY HOMES
TR 23143-F Park AlTemecula
September 13, 2002
J.N.241-01
Page 12
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 cut or fill 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 garden walls proposing
pier and grade-beam footings should be reviewed by the project geotechnical
consultant prior to construction.
Construction on Level Ground
Where masonry walls are proposed on level ground and at least 7 feet from the tops
of descending slopes, the footings for these walls may be founded at a minimum depth
of 12 inches below the lowest adjacent final grade. These footings should also be
reinforced with a minimum of two No.4 bars, one top and one bottom.
Construction Joints
In order to mitigate the potential for unsightly cracking related to the effects of
differential settlement, positive separations (construction joints) should be provided
in the walls at horizontal intervals of approximately 25 feet and at each comer. The
separations should be provided in the blocks only and not extend through the footings.
The footings should be placed monolithically with continuous rebars to serve as
effective "grade beams" along the full lengths of the walls.
Pavement Design
Representative samples of the subgrade soils were obtained after completion of rough-
grading of the park site and Old Kent Road and tested for R-value in accordance with
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PACIFIC CENTURY HOMES
TR 23143-F Park AlTemecula
September 13, 2002
J.N.241-01
Page 13
the latest revisions of California Test Method No. 301. The following table presents
a summary of the laboratory R-value test results.
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R-I I Park Site "A"
A design traffic index of 5.0 was assumed for pavement-section design. The following
pavement sections have been computed in accordance with the State of California
design procedures. The asphaltic-concrete pavement design calculations are attached.
Street Type Design Traffic Index Pavement Section
R-Value
I Park "A" parking lot I 54 I 5.0 I 0.25 over 0.50 I
Note:
AC - Asphaltic Concrete (feet)
AB - Aggregate Base (feet)
Subgrade soil immediately below the aggregate base (base) should be compacted to a
minimum of95 percent relative compaction based on ASTM Test Method D1557 to
a minimum depth of 12 inches. Final subgrade compaction should be performed prior
to placing base or asphaltic concrete and after all utility-trench backfills have been
compacted and tested.
Base materials should consist of Class 2 aggregate base conforming to
Section 26-1.02B of the State of California Standard Specifications or crushed
aggregate base conforming to Section 200-2 of the Standard Specifications for Public
Works Construction (Greenbook). Base materials should be compacted to a minimum
of 95 percent relative compaction based on ASTM Test Method D 1557. The base
materials should be at or slightly below optimum moisture content when compacted.
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PACIFIC CENTURY HOMES
TR 23143-F Park AlTemecula
September 13, 2002
J.N.241-01
Page 14
Asphaltic-concrete materials and construction should conform to Section 203 of the
Greenbook.
Concrete Flatwork
Thickness and Joint Spacing
Concrete sidewalks, patio-type slabs and concrete subs labs to be covered with
decorative pavers should be at least 3.5 inches thick and provided with construction
joints or expansion joints every 6 feet or less. Concrete-driveway slabs should be at
least 4 inches thick and provided with construction joints or expansion joints every 10
feet or less.
Subgrade Preparation
As a further measure to minimize cracking of concrete flatwork, the subgrade soils
should first be moisture conditioned to achieve a moisture content that is at least equal
to or slightly greater than optimum moisture content and then compacted to a
minimum relative compaction of 90 percent. The moisture should extend to a depth
of 12 inches below subgrade and be 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. The project geotechnical consultant
should observe and verify the density and moisture content of the soils and the depth
of moisture penetration prior to placing concrete.
Drainage
Drainage from flatwork areas should be directed to local area drains and/or graded-
earth swales designed to carry runoff water to the adjacent streets or other approved
drainage structure. The concrete flalwork should also be sloped at a minimum gradient
of I percent away from building foundations, retaining walls, masonry garden walls
and slope areas.
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PACIFIC CENTURY HOMES
TR 23143-F Park AfTemecula
September 13, 2002
IN. 241-01
Page 15
Planters
Area drains should be extended into all planters that are located within 5 feet of
building walls, foundations, retaining walls and masonry-block garden walls to
minimize excessive infiltration ofwatef into the adjacent foundation soils. The surface
ofthe ground in these areas should also be sloped at a minimum gradient of 2 percent
away from the walls and foundations. Drip-irrigation systems are also recommended
to prevent overwatering and subsequent saturation of the adjacent foundation soils.
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 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.
. Retaining-Wall Construction
- Observe all footing trenches when first excavated to verify 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.
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PACIFIC CENTURY HOMES
TR 23143-F Park AlTemecula
September 13, 2002
IN. 241-01
Page 16
- Observe and test placement of all wall backfill.
. Masonry Garden Walls
- Observe all footing trenches when first excavated to verify depth and competent
soil-bearing conditions.
- Re-observe all footing trenches following removal of any slough and/or
saturated soils and re-excavation to proper depth.
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. Exterior Concrete FIatwork
- Observe and test subgrade soils below all concrete flatwork areas to verify
adequate compaction and moisture content.
. Utility-Trench Backfill
- Observe and test placement of all utility trench backfill.
. Re-Grading
- Observe and test placement of any fill to be placed above or beyond the grades
shown on the grading plan.
This report is subject to review by the controlling authorities for this project.
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PACIFIC CENTURY HOMES
TR 23143-F Park AlTemecula
September 13, 2002
J.N.241-01
Page 17
We appreciate this opportunity to be of service. If you have any questions, please
contact this office.
Respectfully submitted,
Attachments: Table I - Field Density Test Results
References
Plates 1 and 2 - Geotechnical Maps with Density Test Location Maps
(in pocket)
Appendix A - Laboratory Test Criteria/Laboratory Test Data
Distribution: (6) Addressee
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TABLE I
FIELD DENSITY TEST RESULTS
o PETRA
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Field Density Test Results
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TABLE I
07/15/02 6063 Park Site "A"/Lot 104 1265.0 12.3
07/15/02 6064 Park Site "A"/Lot 104 1261.0 11.9
07/15/02 6065 Park Site "A"/Lot 104 1266.0 9.3
07/15/02 6066 Park Site "A"/Lot 104 1261.0 8.7
07/15/02 6067 Park Site "A"/Lot 104 1263.0 9.1
07/15/02 6068 Park Site "A"/Lot 104 1263.0 10.5
07/15/02 6069 Park Site "A"/LotI04 1265.0 10.9
07/15/02 6070 Park Site "A"/Lot 104 1268.0 9.3
07/15/02 6071 Park Site "A "/Lot 104 1268.0 9.5
07/15/02 6072 Park Site "A"/Lot 104 1266.0 9.1
07/15/02 6073 Park Site "A"/Lot 104 1268.0 10.5
07/15/02 6074 Park Site "A"/Lot 104 1269.0 8.7
07/15/02 6075 Park Site "A"/Lot 104 1269.0 9.3
07/17/02 6101 Park Site "A"/Lot 104 1268.0 13.3
07/17/02 6102 Park Site "A"/Lot 104 1269.0 11.7
07/17/02 6103 Park Site "A"/Lot 104 1270.0 9.9
07/17/02 6104 Park Site "A"/Lot 104 1266.0 9.5
07/17/02 6105 Park Site "A"/Lot 104 1267.0 10.3
07/17/02 6106 Park Site "A"/Lot 104 1268.0 9.7
07/1 7/02 6107 Park Site "A"/Lot 104 1269.0 11.5
07/17/02 6108 Park Site "A"/Lot 1 04 1269.0 12.1
07/17/02 6109 Park Site "A"/Lot 104 1265.0 9.7
07/17/02 6110 TR 26941/Lot 10 1253.0 10.9
07/17/02 6111 RTNo.6106 10.1
07/17/02 6112 Park Site "A"/Lot 104 1254.0 9.7
07/17/02 6113 Park Site "A"/Lot 104 1256.0 10.0
07/18/02 6114 Park Site "A"/Lot 1 04 1260.0 9.9
07/18/02 6115 Park Site "A"/Lot 104 1259.0 8.9
07/18/02 6116 Park Site "A"/Lot 104 1244.0 11.7
07/18/02 6117 Park Site "A"/Lot 104 1246.0 12.1
07/18/02 6118 Park Site "A"/Lot 104 1258.0 11.9
07/18/02 6Jol9 Park Site "A"/Lot 104 1261.0 9.9
07/18/02 6121 RTNo.6118 11.5
07/18/02 6122 Park Site "A"/Lot 104 1260.0 9.7
07/18/02 6125 Park Site "A"/Lot 104 1262.0 9.1
07/22/02 6126 Park Site "A"/Lot 104 1269.0 8.8
07/22/02 6127 Park Site "A"/Lot 104 1270.0 9.2
07/22/02 6128 Park Site "A"/Lot 104 1249.0 8.5
07/22/02 6129 Park Site "A"/Lot 104 1248.0 8.2
07/22/02 6130 Park Site "A"/Lot 104 1271.0 8.0
07/22/02 6131 TR 26941/Lot 10 1240.0 8.6
07/22/02 6132 TR 26941/Lot 10 1240.0 8.1
PETRA GEOTECHNICAL, INC.
J.N.241-01 TR 23143-F/Park Site "A" (Lot 104)
116.9 91 17
117.1 91 17
119.3 90 21
120.1 91 21
118.7 91 20
116.9 91 17
117.0 91 17
118.1 90 20
117.7 89 20
118.3 90 20
116.9 91* 21
119.5 90 21
117.7 89 20
113.1 91 15
117.3 91 17
118.1 90 20
119.3 91 20
116.5 90 17
119.1 89* 21
116.9 91 17
117.7 91 17
118.5 90 20
117.0 91 17
119.9 90* 21
118.3 90 20
117.9 90 20
118.7 91 20
120.3 91 21
116.9 91 17
116.3 90 17
115.5 89 17
119.7 90 21
117.0 91 17
119.9 90 21
1 I 8.3 90* 20
123.2 91 22
123.5 92 22
123.1 92 22
124.3 92 22
122.9 91 22
122.5 91 22
122.3 91 22
SEPTEMBER 2002 \'0
TABLE-I 1
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TABLE I
Field Density Test Results
......TEST..... .............~;!..................................................................~~rn;;......................... ............................)ID.................................(......~.~....t.....'i....;V................'...................................................................M..................................................0.......................................IS...........,.........."'....truRE..........)....................................................................................../.....................n..........................~...............(..~....c~.......t)..t..!E........................y...............................................c........................~..l.....m......M........\.....p............l..........................................................................."'...$..........."..0.....................~.......E...E......................
bA.~~IS.();rrrt)OI11.!MI'lPN.. .. _~' ~ ''''~_" ~'7<>t"c .........
07/22/02 6134 Park Site "A "/Lot 104
07/22/02 6135 Park Site "A"/Lot 104
07/22/02 6136 Park Site "A"/Lot 104
07/22/02 6137 Park Site "A"/Lot 104
07/22/02 6138 Park Site "A"/Lot 104
07/16/02 6151 Park Site "A"/Lot 104
07/16/02 6152 RT No. 6071
07/16/02 6153 Park Site "A"/Lot 104
07/16/02 6154 Park Site "A"/Lot 104
07/16/02 6155 RT No. 6075
07/16/02 6156 Park Site "A"/Lot 104
07/16/02 6157 Park Site "A"/Lot 104
07/16/02 6158 Park Site" A" /Lot 104
07116/02 6159 Park Site "A"/Lot 104
07116/02 6160 Park Site "A"/Lot 104
07/16/02 6161 Park Site "A"/Lot 104
07/16/02 6162 Park Site "A "/Lot 104
07/16/02 6163 Park Site "A"/Lot 104
07116/02 6164 Park Site "A"/Lot 104
07/16/02 6165 Park Site "A"/Lot 104
07/16/02 6166 Park Site "A"/LotI04
07/16/02 6167 TR 26941/Lot 10
07116/02 6168 Park Site "A"/Lot 104
07/16/02 6169 Park Site "A"/Lot 1 04
07/16/02 6170 Park Site "A"/Lot 104
07116/02 6171 Park Site "A"/Lot 104
07116/02 6172 Park Site "A"/Lot 104
07116/02 6173 Park Site "A"/Lot 104
07/16/02 6174 Park Site "A"/Lot 104
07116/02 6175 RT No. 6174
07/23/02 6176 Park Site "A"/Lot 104
07/23/02 6177 Park Site "A"/Lot 104
07/23/02 6178 Park Site "A"/Lot 104
07/23/02 6179 Park Site "A"/Lot 1 04
07/23/02 6180 Park Site "A"/Lot 104
07/23/02 6181 Park Site "A"/Lot 104
07/23/02 6182 Park Site "A"/Lot 104
07/23/02 6183 Park Site "A"/Lot 104
07/23/02 6188 Park Site "A"/Lot 104
07/23/02 6189 Park Site "A"/Lot 104
07/24/02 6194 Park Site "A"/Lot 104
07/24/02 6196 TR 26941/Lot 10
1272.0 8.0
1271.0 8.7
1255.0 9.1
1257.0 8.9
1259.0 7.5
1266.0 9.7
10.1
1267.0 8.5
]264.0 11.3
9.1
1260.0 9.7
1262.0 10.5
1264.0 11.1
1266.0 10.7
]267.0 9.3
1264.0 9.7
1266.0 10.1
1268.0 9.3
1266.0 9.9
1268.0 11.7
1269.0 9.7
1250.0 9.3
1252.0 9.5
1253.0 11.9
1254.0 12.3
1256.0 9.9
1256.0 11.7
1258.0 12.1
1258.0 9.3
9.5
1273.0 8.0
1271.0 7.8
1272. 0 8.9
1274.0 8.9
1276.0 9.2
1278.0 8.5
1256.0 8.2
1258.0 8.6
1280.0 9.1
1283.0 9.4
1285.0 8.9
1254.0 8.0
PETRA GEOTECHNICAL, INC.
J.N.241-01 TR 23143-F/Park Site "A" (Lot 104)
122.3 91 22
120.8 90 22
120.7 90 22
122.5 91 22
123.3 92 22
120.1 91 21
117.9 90 20
] 18.3 90 20
116.9 91 17
118.1 90 20
119.7 90 21
116.7 90 17
117.] 91 17
] 17.0 91 17
118.3 90 20
119.1 91* 20
118.7 91 20
118.1 90 20
120.7 91 21
117.3 91 17
118.9 91 20
118.1 90 20
120.3 91 21
116.9 91 17
117.0 91 17
121.7 92 21
117.5 91 17
116.5 90 17
117.7 89* 20
118.1 90* 20
122.9 92* 22
123.6 92* 22
119.0 91 20
120.2 92 20
119.4 91 20
119.6 91 20
124.5 93 22
122.0 91 22
118.1 90 20
118.1 90 20
119.7 91 20
123.6 92* 22
SEPTEMBER 2002 \a.
TABLE-/2
I
Field Density Test Results
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TABLE I
07/24/02 6197 TR 26941/Lot 10
07/24/02 6198 Park Site "A"/Lot 104
07/24/02 6199 Park Site "A"/Lot 104
07/24/02 6200 TR 26941/Lot 10
07/24/02 6301 Park Site "A"/Lot 104
07/24/02 6302 Park Site "A"/Lot 104
07/24/02 6303 TR 26941/Lot 10
07/24/02 6304 RT No. 6303
07/24/02 6305 Park Site "A"/Lot 104
07/24/02 6306 RT No. 6305
07/24/02 6307 Park Site "A"/Lot 104
07/24/02 6308 Park Site "A"/Lot 104
07/24/02 6309 Park Site "A"/Lot 104
07/24/02 6310 Park Site "A"/Lot 104
07/25/02 631 I TR 26941/Lot 10
07/25/02 6312 TR 26941/Lot 10
07/25/02 6313 TR 26941/Lot 10
07/25/02 6314 TR 26941/Lot 10
07/25/02 6315 Park Site "A"/LotI04
07/25/02 6316 TR 26941/Lot 10
07/25/02 6317 Park Site "A"/Lot 104
07/25/02 6318 Park Site "A"/Lot 104
07/25/02 6319 Park Site "A"/Lot 104
07/25/02 6320 Park Site "A"/Lot 104
07/25/02 6321 Park Site "A"/Lot 104
07/25/02 6322 Park Site "A"/Lot 104
07/25/02 6323 Park Site "A"/Lot 104
07/25/02 6324 Park Site "A"/Lot 104
07/25/02 6325 TR 26941/Lot 10
07/26/02 6351 Park Site "A"/Lot 104
07/26/02 6352 Park Site "A"/Lot 104
07/26/02 6353 Park Site "A"/Lot 104
07/26/02 6354 RTNo.6353
07/26/02 6356 Park Site "A"/Lot 104
07/26/02 6357 Park Site "A"/Lot 104
07/26/02 6358 Park Site "A"/Lot 104
07/29/02 6359 Park Site "A"/Lot 104
07/29/02 6360 Park Site "A"/Lot 104
07/29/02 6361 Park Site "A"/Lot 104
07/29/02 6362 Park Site "A"/Lot 104
07/29/02 6363 Park Site "A"/Lot 104
07/29/02 6364 Park Site "A"/Lot 104
1256.0 9.1
1258.0 8.7
1260.0 8.2
1262.0 9.3
1272.0 9.0
1273.0 8.8
1253.0 7.7
7.9
1271.0 7.5
7.1
1273.0 8.6
1275.0 9.5
1264.0 9.3
1266.0 9.2
1255.0 8.9
1257.0 9.3
1259.0 9.7
1259.0 8.8
1260.0 10.0
1261.0 9.8
1263.0 9.0
1268.0 8.5
1265.0 8.7
1270.0 9.2
1272.0 9.0
1267.0 7.8
1269.0 8.5
1271.0 9.5
1268.0 9.3
1271.0 9.0
1266.0 9.7
1272.0 8.5
8.8
1275.0 8.5
1276.0 9.3
1277.0 10.1
1277. 0 8.9
1280.0 9.2
1282.0 8.5
1281.0 9.0
1283.0 8.8
1285.0 8.3
PETRA GEOTECHNICAL, INC.
J.N.241-01 TR 23143-F/Park Site "A" (Lot 104)
122.5 91 22
122.4 91 22
124.8 93 22
121.5 90 22
118.2 90 20
119.1 91 20
117.3 87 22
122.7 91 22
119.8 89' 22
120.7 90' 22
122.1 91 22
120.7 90 22
122.0 91 22
123.6 92 22
123.1 92 22
122.3 91 22
120.8 90 22
121.5 90 22
117.3 90 20
118.1 90 20
120.4 92 20
122.6 91' 22
122.3 91' 22
122.9 91 22
122.5 91 22
123.2 92 22
123.7 92 22
118.7 91 20
118.7 91 20
118.8 91 20
117.3 90 20
115.4 88 20
119.3 91 20
123.0 91 22
121.8 91 22
118.6 91 20
118.4 90 20
119.1 91 20
120.0 92 20
120.5 92 20
118.5 90 20
122.6 91 22
SEPTEMBER 2002 '2P
TABLE-/3
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TABLE I
Field Density Test Results
07/29/02
07/29/02
07/29/02
07/29/02
07/29/02
07/29/02
07/29/02
07/29/02
07/29/02
07/24/02
07/24/02
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
08/20/02
08/20/02
08/20/02
08/20/02
08/20/02
08120/02
08/20/02
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
08/23/02
08/23/02
08/26/02
6367
6368
6369
6370
6371
6372
6373
6374
6375
6406
6407
6957
6958
6959
6960
6961
6962
6963
6964
6965
6966
6967
6968
6969
6970
6971
6972
6973
6974
6975
7165
7166
7167
7168
7169
7170
7171
7172
7173
7174
7]75
7]98
Park Site "A"/Lot 104
Park Site "A"/Lot 104
Park Site "A"/Lot 104
Park Site "A"/Lot 104
Park Site "A"/Lot 104
Park Site "A"/Lot 104
Park Site "A"/Lot 104
Park Site "A"/Lot 104
Park Site "A"/Lot 104
Park Site "A"/Lot 104
Park Site "A "/Lot 104
Park Site "A"/Lot 104
Park Site "A"/Lot 104
Park Site "A"/Lot 104
Park Site "A"/Lot 104
Park Site "A"/Lot 104
Park Site "A"/Lot 104 finish slope
Park Site "A"/Lot 104 finish slope
Park Site "A"/Lot 104 finish slope
Park Site "A"/Lot 104
Park Site "A"/Lot 104
TR 26941/Lot ]0
Park Site "A"/Lot 104
Park Site "A"/Lot 1 04 finish slope
TR 26941/Lot 10 finish slope
Park Site "A"/Lot 104 finish slope
Park Site "A"/Lot 104 finish slope
Park Site "A"/Lot 104 finish slope
Park Site "A"/Lot 104
Park Site "A"/Lotl04
Park Site "A"/Lot 104
Park Site "A"/Lot 104
Park Site "A"/Lot 104
Park Site "A"/LotI04
Park Site "A"/Lot 104
RTNo.7165
RT No. 7166
RT No. 7167
RTNo.7168
RTNo.7169
Park Site "A"/Lot 104
Park Site "A"/Lot 104
1274.0
1272.0
1273.0
]284.0
]286.0
]287.0
]288.0
]290.0
]288.0
1276.0
]277.0
]272.0
1274.0
] 27 6.0
]278.0
]280.0
]273.0
] 272.0
] 271.0
]267.0
1265.0
1262.0
1269.0
1264.0
1261.0
]267.0
]285.0
1280.0
1286.0
1280.0
]285.0
1283.0
1278.0
]273.0
1278.0
1282.0
1286.0
9.3
8.7
9.1
8.9
10.0
8.2
9.4
8.6
9.1
8.2
8.7
8.7
9.3
9.0
12.2
13.0
13.0
12.8
13.7
12.2
11.7
13.4
14.0
13.1
11.5
]2.0
7.6
7.8
11.7
12.0
9.2
9.0
9.S
9.6
9.3
9.7
9.S
9.6
9.8
10.1
8.4
8.1
PETRA GEOTECHNICAL, INC.
J.N.241-01 TR 23143-F/Park Site "A" (Lot 104)
122.8
118.2
119.2
119.0
119.3
122.5
121.8
123.4
122.1
121.9
123.0
121.9
122.5
123.0
113.5
113.4
110.2
109.8
109.9
J ]5.4
115.0
J 13.6
1 ]3.7
112.5
113.3
112.0
124.1
124.9
113.9
114.6
115.3
112.7
110.2
107.4
114.8
122.1
120.5
121.1
121.8
121.9
]24.0
120.6
91*
90
91
91
91
91
91
94
93
91
91
91
92
92
91
91
90
90
90
93
92
91
91
90
91
90
93
94
91
92
88
86
84
82
88
93
92
92
93
93
93
90
22
20
20
20
20
22
22
20
20
22
22
23
23
23
24
24
14
14
14
24
24
24
24
24
24
24
23
23
24
24
20
20
20
20
20
20
20
20
20
20
23
23
SEPTEMBER 2002
TABLE-/4
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TABLE I
Field Density Test Results
....-..'--'-..."""""''''--------'''''''-----'''''-'''''-
t~;1Ji~1Ji{
.iN<lIIIiI:tll::)C.A1'l<lN
.;IImiJli:V;I..~~~~gl:\~l;t1~I~~~p;. .............soIfj.................
IIIIII.tttl III It%} IttII!Bctl I($i,III~iiI
08/26/02 7199 Park Site nAn/Lot 104 1288.0 8.6 121.2 91 23
08/26/02 7200 Park Site nAn/Lot 104 1271.0 8.9 122.1 91 23
08/29/02 7243 Park Site nAn/Lot 104 FG 9.8 116.5 90 19
08/29/02 7244 Park Site nAn/Lot 104 FG 9.2 117.0 91 19
08/29/02 7245 Park Site nAn/Lot 104 FG 9.5 117.5 91 19
08/29/02 7246 Park Site nAn/Lot 104 FG 9.6 118.2 92 19
08/29/02 7247 Park Site nAn/Lot 104 FG 7.6 123.5 92 23
08/29/02 7248 Park Site nAn/Lot 104 FG 8.8 123.9 93 3
08/29/02 7249 Park Site nAn/Lot 104 FG 8.2 125.1 94 23
08/29/02 7250 Park Site nAn/Lot 104 FG 8.5 126.4 95 23
08/26/02 7253 Park Site nAn/Lot 104 1270.0 8.7 122.2 92 23
08/26/02 7254 Park Site nAn/Lot 104 ] 272.0 9.2 122.3 92 23
08/29/02 727] Park Site nAn/Lot 104 finish slope 1283.0 10.0 118.2 90 20
08/29/02 7272 Park Site nAn/Lot 104 finish slope 1285.0 10.3 118.8 91 20
08/29/02 7273 Park Site nAn/Lot 104 finish slope 1280.0 9.8 119.6 91 20
08/29/02 7274 Park Site nAn/Lot 104 finish slope 1273.0 12.2 114.7 92 24
08/29/02 7275 TR 26941 /Lot 10 1265.0 12.0 113.4 91 24
PETRA GEOTECHNICAL, INC.
J.N.241-01 TR 23143-F/Park Site "A" (Lot 104)
SEPTEMBER 2002
TABLE-IS
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REFERENCES
_ PETRA
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REFERENCES
Petra Geotechnical, Inc., 2001a, Geotechnical Investigation of Tracts 23142 and 26941 and Preliminary Sewage-
Disposal Feasibility Evaluation of Crowne Hill Estate Lots, Tract 26941, City of Temecula, Riverside County,
Catifornia, J.N. 241-0t, dated June 4,2001.
,200Ib, Geotechnical Review of Rough-Grading Plans for Tracts 23143-1, 23143-6 tluough 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 23143-1 1, 23143-F, Crowne Hill Park Site
(Tract 23145-5) and Park Site "A" (Lot 104 of Tract 23 143-F), City of Temecula, Riverside County,
California;jor Lowe Enterprises Residential Advisors, J.N. 241-01, dated December 11,2001.
, 2002, Geotechnical Recommendations for Removal Depths, Park Site A within Tract 23143-F and Park Site F
within Tract 23143-5, City of Temecula, Riverside County, California, J.N. 241-01, dated January 24, 2002.
PETRA GEOTECHNICAL, INC
J.N.241-01
SEPTEMBER 2002
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APPENDIX A
LABORATORY TEST CRITERIA
LABORATORY TEST DATA
o PETRA
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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 UBC Table 18-I-B on the basis
of the expansion index values. Test results and expansion potentials are presented on Plate A-I.
Soluble Sulfate
Chemical anatysis was performed on a selected sample of onsite soil to determine concentrations of soluble sulfate.
This test was performed in accordance with California Test Method No. 417. The test result is included on Plate A-I.
,PETRA GEOTECHNICAL, INC.
J.N. 241-01
SEPTEMBER 2002
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I
I'
I
I
LABORATORY MAXIMUM DRY DENSITY'
Medium brown Silty fine to medium SAND 8.5 129.0
2 Light brown Clayey Silty fine to coarse SAND 8.5 132.0
3 Yellowish brown Silty fine to coarse SAND 9.0 128.0
4 Olive brown Clayey Silty fine to medium SAND 9.0 130.5
5 Tan to yellow Sandy SILT 9.0 129.0
6 Tan Silty fine SAND 12.0 125.0
7 Light brown Silty fine to coarse SAND 9.5 127.0
8 Tan Silty medium to coarse SAND with trace Gravel 10.5 126.0
9 Brown Silty fine to medium SAND 10.5 128.0
EXPANSION INDEX TEST DATA
Park site
34
Low
SOLUBLE SULFATE
".~"'..."", ....,...-..;
.."'.."""""....-"-.""
1f,:;':;:y:j8ijtJ;1;;:i
'.I~1~![~:'f~~!iriij~;~:1;
Park site
0.D15
(I) PER ASTM TEST METHOD 01557
(2) PER ASTM TEST METHOD D4829
(3) PER t997 UBC TABLE 18-I-B
(4) PER CALIFORNIA TEST METHOD NO. 417
PETRA GEOTECHNICAL, INC.
J.N. 241-01
SEPTEMBER 2002
PLATE A-I
oz.'