HomeMy WebLinkAboutGeotechRoughGrading(Jul.1,2002)
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_ PETRA
OFFICES THROUGHOUT SOUTHERN CALIFORNIA
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July 1,2002
J.N.241-01
PACIFIC CENTURY HOMES
40925 County Center Drive, Suite 110
Temecula, California 92591
Attention: Mr. Dave Parker
Subject: Geotechnical Report of Rough Grading, Lots 1 through 84, 89
through 114, Slope Lots 116 through 122 and 126 and Park Site 123
(E), Tract 23143-6, City of Temecula, Riverside County, California
This report presents a summary of the observation and testing services provided by
Petra Geotechnical, Inc. (Petra) during rough-grading operations to complete the
development of Lots 1 through 84, 89 through 114, Slope Lots 116 through 122 and
126 and Park Site 123 (E) within Tract 23143-6 located in the City of Temecula,
California. Lots 85 and 86 were graded as a retention basin during this phase of
grading and Lot 123 will be developed as Park "E". Conclusions and
recommendations pertaining to the suitability of the grading for the proposed
residential construction are provided herein, as well as foundation-design
recommendations based on the as-graded soil conditions.
REGULATORY COMPLIANCE
Cuts, removals and recompaction of unsuitable low-density surface soils, lot
overexcavations and placement of compacted fill under the purview ofthis 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 ofTemecula.
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 23143-6/Temecula
July 1,2002
IN. 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-lot summary of soil conditions is
presented in the attached Table 1.
Geologic Units
A general description of the soil and bedrock materials encountered during grading in
the subject tract is provided below.
. Compacted Engineered 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.
. Compacted Artificial Fill (map symbol Afc,} -- Compacted artificial fill was
encountered beneath portions of Lots 82 through 84, 89 through 102 and Paraguay
Drive. Alluvial removals were previously accomplished to expose competent
Pauba Formation bedrock during grading operations for Tract 23143-3 with
geotechnical observation by Petra (Petra, 1999). Observation and testing are
discussed in Petra's September 1999, report of rough grading for Tract 23143-3
(see References).
During this phase of grading, alluvial removals were accomplished to Pauba
Formation bedrock directly adjacent to the previously placed compacted fill. Fills
were keyed and benched to achieve current design grades within Tract 23143-6.
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July I, 2002
IN. 241-01
Page 3
. Quaternarv Alluvium (no map svmboJ) -- Quaternary alluvial deposits were present
within the drainages and valleys throughout Tract 23143-6. 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 35 feet in thickness. Alluvial soils were completely removed in cut and fill
areas to expose competent Pauba Formation bedrock.
. Quaternary Colluvium/Topsoil Undifferentiated (no map svmbol) n 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 15 feet. These soils
were completely removed in cut and fill areas to expose competent Pauba
Formation bedrock.
. Quaternary Pauba Formation (map symbol Qps) -- Pauba Formation bedrock
underlies the entire site. The bedrock was observed to vary in color from grey
brown and orange brown to yellow brown: The bedrock units generally consist of
thickly to massively bedded sandstone, silty sandstone and sandy siltstone. Pauba
Formation sandstone was typically fine- to very coarse-grained, micaceous, poorly
indurated and locally very friable. The upper approximately 2 to 5 feet of the
bedrock was noted to be weathered and to exhibit a slight to moderate degree of
porosity. Below the weathered zone, the bedrock was typically noted to be damp
to moist and dense to very dense.
SUMMARY OF EARTHWORK
OBSERVATIONS AND DENSITY TESTING
Clearing and Grubbing
At the time of grading, a majority of the tract was covered with a light to moderate
growth of grasses and weeds. This vegetation was stripped and removed from the site
prior to the beginning of rough grading.
Ground Preparation
Surficial materials (undocumented artificial fill, topsoil, colluvium and alluvium) were
removed to expose competent Pauba Formation bedrock in cut areas and in fill areas
prior to fill placement.
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July 1, 2002
J.N.241-01
Page 4
Prior to placing fill, exposed bottom surfaces in all removal areas were first observed
to confirm complete removal of surficial materials by our project geologist. Following
this observation, the exposed bottom surfaces were scarified to depths of
approximately 6 to 8 inches, watered or air-dried as necessary to achieve a moisture
content equal to or slightly above optimum moisture content and then recompacted in-
place to a minimum relative compaction of90 percent.
Lot Overexcavations
To mitigate distrcss to residential structures related to the potential adverse effects of
excessive differential settlement, the cut portion of cut/fill transition lots were
overexeavated 3 to 15 feet below finish grade and replaccd with compacted fill. This
lot treatment occurred on Lots 4, 9,14,18 through 23,32 through 36, 38 through 40,
45 through 48,56 through 59,71,76,77,100 through 102, 106 through 110 and 114
to depths presented in Table 1.
Fill Placement and Testing
All fill soils were placed in lifts reshicted to approximately 6 to 8 inches iil 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 Mcthod
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 68 feet on Lot 68. Where compacted fiBs are 50 feet or more, the
depth of fill below 50 feet was compacted to a minimum of 95 percent relative
compaction. Lots 60 through 63 and 66 through 69 are underlain by fiBs of 50 feet or
more.
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July I, 2002
J.N.241-01
Page 5
Field density and moisture content tests were performed in accordance with nuclear-
gauge test methods ASTM Test Methods D2922 and D3017, respectively. Occasional
field density tests were also performed in aceordance with the sandcone method
(ASTM Test Method DI556). Field density test results are presented on the attached
Table II and approximate test locations are shown on the enclosed Geotechnical Map
with Density Test Locations (Plates 1 through 6).
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
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 compaeted fill. The actual number
of tests taken per day varied with the project conditions, sueh as the number of
earthmovers (scrapers) and availability of SUPP0l1 equipment. When field density tests
produced results less than the required minimum relative compaction of 90 percent or
if the soils were found to be excessively above or below optimum moisture content,
the approximate limits of the substandard fill were established. The substandard area
was then either removed or reworked in-place.
Visual classification of earth materials in the field was the basis for detem1ining 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 eonstructed at a 2:1 (horizontal:vertical [h:v]) slope ratio to a
maximum height of approximately 42 feet within Tract 23143-6. The fill slopes are
considered grossly and surfieially stable to the heights and inclinations at which they
are constructed.
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July 1,2002
IN. 241-01
Page 6
Cut Slopes
Cut slopes were constructed at a 2: 1 (h:v) slope ratio to a maximum height of
approximately 4 feet within Tract 23143-6. The cut slopes are considered grossly and
surficially stable to the heights and inclinations at which they are constructed.
Stabilization Fills
Where highly erodible, fiiable sands were exposed on design cut slopes, replacement
stabilization fills were constructed. This situation occurred for the slopes located at
the rear of Lots 74 and 75. A keyway (20 feet wide) was excavated to a minimum
depth of 2 feet below toe grade, tilted-back into slope at a minimum gradient of 2
percent. Due to the very granular nature of the backcut and the bedrock exposed in the
keyway, no intemal backdrains were installed.
LABORATORY TESTING
Maximum Dry Density
Maximum dry density and optimum moisture content for each change in soil type
observed during grading were determined in our laboratory in accordance with ASTM
Test Method 01557. 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.
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July 1, 2002
J.N.241-01
Page 7
Atterber!: Limits
Atterberg limits were determined for selected soil samples per ASTM Test Method
D4318. Test results are presented in Appendix A.
Soluble Sulfate Analyses
Soluble sulfate analyses were determined for representative samples of soil existing
at or near finish grade within the subject lots. These tests were performed in
aecordance with California Test Method No. 417. Test results are summarized in
Appendix A.
FOUNDA nON-DESIGN RECOMMENDA nONS
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 stmctures.
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
minimuin 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.
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July I, 2002
IN. 241-01
Page 8
Anticipated Settlement
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Based on the general settlement characteristics of the compacted fill soils, as well as
the anticipated loading, it has been estimated that the maximum total settlement of
building footings will be less than approximately 0.75 inch. Maximum differential
settlement over a horizontal distance of 30 feet is expected to be about one-half the
total settlement. The maximum anticipated differential settlement of 0.38 inch in 30
feet may be expressed as an angular distortion of 1 :960.
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Lateral Resistance
A passive earth pressure of250 psfper foot of depth to a maximum value of2,500 psf
may be used to determine lateral-bearing resistance for building footings. Where
structures such as masonry block walls and retaining walls are planned on or near
desccnding slopes, the passive earth pressure should be reduced to 150 psfper foot of
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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.
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The above values are based on footings plaeed directly against compacted fill. In the
case where footing sides are formed, all backfill against the footings should be
compacted to a minimum of90 percent of maximum dry density.
Settlement Monuments and Monitoring
At the completion of rough grading, two settlement monuments were eonstructed on
Lots 61 and 67 to monitor post-grading settlement of eompacted fill for Lots 60
through 63 and 66 through 69, where fill thicknesses are 50 feet or more. These
monuments were initially installed on June 20, 2002, and will be re-surveyed on a
regular basis at 2- and 4-week intervals. Settlement-monitoring data will be presented
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July 1, 2002
J.N.241-01
Page 9
in a supplementary report at a later date. Construction on Lots 60 through 63 and 66
through 69 within Tract 23143-6 should be temporarily delayed until data indicates
that primary settlement is complete.
Footing Observations
All footing trenches should be observed by a representative of Petra to verify that they
have been excavated into competent bearing soils and to the minimum embedments
recommended herein. The foundation excavations should be observed prior to the
placement of fonns, 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 and LOW expansion potentials as classified in accordance with 1997 Uniform
Building Code (UBC) Table 18-1-B. A lot-by-Iot breakdown for the different levels
of expansion is provided below.
. Very Low Expansion Potential - Lots I through 37, 41 through 75, 85 through 114
and Park Site 123
. Low Expansion Potential - Lots 38 through 40 and 76 through 84
Design and construetion details for the various levels of expansion potential are
provided in the following sections.
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July 1,2002
J.N.241-01
Page 10
Very Low Expansion Potential (Expansion Index 0[20 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 procedures outlined in 1997 UBC
Section 1815. Based on this soil condition, it is recommended that footings and floors
be constructed and reinforced in accordance with the following minimum criteria.
. However, additional slab thickness, footing sizes and/or reinforcement should be
provided as required by the project architect or structural engineer.
. Footings
Exterior continuous footings may be founded at the minimum depths indicated
in 1997 UBC Table 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
seeond-story decks, patio eovers and similar construetion, should be a minimum
of 24 inehes square and founded at a minimum depth of IS inches below the
lowest adjacent final grade. No special reinforcement of the pad footings will
be required.
. Floor Slabs
Living-area conerete- 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 of 24 inches on center, both ways.
All slab reinforcement should be supported on eonerete chairs or bricks to
ensure the desired placement near mid-depth.
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July 1, 2002
J.N.241-01
Page 11
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 reinforeed 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/S-inch-minimum, felt expansion-joint materials and quartered with
weakened-plane joints. A 12-inch-wide grade beam founded at the same depth
as adjacent footings should be provided across garage entrances. The grade
beam should be reinforced with a minimum of two NO.4 bars, one top and one
bottom.
Prior to placing concrete, the sub grade soils below all concrete slab-an-ground
should be prewatered to promote unifonn curing of the concrete and minimize
the development of shrinkage cracks.
Low Expansion Potential (Expansion Index of 21 to 50)
The following reeommendations pertain to as-graded lots where the foundation soils
exhibit a LOW expansion potential as classified in accordance with 1997 UBC
Table IS-I-B. The 1997 UBC specifies that slab-on-ground foundations (floor slabs)
resting on soils with an expansion index greater than 20 require special design
considerations in accordance with 1997 UBC Section 1815. The design procedures
outlined in 1997 UBC Section 1815 are based on the thickness and plastieity index of
each different soil type existing within the upper 15 feet of the building site. For final
design purposes we have calculated an effective plastieity index of 12 in accordanee
with 1997 UBC Section 1815.4.2.
The design and construction recommendations that follow are based on the above soil
conditions and may be considered for minimizing the effects of slightly (LOW)
expansive soils. These recommendations have been based on the previous experience
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July 1, 2002
J.N.241-01
Page 12
of Petra on projects with similar soil conditions. Although construction performed in
accordance with these recol1ll1lendations 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
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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 eonstruction). 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 reinforeed with two NO.4 bars, one top and one
bottom.
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Exterior pad footings intended for the support of roof overhangs, such as
second-story decks, patio covers and similar construction, should be a minimum
of 24 inches square and founded at a minimum depth of 18 inches below the
lowest adjacent final grade. The pad footings should be reinforced with No.4
bars spaced a maximum of 18 inches on centers, both ways, near the bottom-
third of the footings.
. Floor Slabs
- The project architect or structural engineer should evaluate minimum floor-slab
thickness and reinforcement in accordance with 1997 UBC Seetion 1815 based
on an effective plasticity index of 12. Unless a more stringent design is
recommended by the architect or the structural engineer, we recommend a
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
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July 1,2002
J.N.241-01
Page 13
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-ineh-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 oftwo
No.4 bars, one top and one bottom.
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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.
POST-TENSIONIW SLABS
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In lieu of the preceding reeolTImendations for conventional footings and floor slabs,
post-tensioned slabs could be used. The actual design of post-tensioned slabs is
referred to the project structural engineer who is qualified in post-tensioned slab
design, using sound engineering practiees. The post-tensioned slab-on-ground should
be designed in general eonformance with the design specification of 1997 UBC
Section 1816. Alternate designs are allowed per 1997 UBC Section 1806.2 that
addresses the effects of expansive soils when present. However, to assist the structural
engineer in his design, the following parameters are recommended.
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July 1,2002
IN. 241-01
Page 14
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Expansion Index Very Low
and Low
(0 to 50)
Assumed percent clay 30
Clay type Montmorillonite
Approximate depth of constant suction (feet) 7.0
Approximate soil suction (pF) 3.6
Approximate velocity or moisture flow (inches/month) 0.7
Thornwaitc Index -20
A verage edge Center lift 4.6
Moisture variation depth, em
(feet) Edge lift 2.2
Anticipated swell, y.,\ Center lift 1A
(inches)
Edl!e lift OA
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. 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 inehes below the top
of the finish-floor slab.
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. Post-tensioned foundations and slabs should be designed based on a minimum 15-
foot unsupported length at the middle and 10 feet of unsupported cantilever length
at the comers. It should be noted that the angular distortion in any case should not
exceed 0.002.
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. A 12-inch wide grade beam founded at the same dcpth as adjacent footings should
also be provided across thc garage entranee.
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. All dwelling-area floor slabs constmcted on-ground should be underlain with a
moisture-vapor barrier consisting of a polyvinyl chloride membrane, such as 6-mil
Visqueen. A minimum of 1 ineh of clean sand should be placed over the
mcmbrane to promote uniform curing of the concrete.
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. Presaturation of sub grade soils below slabs-on-ground will not be required.
However, subgrade soils should be thoroughly moistened prior to placing concrete.
. The design modulus of subgrade reaction (k) should be 300 tons per cubie foot.
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July 1, 2002
J.N.241-0I
Page 15
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 graqe. Where retaining
walls are proposed on or within 15 feet from the top of any adjacent descending fill
slope, the footings should be deepened sueh that a minimum horizontal setback ofH/3
(one-third the slope height) is maintained between the outside bottom edges of the
footings and the slope face; however, the minimum footing setback should be 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 eompetent-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 (pc!) 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 pef. All retaining walls should be designed to resist
any surcharge loads imposed by other nearby walls or structures in addition to the
above active earth pressures.
For design of retaining walls that are restrained at the top, an at-rest earth pressure
equivalent to a fluid having density of 60 pcf should tentatively be used for walls
supporting a level backfill. This value should be increased to 95 pcf for an ascending
2: 1 (h:v) backfill.
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July 1,2002
J.N.241-01
Page 16
Drainage
A perforated pipe-and-gravel subdrain should be installed behind all retaining walls
to prevent entrapment of water in the backfill. Perforated pipe should consist of 4-inch
minimum diameter PVC Schedule 40 or ABS SDR-35, with the perforations laid
down. The pipe should be embedded in 1.5 cubic feet per foot of 0.75- to 1.5-inch
open-graded gravel wrapped in filter fabric. Filter fabric may consist ofMirafi 140N
or equivalent.
In lieu of a pipe and gravel subdrain, weepholes or open vertical masonry joints may
be considered for retaining walls not exceeding a height of approximately 3 feet.
Weepholes, if used, should be 3 inches minimum diameter and provided at minimum
intervals of 6 feet along the wall. Open vertical masonry joints, if used, should be
provided at 32-inch minimum intervals. A continuous gravel fill, 12 inches by 12
inches, should be placed behind the weepholes or open masonry joints. The gravel
should be wrapped in filter fabric to prevent infiltration of fines and subsequent
clogging of the gravel. Filter fabric may consist of Mirafi 140N or equivalent.
The backfilled portions of retaining walls should be coated with an approved
waterproofing compound to inhibit infiltration of moisture through the walls.
Temporary 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 eut back
at a maximum gradient of 1: 1 (h:v) for the duration of construction. However, all
temporary slopes should be observed by the projeet 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
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PACIFIC CENTURY HOMES
TR 23143-6/Temecnla
July 1,2002
J.N.241-01
Page 17
and eonstruction scheduling should also be considered in the stability of ternporary
slopes.
Wall Backfill
All retaining-wall backfill should be placed in 6- to 8-inch maximum lifts, watered or
air-dried as necessary to achieve near-optimum-moisture conditions and compacted in
plaee to a minimum relative compaction of90 percent.
MASONRY BLOCK WALLS
Construction on or Near the Tops of Descending Slopes
Continuous footings for masonry block walls proposed on or within 7 feet from the top
of any descending slope should be deepened such that a minimum horizontal clearance
of 5 feet is maintained between the outside bottom edge of the footing and the slope
face. The footings should be reinforced with a minimum of two No.4 bars, one top
and one bottom. Plans for any top-of-slope block walls proposing pier and grade-beam
footings should be reviewed by Petra prior to construction.
Construction on Level Ground
Where masonry block walls are proposed on level ground and at least 5 feet from the
tops of descending slopes, the footings for these walls may be founded at a minimum
depth of 12 inches below the lowest adjacent final grade. These footings should also
be reinforced with a minimum of two NO.4 bars, one top and one bottom.
Construction Joints
In order to mitigate the potential for unsightly cracking related to the effects of
differential settlement, positive separations (construction joints) should be provided
in the walls at horizontal intervals of approximately 25 feet and at each corner. The
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July 1, 2002
J.N.241-01
Page 18
separations should be provided in the blocks only and not extend through the footings.
The footings should be plaeed monolithically with continuous rebars to serve as
effective "grade beams" along the full lengths of the walls.
CONCRETEFLATWORK
Thickness and Joint Spacing
To reduce the potential of unsightly cracking, concrete sidewalks and patio-type slabs
should be at least 3.5 inches thick and provided with construction or expansion joints
every 6 feet or less. Concrete driveway slabs should be at least 4 inches thick and
provided with construction or expansion joints every 10 feet or less.
Subgrade Preparation
As a further measure to minimize cracking of concrete flatwork, the subgrade soils
below concrete-flatwork areas should first be compacted to a minimum relative density
of 90 percent and then thoroughly wetted to achieve a moisture content that is at least
equal to or slightly greater than optimum moisture content. This moisture should
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 unifonn curing of the
eoncrete and minimize the development of shrinkage cracks. A representative of the
project soils engineer should observe and verify the density and moisture content of
the soils and the depth of moisture penetration prior to placing concrete.
Cement Type
Results of laboratory tests performed on representative samples indicate that of the
onsite soils eontain from extremely low amounts (undetectable) to 0.2 percent water
soluble sulfates. Therefore, aceording to 1997 UBC Table 19-A-4, Types I and 11
Portland cement will be satisfactory for concrete placed in contact with the onsite soils.
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July 1,2002
J.N.241-01
Page 19
Soil Corrosivity
Representative soil samples have been tested to determine the potential for corrosion
of metal pipes due to the soils on the site. The test results indicate that the soils are
mild to highly corrosive to buried metal pipes.
This conclusion is based on the following corrosive potential from resistivity level
readings.
Resistivitv Level Readin~ Corrosivitv Potential
Over 10,000 Mild
5,000 - 10,000 Moderate
1,000 - 5,000 Corrosive
500-1,000 Very Corrosive
Under 500 Extremely Corrosive
Note: If additional information is needed, a Corrosion Engineer should be consulted.
Representative soil samples have been tested to detennine chloride exposure for
reinforcing steel within the site soils. The test results indicate that the soils have a
moderate ehloride exposure.
PLANTERS
Area drains should be extended into all planters that are located within 5 feet of
building walls, foundations, retaining walls and masonry bloek 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 pereent
away from the walls and foundations. Drip-irrigation systems are also recommended
to prevent overwatering and subsequent saturation of the adjacent foundation soils.
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July 1,2002
IN. 241-01
Page 20
UTILITY TRENCHES
All utility-trench backfill within street right-of-ways, utility easements, under
sidewalks, driveways and building-floor slabs, as well as within or in proximity to
slopes should be compacted to a minimum relative density of 90 percent. Where
onsite soils are utilized as backfill, mechanical compaction will be required. Density
testing, along with probing, should be performed by the project soils engineer or his
representative, to verify proper compaction.
For deep trenches with vertieal walls, backfill should be placed in approximately 1- to
2-foot thick maximum lifts and then mechanieally 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 thiek maximum lifts and
then compacted by rolling with a sheepsfoot tamper or similar cquipment.
As an alternative for shallow trenches where pipe may be damaged by meehanical
compaction equipment, sueh as under building-floor slabs, imported clean sand having
a sand equivalent value of 30 or greater may be utilized and jelled or flooded into
place. No specific relative compaction will be required; however, observation, probing
and, if deemed necessary, testing should be performed.
To avoid point-loads and subsequent distress to clay, cement or plastic pipe, imported
sand bedding should be plaeed at least I foot above all pipe in areas where exeavated
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
extcrior trenches), the bottom of the trench should not be located within a 1: I (h:v)
plane projected downward from the outside bottom edge of the adjacent footing.
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July 1,2002
J.N.241-01
Page 21
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 aceordance 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 speeies. A landscape architect should be consulted to
determine the most suitable groundeover. 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 pennanent 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 perforn1ance.
. Irrigation systems should be constructed at the surface only. Construction of
sprinkler lines in trenches is not recommended.
. During eonstruction of any terrace drains, downdrains or earth berms, care must be
taken to avoid placement ofloose soil on the slope surfaces.
. A permanent slope-maintenance program should be initiated for major slopes not
maintained by individual homeowners. Proper slope maintenance must include the
care of drainage and erosion control provisions, rodent control and repair of leaking
or damaged irrigation systems.
. Provided the above recommendations are followed with respect to slope drainage,
maintenance and landscaping, the potential for deep saturation of slope soils is
eonsidered very low.
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July 1,2002
J.N.241-01
Page 22
. Property owners should be advised of the potential problems that can develop when
drainage on the building pads and adjacent slopes is altered in any way. Drainage
can be altered due to the placement of fill and construction of garden walls,
retaining walls, walkways, patios, swimming pool, spas and planters.
POST-GRADING OBSERVATIONS AND TESTING
Petra should be notified at the appropriate times in order that we may provide the
following observation and testing services during the various phases of post grading
construction.
. Building Construction
Observe all footing trenches when first excavated to verify adequate depth and
competent soil-bearing conditions.
Re-observe all footing trenches, if necessary, if trenches are found to be
excavated to inadequate depth and/or found to contain significant slough,
saturated or compressible soils.
Observe pre-soaking of subgrade soils below living-area and garage floor slabs
to verify adequate moisture content and penetration.
. Retaining-Wall Construction
Observe all footing trenches when first excavated to verify adequate depth and
competent soil-bearing conditions.
Re-observe all footing trenches, if necessary, if trenches are found to be
excavated to inadequate depth and/or found to contain significant slough,
saturated or compressible soils.
Observe and verify proper installation of sub drainage systems prior to placing
wall backfill.
- Observe and test placement of all wall backfill to verify adequate compaction.
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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July 1,2002
J.N.241-01
Page 23
. Masonry Block-Wall Construction
Observe all footing trenehes when first excavated to verify adequate depth and
competent soil-bearing eonditions.
- 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.
. Utility-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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PACIFIC CENTURY HOMES
TR 23143-6/Temecula
July 1,2002
J.N.241-01
Page 24
This opportunity to be of service is sincerely appreciated. If you have any questions,
please eontact this office.
Respeetfully submitted,
PETRA GEOTECHNICAL, INC.
mann
al Geologist
348
#
Stephen M. Pool
Senior Associate'
GE 692
Table I - Lot-By-Lot Summary of As-Graded Soil Conditions
Table II - Field Density Test Results
References
Plates 1 - 6 - Geotechnical Maps with Density Test Locations
(in pocket)
Appendix A - Laboratory Test Criteria/Laboratory Test Data
Distribution: (6) Addressee
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5" 0" ;{l "Q
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t:.> \0 ::r. ~
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- 00 0
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3!
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in
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-
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I
I
I
TABLE II
Field Density Test Results
.... ,., ,. ....o....................",.. ."...."..."".."""'."",,, ",.. . _. ........." ".",...,
tEST. .......TEST... .">TEST. ELEV MOISTURE DENSITY COMP ..... SOIL.
DATE <NO. '..... .....LOCA,'IlON> (ft): ... '.'(%). .. ............... (pci).< (%f .iTYP~/
03/13/02
03/13/02
03/13/02
03/13/02
03/13/02
03/13/02
03/13/02
03/13/02
03/13/02
03/13/02
03/13/02
03/13/02
03/13/02
03/13/02
03/08/02
03/08/02
03/08/02
03/08/02
03/08/02
03/08/02
03/08/02
03/08/02
03/08/02
03/] 1/02
03/11/02
03/] 2/02
03/12/02
03/12/02
03/12/02
03/12/02
03/12/02
03/12/02
03/14/02
03/14/02
03/16/02
03/16/02
03/16/02
03/16/02
03/16/02
03/16/02
03/16/02
03/16/02
311 Lot 12
3]2 Lot 12
313 Lot 17
3]4 Lot 17
315 Lot 60
3]6 RTNo.315
3] 7 Larry Lee Ln
3 I 8 Larry Lee Ln
3 I 9 Crowne Hill
320 Crowne Hill
32 I Larry Lee Ln
322 Larry Lee Ln
323 Lot 6]
324 Lot61
363 Lot 6]
364 Lot 61
365 RT No. 364
366 Lot 60
367 Lot 60
370 Crowne HiIl/Sta 39+70
371 Lot 61
372 Crowne HiIl/Sta 40+50
373 Lot GO
386 Lot 61
387 Crowne HiIl/Sta 39+70
392 Lot 60
393 Lot 61
394 Crowne HilI/Sta 40+40
395 Lot 59
396 RT No. 395
397 Lot 12
398 Lot 13
399 RT No. 398
400 Lot 17
452 Cinnamon Ln/Sta 10+65
453 Lot 79
454 Lot 69
455 Lot 78
456 Lot 67
457 Lot 69
458 Lot 78
459 Lot 68
PETRA GEOTECHNICAL, INC.
J.N.241-01
1276.0 13.1 1 ]9.0 90 2
1277.0 12.6 118.5 91 4
1266.0 11.7 ]22.3 93 2
1267.0 12.7 117.6 90 4
]260.0 13.2 ]]1.] 89 6
12.4 1 ]3.1 90 6
1277.0 9.9 120.8 92 2
1278.0 11.8 117.1 91 I
1265.0 9.5 117.6 90 4
]266.0 10.1 117.] 9] 1
1280.0 10.4 121.7 92 2
1281.0 ] 0.4 123.4 93 2
1264.0 9.9 119.4 90 2
1265.0 8.9 118.] 91* 4
1237.0 10.4 122.4 96** 3
1238.0 9.7 120.] 94** 3
10.1 ]21.7 95** 3
1239.0 9.9 ]23.5 96** I
1239.0 7.8 125.1 97** 1
1249.0 9.7 118.8 91 4
1242.0 13.] 119.0 95** 6
]250.0 12.4 120.7 97 6
1248.0 11.3 119.8 92 4
1251.0 9.8 1 ]5.3 9]* 7
]262.0 9.5 121.6 92 2
1251.0 8.5 117.7 90 4
1259.0 8.8 123.6 94 2
1263.0 9.1 118.9 90 2
]260.0 10.2 ] 16.6 89 4
11.4 118.0 90 4
1275.0 10.5 114.8 90 7
1270.0 7.2 ] 13.3 88 ]
1270.0 9.8 119.1 92 I
1265.0 7.9 ]25.8 95 2
1234.0 9.0 125.3 95** 2
1254.0 10.2 124.6 94 2
1236.0 6.5 126.] 95** 2
1226.0 7.3 121.3 91 2
1226.0 8.5 125.] 95** 2
1227.0 8.8 126.7 96** 2
1227.0 8.7 118.5 90 2
1238.0 9.2 123.5 95*,** 4
TR 23143-6 JULY 2002
. Sandcone T ABLE-II 1 ?;Z--
I
.
TEST ................J:J.I'...... .. ................................ i~~i6~ ... .. .. ...... ..... .EL(f)V. ~OJSt1JJlEIjE(NSl)ITy.. ............ ..C.....O.<%M}P..<..............TS..yp9ILEi...........
...DATE .... ... .................................. t.. .(%) ................. pc
.
.
I
.
TABLE )I
Field Density Test Results
I
03/1 6/02 460 Lot 79 1238.0 9.5 121.1 93 4
03/18/02 461 Lot 68 1240.0 10.2 120.0 92** 4
03/1 8/02 462 RTNo.461 9.0 123.9 95** 4
03/1 8/02 463 Lot 79 1240.0 10.1 120.8 92 4
03/1 8/02 464 Cinnamon Ln/Sta 12+00 1242.0 8.6 124.4 95** 4
03/1 8/02 465 Lot 77 1242.0 9.2 122.7 94 4
03/1 8/02 466 Cinnamon Ln/Sta 10+90 1243.0 5.9 118.2 92** 3
03/1 8/02 467 RTNo.466 8.2 121.3 95** 3
03/1 8/02 468 Lot 78 1243.0 8.0 118.8 92** 3
03/1 8/02 469 Lot 77 1243.0 7.8 120.3 92 4
03/1 9/02 476 Lot 67 1244.0 10.8 120.0 91 2
03/1 9/02 477 CinnamonLane/Sta 11 +50 1245.0 9.8 123.9 95** 2
03/1 9/02 478 Lot 68 1245.0 9.5 123.0 94 4
03/1 9102 479 Lot 80 1245.0. 11.1 118.0 90 4
03/1 9/02 480 Lot 69 1246.0 9.8 122.9 94 4
03/1 9102 481 Lot 80 1246.0 98 121.8 93 4
03/1 9102 482 Lot 67 1248.0 10.7 111.9 87 3
03/1 9/02 483 RT No. 482 10.3 115.0 90 3
03/1 9/02 484 Lot 78 1249.0 14.3 118.3 92 4
03/1 9/02 485 Lot 79 1249.0 9.8 121.0 91 2
03/1 9/02 486 Lot 67 1251.0 9.2 119.4 92 I
03/1 9/02 487 Lot 78 1251.0 9.2 119.6 92 1
03/20/02 488 Lot 69 1252.0 8.4 120.5 91 2
03/20/02 489 Lot 76 1252.0 83 1243 94 2
03/20102 490 Lot 78 1252.0 8.4 123.2 93 2
03/20102 491 Lot 69 1254.0 10.1 116.8 91 3
03/20/02 492 Lot 78 1254.0 7.7 119.7 93 3
03/20/02 493 Lot 76 1256.0 9.0 118.5 92 3
03/20102 494 Lot 79 1256.0 8.7 118.3 92 3
03/20/02 561 Lot 76 1259.0 8.3 121.9 92 2
03/20/02 562 Lot 70 1260.0 8.4 120.0 91 2
03/20/02 603 Lot 67 1261.0 10.5 115.2 92 5
03/20/02 604 Lot 77 1262.0 10.9 113.7 91 5
03/21102 605 Lots 78 1264.0 7.6 118.0 90* 4
03/21102 606 Lot 77 1264.0 7.8 120.1 92** 4
03/21/02 607 Lot 62 1264.0 9.4 119.2 95 6
03/21102 609 Paraguay Dr/Sta 25+05 1217.0 9.8 119.6 92 1
03/21/02 610 Paraguay Dr/Sta 26+50 1215.0 10.7 119.7 92 1
03/21102 611 Paraguay Dr/Sta 28+50 1210.0 10.0 119.6 92 1
03/22/02 612 Lot 82 1215.0 13.0 120.8 93 4
03/22/02 613 Fox Rd/Sta 115+50 1217.0 8.8 120.5 92 4
03/22/02 614 Paraguay Dr/Sta 27+00 1217.0 10.1 118.0 91 5
PETRA GEOTECHNICAL, INC. TR 23143-6 JULY 2002
J.N.241-01 * Sandcone TABLE-II 2 ,?<:O
I
I
I
I
I
I
I
I
I
I
I
I
I
. ...~:~~~I ......... .........i~~~i6~ .. ........... .........E~:r ... ~()&~UR.~ .DE(~~~TY~?~J>."~~~~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
Field Density Test Resu Its
03/22102
03/22/02
03/22102
03/22/02
03/22102
03/22/02
03/22/02
03/22/02
03/22/02
03/22/02
03/22102
03/22102
03/22/02
03/22/02
03/22/02
03/22/02
03/22/02
03/22102
03/22102
03/22/02
03/23/02
03/23/02
03/23/02
03/23/02
03/23/02
03/23102
03/23/02
03/23/02
03/23/02
03/23/02
03/23/02
03/26/02
03/26/02
03/26/02
03/26/02
03/26/02
03/26/02
03/26/02
03/26102
03/26/02
03/26/02
03/26/02
615
616
617
618
619
621
622
623
624
625
751
752
753
754
755
756
757
758
759
760
761
762
764.
765
766
768
770
771
772
774
775
776
777
778
779
780
781
782
783
784
785
786
Paraguay Dr/Sta 25+80
Paraguay Dr/Sta 25+30
Lot 84
Lot 83
Lot 82
Paraguay Dr/Sta 25+90
Paraguay Dr/Sta 25+30
Lots 83-84
Lot 82
Paraguay Dr/Sta 26+40
Paraguay Dr/Sta 25+60
Paraguay Dr/Sta 24+90
Paraguay Dr/Sta 25+60
Lot 84
Lot 82
Fox Rd/Sta 115+60
Paraguay Dr/Sta 25+90
Paraguay Dr/Sta 26+70
Lot 84
Lot 84
Lot 83
Paraguay Dr/Sta 25+00
Lot 82
Lot 83
Lot 84
RT No. 762
RT No. 764
RT No. 765
RT No. 766
Paraguay Dr/Sta 24+ 7 5
Lot 95
Lot 80
Lot 79
Lot 66
Lot 63
Lot 61
Lot 68
Lot 79
Paraguay Dr/Sta 23+20
Lot 95
Lot 96
Lot 95
1219.0
1220.0
1212.0
1214.0
1218.0
1221.0
1222.5
1216.5
1219.0
1218.0
1222.0
1221.0
1223.0
1215.0
1218.0
1220.0
1223.0
1220.0
1215.0
1217.0
1218.0
1223.0
1220.0
1218.0
1218.5
1219.0
1218.0
1249.0
1246.0
1250.0
1252.0
1252.0
1250.0
1251.0
1222.0
1221.0
1225.0
1224.0
PETRA GEOTECHNICAL, INC.
J.N.241-01
TR 23143-6
* Sandcone
15.0 113.3 92 J
11.7 119.7 91 2
10.9 120.3 91 2
10.1 119.7 92 4
11.3 120.3 92 4
10.7 117.9 91 I
10.5 118.3 92 I
11.7 120.5 91* 2
12.1 120.7 91 2
9.9 119.9 92 4
13.1 116.7 91 9
12.7 116.1 90 9
10.9 119.9 91 2
11.3 120.3 91 2
12.1 119.7 91 2
9.9 117.1 91' 1
9.7 116.3 90 I
10.3 118.1 90 4
10.0 118.7 91 4
9.1 116.5 90 I
10.7 118.3 91 4
9.5 113.7 88 I
8.3 113.9 87 4
8.1 117.3 88 2
7.7 116.3 88 2
8.7 116.3 90 I
9.3 118.7 91 4
10.7 119.5 91 2
10.9 120.3 91 2
9.7 118.1 90 4
10.1 118.7 91 4
12.1 120.3 91 1
11.7 121.1 92 I
11.3 119.9 91 1
9.9 116.3 90 5
10.1 116.7 90 5
10.7 117.5 90 4
9.9 117.9 90 4
9.7 117.0 91 5
10.1 114.7 90' 7
10.5 115.3 91 7
11.3 120.7 91 1
JULY 2002 ?ft.
TABLE-II 3
I
I
..J~~~ ............~.... ........ ............I,~~~i()N.. ...... ........ ........E~:)V;dM~~o/1~RE<DE~~bT~.C~.:r~eili>
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
Field Density Test Results
03/26/02
03/26/02
03/26/02
03/26/02
03/26/02
03/26/02
03/26/02
03/26/02
03/26/02
03/26/02
03/26/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
787
788
789
790
791
794
795
796
797
798
799
800
801
802
803
804
806
807
808
809
810
812
813
814
815
816
817
818
819
820
821
822
823
824
825
851
852
853
854
855
856
857
Paraguay Dr/Sta 25+75
Paraguay Dr/Sta 25+50
Paraguay Dr/Sta 26+40
Paraguay Dr/Sta 28+00
Lot 83
Lot 94
Lot 92
Paraguay Dr/Sta 23+90
Paraguay Dr/Sta 22+50
Lot 96
Lot 82
Paraguay Dr/Sta 26+85
Lot 83
Lot 9]
Lot 94
Paraguay Dr/Sta 15+60
Lot 92
Paraguay Dr/Sta 26+00
Lot 93
Paraguay Dr/Sta 27+40
Lot 94
Lot 91
Lot 93
Lot 96
Paraguay Dr/Sta 22+90
Paraguay Dr/Sta 22+40
Lot 95
Lot 97
Lot 95
Lot 96
Lot 92
Lot 93
Lot 94
Paraguay Dr/Sta 22+20
Lot 96
Paraguay/Sta 28+40
Lot 93
Paraguay/Sta 27+20
Paraguay/Sta 25+00
Paraguay/Sta 28+30
Lotn
Lot 94
PETRA GEOTECHNICAL, INC.
J.N.241-01
1226.0 10.7 118.3 91 4
1226.0 10.3 118.7 91 4
1225.0 10.9 119.5 91 1
]223.0 9.7 115.9 9] 7
1221.0 10.5 114.9 90 7
1228.0 10.1 118.7 91 4
12280 9.9 115.0 91 7
1227.0 . 10.7 114.7 90' 7
1225.0 11.5 119.7 91 I
1229.0 11.7 119.5 91 I
1225.0 12.3 114.0 90 8
1228.0 10.0 114.9 90 7
1227.0 11.7 119.9 91 2
1229.0 11.3 120.3 91 2
1230.0 10.9 120.0 91 2
1231.0 10.1 114.3 90 7
1232.0 9.7 116.7 90 5
1229.0 9.9 118.3 91* 4
1231.0 10.1 117.9 90 4
1232.0 11.3 115.1 91 7
1233.0 12.9 120.0 91 2
1227.0 9.3 117.7 90 4
1234.0 9.9 114.7 90 7
1225.0 10.1 114.5 90 7
1228.0 11.3 119.9 91 2
1227.0 9.9 118.1 90 4
1227.0 9.5 118.0 90 4
1231.0 10.0 116.9 91 5
1229.0 11.9 120.7 91 2
1231.0 12.1 121.3 92 2
1235.0 10.7 120.5 91 2
1237.0 9.9 114.5 90' 7
1236.0 10.3 115.0 9] 7
1232.0 10.1 117.9 90 4
1233.0 10.9 118.7 91 4
1230.0 10.7 119.7 93 5
1239.0 11.1 119.9 93 5
1237.0 11.3 118.0 90 4
1239.0 10.7 ] 17.5 90 4
1233.0 9.9 122.7 94 4
1240.0 10.5 117.1 91 5
1242.0 10.1 116.3 90 5
TR 23143-6 JULY 2002 ~
. Sandcone TABLE-II 4
I
I
.. ..;j~~li.~ .....>... .....iCi~iiioN ................. ....... i .... .~~:)v;.... MOI~~URE.. pE~~~TY .. (;~~P.<:%.~ii
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE II
Field Density Test Results
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03/27/02
03127/02
03127/02
03/27/02
03127/02
03/28/02
03/28/02
03/28/02
03/28/02
03/28/02
03/29/02
03/28/02
03/28102
03/28/02
03/28/02
03/28102
03/28/02
03/28/02
03/28/02
03/28/02
03/28/02
03/28/02
03/28/02
03/28102
03/28/02
03/28/02
03/28/02
03/28/02
03/28/02
03/28/02
03/28/02
03/29102
858
859
860
861
862
863
864
865
866
867
868
869
870
871
872
873
874
875
893
894
899
926
927
928
929
930
931
932
933
934
935
936
937
938
939
940
941
942
943
944
945
946
Paraguay/Sta 27+60
Lot 93
Lot 91
Lot 93
Lot 94
Lot 94
Lot 92
Paraguay/Sta 26+20
RT No. 864
RT No. 865
Lot 66
Lot 79
Paraguay/Sta 22+80
RT No. 868
RT No. 870
Paraguay/Sta 22+90
Lot 96
Lot 95
Lot 1
Lot 3
Lot 2
Cinnamon Ln/Sta 10+20
Lot 79
Lot 66
Lot 68
RT No. 928
Lot 79
Lot 98
Lots 96-97
Lots 97-98
Paraguay Dr/Sta 21 +00
Lot 99
Lot 80
Lot 62
Cinnamon Ln/Sta 12+40
Lot 69
Lot 81
Lots 80-8 I
Lot 81
Lot 97
Lots 61-62
Lot 65
PETRA GEOTECHNICAL, INC.
J.N.241-01
1236.0
1242.0
1236.0
1240.0
1243.0
1243.0
1243.0
1242.0
1253.0
1250.0
1231.0
1235.0
1236.0
1237.0
1264.0
1264.0
1263.0
1254.0
]253.0
1256.0
]254.0
1238.0
1233.0
1239.0
1237.0
1241.0
1240.0
1255.0
1255.0
1264.0
1260.0
1235.0
1238.0
1241.0
1242.0
1257.0
]255.0
TR 23143-6
* Sandcone
9.9 118.5 92* 5
11.3 120.3 91 2
10.7 119.7 91 2
9.9 118.] 90 4
10.1 119.3 91 4
10.3 116.7 90 5
8.1 115.0 89 5
7.7 114.3 88 5
9.7 116.9 91 5
10.3 117.3 91* 5
7.1 1] 5.5 88 4
10.1 ] 18.7 92 5
6.0 I] 3.1 86 4
10.] ] ]8.9 91 4
9.9 120.3 92 4
]0.7 ]23.7 94 2
11.3 ] 21.3 92 2
9.7 ] 19.5 92* 4
9.2 117.7 91 I
9.3 119.7 93 I
15.0 112.3 90 10
12.7 115.5 92 8
12.9 114.7 91 8
13.3 1 ]2.1 88 8
9.7 121.5 91 II
11.7 1 ]6.5 92 8
9.9 118.1 92 5
10.3 117.1 91* 5
10.5 116.3 90 5
12.7 117.7 92 9
]2.9 118.3 92 9
11.7 1] 8.1 92 5
11.3 116.3 90 5
13.5 117.9 92 9
12.1 115.3 90 9
11.4 120.5 90 11
9.9 116.9 92 7
10.7 114.3 90 7
10.9 116.9 91 5
10.7 116.5 90 5
11.5 114.9 90* 7
11.7 114.5 90 7
JULY 2002 ~
TABLE-II 5
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I . . ...
. ...~~~i .... ..... ..~. ....... ....... ... ...Lb~~~iQN ...................... ...i >E~~V. .. MOI~l>URE .. DEfv~tTY ... ~~~p;>.t~~i. ...
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TABLE II
Field Density Test Results
03/29/02 947 Lot 70
03/29/02 948 Lot 97
03/29/02 949 Lot 70
03/29/02 950 Lot 77
04/01/02 964 Lot 65
04/01/02 966 Lot 92
04/01/02 967 Lot 69
04/01/02 968 Lot 80
04/01/02 970 RT No. 968
03/29/02 1104 Detention basin
03/29/02 1105 Detention basin
03/29/02 1106 Lot 84
03/29/02 1110 Lot 82
04/02/02 1117 Paraguay/Sta 25+40
04/02/02 1120 Lot 82
04/02/02 1122 Lot 98
04/02/02 1123 Lot 62
04/02/02 1124 Cinnamon Ln/Sta 11+30
04/02/02 1125 Lot 66
04/03/02 1127 RTNo.1120
04/03/02 1131 RTNo.1122
04/03/02 1136 Detention basin
04/04/02 1140 Lot 79
04104/02 1141 Lot 77
04/04/02 1142 Lots 79-78
04/04/02 1143 Detention basin
04/04/02 1144 Detention basin
04/04/02 1145 Detention basin
04/04/02 1146 Detention basin
04/05/02 1200 Park site 123
04/08/02 1201 Crowne Hill/Sta 50+90
04/08/02 1205 Park site 123
04/08/02 1206 Park site 123
04/08/02 1207 Park site 123
04/08/02 1208 RTNo.1207
04/09/02 1263 Lot 63
04/09/02 1264 Cinnamon Ln/Sta 10+00
04/09/02 1265 Lot 67
04/09/02 1266 Lot 66
04/09/02 1267 Lot 68
04/09/02 1268 Lot 61
04/1 0/02 1269 Lot 58
PETRA GEOTECHNICAL, INC.
J.N.241-01
1255.0
1242.0
1263.0
1257.0
1250.0
1241.0
1255.0
1238.0
1206.0
1204.0
1212.0
1221.0
1231.0
1223.0
1243.0
1257.0
1257.0
1258.0
1205.0
1256.0
1255.0
1246.0
1207.0
1205.0
1207.0
1208.0
1252.0
1253.0
1254.0
1262.0
1256.0
1261.0
1264.0
1264.0
1263.0
1264.0
1263.0
1269.0
TR 23143-6
* Sandcone
9.9 119.9 93 5
10.7 116.1 90 5
9.3 122.5 92 11
9.7 124.7 93 II
9.5 ] 12.2 90 10
9.5 119.5 91 2
8.1 119.6 90 2
8.7 116.7 89 4
9.1 118.4 91 4
8.9 124.7 93 II
10.5 117.7 90 4
9.7 118.3 91 4
9.1 125.0 94 11
9.7 124.5 93 11
8.3 114.1 89 9
7.1 112.7 88 7
9.7 117.5 93 7
10.9 117.9 92* 9
11.1 118.3 92 9
12.3 116.7 91 9
]0.1 114.7 90 7
10.3 ]20.7 91 2
9.3 124.1 93 11
11.7 ] 15.5 90 9
11.9 ] 15.9 9] 9
10.3 117.5 91 I
9.1 125.3 94 II
8.9 117.9 91* 1
10.9 I] 6.3 91 9
8.9 124.1 96*' 5
9.1 122.7 92** 12
10.5 115.0 91* 8
11.2 113.5 90' 8
9.6 110.6 88* 8
10.7 114.1 90* 8
10.1 120.2 90 12
9.3 118.2 91 4
8.9 121.3 91 12
11.2 121.9 91 12
8.5 119.9 90 12
10.7 122.2 92 12
11.9 109.9 90 14
JULY 2002 ?l
TABLE-II 6
I
TABLE II
1....iW~~5iI~!~ .............................................i.~f:i;:~...~;;:i;~~~;f~:;~;~~~~.~~~~~M~.........;99!V1llf......;........~9!~I
........DA."'E.......N"'... ................................".0. "'.......O.N .................................(~l). ......................................(m)....................( I.) ..sl. m).",u"E".
I'.. .' ........ .'. ...........;6.......................i.P....y"'............. ................ ~'.'.' ........ 7~ .." .............pf.. ..........,? ..'i"'.'"..,..,.,.'
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04/1 0102 1270 Lot 117
04/1 0102 1271 Crowne HiII/Sta 39+00
04/1 0/02 1272 Crowne HiII/Sta 39+00
04/1 0102 1273 Lot 58
04/1 0102 1274 Lot 59
04/1 0/02 1275 Crowne HiII/Sta 37+80
04/04/02 1279 Lot 84
04/04/02 1280 Paraguay DrlSta 29+00
04/04/02 1281 Detention basin
04/05102 1286 Detention basin
04/05/02 1287 Detention basin
04/05/02 1291 Detention basin
04/05/02 1294 Detention basin
04/05/02 1299 Detention basin
04/09102 1301 Park site 123
04/09102 1302 Park site 123
04/09102 1303 Park site 123
04/08102 1351 Detention basin
04/08/02 1360 Lot 83
04/08/02 1361 Detention basin
04/08/02 1362 Detention basin
04/08/02 1363 Paraguay DrlSta 28+60
04/08/02 1364 Paraguay DrlSta 28+70
04/09102 1373 Detention basin
04/1 0/02 1378 Park site 123
04/11/02 1393 Lot 122
04/11/02 1394 Park site 123
04/11/02 1395 Park site 123
04/11/02 1396 Park site 123
04/11/02 1397 Park site 123
04/11/02 1398 Park site 123
04/1 0/02 1401 Larry Lee Ln/Sta 10+50
04/1 0/02 . 1407 Lot 61
04/1 0/02 1408 Lot 60
04/1 0102 1409 Lot 62
04/1 0102 1410 Lot 117
04/1 0/02 1411 Lot 59
04/1 0102 1412 Cinnamon Lane
04/1 0102 1413 Lot 60
04/11/02 1414 CrowneHiII/Sta 37+50
04/11/02 1415 Lot 59
04/11/02 1416 Lot 60
PETRA GEOTECHNICAL, INC.
J.N.241-01
1273.0 12.1 .111.3 91 14
1271.0 10.8 113.0 93 14
1272.0 13.2 110.5 91 14
1272.0 11.3 112.4 92 14
1272.0 13.6 1] 1.7 92 14
1275.0 14.1 113.4 93* 14
1209.0 10.3 119.9 93 5
1210.0 11.] 114.9 90 7
1207.0 11.7 115.7 91 7
1209.0 9.3 118.7 92 5
1210.0 9.9 118.3 92 5
121 00 11.9 115.7 93 10
1213.0 11.9 118.3 92 9
1215.0 11.1 117.7 92 9
1264.0 13.9 115.8 93* 10
1268.0 13.1 113.0 91* 10
1270.0 11.4 120.5 94' 9
1213.0 10.3 I J 5.3 90 3
1229.0 11.3 116.1 91 3
1217.0 10.3 124.3 93 12
1216.0 14.7 1141 91 6
1216.0 11.3 114.9 90 7
1219.0 11.1 115.5 91 7
1219.0 9.1 111.1 88 6
1260.0 14.1 108.6 90 13
1258.0 9.8 123. ] 92 12
1258.0 11.4 113.8 90 8
1264.0 11.7 114.5 91 8
1265.0 10.8 ] 13.5 90 8
1266.0 10.6 I 18.2 92' 9
1269.0 11.2 120.9 94' 9
1273.0 11.6 112.3 92 14
1269.0 12.2 112.9 93 14
1272.0 13.6 113.6 93 14
1263.0 11.4 113.2 93' 14
]277.0 10.7 116.6 91 3
1275.0 11.9 118.1 92 3
1275.0 9.8 115.7 90 3
1276.0 8.7 117.4 92 3
1280.0 10.2 116.6 91 3
]279.0 11.6 115.9 91 3
1271.0 9.9 1 ]5.5 90 3
TR 23143-6 JULY 2002 ?16
. Sandcone TABLE-II 7
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.~;~~< ...to8~~1()kEi:r ... MOI~~])E(~~ATY~l~P.~~i
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TABLE II
Field Density Test Results
04/11/02
04/11/02
04/11/02
04/11/02
04/11/02
04/11/02
04/11/02
04/11/02
04/11/02
04/12/02
04112/02
04/11/02
04/11/02
04/11/02
04/11/02
04/12/02
04/12/02
04112/02
04/12/02
04/12/02
04112/02
04112/02
04112/02
04/09/02
04/09/02
04/09/02
04/09/02
04/09/02
04/09/02
04/09/02
04/09/02
04/09/02
04/09/02
04/1 0/02
04/1 0/02
04/1 0/02
04/1 0/02
04/1 0/02
04/1 0/02
04/16/02
04/16/02
04/15/02
1417
1418
1419
1420
1421
1422
1423
1424
1425
1460
1461
1476
1477
1478
1479
1480
1481
1482
1483
1484
1485
1486
1487
1504
1505
1506
1507
1508
1509
1510
1511
1516
1517
1518
1519
1520
1521
1524
1525
1574
1575
1582
Cinnamon Ln/Sta I 1+70
Crowne Hill/Sta 38+50
Lot 58
Lot 62
Cinnamon Ln/Sta 11 +00
Crowne HiII/Sta 12+40
Lot 60
Lot 62
Lot 60
Park site 123
Park site 123
Lot 69
Cinnamon Ln/Sta 10+05
Lot 61
Lot 63
Crowne HiII/Sta 39+25
Lot 63
Lot 64
Lot 67
Lot 70
Lot 77
Lot 67
Lot 65
RT No. 1373
Lot 82
Lot 83
Lot 84
Detention basin
Lot 82
Lot 84
Lot 84
Lot 82
1271.0 9.0 117.4 92 3
1279.0 11.2 122.7 92 12
1281.0 9.6 124.7 93 12
1265.0 11.2 116.2 91 3
1265.0 9.1 121.7 91 12
1276.0 10.5 122.8 92 12
1280.0 9.4 120.6 90* 12
1268.0 11.0 116.3 91 3
1273.0 10.1 117.4 92 3
1259.0 14.8 113.3 91 15
12GO.0 15.1 114.3 92 15
1269.0 12.2 115.7 90 3
1266.0 12.5 115.2 90 3
1274.0 11.5 121.7 91 12
1270.0 9.8 122.6 92 12
1280.0 11.1 121.3 91 12
1272.0 10.3 120.6 90 12
1265.0 13.9 112.7 91 10
1267.0 14.4 114.7 92 10
1271.0 12.6 116.9 91 1
1268.0 10.9 121.7 91 12
1266.0 11.2 117.4 91 1
1264.0 12.1 117.2 91 1
14.1 114.7 92 6
1228.0 9.3 125.7 94 12
1232.0 10.7 116.5 92 7
1222.0 10.5 117.7 93 7
1221.0 11.3 IIG.3 92* 7
1231.0 12.1 118.7 92 5
1225.0 12.5 119.0 92 5
1228.0 14.0 111.1 92 13
1234.0 12.3 117.5 92 9
1223.0 12.7 117.7 92 9
123 1.0 11.5 118.9 93 9
1235.0 13.9 110.3 92 13
123G.0 9.7 118.9 92 1
1226.0 9.9 119.5 93 I
1234.0 10.3 119.7 93 1
1229.0 12.0 117.9 92 9
1265.0 8.9 113.5 90 8
1268.0 10.1 116.6 93 8
1267.0 9.2 118.7 92 5
TR 23143-6 JULY 2002 ~<\
. Sandcone TABLE-liS
Detention basin
Lot 84
Lot 83
Lot 82
Detention basin
Lot 84
Detention basin
Cinnamon Ln/Sta 10+20
Lot 63
Park site 123
PETRA GEOTECHNICAL, INC.
J.N.241-01
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TABLE II
Field Density Test Results
04/15/02 1583 Park site 123 1261.0 10.0 119.4
04/15/02 1588 Park site 123 1269.0 10.7 114.3
04/15/02 1591 Park site 123 1262.0 9.8 109.7
04/16102 1594 RTNo.1591 15.2 ] 14.7
04/16/02 1601 Lot 58 1276.0 14.2 113.7
04/1 6102 1602 Lot 61 1274.0 9.0 ] 14.5
04/16/02 1603 Lot 64 1272.0 9.5 1 ]6.4
04/16102 1604 Lot 62 1276.0 10.2 123.7
04/1 6/02 1605 Lot ]9 12770 8.8 1 ]7.6
04/16/02 1606 Lot ]8 1278.0 10.0 119.4
04/16/02 1607 Lot 69 1268.0 12.] 114.5
04/1 7/02 1616 Lot 70 1272.0 7.2 1 ]4.9
04/17/02 1617 Lot 59 1276.0 11.3 121.0
04/17/02 1618 Lot 64 1274.0 9.1 125.] .
04/1 7/02 1619 Lot 63 1270.0 8.7 1218
04/17/02 1620 Lot 66 1270.0 7.5 121.0
04/17/02 1621 Lot 69 1276.0 7.1 115 ]
04/17/02 1622 Lot 60 ]278.0 13.0 116.7
04/17/02 1623 Lot 60 12770 11.5 117.4
04/1 7/02 1624 Lot 64 1271.0 8.9 123.3
04/1 7/02 1625 RTNo.1621 8.2 121.2
04/1 7102 1637 Park site 123 1266.0 11.8 117.0
04/17/02 1638 Park site 123 ]263.0 12.4 116.8
04/15/02 1654 Crowne HiIIISta 39+90 1282.0 11.7 122.4
04/15102 1655 Lot 63 ]270.0 9.9 120.9
04/1 1102 1676 Lot 99 1243.0 ]2.1 119.]
04/1 1102 1677 Lot 97 1245.0 ]1.9 118.7
04/11/02 1678 Lot 95 1241.0 8.7 125.3
04/1 1102 1679 Paraguay Dr/Sta 21 +00 ]250.0 9.9 119.7
04/11102 1680 Paraguay Dr/Sta 22+00 1246.0 9.5 124.7
04/12/02 1694 Lot 90 1227.0 11.3 118.0
04/12/02 1695 Lot 90 1230.0 11.5 ] 19.0
04/12/02 ]696 Lot 91 1238.0 11.5 ]20.1
04/12102 1697 Lot 90 1233.0 12.1 ] 19.7
04112102 1698 Lot 93 1244.0 9.3 118.5
04/12102 ]699 Lot 94 1245.0 9.9 119.7
04/12/02 1701 Lot 8] 1257.0 10.7 1 ]8.3
04/12/02 1702 Lot 77 1260.0 11.3 117.5
04/12102 1703 Lot 78 ]260.0 10.1 1 ]7.9
04/12/02 ]704 Lot 96 1244.0 ] 3.3 113.1
04/12102 1705 Lot 98 1247.0 9.9 ] 18.0
04/12/02 1706 Lot 81 1260.0 10.0 116.3
PETRA GEOTECHNICAL, INC. TR 23143-6
J.N.241-01 . Sandcone
93 5
91* 8
87 8
9] 8
90 8
91 8
90 5
93 12
90 4
91 4
90 7
91 7
91 12
94 12
91 1]
90 II
86 11
90 9
92 9
92 12
91 1 I
94 6
93 6
92 12
91 12
93 9
93 9
94 12
93 5
93 12
92 9
93 9
94 9
94 6
92 5
93 5
92 5
91 5
91 5
90 6
91 5
90 5
JULY 2002
TABLE-II 9
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TABLE II
Field Density Test Results
.. TEst TEST... ....TEST ...........< ELEV..M. O.IS. T. U..R..E... ..D.E. N.SITY... C.O.M...P;...........S.O...l.L.>........
...':.._'_''':'-'-',:-':::-:-:-:,'-','-' .:,:.:.:,:.:::::.>.:::_:,::::::::,:::::::::_:::::),,::,::",:::,,::;::,,':,:,,:;';:;':.;.;.;.;.:.:.;.;.,.;.;.:.'.'," ..;.c..........._,','.,,:.;.,,_'.-,,:,:.,:,:_;,,',:::,':,-'_;_:_:_'::';_'_;:;_;:;:;_ _,.c,_,_,:-:,_,:-:-:.:,_-:,_,:-:-_,:-:-:-_-:-:,_-:-:-_." .. _... __ ._.. .._ _. ._._.___...._...._._..._. .,_._'_'_'_ - .... _,"_"'__'" _.._ un ....',
DATE> NO.. .......> LOCATION .... ..... ... ......... .......... (ft) ........ .(%) .... . ... . (pd)<<%)Tvi'Fi i
04/12/02
04/12/02
12/15/02
12/15/02
12/15/02
12/15/02
12/15/02
12/15/02
04/17/02
04/1 7/02
04/17 /02
04/17/02
04/17/02
04/17/02
04/18/02
04/18/02
04/18/02
04/18/02
04/1 8/02
04/18/02
04/18/02
04/18/02
04/18/02
04/18/02
04/1 8/02
04/18/02
04/19/02
04/19/02
04/19/02
04/19/02
04/19/02
04/19/02
04/18/02
04/18/02
04/18/02
04/18/02
04/18/02
04/15/02
04/15/02
04/15/02
04/15/02
04/15/02
1707
1708
1711
1712
1713
1714
1724
1725
1751
1752
1753
1754
1755
1756
1757
1758
1759
1760
1761
1762
1763
1764
1765
1766
1767
1768
1769
1770
1771
1772
1773
1774
1790
1791
1792
1793
1794
1801
1802
1803
1804
1805
Lot21
Crowne HiIl/Sta 43+20
Lot 90
Lots 91-92
Lot 93
Lot 94
Lot 80
Lot 78
Lot 54
Lot 64
Lot 66
Lot 68
Cinnamon Ln/Sta 10+90
Crowne HiIl/Sta 42+05
Lot 64
Crowne HiIl/Sta 41 +05
Lot 67
Cinnamon Ln/Sta 1 1+80
RT No. 1757
RT No. 1759
Lot 65
Lot 62
Lot 68
Lot 67
Lot21
Crowne Hill/Sta 38+20
Lot 65
Crowne Hill/Sta 42+25
Lot 64
Lot 117
Lot 50
Lot 52
Park site 123
Park site 123
Park site 123
Park site 123
RT No. 1793
Lot 80
Lot 78
Lot 81
Lot 95
Lot 97
PETRA GEOTECHNICAL, INC.
J.N. 241-01
1285.0
1277.0
1235.0
1240.0
1246.0
1248.0
1257.0
1262.0
1270.0
1272.0
1272.0
1270.0
1274.0
1277.0
1271.0
1274.0
1274.0
1277.0
9.7 125.1 94 12
10.3 116.9 91 5
10.3 124.7 93 12
9.9 117.5 91 5
10.1 118.0 91 5
10.7 115.9 91 7
9.3 125.7 94 12
9.7 123.3 92 12
8.0 116.2 90 1
7.9 118.0 91 1
11.6 119.6 92 4
11.9 114.2 91 8
12.0 113.5 90 8
9.5 119.8 91 2
6.2 113.8 89 7
11.1 120.3 90 12
5.8 116.1 87 12
10.9 ]20.5 90 12
11.0 120.4 90 ]2
8.8 1] 5.7 91 7
9.4 114.1 91 8
13.0 113.9 90 8
11.9 116.4 90 5
12.4 117.7 91 5
8.3 126.0 94 11
7.7 123.9 93 11
86 122.3 92 12
13.4 117.2 91 9
14.4 112.1 90 10
13.4 113.5 91 10
8.9 111.6 92 14
11.0 1l0.3 90 14
11.4 115.8 91 9
10.5 1 ]6.8 91 9
8.7 115.9 91 9
7.0 111.2 87 9
8.9 115.2 90 9
10.] 116.9 91 5
10.7 117.5 91 5
11.3 118.7 91 4
9.9 117.1 91 5
14.0 114.1 91 6
JULY 2002 AIv
TABLE-II 10
1272.0
1278.0
1277.0
1272.0
1275.0
1277.0
1274.0
1279.0
1277.0
1278.0
1271.0
1272.0
1269.0
1268.0
1264.0
1266.0
1260.0
1264.0
1260.0
1246.0
1248.0
TR 23143-6
* Sandcone
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TABLE II
Field Density Test Results
". TEST .,....TEN..O.~...,...... ...... . <TEST ....., .... .... ....... ... ELEV. ...M.O.I(S%T)tJRE......... .......D..E.(NpCSl)IT.......Y..:. c......O(..~).~.............................'....T.S...un.p......I.LE.............,',.............
> DATE .......... ....r.;OCATlON.......<...(ft)..... _ _ YO He.
04/15/02 1806 Lot 99 1250.0 14.1 113.7 91 6
04/15/02 1807 Lots 97-98 1250.0 9.9 114.7 90 7
04/16/02 1808 Lot 96 1249.0 10.7 115.0 91 7
04/16102 1809 Lot 98 1253.0 10.3 114.3 90 7
04/16/02 1810 Lot 93 1245.0 10.7 ] 189 91 4
04/16/02 1811 Lot 78 1263.0 9.9 119.1 91 4
04/16/02 1812 Lot 80 1260.0 9.1 117.5 91 5
04/16102 1813 Lot 77 1263.0 9.3 116.7 90 5
04/16/02 1814 Lot 77 1263.0 9.9 117.0 91 5
04/16/02 1815 Lot 67 1267.0 10.7 119.3 91 4
04/1 6/02 1816 Cinnamon Ln/Sta 9+90 1260.0 10.3 1177 91 5
04/16/02 1817 Lot 77 1265.0 10.9 117.5 9] 5
04/16/02 1818 Lot 79 1262.0 10.0 114.3 90 7
04/16/02 1819 Lot 99' 1255.0 9.9 115.0 91 7
04/1 6/02 1820 Lot 97 1253.0 10.1 118.0 91 5
04/1 6/02 1821 Lot 95 1249.0 9.7 117.9 91 5
04/1 6102 1822 Lot 97 1255.0 10.7 117.7 91 5
04/1 6102 1823 Lot 99 1258.0 8.9 125.1 94 12
04/16/02 1824 Lots 97-98 1258.0 12.9 114.0 91 6
04/19/02 1851 Park site 123 1265.0 12.2 1118 90 15
04/19/02 1852 Park site 123 1265.0 13.4 114.2 92 15
04/19/02 1853 Park site 123 1266.0 ]4.2 ] 13.6 92 IS
04/19/02 1854 Park site 123 1268.0 12.8 113.0 91 15
04/19/02 1856 Park site 123 1270.0 14.9 109.9 91 13
04/22102 1861 Crowne HiIl/Sta 42+50 1280.0 9.2 115.0 90 7
04/22/02 1862 Lot 59 1282.0 7.2 107.1 85 7
04/22/02 1863 RTNo.1862 10.0 115.3 91 7
04/22/02 1864 Lot 78 1266.0 8.7 116.2 91 3
04/22102 1865 Lot 80 1270.0 6.6 114.0 89 3
04/22102 1866 RT No. 1865 9.2 117.5 92 3
04/23/02 1867 Crowne HiIl/Sta 41 +00 1284.0 10.0 118.2 92 5
04/23102 1868 Lot 62 1286.0 9.8 117.3 91 5
04/23102 1869 Lot 58 ]287.0 9.2 117.0 91 5
04/23102 1870 Lot 66 1278.0 8.7 116.5 90 5
04/25102 1871 Lot 60 1287.0 10.5 117.2 91 17
04/25/02 1872 Lots 63-64 1287.0 11.2 119.4 92 17
04/26/02 1873 Lot 65 1280.0 15.1 106.8 91 16
04/26/02 1874 Lot 70 1282.0 16.2 108.2 92 16
04/26102 1875 Lot 77 1272.0 14.4 110.1 94 16
04/19/02 1876 Park site 123 1270.0 10.6 117.9 90 4
04/19/02 1877 Park site 123 1270.0 9.4 118.6 91 4
04/19/02 1878 Park site 123 1270.0 13.1 106.8 86 10
PETRA GEOTECHNICAL, INC. TR 23143-6 JULY 2002 ~
J.N.241-01 . Sandcone TABLE-II 11
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II
II
TABLE II
Field Density Test Results
. >DTEA.. .TSTE. .............. 'fEN.. .OST................... ..... .. ................... ....L. ....O.TC.. EASTT1.0.. .N.. ...... ..... ... ... ..... ... ELEV.... MOISTURE · DENSITy....... .... ..c....O(%M)p,~()Ir;; ......
... .. ...... (n) ... .(%) .. . ........... . (pet) ..TYFE
04/19/02
04/19/02
04/19/02
04/19/02
04/19/02
04/19/02
04/19/02
04/19/02
04/19/02
04/22/02
04/22/02
04/22/02
04/22/02
04/16/02
04/16/02
04/16/02
04/23/02
04/23/02
04/26/02
04/26/02
04/27/02
04/29/02
04/29/02
04/30/02
04/30/02
04/30/02
04/30/02
04/30/02
04/30/02
04/30/02
04/30/02
05/02/02
05/01/02
05/01/02
05/01/02
05/01/02
05/01/02
05/02/02
05/02/02
05/02/02
05/02/02
05/02/02
1879
1893
1894
1895
1896
1897
1898
1899
1900
1935
1936
1937
1938
1955
1956
1957
2005
2006
2010
2011
2024
2083
2097
2127
2128
2137
2138
2139
2159
2160
2161
2171
2206
2208
2209
2210
2215
2222
2223
2224
2276
2277
RT No. 1878
Lot 69
Lot 66
Lot 64
Crowne Hill/Sta 42+50
Lot 62
Lot 77
Lot 70
Lot 77
Park site 123
Park site 123
Crowne Hill/Sta 50+70
Crowne Hill/Sta 50+71
Lot 99
Lot 95
Lot 98
Park site 123
Park site 123
RT No. 2005
Park site 123
Park site 123
Park site 123
Crowne Hil1/Sta 50+95
Park site 123
Lot 122
Park site 123
Park site 123
Park site 123
Lot 33
Park site 123
Park site 123
Lot 122
Crowne Hill/Sta 49+50
Park site 123
Park site 123
Crowne Hill/Sta 49+40
RT No. 2206
Park site 123
Park site 123
Lot 122
Park site 123
Park site 123
PETRA GEOTECHNICAL, INC.
J.N.241-01
12.9 113.4 91 10
1278.0 9.2 124.7 93 11
1279.0 9.0 123.0 92 II
1279.0 8.5 125.1 94 11
1280.0 9.9 119.7 93 5
1284.0 10.2 118.7 92 5
1265.0 9.5 121.7 94 5
1279.0 12.0 1180 92 8
1277.0 11.8 117.6 91 8
12640 12.7 117.3 92 3
1265.0 16.1 112.2 90 10
1265.0 13.8 116.9 94 10
1264.0 15.0 110.2 90 14
1261.0 12.3 113.0 90 6
1255.0 13.7 114.1 91 6
1261.0 9.9 125.1 94 12
1265.0 16.3 112.0 89 5
1266.0 14.0 112.3 90 10
13.1 105.7 90 16
1266.0 11.9 ]07.5 92 lG
1267.0 13.3 I 17.4 92 7
1267.0 16.0 112.6 92 14
1270.0 11.0 115.0 91 7
1269.0 15.1 110.9 91 14
1270.0 13.2 118.3 92 5
1270.0 15.0 114.4 90 7
1270.0 9.1 112.9 91 10
1269.0 10.6 117.2 91 5
1275.0 10.0 123.7 93 11
1275.0 10.5 124.7 93 11
1275.0 10.0 122.3 92 11
1277.0 8.9 123.9 93 12
1273.0 ]5.7 115.0 89 5
1272.0 ]4.2 109.9 90 14
1271.0 ]1.9 116.5 92 7
1273.0 10.8 115.9 91 7
15.5 11G.2 90 5
1276.0 12.9 117.6 93* 7
1275.0 ]1.1 120.6 92 4
1276.0 15.4 109.8 90 14
1272.0 9.4 115.4 91 7
1273.0 6.6 120.2 93 2
TR 23143-6 JULY 2002
* Sandcone TABLE-II 12 At?J
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· . TEST TEST .......... ..... .<i1'EST .... ..... ...... ELEV . M. O. ..r(s01~.) .... E......... D. .....E(NpSC.t)ITY.... ...... ...C.. O..(~)P.. ; .S()~
l.riATE. .... .. ... NO'. ...... ..... ...... . LOCATION ....... ......... ... .... ........ ... (ft) .'./. _ 7. . . .. ....TVPE
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I
05/02/02
05/02/02
05/02/02
05/02/02
05/02/02
05/02/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/03/02
05/04/02
05/04/02
05/04/02
05/04/02
05/04/02
05/04/02
05/04/02
05/04/02
05/04/02
05/04/02
05/04/02
05/04/02
05/04/02
05/04/02
05/04/02
2278
2287
2289
229]
2293
2294
2360
236]
2362
2542
2544
2545
2546
2550
2626
2627
2628
2629
2630
2631
2632
2633
2634
2635
2636
2637
2639
2640
264]
2642
2643
2644
2645
2646
2647
2648
2649
2650
2655
2656
2657
2658
TABLE II
Field Density Test Results
Lot 33
Lot 34
Park site 123
Park site 123
RT No. 2287
RT No. 2289
Park site 123
Park site 123
Park site] 23
Lot 75
Lot 79
Lot 77
Lot 81
Lot 81
Lot 66
Lot 69
Lot 50
Lot 65
Lot6]
Lot 64
Lot 52
Lot 65
Lot 69
Pliance Wy/Sta 11 +50
Lot 80
Lot 70
Lot 80
Lot 77
Lot 64
Lot 60
Lot 51
Lot 55
Lot 8]
Lot 64
Lot 60
Lot ]20
Crowne HiII/Sta 40+90
Lot 80
Lot 50
Lot 80
Lot 78
Lot 75
1274.0
1273.0
1275.0
1276.0
1277.0
1276.0
1276.0
1258.0
1263.0
1264.0
1258.0
1260.0
1262.0
1264.0
1262.0
1260.0
1260.0
]2610
1262.0
1264.0
1266.0
1265.0
1263.0
1266.0
1265.0
1266.0
1263.0
1263.0
1265.0
]264.0
1267.0
1265.0
1266.0
1262.0
1265.0
1267.0
1264.0
1266.0
]266.0
1267.0
PETRA GEOTECHNICAL, INC.
J.N.241-01
TR 23143-6
. Sandcone
9.2 120.2 90 12
8.9 ]08.9 88 ]4
7.3 1 ]5.6 89 4
6.2 114.3 90 7
10.9 110.7 91 14
8.8 118.9 91 4
9.6 122.1 94 4
110 121.4 91 12
9.5 124.5 93 12
119 114.0 92* 15
9.0 123.9 93 ]2
13.3 113.3 91 6
10.9 115.7 90 9
9.7 118.5 91 4
13.3 1 ]4.1 91 6
13.7 113.7 91 6
10.1 118.1 90 4
9.7 124.7 93 12
10.9 116.1 91 9
9.9 118.5 91 4
10.0 118.9 91 4
9.1 ]25.1 94 12
12.3 1 ]5.3 90 9
11.7 115.9 91 9
14.1 114.0 91 6
10.9 116.0 91 9
10.0 117.9 90 4
10.7 116.1 91 9
11.5 117.3 92 9
13.7 113.3 91 6
14.9 112.7 90 6
10.9 116.5 91 9
9.3 124.0 93 12
9.] 123.9 93* ]2
8.9 124.7 93* ]2
10.9 116.5 91 9
9.7 118.0 90 4
11.5 116.] 91 9
9.7 117.9 90 4
]3.9 114.3 9]* 6
]1.1 118.5 93* 9
9.3 124.3 93 ]2
JULY 2002 ~
TABLE-II 13
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. ..TEST ..... .'fEsr. ......................... ...<L......OCTEAST.Tl. .0.. ..N....<EL(E)V.M. O....I(~TUR.)...En. E(Np.cSf)IT.Y... ...C.O..(!!).p;......................TS..YOpIL.E...........................
... DATE ........... NO;i ..... ..... ..... ...... ... ..... . ... ... ......... ...... ft. _/. _ _ 7<_
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TABLE II
Field Density Test Results
05/04/02 2659 Lot 70 ]268.0
05/06/02 2660 Lot 71 12690
05/06/02 266] CinnamonlSta ]2+70 ]266.0
05/06/02 2662 Lot 60 1267.0
05/06/02 2663 Lot 63 1267.0
05/06/02 2664 Lot 64 1267.0
05/06/02 2665 Lot 120 1267.0
05/06/02 2666 Lot 17 1269.0
05/06/02 2667 Crowne HiII/Sta 42+00 1274.0
05/06/02 2668 Lot 117 1268.0
05/06/02 2669 Lot 65 1267.0
05/06/02 2670 CinnamonlSta 10+40 1264.0
05/06/02 2671 Lot 81 1269.0
05/06/02 2672 Lot 79 1268.0
05/06102 2673 Lot 77 1269.0
05/06/02 2674 Lot 75 1268.0
05/06/02 2675 Lot 69 1270.0
05/09/02 2685 Lot 76 1275.0
05/09/02 2686 Lot 79 12770
05/09/02 2687 Lot 65 1275.0
05109/02 2691 Lot 50 1279.0
05/09/02 2692 Lot 53 1214.0
05/09/02 2693 Lot 52 1274.0
05/09/02 2694 Lot 51 1281.0
05/09/02 2697 Lot 50 1283.0
05/09/02 2698 Lots 53-54 12770
05/09/02 2699 Pliance Wy/Sta 10+50 1278.0
05/09/02 2700 Lot51 1281.0
05/07/02 2926 Lot 74 1271.0
05/07/02 2927 Lot 76 1273.0
05/07/02 2928 Lot 78 1271.0
05/07/02 2929 Lot 81 1272.0
05/07/02 2930 Lot 69 1273.0
05/07/02 2931 Lot 66 1270.0
05/07/02 2932 Lot 60 1270.0
05/07/02 2933 Lot 63 ]270.0
05/07/02 2934 Lot 64 1272.0
05/07/02 2935 Cinnamon LnlSta 10+00 1270.0
05/07/02 2936 Lot 54 1268.0
05/07/02 2937 PIiance Wy/St ]0+90 1270.0
05/1 0/02 2942 Lot 51 1271.0
05/1 0/02 2943 PIiance Wy/Sta 10+00 1275.0
PETRA GEOTECHNICAL, INC. TR 23143-6
J.N.241-01 * Sandcone
10.7 118.5 91 4
]2.1 116.1 91 9
10.9 ] 18.1 90 4
12.7 114.1 91 6
11.3 116.0 91 9
11.7 1 ]6.9 91 9
13.1 113.9 91 6
9.9 118.9 91 4
10.7 118. I 90 4
11.5 ] 17.0 91 9
12.3 116.7 91 9
12.1 116.5 9] 9
9.9 124.1 93 12
9.7 123.7 93 "12
10.1 118.7 91 4
11.3 116.9 91 9
9.7 118.3 91 4
10.7 117.9 90 4
11.3 118.3 91 4
9.7 124.7 93 12
9.3 125.3 94 12
14.1 114.1 91 6
9.7 1 J 8.5 91 4
9.5 117.9 90 4
9.9 115.7 91 7
10.3 116.3 92 7
10.7 118.9 91 4
14.0 114.5 92 6
10.7 118.1 90 3
99 119.3 91 3
10.1 115.5 91 7
9.3 125.1 94 '1
9.7 118.7 91 3
13.3 114.0 91' 6
14.1 I I 3.1 90' 6
10.5 1 15.1 9]' 7
10.7 114.7 90' 7
9.9 118.3 91 3
10.3 117.9 90 3
10.7 ] 18.9 91 3
J2.7 113.0 90 6
9.7 118.5 91 3
JULY 2002 ~
TABLE-II 14
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TABLE II
Field Density Test Results
05/1 0/02
05/1 0/02
05/1 0/02
05/10/02
05/16/02
05/16/02
05/11/02
05/11/02
05/1 1/02
05/11/02
05/11/02
05/11/02
05/11/02
05/11/02
05/11/02
05/11/02
05/11/02
05/11/02
05/11/02
05113/02
05113/02
05/13/02
05113/02
05/13/02
05/13/02
05/13/02
05/13/02
05113/02
05/13/02
05/13/02
05/13/02
05/13/02
05113/02
05/13/02
05/13/02
05113/02
05/14/02
05/14/02
05/14/02
05/14/02
05/14/02
05/14/02
2947
2948
2949
2950
2952
2957
2978
2979
2981
2982
2983
2984
2985
2986
2987
2988
2989
2990
2991
2992
2993
2994
2995
2996
2997
3000
3002
3005
3006
3007
3008
3009
3010
3011
3012
3013
3014
3015
3016
3017
3018
3019
Lot 59
Lot 61
Lot 63
Cinnamon Ln/Sta 12+00
Lot 34
Lot 35
PIiance Wy/Sta II +40
Lot 50
Lot 80
Lot 78
Lot 70
Cinnamon Ln/Sta 12+00
Lot 61
Lot 64
Lot 65
Lot 69
Lot 79
Lot 71
Cinnamon Ln/Sta 12+20
Lot 60
RT No. 2990
RT No. 2991
Lot 69
Lot 80
Lot 53
Lot 50
Lot 39
Pliance Wy/Sta 10+00
Lot 53
Lot 55
Lot 55
Lot 54
Lots 5 I-52
Lot 100
Lot 102
Lot 102
Lot 76
Lot 76
Lot 110
Lot 109
Lot 108
Lot 109
1275.0
1273.0
1274.0
1275.0
1284.0
1283.0
1280.0
12850
1277.0
1274.0
1275.0
1278.0
1276.0
1276.0
1278.0
1277.0
1278.0
1273.0
1280.0
1275.0
1277.0
1279.0
1279.0
1283.0
1285.0
1285.0
1283.0
1272.0
1275.0
1280.0
1284.0
1262.0
1254.0
1257.0
1255.0
1257.0
1285.0
1273.0
1275.0
1275.0
PETRA GEOTECHNICAL, INC.
J.N.241-01
TR 23143-6
* Sandcone
12.7 113.5 91 6
9.9 118.5 91 3
10.3 119.3 91 3
9.1 123.9 93 12
11.4 114.4 92 6
11.2 125.1 94 12
9.7 117.9 90 4
9.5 118.3 91 4
10.7 116.7 90 5
10.3 . 117.0 91 5
14.7 112.5 90 6
9.9 118.7 91 4
10.3 117.9 90* 4
10.0 117.7 91" 5
9.5 118.1 92" 5
13.3 113.1 90 6
9.1 118.0 91 5
8.7 117.7 88 12
93 1133 86 4
10.0 1179 91 5
9.5 121.7 91 12
9.1 117.5 90 4
12.7 113.3 91 6
9.9 117.7 91 5
9.3 124.3 93 12
10.0 117.1 91 5
10.3 117.7 90 4
13.3 114.5 92 6
10.7 119.0 92 5
10.3 123.9 93 12
9.9 118.7 92 5
9.7 117.7 90 4
10.0 118.3 92 5
9.1 124.1 93 12
9.7 117.9 91 5
9.9 117.9 90 4
9.7 118.3 91 4
10.3 118.9 91 4
10.3 118.3 92 5
12.7 114.1 91 6
11.1 118.5 92 5
13.5 113.7 91 6
JULY 2002 4fp
TABLE-II 15
I
I
TEST TEST. .......... ......:.... ....... ...... ...L: ....O..TEC... .ASTTI...O..:.N.. .... :.. ...... .:..< ......EL(.~)V..<.::M. ::. O. :..I(~:U).. ..R.E.....:.DE(NpSC..l)IT....y...:.... ... (;OMP.~9IL<
I DATE <NO; . .. ... . ...... .. .... . . .... ..........:................t .. _7<_ _ ~ :.....: {%) .....<"TVPE<
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TABLE II
Field Density Test Results
05/14/02
05/14/02
05/14/02
05/14/02
05/14/02
05/14/02
05/14/02
05/14/02
05/15/02
05/15/02
05/15/02
05/15/02
05/15/02
05/15/02
05115/02
05/15/02
05/15/02
05/15/02
05/15/02
05/15/02
05/15/02
05/15/02
05/16/02
05116/02
05/16/02
05/16/02
05/16/02
05/1 6/02
05/16/02
05/16/02
05/16/02
05/17/02
05/17/02
05/17/02
05/17/02
05/1 7/02
05/17/02
05/17/02
05117/02
05/17/02
05/17/02
05117/02
3020
3021
3022
3023
3024
3025
3054
3055
3056
3057
3058
3059
3060
3061
3062
3063
3064
3065
3066
3067
3068
3069
3070
3074
3075
3077
3080
3081
3082
3083
3084
3085
3086
3087
3088
3089
3090
3091
3092
3093
3094
3095
Lot 114
Lot 102
Lot 101
Lot 100
Lot 102
Lot 102
Pliance Wy/Sta 10+00
Lot 53
Lot 55
Lot 51
Lot 81
Lot 80
Lot 77
Lot 70
Lot 68
Lot 66
Lot 59
Lot 61
Cinnamon Ln/Sta 11+12
Cinnamon Ln/Sta 10+00
Lot 65
Crowne HilIlSta 39+50
Lot 117
Pliance Wy/Sta 10+00
Lot 52
Lot 49
Lot 52
Lot 55
Plianee Wy/Sta 11 +50
Lot 81
Lot 80
Lot 59
Lot 61
Cinnamon Ln/Sta 11+12
Lot 63
Cinnamon Ln/Sta 10+00
Lot 68
Lot 70
Lot 80
Lot 79
Lots 77-78
Lot 70
PETRA GEOTECHNICAL, INC.
J.N.241-01
1284.0 10.7 119.1 91 4
1260.0 9.1 125.0 94 12
1263.0 9.7 119.1 92 5
1265.0 9.3 118.7 92 5
1265.0 9.9 118.1 90 4
1266.0 13.9 113.9 91 6
1288.0 9.1 124.1 93 12
1286.0 14.7 ] 15.0 92 6
1275.0 9.9 119.0 91 4
1286.0 10.3 118.1 90* 4
1275.0 9.7 123.7 93* 12
1277.0 9.7 116.5 90 5
1274.0 10.1 116.7 90 5
1276.0 10.0 117.0 91 5
1274.0 14.0 113.7 91 6
1281.0 9.9 118.3 91 4
1277.0 9.3 118.7 91* 4
1279.0 9.1 117.7 90* 4
1277.0 8.7 125.0 94 12
1273.0 9.3 117.9 91 5
1282.0 9.5 118.0 91 5
1279.0 9.0 124.7 93 12
1276.0 12.7 114.0 91 6
1289.0 11.3 116.9 91 5
1288.0 10.1 118.9 91 4
1288.0 9.9 119.3 91 4
1289.0 13.3 113.5 91 6
1283.0 9.7 117.0 91 5
1285.0 9.9 119.0 91 4
1278.0 13.7 114.3 91 6
1282.0 13.1 114.1 91 6
1280.0 10.9 117.7 91 17
1279.0 11.7 118.0 91 17
1283.0 9.3 124.0 93 12
1279.0 10.1 117.9 91 5
1283.0 12.3 118.3 92 17
1279.0 9.7 118.7 91 4
12 77. 0 10.9 117.7 91 17
1283.0 11.5 118.3 92 17
1281.0 9.7 124.0 93 12
1277.0 99 118.3 91 4
1279.0 10.7 119.0 91 4
TR 23143-6 JULY 2002 ~'1
* Sandcone TABLE-II 16
I
I
TJ!)Sl\ /'I'ES1.1N......O> .......................................................................................................................................................................L.........OT.~.~..........~. T...liO../N................................ .I......II:..............J!)L(...~I....)V:;........................................M......................................O..........................l.....(?..m.......T.2)...rm................. ...............E................................................................D...........................E.................(Np........c..s.......l)~;r.............y.......................................r.................0....i.....%.....N... ~p.....................:....IILE i
11)1\111'/......., ... .. .... ..... .. . ... ... .......R~~.. ..... ...i/// ",._ . .. _ Co- \l/"",lC...I'
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1
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TABLE II
Field Density Test Results
05/17/02 3096 Cinnamon Ln/Sta 10+70 1283.0
05/17/02 3097 Lots 75-76 1278.0
05/17/02 3098 Lot 61 1281.0
05/17/02 3099 Lot 62 1280.0
05/18/02 3100 Lot 58 1279.0
05/18/02 3103 Lot 49 1290.0
05/18/02 3105 Pliance Wy/Sta 11+00 1291.0
05/18/02 3107 Lot 50 1287.0
05/18/02 3108 Lots 51-52 1290.0
05/18/02 3109 Lot 50 1290.0
05/18/02 3110 Lot 51 1289.0
05/18/02 3111 Lot 54 12870
05/18/02 3112 Lot55 1283.0
05/18/02 3113 Lot 64 1280.0
05/18/02 3114 Lot 64 1283.0
05/18/02 3115 Lot 65 1284.0
05/18/02 3116 Cinnamon Ln/Sta 10+00 1284.0
05/18/02 3117 Lot 81 1281.0
05/18/02 3118 Lot 81 1285.0
05/18/02 3119 Lot 79 1284.0
05/18/02 3120 Lot 75 1281.0
05/18/02 3121 RTNo.3109
OS/20/02 3122 Lot 58 1281.0
OS/20/02 3123 Lot 59 1283.0
OS/20/02 3124 Lot 61 1284.0
OS/20/02 3125 Lot 63 1283.0
OS/20/02 3153 Lot 49 1291.0
OS/20/02 3154 Lot 50 1295.0
OS/20/02 3155 Pliance LnlSta 10+70 1294.0
OS/20/02 3156 Lot 55 1286.0
OS/20/02 3157 Lot 53 1292.0
OS/20/02 3158 Lot 55 1289.0
OS/20/02 3159 Lot 52 1292.0
OS/20/02 3160 Lot 50 ]292.0
OS/20/02 3]61 Lot 48 ]295.0
OS/20/02 3]63 Lot 49 1294.0
OS/20/02 3164 Lot 50 1296.0
OS/20/02 3165 Lot 54 1290.0
OS/20/02 3166 Lot 55 1292.0
OS/20/02 3167 Lot 51 ]296.0
OS/20/02 3168 Lot 57 1280.0
OS/21/02 317] Lot 60 ]285.0
PETRA GEOTECHNICAL, INC. TR 23143-6
J.N.241-01 * Sandcone
10.9 118.7 92
10.9 117.9 91
9.1 124.3 93
13.5 114.1 91
9.7 119.1 91
11.5 117.3 91
10.9 117.0 91
10.9 117.7 91
10.1 1185 91
12.3 116.0 89
10.7 116.7 90
11.3 117.1 91
9.9 118.9 91
13.1 115.0 92
10.7 117.7 91
11.5 1 ]7.0 91
9.1 118.9 91
12.7 114.5 92
9.7 123.7 93
10.1 118.3 92
10.9 117.9 91
9.3 119.0 91
10.7 122.4 92
10.6 118.8 92
15.0 114.4 90
11.4 121.1 91
9.3 119.5 92
8.9 122.9 92
10.7 118.4 92
11.5 118.1 92
11.3 117.8 91
13.5 114.3 91
]5.0 114.4 90
11.4 121.1 91
11.0 116.8 90
13.2 1 16.2 90
8.8 118.1 90
11.8 117.7 92
9.3 123.3 92
12.9 116.4 91
13.7 1] 8.4 93
10.9 124.1 93
17
17
12
6
4
17
17
17
4
17
17
17
4
6
17
17
4
6
12
17
17
4
11
17
7
12
4
12
17
17
17
6
7
12
17
17
4
9
12
9
9
12
JULY 2002
TABLE-II 17
~
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I Field Density Test Results
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I
OS/21/02
OS/21/02
OS/21/02
OS/21102
OS/20/02
OS/20/02
OS/20/02
OS/20/02
OS/20/02
OS/20/02
OS/20/02
OS/20/02
OS/20/02
OS/20/02
OS/20/02
OS/20/02
OS/20/02
OS/20/02
OS/20/02
OS/20/02
OS/20/02
OS/20/02
OS/21/02
OS/21/02
OS/21102
OS/21102
OS/21/02
OS/21/02
OS/21/02
OS/21/02
OS/21102
OS/21/02
OS/21/02
OS/21/02
OS/2 I /02
OS/21102
OS/21102
OS/21/02
OS/21102
OS/21/02
OS/21102
OS/21/02
3172
3173
3174
3175
3176
3177
3194
3195
3201
3202
3203
3204
3205
3206
3207
3208
3209
3210
321 I
3212
3213
3214
3223
3251
3252
3253
3254
3255
3284
3285
3286
3287
3288
3289
3290
3291
3292
3293
3294
3295
3296
3297
Lot 63
Lot 65
Lot 68
Lot 71
Lot 34
Lot 34
Lot 36
Lot36
Lot 93
Lot 94
Lot 95
Lot 96
Lot 97
Lot 98
Lot 99
Paraguay Dr/Sta 26+75
Paraguay Dr/Sta 24+00
Paraguay Dr/Sta 22+50
Paraguay Dr/Sta 2 I +00
Lot 100
Lot 101
Lot 102
RT No. 3205
Lot 82
Lot 83
Lot 84
detention basin fs
detention basin fs
Lot 66
Lot 73
Lot 71
Lot 72
Lot 71
Lot 71
Lot 72
Lot 69
Lot 81
Lot 79
Lot 64
Crowne HiIllSta 41 +50
Crowne Hill/Sta 40+00
Crowne Hill/Sta 38+70
PETRA GEOTECHNICAL, INC.
J.N. 241-01
TABLE "
1286.0 11.7 118.5 93 9
1287.0 12.0 120.8 90 12
1282.0 9.7 124.1 93 12
1276.0 10.3 123.3 92 12
1291.0 11.6 123.0 92 12
1290.0 11.1 121.2 91 12
1291.0 10.4 123.0 92 12
1292.0 96 122.1 91 12
FG 7.7 122.8 92 11
FG 7.9 122.0 91 11
FG 8.2 126.3 94 II
FG 6.2 117.5 88 II
FG 8. I 119.1 89" II
FG 5.2 115.2 86 II
FG 8.0 125.8 94 11
1240.0 8.3 121.9 91 11
1251.0 7.8 121.7 91 11
1256.0 9.0 115.9 90 3
1259.0 10.2 116.7 91 3
FG 9.2 122.9 92* 12
FG 96 120.7 90* 12
FG 7.2 123.2 92* 12
10.2 124.9 93 11
FG 10.2 118.2 90 20
FG 10.4 119.1 91 20
FG 9.4 117.9 90 20
1227.0 7.9 116.3 90 19
1240.0 6.8 l1G.8 90 19
1284.0 11.7 118.1 92 17
1283.0 12.3 117.3 91 17
1279.0 11.1 116.9 91 17
1284.0 10.9 117.5 91 17
1282.0 10.1 117.7 91 17
1282.0 9.3 123.1 92 12
1286.0 9.7 124.7 93 12
1284.0 10.0 124.5 93 12
1288.0 10.3 118.5 91 4
1287.0 11.7 116.9 91 17
1286.0 12.1 117.4 91 17
1280.0 11.9 117.9 91 17
1272.0 9.3 123.7 93 12
1270.0 10.0 122.9 92 12
TR 23143-6 JULY 2002 ~
* Sandcone TABLE-II 18
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.......................~.s.........w.............. /......TJt.$'I1}i/ ./.......................}i...TJt~m............... .................................../..../I<l)jI<lVi ........1\4(jJS~~..~~..~~!~V.....................................C............................O.i......."'...~)p.........................<....................................................................................m...~........e..i........p...~..ll.....E...........:.......................................................
I.PATE.NQ;!.iL()€ATI()N..)(ft)t%)/(P~f)i ,7< . ... .~.~. .
OS/21/02 3298 Lot 67
I OS/21/02 3299 Cinnamon Ln/Sta 10+60
OS/21102 3300 Lots 65-64
OS/22102 332 I Lot 92
I OS/22102 3326 Lot 33
OS/22/02 3327 Lot 33
OS/22/02 3328 Lot 35
I OS/22/02 3329 RT No. 3328
OS/22/02 3340 Lot 32
I OS/22/02 3345 Lot 13
OS/22/02 3348 Lot 14
OS/22/02 3349 Lot 12
I OS/22/02 3350 Lot 13
OS/23/02 3369 Lot 49
OS/23/02 3370 Lot 48
I OS/23/02 3371 Lot 47
OS/23102 3372 Lot 46
OS/23102 3373 Lot 45
I OS/23/02 3374 Lot 46
OS/23/02 3375 Lot 47
OS/29/02 3394 Lot 20
I OS/29/02 3395 Lot 19
OS/29/02 3396 Lot 20
I OS/29/02 3397 Lot 21
OS/29102 3398 Lot 22
OS/29102 3399 Lot 19
I OS/29102 3400 Lot 20
OS/23/02 3417 RTNos. 3169 & 3204
OS/28/02 3438 Lot 91
I OS/28102 3439 Lot 92
OS/28102 3440 Lot 89
OS/28102 3441 Lot 81 finish slope
I OS/29/02 3442 Lot 66
OS/29/02 3443 Lot 67
OS/29102 3444 Lot 68
I OS/29102 3445 Lot 69
OS/29102 3449 Lot 106
I OS/29/02 3450 Lot 107
OS/23102 3476 Lot 49
OS/23102 3477 Lot 55
I OS/23/02 3478 Lot 50
OS/23102 3479 Lot 54
PETRA GEOTECHNICAL, INC.
J.N. 241-01
TABLE II
Field Density Test Results
I
1285.0 11.5 118.0 91 17
1286.0 9.9 1 ]8.7 91 4
1290.0 10.4 119.0 91 4
1241.0 9.7 115.7 91 7
1297.0 11.2 120.5 93 17
1298.0 10.9 118.9 92 17
1298.0 11.6 115.2 89 17
10.3 118.9 92 17
1302.0 9.8 118.9 90 2
1285.0 9.7 122.2 91 11
1285.0 9.8 120.1 90 11
1288.0 8.6 120.7 90 11
1288.0 9.2 120.9 90 11
1297.0 10.0 1 ]9.0 92 19
1298.0 9.0 119.5 92 4
1296.0 10.0 119.5 92 19
1296.0 8.5 123.7 93 12
1298.0 90 119.0 91 4
1298.0 10.0 118.7 92 19
1299.0 10.0 118.1 92 19
1286.0 10.4 118.9 91 4
1287.0 10.6 120.6 92 4
1288.0 9.5 119.5 91 4
1287.0 9.8 116.9 90 17
1288.0 9.4 116.5 90 17
1290.0 9.0 118.4 91 17
1292.0 11.6 118.0 91 17
8.6 122.6 92 II
FG 7.4 120.6 90* 11
FG 6.8 124.1 93 II
FG 6.4 123.0 92* 11
1287.0 8.3 118.3 92 19
FG 8.2 120.2 93 19
FG 9.2 118.9 92* 19
FG 9.8 120.2 92 20
FG 10.5 119.2 91* 20
FG 10.0 117.6 91 19
FG 10.3 118.2 92* 19
1299.0 10.7 119] 91 4
1295.0 11.3 118.0 91 17
1299.0 11.7 117.1 91 17
1295.0 9.] 124.7 93 12
TR 23143-6 JULY 2002 tP
* Sandcone TABLE-II 19
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TESTTE~ ... ..... .>l;EST < ........ ELEV. MOISTURE DENSITY. COMP SOIL
... DATE.. .... .... NO; .... .. ... ........ .... .. LOCATION. ... ........ . .. ... (ft) . .. ..(%) ... ... ........ (pcl). ...... ....... .. (%) . ~.TYP~
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TAB LE II
Field Density Test Results
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
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
OS/23/02
OS/23/02
OS/23/02
OS/24/02
OS/24/02
OS/24/02
OS/24/02
OS/24/02
OS/24/02
OS/24/02
OS/24/02
OS/28/02
OS/28/02
OS/28/02
OS/28/02
OS/28/02
OS/28/02
OS/28/02
OS/28/02
OS/28/02
OS/28/02
OS/28/02
OS/28/02
OS/29/02
3480
3481
3482
3483
3484
3485
3486
3487
3488
3489
3490
3491
3492
3493
3494
3495
3496
3497
3498
3499
3500
3501
3502
3503
3504
3505
3506
3507
3508
3530
3531
3532
3533
3534
3535
3536
3537
3538
3539
3540
3541
3575
Lot 51
Lot 52
Lots 53-54
Lot 56
Lot 57
Lot 58
Lot 59
Lot 62
Lot 70
Lot 68
Lot 65
Lot 60
Lot 62
Lot 64
Lot 65
Lot 69
Lot 67
Lot 101
Lot 58
Lot 62
Lot 66
Lot 14
Lot 15
Lot 16
Lot 10
Lot II
Lot 12
Lot 10
Lot 14
Lot II
Lot 16
Lot 17
Larry Lee Ln/Sta 12+45
Larry Lee Ln/Sta 12+30
Larry Lee Ln/Sta 11+75
RT No. 3530
RT No. 3531
Lot 12
Lot 15
Lot 18
Lot 15
Lot 9
PETRA GEOTECHNICAL, INC.
J.N. 241-01
1299.0
1295.0
1298.0
1282.0
] 283.0
]282.0
1286.0
12870
1285.0
1287.0
1287.0
1288.0
1290.0
1293.0
1290.0
1287.0
1290.0
1266.0
]285.0
1293.0
1292.0
1289.0
1294.0
1294.0
1287.0
]286.0
1287.0
1290.0
1292.0
1292.0
1293.0
1294.0
1285.0
1283.0
1287.0
1293.0
1294.0
1293.0
1295.0
1285.0
TR 23143-6
* Sandcone
9.9 119.0 91 4
10.3 ] 19.5 92 4
11.4 117.5 91 17
9.7 1190 91 4
10.3 ] 18.5 91 4
11.0 ] 19.1 91 4
12.5 117.0 91 17
95 123.9 93 12
10.9 116.7 90 17
9.3 118.5 91 4
10.5 1170 91 17
10.3 ] 18.1 90 4
11.4 117.7 90 4
9.7 116.7 90 19
10.1 117.0 91 ]9
11.5 116.9 91 17
9.7 124.5 93 12
10.1 117.9 90 4
11.3 117.7 90 4
9.9 118.9 91 4
10.9 116.9 91 17
10.5 118.7 91 4
11.4 117.3 9] ]7
12.1 116.9 91 17
11.5 116.7 90 17
9.7 117.9 90 4
9.9 118.3 91 4
10.2 118.1 90 20
10.5 119.3 91 20
8.0 115.1 88 4
7.1 113.5 87 4
9.9 119.4 91 4
10.7 120.3 92 4
10.4 118.5 90 4
11.2 123.8 93 2
11.5 118.1 90 4
10.] 119.0 91 4
8.7 121.6 93 4
9.0 119.4 91 4
9.3 123.6 94 4
11.3 119.8 91 4
10.0 121.4 93 4
JULY 2002 5\
TABLE-II 20
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. ....'....DTAETS. ..TE ., ..'f.ES'r, .< 'J.'E~J'>ELEV; MOISTUR..E... .. ..D. ..~(NpSCf)IT...~. ... C.O.(m.Mo.)P. . SOIL
I ........'..NQ.u.>.>LOCATION .... .... ....... .....' .(ft) . .... (%) _ 7< ... ....TypE<
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OS/29/02 3585 Lot 33
OS/29/02 3586 Lot 36
OS/29/02 3601 Lot 106
OS/29/02 3602 Lot 107
OS/29/02 3603 Lot 108
OS/29/02 3604 Lot 109
OS/29/02 3605 Lot 56
OS/29/02 3606 Lot 57
OS/29/02 3607 Lot 58
OS/29/02 3608 Lot 59
OS/29/02 3609 Lot GO
OS/29/02 3610 Lot 61
OS/29/02 361 I Lot 62
OS/29/02 3612 Lot 63
OS/29/02 3613 Lot 64
OS/29/02 3614 Lot 65
05/30/02 36 I 5 Lot 79 finish slope
05/30/02 3616 Lot 77 finish slope
05/30/02 3617 Lot 75 finish slope
05/30/02 3618 Lot 74 finish slope
05/30/02 3619 Lot 23
05/30/02 3620 Lot 114
05/30/02 3621 Lot 70
05/30/02 3622 Lot 71
05/30/02 3623 Lot 72
05/30/02 3624 Lot 73
05/30/02 3625 Cinnamon Ln/Sta 12+50
05/30/02 3677 Lot 32
05/30/02 3678 Lot 32
05/30/02 3701 Lot 9
05/30/02 3702 Lot 9
05/30/02 3703 Lot 9
05/30/02 3704 Lot 9
05/30/02 3705 Lot 10
05/30/02 3706 Lot 8
05/30/02 3708 Lot 2
05/30/02 3709 Lot 3
05/30/02 3710 Lot 4
05/30/02 371 I Lot 4
05/30/02 3712 Lot 2
05/31/02 3795 Lot 50
05/31/02 3796 Lot 51
PETRA GEOTECHNICAL, INC.
J.N.241-01
TAB LE II
Field Density Test Results
1299.0 11.4 121.0 92 20
1300.0 9.2 ] 17.6 91 19
FG 6.0 119.7 92 4
FG 5.7 118. ] 91 4
FG 7.3 113.7 90 8
FG 6.2 115.6 92 8
FG 8.7 116.0 91 9
FG 7.2 114.2 91 8
FG 6.3 113.4 90 8
FG 7.7 114.2 91 8
FG 9.5 119.5 92 4
FG 7.9 113.7 91 8
FG 7.7 130.0 97 II
FG 90 120.2 92 4
FG 7.3 114.8 91 8
FG 8.8 ] 15.4 90 9
1275.0 G.I 115.0 91 8
1280.0 6.7 111.1 91 14
1285.0 6.4 115.4 92 8
1283.0 7.0 113.6 90 8
FG 5.1 113.6 90 8
FG 5.8 114.6 9] 8
FG 6.7 1172 92 9
FG 7.0 110.7 91 14
FG 7.0 112.1 92 14
FG 6.7 114.7 91 8
1284.0 10.4 ] 14.0 91 8
1299.0 13.0 120.1 92 20
1300.0 12.4 119.0 91 20
1287.0 10.1 119.7 91 20
1289.0 10.7 120.9 92 20
1291.0 10.4 121.2 92 20
1293.0 10.9 122.0 93 20
1294.0 8.4 121.4 92 20
1292.0 10.2 122.9 93 20
1279.0 9.9 123.5 94 20
1282.0 9.5 121.0 92 20
1284.0 12.8 115.2 92 20
]286.0 13.7 112.6 90 20
]282.0 11.7 117.2 94 20
FG 10.2 118.2 92* 19
FG 10.0 117.6 91 19
TR 23143-6 JULY 2002 6t-'
* Sandcone TABLE-II 21
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I
T$$J' ...................................................................................$E............N..............h..~........................................................................................... .........................................................................................................................L..............O...................~.............~..............;;."'.........~.......I.......O...................N...................... .(............t.............,.........I-EIIE;yi...........~~!~~PR-E...P~l'-l~l.1!"1C......G()MP;t...~g!Ji
I..... ...jjA1!E . '" "'a..... II...(III?.............i...((t)(. I.........................i(%) ..i...iI..(i.........(p!!f) ..?.....?...I%)?.(ll~E..??
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TABLE II
Field Density Test Results
05/31/02 3797 Lot 52 FG 9.2 116.5 90' 19
05/31/02 3798 Lot53 FG 9.4 117.3 91 19
05/31/02 3799 Lot 54 FG 8.7 119.0 92' 19
05/3 1/02 3800 Lot 55 FG 9.1 118.7 92 19
05/3 1/02 3801 LotS FG 12.9 119.2 92* 17
05/31/02 3804 Lot 8 FG 11.7 1188 90 20
05/31/02 3805 Lot 9 FG 11.3 118.3 90* 20
05/31/02 3806 Lot 10 FG 9.9 119.2 91 20
05/31/02 3807 Lot 11 FG 8.8 122.2 93* 20
05/31/02 3808 Lot 12 FG 96 121.3 92 20
05/31/02 3809 Lot 13 FG 9.4 123.7 94* 20
05/31/02 3810 Lot 14 FG 11.1 123.3 94 20
05/31/02 3811 Lot 15 FG 10.9 121.2 92' 20
05/31/02 3812 Lot 16 FG 10.6 121.8 93 20
05/31/02 3814 Lot 3 1284.0 10.6 123.5 94 20
05/31/02 3815 Lot 4 1286.0 10.4 124.5 95 20
05/31/02 3816 Lot 2 1285.0 9.6 117.6 91 19
06/0 I /02 3888 Lot I 1275.0 12.0 116.7 90 17
06/01/02 3889 Lot 2 1286.0 11.4 119.1 92 17
06/0 I /02 3890 Lot 3 1286.0 11.8 119.5 92 17
06/01/02 3891 Lot I 1280.0 12.5 118.0 91 17
06/01/02 3892 Lot 2 1287.0 12.2 118.3 91 17
06/01/02 3893 Lot I 1284.0 12.7 119.7 92 17
06/0 I /02 3900 Lot I 1285.0 11.0 121.6 94 17
06/0 I /02 3904 Lot 81 1258.0 10.3 121.4 93 20
06/01/02 3905 Lot 79 1261.0 10.9 120.6 92 20
06/0 I /02 3906 Lot 77 1264.0 9.7 122.0 93 20
06/01102 3907 Lot 90 FG 9.2 125.2 94 12
06/05/02 3917 Lot 81 FG 8.8 112.5 90' 6
06/05/02 3918 Lot 80 FG 9.1 115.5 90* 3
06/05/02 3919 Lot 79 FG 8.6 113.2 91* 6
06/05/02 3920 Lot 78 FG 13.4 105.5 90' 16
06/05/02 . 3921 Lot 77 FG 13.6 105.5 90' 16
06/05/02 3922 Lot 76 FG 6.5 115.4 90* 3
06/04/02 3993 Lot 17 FG 9.3 119.3 92* 17
06/04/02 3994 Lot 18 FG 8.5 121.5 94* 17
06/04/02 3995 Lot 19 FG 9.0 120.0 93* 17
06/04/02 3996 . Lot 22 FG 8.9 119.1 92' 17
06/04/02 3997 Lot21 FG 7.3 119;.7 92* 17
06/04/02 3998 Lot 20 FG 8.1 122.0 94' 17
06/05/02 4047 Park site 123 1283.0 11.4 114.0 91 6
06/05/02 4048 Park site 123 1284.0 11.8 116.0 93 6
PETRA GEOTECHNICAL, INC. TR 23143-6 JULY 2002 -5~
J.N. 241-01 . Sandcone TABLE-II 22
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TABLE II
Field Density Test Results
TEST . . TEsT>>TIi:~T. .<>iELEV;. MO.ISTUREDENSITYCOMP;SOlL<
. ...DA. ..T.E ..... ...... .N.O.. ..... .. ..... ......... ........ .......L. .OC.A.T. "ON... ...... ........i... ..... ........ .......... ... ...(ft)..("')( .1).. ..(%) ... .TVP E.. .
...... .. .. ...7........pc...................:. ...>i......
06/05/02 4049 Lot 122 1285.0 14.0 114.5 92 6
06/05/02 4050 Lot 122 1286.0 14.1 113.0 90 6
06/04/02 4051 Lot 1 1286.0 11.8 116.5 90 17
06/04/02 4052 Lot3 1287.0 10.9 118.4 91 17
06/04/02 4053 Lot 2 1288.0 10.3 119.7 92 17
06/04/02 4054 Lot I 1289.0 10.7 1]8.9 92 ]7
06/04/02 4055 Lot 3 1290.0 9.4 117.0 90 17
06/04/02 4056 Lot 4 1291.0 10.8 117.3 90 17
06/05/02 4065 Lot 1 1290.0 10.2 122.3 94 17
06/05/02 4066 Lot 3 1291.0 9.6 119.1 92 17
06/1 0/02 4185 Lot 5 FO 7.9 116.3 90 17
06/1 0/02 4186 Lot 8 FO 10.1 117.0 91 17
06/1 0/02 4187 Lot9 FO 9.8 116.5 90 17
06/06/02 4256 Park site 123 1274.0 12.6 119.2 92 17
06/06/02 4257 Park site 123 1277.0 12.4 117.8 91 17
06/06/02 4258 Park site 123 1380.0 11.8 117.5 91 17
06/06/02 4262 Park site 123 1284.0 11.2 119.8 92 17
06/07/02 4269 Park site 123 1280.0 13.2 109.3 90 13
06/07/02 4270 Park site 123 1283.0 13.7 109.5 90 13
06/07/02 4271 Park site 123 1284.0 14.5 113.3 94 13
06/07/02 4272 Park site 123 1286.0 14.0 114.2 94 13
06/07/02 4276 Park site 123 1287.0 11.3 1193 92 17
06/07/02 4277 Park site 123 1288.0 9.7 117.8 91 17
06/07/02 4278 Park site 123 1289.0 9.2 116.7 90 17
06/07/02 4279 Park site 123 1290.0 10.4 118.9 92 17
06/07/02 4280 Crowne HilI/Sta 50+90 1291.0 10.2 ] 19.0 92 17
06/07/02 4281 Crowne HiII/Sta 51_30 1292.0 14.1 114.7 92 10
06/0 7/02 4282 Lot 122 1294.0 13.3 113.6 9] 10
06/07/02 4283 Lot 122 1295.0 12.8 114.1 92 10
06/1 0/02 4363 Park site 123 1284.0 9.4 120.2 93 17
06/1 0/02 4364 Park site ]23 1286.0 11.8 119.7 92 17
06/1 0/02 4365 Park site 123 1288.0 12.6 117.8 91 17
06/1 0/02 4366 Park site 123 183.0 13.0 116.7 90 17
06/1 0/02 4367 Park site] 23 1288.0 13.8 116.4 90 17
06/11/02 4431 Park site 123 1286.0 11.4 118.1 92 9
06/11/02 4434 Park site 123 1286.0 ]2.2 121.0 94 9
06/11/02 4435 Park site 123 1288.0 11.9 118.8 92 9
06/11/02 4436 Park site 123 1288.0 10.1 116.1 90 9
06/11/02 4437 Park site] 23 1292.0 11.2 120.0 93 9
06112/02 4443 Park site 123 1293.0 10.7 119.6 93 9
06/12/02 4444 Park site 123 1294.0 10.9 121.9 95 9
06/12/02 4445 Park site 123 1295.0 13.3 121.3 94 9
PETRA GEOTECHNICAL, INC. TR 23143-6 JULY 2002 ~A.
J.N. 241-01 * Sandcone TABLE-II 23
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TABLE II
Field Density Test Results
06/12/02
06/12/02
06/12/02
06/12/02
06/12/02
06/12/02
06/12/02
06/12/02
OG/12/02
06/12/02
06/12/02
06/12/02
06/12/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/13/02
06/18/02
06/18/02
06/18/02
06/13/02
06/13/02
4477
4478
4479
4480
4481
4482
4483
4491
4492
4493
4494
4495
4496
4497
4498
4499
4500
45.01
45.02
45.03
45.04
45.05.
45.08
45.09
45.10
451 I
4512
4651
465.2
465.3
465.4
465.5.
465.6
4657
465.8
465.9
4660
4785.
4786
4787
4689
4690
Lot 97
Lot 96
RT No. 4477
RT No. 4478
Lot 95.
Lot 94
Lot 93
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
Park site 123
RT No. 465.3
RT No. 465.4
RT No. 465.5.
RT No. 465.6
Park site 123
Park site 123
Park site 123
Crowne HilI/Sta 37+00
Crowne HilI/Sta 40+00
125.9.0
125.7.0
7.7 111.8 84 12
7.7 106.4 82 1
8.3 122.8 92 12
9.2 118.4 92 1
7.7 120.4 93 1
8.4 119.7 93 1
8.1 1180 91 1
13.8 1]5..9 90 17
12.9 116.7 90 17
12.1 119.6 91 20
11.4 119.1 91 20
]2.7 120.1 92 20
9.2 119.9 92 20
12.0 115..8 92 8
11.2 114.7 91 8
10.8 116.9 93 8
11.7 114.0 90 8
ILl 116.0 90 9
12.3 119.0 93 9
12.4 120.8 94 9
10.6 122.0 95. 9
10.8 121.3 94 9
12.6 118.8 92 17
11.4 ]20.9 93 17
11.6 121.5. 94 17
13.0 ] 17.8 91 17
13.3 118.2 9] 17
13.3 114.1 92 15
14.7 115..7 93 15.
6.7 113.3 88 17
6.3 111.3 86 17
8.0 114.0 88 17
10.1 112.6 87 17
8.0 118.6 92 17
9.7 117.9 91 17
11.7 119.9 93 17
12.5. 122.0 95 17
88 120.6 90 12
8.2 123.1 92 12
86 121.4 91 12
8.8 122.2 92 21
8.4 121.5. 92 21
JULY 2002 ~
TABLE-II 24
125.4.0
1249.0
1245..0
1291.0
1292.0
1294.0
1295..0
1296.0
]297.0
1298.0
1299.0
1297.0
]298.0
]293.0
1291.0
1294.0
1295.0
1293.0
1296.0
1294.0
1298.0
. ]300.0
1302.0
1298.0
1299.0
1301.0
1300.0
1300.0
1299.0
1299.0
1301.0
1300.0
1285.0
1289.0
PETRA GEOTECHNICAL, INC.
J.N. 241-01
TR 23143-6
* Sandcone
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I Field Density Test Results
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TABLE /I
06/13/02 4691 Crowne HilIlSta 43+00 1292.0 8.0 121.2 91 21
06/13/02 4692 Cinnamon LnlSta 10+00 1293.0 11.2 116.8 91 19
06/13102 4693 Cinnamon LnlSta 13+00 1284.0 10.7 116.3 91 19
06113/02 4694 Paraguay Dr/Sta 14+00 1282.0 8.4 122.1 93 20
06/18102 4901 Lot I FG 6.1 126.2 94 22
06118/02 4902 Lot 2 FG 9.1 114.9 90 7
06118/02 4903 Lot 3 FG 7.5 121.5 90 22
06118/02 4904 Lot 4 FG 7.6 1189 92 1
06119/02 4976 Lot 32 FG 8.6 119.2 92 17
06119/02 4977 Lot 33 FG 8.2 119.2 92 17
06119102 4978 Lot 34 FG 8.9 120.1 93 17
06119102 4979 Lot 35 FG 9.2 120.1 93 17
06119/02 4980 Lot 36 FG 9.4 120.4 93 17
06/28/02 5651 Lot 38 FG 9.6 118.5 92 17
06/28102 5652 Lot 39 FG 9.2 116.8 90 17
06/28/02 5653 Lot 40 FG 8.7 117.9 91 17
PETRA GEOTECHNICAL, INC.
J.N.241-01
TR 23143-6
* Sandcone
JULY 2002
TABLE-II 25
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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.
Internationa] Conference of Building Officials, 1997, "Uniform Building Code," Volume 2, Structural Engineering
Design Provisions, dated April 1997.
Earth Research Associates, Inc., 1987, Evaluation of Faulting and Liquefaction Potential, Portion of Wolf Valley
Project, Rancho California, County of Riverside, California, J.N. 298-87, dated November 20,1987.
, 1988, Prehminary Soils Engineering and Engineering Geologic Investigation, Red Hawk Project, Rancho
California Area, County of Riverside, California, IN. 298-87, dated February 2, 1988.
Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County,
California, CDMG Special Report 131.
Petra Geotechnical, Inc., 1989, Supplemental Soils Engineering and Engineering Geologic Invc.stigation, Portion of
Redhawk Project, Vesting Tentative Tract Map Nos. 23064, 23065, 23066 and 23067, Rancho California,
County of Riverside, CalifornIa, Volumes I and II, J.N. 298-87, dated May 8,1989.
, 1999, Geotechnical Rep0l1 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 23] 43-4, Lots 18 through 80, Crowne Hill, City of Temecula, Riverside County,
CaliforniaJor Richmond American Homes, J.N. 444-98, dated September 7,1999.
, 2001 a, Geotechnical Investigation of Tracts 23142 and 26941 and Preliminary Sewage-Disposal Feasibility
Evaluation of Crowne Hill Estate Lots, Tract 26941, City of Temecula, Riverside County, California,
J.N. 24101, dated June 4,2001.
, 200]b, Geotechnical Review of Rough-Grading Plans for Tracts 23143-1,23143-6 through 23143-1 I,
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 Temecu1a, Riverside County,
California, J.N. 24t-01, dated December 10, 2001. '
,2001d, Reliance Letter for Tracts 23]43-1, 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,
CaliforniaJor Lowe Enterprises Residential Advisors, IN. 241-01, dated December 11,2001.
,2002a, Geotechnical Recommendations for Removal Depths, Park Site A within Tract 23143-F and Park
Site F within Tract 23143-5, City of Temecula, Riverside County, California, J.N. 24] -0], 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.
PETRA GEOTECHNICAL, INC
J.N. 241-01
JULY 2002
:51
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REFERENCES (Continued)
,2002c, Supplemental Geotechnical Investigation, Lots 1,3 and 5, Tract 29641, Estate Lots, City ofTemecula,
Riverside County, California, J.N. 219-02, dated May 14, 2002.
, 2002d, Geotechnical Report of Rough Grading, Lots 1 through 105 and Slope Lot 106, Tract 23143-8, City
ofTemecula, Riverside County, California, J.N. 241-01, dated June 21, 2002.
PETRA GEOTECHNICAL, INC
f.N. 241-01
JULY 2002
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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.
Exoansion 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 Plates A-2 and A-3.
Soil Chemistrv
Chemical analyses were performed on selected samples of onsite soil to determine concentrations of soluble sulfate
and chloride, as well as pH and resistivity. These tests were performed in accordance with California Test Method
Nos. 417 (sulfate), 422 (chloride) and 643 (pH and resistivity). Test results are included on Plate A-4.
PETRA GEOTECHNICAL, INC.
J.N.241-01
JULY 2002
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LABORATORY MAXIMUM DRY DENSITY'
/ii Optiinum: f:::',}'ia~JIQ":
Sample No. MUlY~' Moisture " Dry Density
(%) (pel)
I 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 Olivc brown Clayey tine 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 ]28.0
10 Very light brown fine Sandy SILT 11.5 ]24.5
II Medinm 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 brown Sandy SILT 13.5 120.5
14 Very light brown Silty very tine to fine SAND/Silty SAND/Sandy 11.5 122.0
SILT
15 Light brown to very light brown Silty CLA Y with trace fine 11.5 124.0
Gravel
]6 V cry light brown fine to medium SAND with trace coarse Sand 13.0 ]17.0
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
(1) PER ASTM TEST METHOD Dt557
PETRA GEOTECHNICAL, INC.
J.N.241-01
JULY 2002
Platf~ A-I
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EXPANSION INDEX TEST DATA
Sairijlle .i". . ... Rejlresentative Lots Expansion2; Expansi,on~
.L6t .... .. Index Potential.
3 I through 5 9 Very Low
7 6 and 7 1 Very Low
]2 8 through 16 2 Very Low
19 17 through 22 2 Very Low
23 23 and 114 5 Very Low
29 24 through 31 0 Very Low
34 32 through 36 II Very Low
37 37 6 Very Low
39 38 through 40 38 Low
43 41 through 44 I Very Low
47 45 through 49 5 Very Low
52 50 through 55 17 Very Low
59 56 through 62 16 Very Low
65 63 through 67 4 Very Low
70 68 through 73 8 Very Low
74 74 aud 75 0 Very Low
78 76 through 81 30 Low
82 82 through 84 24 Low
90 89 through 92 9 Very Low
93 93 through 95 3 Very Low
99 96 through 99 3 Very Low
101 100 and 102 8 Very Low
104 103 through 104 8 Very Low
108 106 through] 10 10 Very Low
112 III through ] 13 2 Very Low
PETRA GEOTECHNICAL, INC.
J.N. 241-01
JULY 2002
Plate A-2
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EXPANSION INDEX TEST DATA (Continued)
Park site west
side
123
Park site east
side
123
(2) PER ASTM TEST METHOD D4829
(3) PER 1997 UBe TABLE 18-I.B
Expansion'
Index
9
6
Expansion'
Potential
Very Low
Very Low
PETRA GEOTECHNICAL, INC
J.N. 241-01
JULY 2002
Plate A-3
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I SOIL CHEMISTRY
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"., / " ~:i'."...li~.:PHff/\i ltesi~tivit~7 .... ~
..:......., ,.,.,..,.,.".: '.(DDml</:. (ohrn-crn)
8 through 16 ND 6.8 2,000 concrete: negligible
steel: --
17 through 22 ND 63 7.2 6,000 concrete: negligible
steel: mile
24 through 3] ND concrete: negligible
steel: --
32 through 36 ND 114 6.9 2,000 concrete: negligible
steel: moderate
4] through 44 ND concrete: negligible
steel: --
56 through 62 ND 225 6.7 1,600 concrete: negligible
steel: high
63 through 67 0.003 200 7.5 concrete: negligible
steel: --
68 through 73 ND 110 6.5 ],900 concrete: negligible
steel: high
76 through 81 ND 7.5 2,000 concrete: negligible
steel: moderate
82 through 84 -- 223 7.6 1,500 concrete: --
steel: high
96 through 99 0.003 315 7.4 1,700 concrete: negligible
steel: high
106 through 110 0.0018 concrete: negligible
steel: --
(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
JULY 2002
Plate A-4
(;b