HomeMy WebLinkAboutGeotechRoughgrading(Jun.28,1999)
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o PE'IRA
COSTA MESA. SAN DIEGO. TEMECULA . LOS ANGELES
June 28, 1999
J.N.444-98
RICHMOND AMERICAN HOMES
104 West Grand Avenue, Suite A
Escondido, California 92055
Attention:
Mr. John Mecklenburg
Subject:
Geotechnical Report of Rough Grading, Phase I, Lots 17 through 22
and Lots 57 through 63 of Tract 23143-2; Lots 22 through 27 and
Lots 99 through 105 of Tract 23143-3; and Lots 1 through 17 of
Tract 23143-4, Crowne Hill, City of Temecula, Riverside County,
California
This report presents a summary of the observation and testing services provided by
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Petra Geoteclmical, Inc. (Petra) during rough-grading operations to develop Phase I
lots, Lots 17 through 22 and Lots 57 through 63 of Tract 23143-2; Lots 22 through 27
and Lots 99 through 105 of Tract 23143-3; and Lots I through 17 of Tract 23143-4
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. Lots 12 through 14 of
Tract 23143-4 are currently undergoing deep-fill settlement monitoring.
The purpose of grading was to develop 43 level lots (13 in Tract 23143-2, 13 in
Tract 23143-3 and 17 in Tract 23143-4) for construction of single-family residences,
as well as adjacent slopes and streets. Grading on these selected lots began in
December 1998, and was completed in April 1999.
PETRA GEOTECHNICAL INC.
27620 Commerce Center Dr. Ste. 103
Temecula, CA 92590
Tel: (909) 699.6193
Fax: (909) 699-6197
Petrate@jbm.net
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 2
REGULATORY COMPLIANCE
Removal and recompaction of low-density surface soils, processing of the exposed
bottom surfaces or placement of compacted fill under the purview of this report have
been completed under the observation of and with selective testing by Petra.
Earthwork and grading operations were performed in accordance with ,the
recommendations presented in the grading-plan review report (see References) and the
grading cod~ of the County of Riverside and the City of Temecula, California.
Continued monitoring of Lots 12 through 14 of Tract 23143-4 is recommended until
at least the end of July 1999, before construction begins on these lots. The completed
earthwork has been reviewed and is considered adequate for the construction now
planned. On the basis of our observations and field and laboratory testing, the
recommendations presented in this report were prepared in conformance with generally
accepted professional engineering practices and no further warranty is expressed or
implied.
ENGINEERING GEOLOGY
General
Geologic conditions exposed during the process of grading were frequently observed
and mapped by Petra's geologic staff.
Geolo!!ic Units
Geologic conditions observed onsite were generally as anticipated and described in the
preliminary geologic report for the site by Petra and others (see References). Removal
bottoms and subdrain excavations were geologically mapped by a Petra geologist. The
site consisted of an east-west-trending complex of highlands, comprised of Pauba
formational sandstone and younger Quaternary alluvial-filled valleys. All unsuitable
alluvial soils were removed to expose competent bedrock of the Pauba Formation.
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 3
The underlying Pauba formational sandstones generally consisted of sandy silts and
coarse sands which were predominantly fine-grained, very well-indurated to cemented,
laminated, moist and dense.
Groundwater
During overexcavations and subdrain excavations, no areas of subsurface water w,ere
encountered.
Faulting
No faults were encountered during grading operations on the site.
SUMMARY OF EARTHWORK OBSERVATIONS
AND DENSITY TESTING
Site Gearin!! and Grubbing
Prior to grading, all grasses, weeds, brush and shrubs were stripped and removed from'
the site. Clearing operations included the removal of all trash, debris and similar
unsuitable materials.
Ground Preparation
All deposits of existing artificial-fill materials and low-density native soils were
removed to underlying bedrock. The removals varied from approximately 5 to 25 feet
below original grades. Prior to placing fill, the exposed bottom surfaces were scarified.
to depths of 6 to 8 inches, watered as necessary to achieve at or slightly above
optimum moisture conditions, then recompacted in-place to a minimum relative
compaction of 90 percent.
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 4
Toe-of-fill-slope keys were placed at the base of all fill slopes. Fill keys were
excavated into competent native materials with a minimum slope of 2 percent to the
heel of the key.
Disposal of Oversize Rock
Oversize materials were not encountered during the rough-grading operations for these
lots.
Cut/FiIl Transition Lots
Cut/fill transition lots were eliminated due to overexcavation of the cut portion of the
transition lots. The removals within the cut portion extended to depths of
approximately 3 to 5 feet below finish grades.
Cut Lots
Some building pads and slopes within cut lots were cut to grade, geologically mapped
and determined to be adequate to provide uniform support for the proposed residences
and improvements without remediation.
Fill Placement and Testing
Fill materials consist of on site soils. All fills were placed in lifts restricted to
approximately 6 to 8 inches in maximum thickness, watered as necessary to achieve
near optimum moisture conditions, then compacted in-place to a minimum relative
compaction of 90 percent by rolling with a D8 or D9 bulldozer, 834 rubber-tired
bulldozer or loaded scrapers. The maximum verticil! depth of fill placed within the
subject lots as a result of grading is approximately 48 feet.
Field density and moisture content tests were performed in accordance with ASTM
Test Methods D2922 and D3017 (nuclear gauge). Occasional field density tests were
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 5
also performed in accordance with ASTM Test Method Dl556 (sandcone). Test
results are presented on Table I (attached) and test locations are shown on the enclosed
rough-grading plans (Plates 1 through 4).
Field density tests were taken at vertical intervals of approximately 1 to 2 feet and the
compacted fills were tested at the time of placement to verify that the specified
moisture content and minimum required relative compaction of 90 percent had been
achieved. At least one in-place density test was taken for each 1,000 cubic yards of
fill placed and/or for each 2 feet in vertical height of compacted fill. The actual
number of tests taken per day varied with the project conditions, such as the number
of earthmovers (scrapers) and availability of support equipment. When field density
tests produced results less than the required minimum relative compaction of 90
percent, the approximate limits of the substandard fill were established. The
substandard area was then reworked.
Visual classification of earth materials in the field was the basis for determining if the
maximum dry density value, summarized in a following section, was applicable for
each given density test. One-point checks were performed to supplement visual
classification.
Fill-Slope Construction
All fill slopes were constructed at a maximum ratio of 2: 1 (horizontal:vertical [h:v D.
Maximum fill-slope height is approximately 25 feet located on Lot 11 of
Tract 23143-4. Final surface compaction on the fill slopes was achieved by overfilling
and backrolling the slopes during construction and then trimming to the compacted
inner core or by backrolling the slope with a sheepsfoot roller.
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 6
Deep-Fill Monitoring
Settlement of the deep-fill areas encompassing Lots 12 through 14 of Tract 23143-4
is currently in progress using near-surface monuments established on Lot 13
(Monument No. SM-13). This settlement monument was installed after the
completion of rough grading. Monitoring began on May 26, 1999, and is continuing.
The monitoring is conducted by Robert'Bein William Frost & Associates, the project
civil engineer. The monument is monitored for both vertical and lateral movement.
The monitoring data to date indicates monument No. SM-13 has showed no lateral
movement and vertical movement is 0.01:t foot (0.12:t inch). Petra recommends
continued monitoring until at least the end of July 1999, to determine if fill settlement
has stabilized within these lots.
Subdrains
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Following clean-outs to competent bedrock, subdrains were installed in the primary
drainage courses. The subdrains were designed to mitigate the potential build-up of
hydrostatic pressures below compacted fills due to infiltration of surface waters.
Lot Summarv
A summary of the cut, fill and transition lots onsite with the maximum depth of fill is
provided in Table II.
TABLE II
Tract 23143-2
17
18
T
T
15
13
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I RICHMOND AMERICAN HOMES June 28, 1999
TRs 23143-2, -3 & -4/Crowne Hill Phase I J.N. 444-98
I Page 8
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I Tract 23143-4
I F 10
2 T 8
I 3 C
4 C
I 5 T 6
6 T 6
I 7 T 6
I 8 T 3
9 C 3
I 10 C
11 T 35
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'I 12 F 53
! 13 F 58
:1 14 F 52
I 15 T 42
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16 T 31
,I 17 T 30
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 9
LABORATORY TESTING
Maximum Drv Density
Maximum dry density and optimum moisture content for the major soil types observed
during grading were determined in our laboratory in accordance with ASTM Test
Method D1557-91. Pertinent test values are summarized in Appendix A.
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Expansion Index Test
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 the 1997 Uniform Building Code (UBC) Standard 18-2. Test results
. are summarized in Appendix A.
Atterber!! Limits
Liquid limit, plastic limit and plasticity index of soils was performed on selected
samples of onsite soils which had expansion indices greater than 20 in accordance with
ASTM Test Method D4318-93. Test results are summarized in Appendix A.
Soluble Sulfate Analvses
Water-soluble sulfate contents were also determined for representative samples of soil
existing at or near pad grade of the subject lots in accordance with California Test
Method No. 417. These tests resulted in negligible sulfate contents of less than 0.0 I
percent. Test results are summarized in Appendix A.
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 10
POST-GRADING CONSIDERATIONS
Landscaping and Maintenance of Graded Slopes
The fill slopes are comprised of granular, relatively cohesionless soils and, unless
mitigation measures are taken, the slopes will be subject to a low to moderate degree
of surficial erosion, raveling and possible slumping during periods of heavy rainfall.
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The fill slopes should be landscaped with a deep-rooted (4 to 5 feet deep), drought-
resistant, woody plant species. To provide temporary slope protection while the
woody materials mature, the slopes should be planted with a herbaceous plant species
that will mature in one season or provided with some other protection, such as jute
matting or polymer covering. The temporary protection should be maintained until the
woody material has become fully mature. A landscape architect should be consulted
to determine the most suitable plant materials and irrigation requirements.
To mitigate future surficial erosion and slumping, a permanent slope-maintenance
program should be initiated. Proper slope maintenance must include regular care of
drainage- and erosion-control provisions, rodent control, prompt repair of leaking
irrigation systems and replacement of dying or dead plant materials. The irrigation
system should be'designed and maintained to provide a constant moisture content in
the soils. Overwatering, as well as overdrying, of the soils can lead to surficial erosion
and slumping.
Homeowners should be advised of the potential problems that can develop when
drainage on the pads and 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 pools and planters.
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 11
Pad Drainal!e
Drainage on the lots should be designed to carry surface water away from all graded
slopes and structures. Pad drainage should be designed for a minimum gradient of I
percent with drainage directed to the adjacent streets. After dwellings are constructed,
positive drainage away from the structures and slopes should be provided on the lots
by means of earth swales, sloped concrete flatwork and area drains.
Utili tv Trenches
All utility-trench backfill within street right-of-ways, utility easements, under
sidewalks, driveways and building-floor slabs and within or in proximity to slopes,
should be compacted to a minimum relative compaction of 90 percent. Where on site
soils are utilized as backfill, mechanical compaction will be required. Density testing,
along with probing, should be performed by a Petra representative to verify adequate
compaction. Excavations for trenches that exceed 4 feet in depth should be laid-back
at a maximum gradient of 1: 1 (h:v).
For deep trenches with vertical walls, backfills should be placed in lifts no greater than
2 feet in thickness and then mechanically compacted with a hydra-hammer, pneumatic
tampers or similar equipment. For deep trenches with sloped walls, backfill materials
should be placed in lifts no greater than 8 inches and then compacted by rolling with
a sheepsfoot tamper or similar equipment.
As an alternative for shallow trenches (18 inches or less in depth) where pipe may be
damaged by mechanical compaction equipment, such as under building-floor slabs,
imported clean sand having a sand equivalent of 30 or greater may be utilized and
jetted or flooded into place. No specific relative compaction will be required;
however, observation, probing and, if deemed necessary, testing should be performed.
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 12
To avoid point-loads and subsequent distress to asbestos, clay, cement or plastic pipe,
imported sand bedding should be placed at least 1 foot above all pipe in areas where
excavated trench materials contain significant oversize rock. Sand-bedding materials
should thoroughly jetted prior to placement of backfill.
FOUNDATION DESIGN RECOMMENDATIONS '
General
Based on our observations during grading and field and laboratory testing, the
preliminary foundation design recommendations presented in our geotechnical
investigation report (see References) are considered applicable for the subject lots.
The recommendations are presented in the following sections of this report.
Allowable-Bearin~ Values
An allowable-bearing value of 1,500 pounds per square foot (psf) may be used for
continuous footings founded at a minimum depth of 12 inches below the lowest
adjacent tinal grade in compacted fill materials. An allowable-bearing value of 1,800
pounds psf may be used for continuous footings founded at a minimum depth of 18
inches below the lowest adjacent final grade in compacted fill materials.
Recommended allowable-bearing values include both dead and live loads and may be
increased by one-third for short-duration wind and seismic forces.
Settlement
Based on the above bearing values and maximum depth of fill, a total settlement of
footings is expected to be less than 1 inch and differential settlement less than one-half
of the total settlement. It is anticipated that the majority of the settlement will occur
during or shortly following the completion of construction as the loads are applied.
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 13
Lateral Resistance
A passive earth pressure increasing at the rate of 250 pounds psf per foot of depth, to
a maximum value of 3,000 pounds per square foot, may be used to determine lateral
bearing for building footings constructed on level ground. A coefficient of friction of
_ 0.4 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.
Expansive Soil Conditions
Laboratory test data indicate the foundation soils underlying the subject lots exhibit
VERY LOW to VERY HIGH expansion potential, as classified in accordance with
1997 UBC Standard Test No. 18-2. Minimum design recommendations for footings
and residential floor slabs for this condition are presep.ted below. However, additional
slab thickness, footing size and/or reinforcement may be necessary for structural
considerations, as determined by the project architect and/or structural engineer. A
summary of the expansion test results and associated lots is provided in Appendix A.
Results of our laboratory tests indicate Lots 60 through 63 of Tract 23143-2, Lot 27
of Tract 23143-3 and Lots 1 through 9 and Lots 11 through 17 of Tract 23143-4
exhibit a VERY LOW expansion potential as classified in accordance with 1997 UBC
Table 18-I-B. Since the onsite soils exhibit 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 the above soil conditions, 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.
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 14
. Footings
- Exterior continuous footings may be founded at the minimum depths indicated
in 1997 UBC Table l8-I-C (i.e. 12-inch minimum depth for one-story and 18-
inch-minimum depth for two-story construction). Interior continuous footings
for both one- and two-story construction may be founded at a minimum depth
of 12 inches below the lowest adjacent grade. All continuous footings should
have a'minimum width of 12 and 15 inches, for one- and two-story building,
respectively, and should be reinforced with two NO.4 bars, one top and one
bottom.
Exterior pad footings intended for the support of roof overhangs, such as second
story decks, patio covers and similar construction, should be a minimum of 24
inches square and founded at a minimum depth of 18 inches below the lowest
adjacent final grade. No special reinforcement of the pad footings will be
required.
. Buildin~-Floor Slabs
- Living-area concrete-floor slabs should be 4 inches thick and reinforced with
either 6-inch by 6-inch, No.6 by No.6 welded-wire mesh (6x6-W2.9xW2.9); or
with No.3 bars spaced a maximum of 24 inches on center, both ways. All slab
reinforcement should be supported on concrete chairs or brick to ensure the
desired placement near mid-depth.
- Living-area concrete-floor slabs should be underlain with a moisture-vapor
barrier consisting of a polyvinyl-chloride membrane such as 6-mil visqueen or
equivalent. All laps within the membrane should be sealed, and at least 2 inches
of clean sand be placed over the membrane to promote uniform curing of the
concrete.
- Garage-floor slabs should be 4 inches thick and should be reinforced in a similar
manner as living-area floor slabs. Garage-floor slabs should also be poured
separately from adjacent wall footings with a positive separation maintained
with 3/8-inch-minimum, felt expansion-joint materials and quartered with
weakened-plane joints. A 12-inch-wide grade beam founded at the same depth
as adjacent footings should be provided across garage entrances. The grade
beam should be reinforced with a minimum of two No.4 bars, one top and one
bottom.
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 15
Presaturation of the subgrade soils below floor slabs will not be required;
however, prior to placing concrete, the subgrade soils below all living-area and
garage-floor slabs should be pre-watered to promote uniform curing of the
concrete and minimize the development of shrinkage cracks.
Results of our laboratory tests indicate onsite soils within Lots 20 through 22 and 57
through 59 of Tract 23143-2 and Lots 24 through 26 and Lots 99 through 102 of Tract
23143-3 exhibit a LOW expansion potential as classified in accordance with
Table 18-I-B of the 1997 UBC. The 1997 UBC specifies that slab-on-ground
foundations (floor slabs) on soils with an expansion index greater than 20 require
special design considerations in accordance with 1997 UBC Section 1815. The design
procedures outlined in 1997 UBC Section 1815 are based on a plasticity index of the
different soil layers existing within the upper 15 feet of the building site. Based on
subsurface stratigraphy and distribution of the different soil types, we have calculated
an effective plasticity index of 15 in accordance 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 expansive
soils. These recommendations have been based on the previous experience of Petra on
projects with similar soil conditions. Although construction performed in accordance
with these recorrunendations has been found to minimize post-construction movement
and/or cracking, they generally do not positively mitigate all potential effects of higWy
expansive soil. 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.
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 16
. Footings
- Exterior continuous footings may be founded at the minimum depths indicated
in 1997 UBC Table 18-I-C (i.e., 12-inch minimum depth for one-story and 18-
inch minimum depth for two-story construction). Interior continuous footings
for both one- and two-story construction may be founded at a minimum depth
of 12 inches below the lowest adjacent grade. All continuous footings should
have a minimum width of 12 and 15 inches, for one- and two-story buildings,'
respectively, and should be reinforced 'with two No.4 bars, one top and one
bottom.
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.
. Building: Floor Slabs
The project architect or structural engineer should evaluate minimum floor slab
thickness and reinforcement in accordance with 1997 UBC Section 1815 based
on an effective plasticity index of 15. 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
mesh (6x6-W2.9xW2.9) or No.3 bars spaced a maximum of 18 inches on
centers, both ways. All slab reinforcement should be supported on concrete
chairs or brick 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 poured separately from adjacent wall footings
with a positive separation maintained with 3/8-inch-minimum, felt expansion-
joint materials and quartered with weakened-plane joints. A l2-inch-wide grade
beam founded at the same depth as adjacent footings should be provided across
garage entrances. The grade beam should be reinforced with a minimum of two
No.4 bars, one top and one bottom.
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 17
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.
Results of our laboratory tests indicate soils within Lots 17 through 19 of
Tract 23143-2; Lots 22 and 23 of Tract 23143-3, and; Lot 10 of Tract 23143-4 exhibit
a MEDIUM expansion potential as classified in accordance with 1997 UBC
Table 18-I-B of. The 1997 UBC specifies that slab-on-ground foundations (floor
slabs) on soils with an expansion index greater than 20 require special design
considerations in accordance with 1997 UBC Section 1815. The design procedures
outlined in 1997 UBC Section 1815 are based on a plasticity index of the different soil
layers existing within the upper 15 feet of the building site. Based on subsurface
stratigraphy and distribution of the different soil types, we have calculated an effective
plasticity index of 17 in accordance 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 moderately expansive
,
soils. These recommendations have been based on the previous experience of Petra on
projects with similar soil conditions. Although construction performed in accordance
with these recommendations has been found to minimize post-construction movement
and/or cracking, they generally do not positively mitigate all potential effects of highly
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expansive soil. 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.
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RICHMOND AMERICAN HOMES
TRs 23143-2, .3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 18
. Footings
- Exterior continuous footings for both one- and two-story construction should be
founded at a minimum depth of 18 inches below the lowest adjacent final grade.
Interior continuous footings may be founded at a minimum depth of 12 inches
below the lowest adjacent grade for both one- and two-story construction.. All
continuous footings should have a minimum width of 12 and 15 inches, for one-
and two-story buildings, respectively, and should be reinforced with two No.4
bars, one top and one bottom.
- Exterior pad footings intended for the support of roof overhangs, such as second
story decks, patio covers and similar construction, should be a minimum 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.
. Building Floor Slabs
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- The project architect or structural engineer should evaluate minimum floor slab
thickness and reinforcement in accordance with 1997 UBC Section 1815 based
,on an effective plasticity index of 17. Unless a more stringent design is
,recommended by the architect or the structural engineer, we recommend a
minimum slab thickness of 4 inches for both living-area and garage-floor slabs
and reinforcing consisting of No.3 bars spaced a maximum of 18 inches on
centers, both ways. All slab reinforcement should be supported on concrete
chairs or brick to ensure the desired placement near mid-height.
- Living-area concrete-floor slabs should be underlain with a moisture-vapor
barrier consisting of a polyvinylcchloride 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-t1oor slabs should also be poured separately from adjacent wall footings
with a positive separation maintained with 3/8-inch-minimum, felt expansion-
joint materials and quartered with weakened-plane joints. A 12-inch-wide grade
beam founded at the same depth as adjacent footings should be provided across
garage entrances. The grade beam should be reinforced with a minimum of two
NO.4 bars, one top and one bottom.
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 19
Prior to placing concrete, the subgrade soils below all living-area and garage-
floor slabs should be pre-watered to achieve a moisture content that is 5 percent
or greater than optimum moisture content. This moisture content should
penetrate to a minimum depth of 18 inches into the subgrade soils.
Results of our laboratory tests indicate onsite soils within Lots 60 through 63 of
Tract 23143-2 and Lots 103 through 105 of Tract 2,3143-3 exhibit a HIGH to VERY
HIGH expansion potential as classified in accordance with Table 18-I-B of the 1997
UBC. The 1997 UBC specifies that slab-on-ground foundations (floor slabs) on soils
with an expansion index greater than 20 require special design considerations in
accordance with 1997 UBC Section 1815. The design procedures outlined in 1997
UBC Section 1815 are based on a plasticity index of the different soil layers existing
within the upper 15 feet of the building site. Based on subsurface stratigraphy and
distribution of the different soil types, we have calculated an effective plasticity index
of 24 for the High potential and 35 for the Very High potential in accordance 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 highly expansive soils.
These recommendations have been based on the previous experience of Petra on
projects with similar soil conditions. Although construction performed in accordance
with these recommendations has been found to minimize post-construction movement
and/or cracking, they generally do not positively mitigate all potential effects of highly
expansive soil. 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.
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N. 444-98
Page 20
. Footings
All exterior footings for both one-story and two-story construction should be
founded a minimum depth of 24-inches below the lowest adjacent final grade.
Interior continuous footings may founded at a minimum depth of 18 inches
below the lowest adjacent final grade. All continuous footings should have a
minimum width of 12 and 15 inches, for one- and two-story buildings,
respectively, and should be reinforced with four No.4 bars, two top and two
bottom.
- Exterior pad footings intended for the support ofroof 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 24 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.
. Building Floor Slabs
The project architect or structural engineer should evaluate minimum floor-slab
thickness and reinforcement in accordance with 1997 UBC Section 1815 based
on an effective plasticity index of 24 and 35 for High and Very High,
respectively. Unless a more stringent design is recommended by the architect
or the structural engineer, we recommend a minimum slab thickness of 5 inches
for both living-area and garage-floor slabs and reinforcing consisting of No.3
bars spaced a maximum of 18 inches on centers, both ways. All slab
reinforcement should be supported on concrete chairs or brick 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 vis queen or
equivalent, placed on top of a 4-inch thick sand or gravel base. All laps within
the membrane should be sealed and an additional 2 inches of clean sand be
placed over the membrane to promote uniform curing of the concrete.
- Garage-floor slabs should have a minimum slab thickness of 5 inches on a 4-
inch-thick sand base and should be reinforced in a similar manner as living-area
floor slabs. Garage-floor slabs should also be poured separately from adjacent
wall footings with a positive separation maintained with 3/8-inch-minimum, felt
expansion-joint materials and quartered with weakened-plane joints. A 12-inch-
wide by 24-inch-deep grade beam founded at the same depth as adjacent
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N. 444-98
Page 21
footings should be provided across garage entrances. The grade beam should
be reinforced with a minimum of four No.4 bars, two top and two bottom.
- Prior to placing concrete, the subgrade soils below all living-area and garage-
floor slabs should be presoaked to achieve a moisture content that is 5 percent
or greater above optimum moisture content. This moisture content should
penetrate to a minimum depth of 24 inches into the subgrade soils.
Presaturation of the subgrade soils will promote uniform curing of the concrete
and minimize the development of shrinkage cracks.
Soluble Sulfates
Laboratory test data indicate soils within the subject lots have a negligible soluble-
sulfate content. As such, concrete in contact with soil may utilize Type I or II Portland
cement.
Structural Setbacks
Footing setbacks of residential structures from property lines and from the tops and
toes of the engineered fill slopes should conform to the minimum setback requirements
of 1997 UBC Chapter 18. Structural setbacks of retaining walls, swimming pools and
spas proposed on or near the tops of descending slopes should be analyzed separately.
Footin!! Observations
All building-footing trenches should beobserved by a Petra representative to verify
that they have been excavated into competent bearing soils and to depths conforming
to 1997 UBC Chapter 18. The foundation excavations should be observed prior to the
placement forms, reinforcement or concrete. The excavations should be trimmed neat,
level and square. All loose, sloughed or moisture-softened soil and/or any construction
debris, should be removed prior to placing concrete.
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 22
Excavated soils derived from footing and utility-trench excavations should not be
placed in slab-on-grade areas unless the soils are compacted to at least 90 percent of
maximum dry density.
RETAINING-WALL DESIGN RECOMMENDATIONS
Allowable-Bearinl,l Capacity and Lateral Rest
Footings for retaining walls may be designed using the allowable-bearing capacity and
lateral-resistance values recommended for building footings; however, when
calculating passive resistance, the upper 6 inches of the footings should be ignored in
areas where the footings are not covered with concrete flatwork.
Active and At-Rest Earth Pressures
An active lateral-earth pressure equivalent to a fluid having a density of 35 (very low),
"
45 (medium) and 50 (high) pounds per cubic foot should 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 values should be increased to 53 (very low), 75
(medium) and 87 (high) pounds per cubic foot. The above values an:! for onsite soils
which exhibit very low and medium expansions and are placed behind the walls a
minimum horizontal distance equal to one-half the wall height. 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.
Drainage
Perforated pipe-and-gravel subdrains 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 encased in a I-fool-wide column of 0.75- to 1.5-inch, open-
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 23
graded gravel extending above the wall footing to a minimum height of 1.5 feet above
the footing or to a height equal to one-third the wall height, whichever is greater. The
gravel should be completely wrapped in filter fabric consisting of Mirafi 140N or
equivalent. Solid outlet pipes should be connected to the subdrains and routed to a
suitable area for discharge of accumulated water.
Weepholes, if used, should be 3-inch-minimum diameter and provided at maximum
intervals of 6 feet along the walls. Open, vertical masonry joints should be provided
at 32-inch-minimum intervals. One-cubic-foot of gravel 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 should
consist of Mirafi 140N or equivalent.
Waterproofin!!
The portions of retaining walls supporting backfill should be coated with an approved
waterproofing compound or covered with similar material to inhibit infiltration of
moisture through the walls.
Retaining-Wall Backfill
All retaining-wall backfill should be placed in 6- to 8-inch-maximum horizontal lifts,
watered or air-dried as necessary to achieve near optimum moisture conditions and
compacted in-place to a minimum relative colllpaction of 90 percent. Flooding or
jetting of backfill materials should be avoided. A Petra representative should verify
adequate compaction of all backfill.
MASONRY GARDEN WALLS
The footings should also be reinforced with a minimum of two No.4 bars, one top and
one bottom. In order to mitigate the potential for unsightly cracking, positive
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RICHMOND AIVIERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 24
separations should also be provided in the garden walls at a maximum horizontal
spacing of 20 feet. These separations should be provided in the blocks only and not
extend through the footing. The footing should be poured monolithically with
continuous rebars to serve as an effective "grade beam" below the wall.
In areas where garden walls may be proposed on or near the tops of descending slopes,
the footings should be deepened such that a minimum horizontal clearance of 7 feet
is maintained between the outside bottom edges of the footings and the face of the
slope.
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.
. 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.
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 25
- Observe and verify proper installation of subdrainage systems prior to placing
wall backfill.
Observe and test placement of all wall backfill.
. Masonry-Garden Walls
Observe all footing trenches when first excavated to verify adequate depth and
competent soil-bearing conditions.
Re-observe all footing uenches following removal of any slough and/or
saturated soils and re-excavate to proper depth.
. Exterior Concrete-Flatwork Construction
- Observe and test subgrade soils below all concrete-flatwork areas to verify
adequate compaction and moisture content.
. Utility-Trench Backfill
- Observe and test placement of all utility-trench backfill.
. Re-Grading
- Observe and test placement of any fill to be placed above or beyond the finish
grades shown on the grading plans.
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RICHMOND AMERICAN HOMES
TRs 23143-2, -3 & -4/Crowne Hill Phase I
June 28, 1999
J.N.444-98
Page 26
This opportunity to be of service is sincerely appreciated. Please call if you have any
questions pertaining to this report.
Respectfully submitted,
Siama r
Principal En
RCE 36641
Attachments: Table I - Summary of Field Density Tests
References
Plates I through 4 - Density Test Location Map (in pocket)
Appendix A - Laboratory Test Criteria/Laboratory Test Data
Distribution: (6) Addressee
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TABLE I
Field Density Test Results
......,......,..,..~~.........., ........, r, r".... .,....,..,..,....,....,............,......,..,........,............,..................~,~f, T,i,.,..,........ ......~.~.............,............,............,Ir,....,f,l,...r, r,.......,JS,i,IIIII,.,,~~,...~,T, fl~'ilI~~lH~;
, ',', DATE ""NO., , ',' "',,' .'.',' ,.",LOCATION ",',",",.'" "',", "'" "',',' tn' ,",,' ','," ',",' ", (%.' ",...."" (,pc"'..J%'.,,",,,,,,E '
.- ..... _.-'_. . . ,', .. , .', , .", '.'....,.,:,::,. :';"'.';"';'.. :'..'. .. .....:.:.; .... ._.......,.,.._..:.,_..".;:.,.,. ...... :'.':_. , . _ , , . ......., ',,_,.:.. :__,_ _;_,_ ,__,_ .__,_,,_','_" :...........,. """:':'-':"_;''':''''':';':''';':'''':'\:;_. .:_.],:-:;.::-..... .. ..... .... ....;._., ":,_', .,..'1.:'- ';":"::':";";";":":";":":'-'-" - ."....~I::;:;::':: ,:;,;:,:::-:-,::-:::'\}!:f:::-J :,:,.::.:.:.;;::.::.:,:.:::(!:~:!i:!:::_,.., ,0:-.:. .;.;.:."
o 1/06/99 201 Lot 19 1214.0
o 1/06/99 201A RTNo. 201
01/10/99 251 TR 23 1 43-2/Lot 20 1218.0
01/11/99 264 TR 23143-2/Lot 19 1226.0
01/11/99 266 TR 23 1 43-2/Lot 24 1230.0
o 1/1lI99 268 TR 23 1 43-2/Lot 21 1229.0
01/11/99 269 TR 23143-2/Lot.t9 1229.0
01/12/99 284 TR 23143-2/Lot 21 I 1232.0
01/12/99 285 TR 23 1 43-2/Lot 19 1232.0
01/18/99 310 TR 23143-2/Lot 18 1234.0
01/18/99 317 TR 23143-2/Lot 21 1232.0
01/18/99 330 TR 23143-3/Lot 19 1233.0
01/20/99 343 TR 23143-3/Lot 18 1238.0
02/16/99 872 TR 23143-4/Lot I 1257.0
02/16/99 873 TR 23 I 43-4/Lot I 1258.0
02/16/99 874 TR 23143-4/open space 83/Lot 14 1235.0
02/16/99 875 TR 23143-4/open space 83/Lot 14 1236.0
02/16/99 894 TR 23143-4/open space 83/Lot 14 1238.0
02/16/99 895 RT No. 894
02/17/99 947 TR 23 I 43-4/Lot t 6 1244.0
02/17/99 948 TR 23143-4/Lot 16 1240.0
02/17/99, 978 TR 23143-3/open space 83/Lot 13 t238.0
02/1 7/99 979 TR 23143-3/open space 83/Lot 13 1237.0
02/18/99 1012 TR 23143-4/Lot 15 1243.0
02/18/99 1013 TR 23143-4/Lot 15 1244.0
02/22/99 1079 TR 23143-4/Lot 14 1246.0
02/22/99 1092 TR 23143-4/Lot 14 1247.0
02/22/99 1093 RT No. 1092
02/22/99 1113 TR 23143-4/Lot 13 1246.0
02/23/99 1157 TR 23143-4/Lot 12 1249.0
02/23/99 1158 TR 23143-4/Lot 12 1250.0
02/23/99 1183 TR 23143-4/Lot 13 1249.0
02/23/99 1184 TR 23143-4/Lot 13 1250.0
02/23/99 1193 TR 23 1 43-4/Lot 14 1248.0
02/24/99 1216 TR 23143-4/Lot 15 1252.0
02/24/99 1217 TR 23t43-4/Lot 14 1253.0
02/24/99 1218 TR 23 1 43-4/Lot 12 1254.0
02/24/99 1219 TR 23 I 43-4/Lot II 1255.0
02/25/99 1266 TR 23143-4/Lot 14 1254.0
02/25/99 1267 TR 23143-4/Lot 14 1255.0
02/25/99 1277 TR 23143-4/Lot 70 slope 1283.0
02/25/99 1282 TR 23 I 43-4/Lot 13 1243.0
02/25/99 1283 TR 23143-4/Lot 13 1314.0
PETRA GEOTECHNICAL, INC
J. N. 444-98
11.5 114.0 88 B
12.5 122.5 95 B
8.5 119.0 90 D
8.0 ,116.5 90 B
11.5 124.0 93 D
11.5 120.0 90 D
14.5 ' 117.0 90 E
13.5 125.0 93 D
14.0 117.5 90 E
13.5 121.0 91 G
12.5 122.5 92 G
11.0 118.0 91 B
11.5 119.5 92 B
8.0 120.0 91 F
11.0 118.0 90 M
10.5 123.5 93 F
11.5 119.0 90 M
17.5 106.0 81 I
10.0 121.0 91 F
12.5 120.0 90 F
12.5 107.0 92 Q
9.5 117.0 93 I
9.5 122.0 92 F
12.5 113.0 90 N
14.5 113.5 90 N
12.5 121.5 91 F
14.0 115.0 88 L
12.5 117.5 90 L
11.0 118.5 91 L
13.5 118.0 93 I
13.5 114.5 91 I
12.5 .118.5 91 L
14.0 118.0 91 L
12.5 120.5 91 F
13.0 114.0 91 S
14.0 118.0 92 P
11.5 117.0 91 P
13.5 117.5 92 P
12.5 113.0 90 S
13.0 108.5 90 R
10.0 116.5 90
10.5 112.5 90 S
13.0 116.5 93 S
JUNE 28, 1999 ~1
TABLE T-I 1
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TABLE I
Field Density Test Results
'T'E'S'T' ',.
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.-,.......,.,.,..-.,.-..-.-.-
.,.-.',-...............,',',",.,....,.._.
DA'l1Ill,"
........,',,',..-....-.--.-..-.
.... .....
02/25/99
02/25/99
03/09/99
03/09/99
03/09/99
03/09/99
03/09/99
03/1 0/99
03/1 0/99
03/10/99
03/11/99
03/12/99
03/12/99
03/15/99
03/15/99
03/16/99
03/16/99
03/17/99
03/17/99
03/18/99
03/18/99
03/18/99
03/18/99
03/19/99
03/19/99
03/19/99
03/19/99
03/19/99
03/19/99
03/22/99
03/22/99
03/22/99
03/22/99
03/22/99
03/22/99
03/22/99
03/23/99
03/23/99
03/23/99
03/23/99
03/23/99
03/23/99
03/23/99
03/23/99
...'.....,...,.....~~,.....,........i..........................;I)i'ESW.ii ................................I................~~~;...,.,.....,.,...,.,.,..',....".....,',.,.,'.,~,..,..,"..,'",.,.,.,..,1,.....,...0,..,......,.,.,..',.,.,',','~,',',',...,'.."",',....",.,f"".,.,.,..),p..,.,.,'."'.,,',,,'..,R,..'.,',.,.'. ..,.."E,.,.".,.,..,..',..."..,.,,'.,'..,'.,',.,,'.,.."'...."p.',.,..."'.,..,.,',..,."E..".,,,.,,...,k,...,N..pi,..,C~,..,,"',I..,T,. ...-g.,.,.....M~~f!\!1..~~t!l1I1
I.N:~; i.....'.....,ii."...iiiJ'1QGATIQN ..'.' I IiII i..' (.fl)...i \'1.., "i.,.(It~),'i_.eiIi
1284 TR 23143-4/open space 83/Lot II 1253.0 13.0 116.0 92 S
1285 TR 23143-4/open space 83/Lot 11 1254.0 14.0 113.5 90 S
1663 TR 23143-4/Lot 7 1265.0 8.5 113.5 87 E
1664 TR23143-4/Lot7 1266.0 12.5 114.0 90 I
1665 RT No. 1663 13.0 115.5 89 E
1697 TR 23143-4/Lot 6 1269.0 10.5 115.0 89 W
1698 TR23 1 43-4/Lot6 1271.0 11.5 116.0 89 K
1717 RTNo.1665 t2.5 117.0 90 E
1764 TR23143-4/Lot 17 1269.0 10.5 118.0 92 P
1765 TR 23 1 43-4/Lot 17 1270.0 9.5 114.5 89 P
1772 RTNo.1765 11.0 116.0 91 P
1782 TR23143-4/Lot 15 1266.0 14.0 112.5 91 K
1783 TR23143-4/Lot 15 1267.0 11.0 115.0 91 I
1826 TR23143-4/Lot 13 1265.0 13.0 112.0 91 K
1827 TR 23143-4/Lot 13 1266.0 13.0 114.5 90 I
1831 TR23143-4/ManchesterCt 1270.0 ]5.5 115.0 92 S
1832 TR23143-4/ManchesterCt 1271.0 ]5.5 113.5 90 S
1854 TR 23143-4/Lot 14 1269.0 14.0 117.5 90 H
1855 TR23143-4/Lot 14 1270.0 14.0 119.0 91 H
1922 TR23143-4/LotI6adj 1273.0 14.0 112.0 91 K
1923 TR 23143-4/Lot 16 adj 1274.0 t3.5 110.5 92 R
1925 TR23143-4/LotI6adj 1276.0 13.5 1175, 90 H
1926 TR 23 1 43-4/Lot 16 adj 1275.0 13.0 114.5 90 J
1934 TR23143-4/Lot 14 1268.0 8.0 115.0 91 I
1935 TR 23143-4/Lot 14 1269.0 9.0 114.0 90 I
1940 TR23 I 43-4/Lot2 1279.0 8.5 105.5 86 J
1955 RTNo.1940 15.0 112.0 91 J
1956 TR 23 I 43-4/Lot I 1280.0 12.0 114.0 92 I
1957 TR 23 1 43-4/Lot 2 1279.0 12.5 115.5 90 P
1958 TR 23 1 43-4/Lot 1 1280.0 13.0 114.0 90 I
1980 TR 23 I 43-4/Lot 15 1274.0 10.5 123.0 93 F
1981 TR23143-4/Lot 14 1275.0 11.0 119.5 90 F
1982 TR 23 1 43-4/open space 83/Lot 12 1265.0 8.0 113.5 90 I
1983 TR23143-4/open space 83/Lot 12 1266.0 10.0 117.5 90 L
1984 TR 23143-4/Lot 2 1280.0 10.0 122.0 92 F
1985 TR23143-4/Lot2 1281.0 10.0 121.5 92 F
1992 TR 23143-4/Lot 11 1262.0 11.0 124.5 94 D
1993 TR23143-4/Lotlt 1264.0 12.0 116.5 90 B
1994 TR 23143-4/Lot 17 1281.0 10.0 117.0 90 L
1995 TR23143-4/Lot 17 1281.0 8.5 117.5 90 L
2002 TR23143-2/LotI9 1233.0 14.0 108.5 90 R
2011 TR 23143-4/Lot 1 1281.0 6.5 111.0 89 N
2012 TR 23 I 43-4/Lot I 1282.0 7.5 \13.5 9\ N
2014 RT No. 2011 7.0 113.0 90 N
PETRA GEOTECHNICAL1 INC.
J.N.444-98
JUNE 281 1999 -z2>
TABLE T-I 2
I
I
I ,{IiJ.$$W ..,..I..'l'~~W....
,DATENQ)
I
03/23/99 2015
1/ 03/24/99 2025
II 03/24/99 2026
03/24/99 2027
I 03/24/99 2028
03/24/99 2033
03/24/99 2034
I 03/24/99 2035
03/24/99 2036
03/24/99 2043
I 03/24/99 2044
03/24/99 2045
03/24/99 2046
I 03/24/99 2051
03/24/99 2052
03/24/99 2053
I 03/24/99 2054
03/24/99 2055
03/24/99 2065
I 03/24/99 2066
03/24/99 2067
03/24/99 2068
I 03/25/99 2072
03/25/99 2073
03/25/99 2074
I 03/25/99 2075
03/25/99 2076
I 03/25/99 2077
03/25/99 2090
03/25/99 2091
I 03/25/99 2092
03/25/99 2093
03/25/99 2094
I 03/25/99 2095
03/25/99 2096
03/25/99 2097
I 03/25/99 2098
03/25/99 2099
03/25/99 210 I
03/26/99 2118
I 03/26/99 2119
03/29/99 2151
I 03/29/99 2152
03/29/99 2159
I
TABLE I
Field Density Test Results
.wf!$WI
;J8QG~WiQN
TR 23143-4/Lot 2
TR 23 I 43-4/Lot 14
TR 23143-4/Lot 14
TR 23 I 43-4/Lot 12
TR 23 I 43-4/Lot 12
TR 23 I 43-4/Lot 7
TR 23143-4/Lot 7
TR 23 I 43-2/Lot 58
TR 23143-2/Lot 58
TR23143-4/Lot 16
TR 23143-4/Lot 16
TR 23 I 43-4/Lot space 83
TR 23 1 43-4/Lot space 83
TR 23 I 43-4/Lot 5
TR 23143-4/Lot 5
TR 23143-4/Lot 7
TR 23143-4/Lot 7
RT No. 2018
TR 23143-4/Lot 12
TR 23143-4/Lot 13
TR 23143-4/Lot 15
TR23143-4/Lot IS
TR 23143-4/Lot II
TR23143-4/Lot 12
TR23143-4/Lot 16
TR 23143-4/Lot 15
TR 23143-2/Lot 57
TR 23143-2/Lot 57
TR 23143-4/open space 83
TR 23143-4/open space 83
TR 23143-4/Lot 16
TR 23143-4/Lot 15
TR 23143-4/Lot 5
TR 23 I 43-4/Lot 4
TR 23143-4/open space 83
TR 23143-4/open space 83
TR 23143-4/Lot 14
TR 23 I 43-4/Lot 14
RT No. 2035
TR 23143-2/Lot 58
TR 23143-2/Lot 58
TR 23 t43-2/Lot 57
TR 23143-2/Lot 57
TR 23143-4/Lot 15
"".."EL'E'V' "
."...."...,,-......., .
:~::,):::;:':::::'::\::::}?::::::::?, .,': ,:: :'::,: "::,:~,-:::
,...,..--...........,...--..,......... .
.......................................
....."...."...............--..-..-.._,..
,(ftyI
1283.0
1278.0
1279.0
1272.0
1273.0
1280.0
1281.0
1212.0
1213.0
1280.0
1281.0
1271.0
1272.0
1282.0
1281.0
1281.0
1282.0
1265.0
1266.0
1279.0
1280.0
1266.0
1267.0
1283.0
1282.0
1214.0
1215.0
1266.0
1267.0
1282.0
1283.0
1282.0
1283.0
1266.0
1267.0
1276.0
1277.0
1215.0
1216.0
1216.0
1217.0
1284.0
PEITRA GEOTECHNICAL, INC
J. N. 444-98
J\!1l~i%!1l$~.P~N~~Cl'l1..g~~!..~~~M.
I(%}I,...'.......(I.I..(p~t), ..II rtt4) I!Ir~rI,..
11.0 117.5 91 L
7.5 112.5 90 S
9.5 109.5 91 R
10.5 120.0 92 L
9.5 116.0 93 S
12.0 117.0 91 P
12.5 114.5 91 J
18.0' 109.5 89 J
10.5 110.5 90 J
10.0 119.5 92 L
10.5 121.0 93 L
9.0 115.0 90 P
9.0 117.0 90 L
13.0 116.0 92 S
8.5 114.0 91 S
7.5 120.5 93 L
8.0 117.5 91 L
13.5 115.0 90 P
9.5 125.0 94 D
8.5 126.0 95 D
9.0 118.0 91 L
11.0 118.0 91 L
9.5 119.5 91 M
10.0 119.0 91 M
12.0 115.5 90 P
10.5 117.5 90 L
21.5 103.5 93X
,15.0 111.5 91 J
10.5 111.5 9t K
12.0 113.5 901
9.5 117.0 92 P
14.0 115.5 90 P
12.0 118.5 91 L
10.0 119.0 91 L
10.5 111.0 90 K
11.5 112.0 90N
9.0 117.5 94 S
10.5 116.0 92 S
13.0 108.5 90 R
16.0 111.5 91 K
15.0 113.5 91 N
14.5 115.5 91 I
16.5 113.5 90 I
9.0 117.0 91 P
JUNE 28, 1999
TABLE T-I 3
'f'
I
II
I """"'-"'---,-'-"'-,','"
....iiawiSJE
pi\!!I!
03/29/99
I 03/29/99
03/29/99
03/29/99
I 03/29/99
03/29/99
03/29/99
I 03/29/99
03/29/99
03/29/99
I 03/29/99
03/29/99
03/29/99
I 03/29/99
03/29/99
I 03/30/99
03/30/99
03/30/99
03/30/99
I 03/30/99
03/30/99
03/30/99
I 03/30/99
03/30/99
I 03/30/99
03/30/99
03/30/99
I 03/30/99
03/30/99
03/30/99
I 03/30/99
03/30/99
03/30/99
I 03/30/99
03/30/99
03/30/99
I 03/31/99
03/3 1/99
04/01/99
I 04/01/99
04/01/99
04/0 1/99
I 04/01/99
04/0 1/99
I
TABLE I
Field Density Test Results
..."'.'.!Il"'E""".'
),:\(:-:::- _:_':Q:;:"';)~~,
.....".........--.-.
..,',.....----.....,"
. ..................
. NO;.........
..... ...........--.--
2160
2161
2162
2169
2170
2171
2172
2177
2178
2179
2180
2181
2182
2183
2184
2185
2186
2187
2188
2189
2190
2191
2192
2219
2220
2221
2222
2223
2224
2225
2232
2233
2234
2235
2236
2237
2261
2262
2278
2279
2280
2281
2286
2287
........................II~lilll.......................................... "
TR23143-4/Lot 15
TR23143-4/Lot 13
TR 23 1 43-4/Lot 13
TR 23143-4/Lot 14
TR 23 I 43-4/Lot 14
TR 23 I 43-4/Lot II
TR 23143-4/Lot II
TR 23143-2/Lot 18
TR 23143-2/Lot 18
TR 23143-4/open space 84/Lot 12
TR 23143-4/open space 84/Lot 12
TR 23143-4/Lot 15
TR 23143-4/Lot 15
TR 23143-2/Lot 19
TR 23 1 43-2/Lot 19
TR 23 1 43-4/Lot 6
TR 23143-4/Lot 7
TR23143-4/Lot 4
TR 23143-4/Lot 4
TR 23143-4/Lot 14
TR 23143-4/Lot 14
TR 23143-4/Lot II
TR 23143-4/Lot 11
TR 23143-4/Lot II
TR 23143-4/Lot 11
TR 23143-4/Lot 8
TR 23143-4/Lot 13
TR 23 1 43-4/Lot 13
TR 23143-2/Lot 20
TR 23 I 43-2/Lot 20
RTNo.2177
RTNo.2178
TR 23 1 43-2/Lot 19
TR 23143-2/Lot 19
TR 23143-4/Lot 12
TR 23143-4/Lot 12
TR 23143-2/Lot 21
TR 23 1 43-2/Lot 21
TR 23 I 43-2/Lot 17
TR 23143-2/Lot 17
TR 23143-2/Lot 20
TR 23 t43-2/Lot 20
RT No. 2281
TR 23143-2/Lot 20
PEITRA GEOTECHNICAL, INC.
}.N.444-98
~~I'I;i_I~irll,(1~~11Ir~'l.lIl,
1285.0 9.5 117.0 91 P
1276.0 9.5 115.5 90 P
1277.0 10.0 116.0 91 P
1280.0 12.0 115.0 90 P
1281.0 12.0 114.0 90 I
1271.0 13.5 114.0 90 I
1272.0 13.0 111.0 90 K
1232.0 17.0 102.5, 85 R
1234.0 17.0 103.0 85 R
1277.0 14.0 115.0 90 J
1275.0 8.0 120.0 92 L
1284.0 10.5 118.5 91 L
1285.0 11.0 111.0 90 J
1237.0 13.0 115.0 90 P
1238.0 12.5 115.5 90 P
1283.0 10.0 125.0 94 G
1288.0 9.0 126.5 95 G
1281.0 10.0 1l9.0 93 P
1282.0 9.0 113.0 91 N
1284.0 10.0 116.0 91 P
1285.0 11.0 119.5 93 P
1277.0 11.5 1l2.5 92 N
1278.0 10.5 115.0 90 P
1283.0 12.0 113.5 90 I
1284.0 11.0 115.0 90 P
1286.0 8.5 117.5 90 L
1282.0 11.0 118.5 91 L !
1283.0 9.5 119.0 91 L
1237.0 14.5 116.0 9t P
1238.0 13.0 117.0 91 B
10.5 115.0 ~2 N
10.5 115.5 90 P
9.5 119.0 92 L
11.0 116.0 91 P
8.0 114.0 91 N
10.0 111.5 90 K
11.0 112.5 91 K
9.5 113.0 90 N
10.5 118.5 91 L
13.0 116.5 91 P
t5.5 107,5 93 Q
19.5 t03.5 89 Q
16.0 115.0 90 P
15.5 115.5 90 B
1237.0
1238.0
1286.0
1287.0
1230.0
1231.0
1241.0
1242.0
1240.0
1241.0
1237.0
JUNE 28, 1999
TABLE T-I 4
?P
I
I
I
I
I
I
I
I
I
I
I
I
il
II
II
I
I
I
I
"''''mE' "S"1J".'.'..'
....n__... ".n
.... . .....
""H.__'. ...,....
:':;::':::':';:::--:- "';:";:;:::::;:::
.--,.,.....---..,.....-.......-..
',",",",':",":':':':':':':':':',':",':',";"""-"-'
""J)'])E"" "',',,',
....... .... .....
'//} , A' ',' //,
..........""...,'.-",.._--,'
.... ...-.
04/05/99
04/05/99
04/05/99
04/05/99
04/05/99
04/05/99
04/06/99
04/06/99
04/14/99
04/14/99
04/14/99
04/09/99
04/09/99
04/14/99
04/14/99
04/15/99
04/17/99
04/]7/99
04/17/99
04/17/99
04/1 7/99
04/17/99
'_ 04/17 /99
04/17/99
04/1 7/99
04/17/99
04/17/99
04/19/99
04/19/99
04/19/99
04/19/99
04/19/99
04/19/99
04/19/99
04/19/99
04/19/99
04/19/99
04/19/99
04/19/99
04/20/99
04/20/99
04/20/99
04/20/99
04/20/99
''',,,,,,sm'
:,:),;,::I,Jij. ,:l/,::
,."."..."........,'
..--.--,.-.-....----.---....
......................
WW NO! ?
.n ................
2344
2345
2348
2349
2358
2359
2382
2383
2411
24]2
2413
2415
2416
2417
2418
2436
2479
2480
2481
2482
2485
2486
2487
2509
2510
2511
2512
2517
2518
2519
2520
2530
2531
2532
2533
2534
2537
2541
2542
2543
2564
2565
2568
2569
TABLE I
Field Density Test Results
...........,..,...'.TEST""
;ill~AitIII
TR 23143-2/Lot 18
TR 23143-2/Lot 19
TR 23143-2/Lot 19
TR 23 1 43-2/Lot 19
TR 23143-2/Lot 17
TR 23143-2/Lot ] 7
TR 23143-4/Lot 9 slope
TR 23,j43-4/Lot 9 slope
TR 23143-2/Lot 25
TR 23143-4/Lot 26
RT No. 2411
TR 23143-2/Lot 26
TR 23 I 43-4/Lot 25
RT No. 2413
TR23143-2/Lot 25
RTNo.2417
TR 23143-4/Lot 1
TR 23143-4/Lot 29
TR 23143-4/Lot 4
TR 23 1 43-4/Lot 5
TR23143-4/Lot 6
TR23143-4/Lot 7
TR23] 43-4/Lot 8
TR 23143-4/Lot 9
TR 23143-4/Lot I]
TR 23 1 43-4/Lot 12
TR 23 1 43-4/Lot 13
TR 23 I 43-4/Lot 14
TR 23143-4/Lot 15
TR23143-4/Lot 16
TR 23 t43-3/Lot 17
TR 23 I 43-3/Lot 26
TR 23 I 43-3/Lot 26
TR 23143-3/Lot 24
TR 23143-3/Lot 24
TR 23 I 43-4/Manchester Ct
TR 23 1 43-3/Lot 24
RT No. 2534
TR 23]43-3/Lot 26
TR 23143-3/Lot 26
TR 23143-2/Lot 57
TR 23143-2/Lot 58
TR 23143-2/Lot 58
TR 23143-2/Lot 58
,)teEM!
",....,.--...--.----,..--......"..".."....,
"",' "..........,.........,..--..-...-,.....
......................................
....-.......................".."..".......
',., ',,',',', "'("ft' "')"'"
.............................. un
/'{)}()t??t:::?\(:t?:, ::.:' )(::
1243.0
1244.0
1242.0
1243.0
1244.0
1245.0
1283.0
1284.0
1241.0
1240.0
1234.0
1235.0
1241.0
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
1245.0
1246.0
1249.0
1250.0
1281.0
1251.5
]250.0
1251.0
1220.0
1221.0
1225.0
1226.0
PfiTRAGfOTfCHNICAL, INC.
'j.N.444-98
IIf%Tlllr(~~aJ1Ir~r!!!lIli
11.0 123.5 93 F
11.0 114.0 91 S
9.0 123.0 93 F
11.0 118.5 91 L
15.5 109.5 91 R
14.5 116.0 91 P
10.0 119.5 90 F
, 12'.5 114.5 90 P
17.0 102.0 87 0
14.5 112.5 90 N
15.0 98.5 85 Q
10.5 122.0 93 Y
12.0 119.5 91 Y
19.0 109.5 89 K
17.5 102.5 83 K
19.5 103.5 89 J
10.5 117.5 92 P
12.0 117.5 91 P
10.5 115.5 90 B
12.5 117.0 91 B
9.0 119.5 90 F
10.0 119.0 90 F
13.0 16.5 90 L
t1.0 121.0 91 F
13.5 113.0 92 K
9.5 118.5 91 H
10.5 120.5 91 F
9.0 118.0 90 H
8.5 118.0 90 H
10.5 117.5 90 H
8.5 121.5 91 G
9.5 116.0 91 P
10.0 117.0 90 L
11.0 122.5 93 F
10.5 120.5 91 F
9.5 109.5 86 P
12.5 121.5 92 F
10.5 121.5 92 F
7.5 121.5 92 F
7.5 118.0 89 F
8.5 119.0 90 F
7.5 117.5 90 L
10.0 115.5 90 P
11.0 115.5 90 P
JUNE 28, 1999 }\
TABLE T-I 5
I
I
I If!!ffli~$I
,D8WiJ)..
04/20/99
I 04/20/99
04/20/99
04/20/99
I 04/20/99
04/20/99
04/20/99
I 04/20/99
04/21/99
04/21/99
I 04/21/99
04/21/99
04/21199
I 04/21/99
04/21/99
04/21/99
I 04/21/99
04/2 1/99
04/21/99
I 04/22/99
04/22/99
04/22/99
I 04/22/99
04/22/99
04/22/99
I 04/22/99
04/23/99
I 04/23/99
04/23/99
04/23/99
04/23/99
I 04/16/99
04/26/99
I 04/26/99
04/26/99
04/26/99
I 04/26/99
04/26/99
04/27/99
I 04/27/99
04/28/99
04/28/99
I 04/28/99
04/28/99
I
TABLE I
Field Density Test Results
""""8""
:::=r{'\:i:;C;-,:I::{:
............."...,-,..
.,._......._._._'_._',_-N,...,...-.-.-,.-.-..,.-.."
..--..............,..
""""'N'@'"
,_,_n,_,_ .,"',",'
...,...,..... --','--'
:t:;;::::::,;::::.,_,_ ':. i:;:::;:::
2570
2571
2572
2573
2580
2581
2582
2583
2587
2588
2589
2590
2602
2603
2604
2605
2606
2607
2609
2613
26]6
2617
2618
2619
2620
2621
2630
2639
2640
2648
2655
2465
2712
2713
2714
2715
2716
2717
2745
2746
2778
2779
2780
2785
i?...,.,....'?...,......')))!..,... "......TES;r.i..,...,i.
,LOCAxIoN
TR 23 I 43-2/Lot 59
TR 23143-2/Lot 59 slope
RT No. 2543
TR 23143-3/Lot 26
TR 23143-2/Lot 59
TR 23143- 2/Lot 59
TR 23 I 43-2/Lot 58 slope
TR 23143-2/Lot 58 slope
TR 23143- 2/Lot 59
TR 23 1 43-2/Lot 59
TR 23143- 2/Lot 57
TR 23 1 43-2/Lot 57
TR 23 1 43-2/Lot 57 slope
TR 23 1 43-2/Lot 57 slope
TR 23143-2/Lot 57 slope
TR 23 I 43-2/Lot 57 slope
TR 23 I 43-2/Lot 58
TR 23143-2/Lot 58
TR 23 I 43-4/Lot 15 slope
TR 23143-4/Lot 13
TR 2314-4/open space 83/Lot II
TR 2314-4/open space 83/Lot 11
TR 23143-3/Lot 57 slope
TR 23143-3/Lot 57 slope
TR 23143-3/Lot 57 slope
TR 23143-3/Lot 57 slope
TR 23143-3/Lot 24
TR 23143-3/Lot 26
TR 23143-3/Lot 25
TR 23143-3/Lot 18 slope
TR 23143-2/Lot 22 slope
RT No. 2436
TR23143-2/Lot 17
TR 23143- 2/Lot 18
TR 23143- 2/Lot 19
TR 23143-2/Lot 20
TR 23143- 2/Lot 21
TR 23143- 2/Lot 27
TR 23143-2/Lot 58 slope
TR 23 I 43-2/Lot 58 slope
TR 23143-3/Lot 22 slope
TR 23143-2/Lot 57 slope
TR 23143-3/Lot 57 slope
RT No. 2778
~i~ll;lrll;lr(~[~wllr~'lll
1227.0 12.0 116.0 90 B
1228.0 11.0 113.5 90 I
9.5 119.0 90 F
8.5 113.5 90 I
10.0 118.0 90 H
10.15 117.0 90 H
19.5 107.0 92 Q
21.0 105.5 91 Q
10.5 '116.5 90 B
11.0 114.5 90 P
10.0 119.0 90 M
12.0 115.5 90 B
11.0 1l7.0 90 Y
10.5 116.5 90 B
11.5 116.0 90 B
9.5 119.5 91 Y
9.5 119.0 91 Y
10.0 124.5 94 F
15.5 113.0 90 S
22.5 104.0 90 Q
17.5 111.0 90 J
16.0 113.0 90 N
12.0 119.0 90 F
11.5 118.5 90 F
10.5 120.0 91 F
11.0 119.5 90 F
8.5 120.0 91
7.5 117.5 90
7.5 119.0 90
11.5 120.5 91
16.0 t 12.0 93
13.5 107.0 92
9.0 120.5 91
10.0 114.5 90
9.0 120.0 91
10.0 t25.0 94
10.0 126.5 96
12.5 115.5 90
9.0 123.0 93
9.0 120.5 91
11.0 112.5 87
13.0 121.5 93
12.5 117.0 90
10.0 118.5 92
PETRA GEOTECHNICAL, INC.
j. N. 444-98
1254.5
1230.0
1231.0
1229.0
1230.0
1232.0
1233.0
1227.0
1228.0
1228.0
1229.0
1229.0
1230.0
1231.0
1232.0
1282.0
1282.0
1278.0
1281.0
1229.0
1230.0
1227.0
1228.0
FG
FG
FG
1245.0
1239.0
FG
FG
FG
FG
FG
FG
1237.0
1238.0
1246.0
1238.0
1239.0
L
F
H
R
Q
F
P
F
F
F
p
F
F
B
Z
P
B
JUNE 28, 1999
TABLE T-I 6
,,;V
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE I
Field Density Test Results
""""8";"
:::\)};:I:,:r.;-: :.: - ::,:1:' ,:::t/
..,-."..............-.-.-.
"""D""'A""'*E""'{
}:::J}, :./.: ,\1\- _ .:?t
04/28/99
04/28/99
04/30/99
05/06/99
05/06/99
05/07/99
05/07/99
05/1 t/99
05/1 t/99
05/18/99
05/18/99
05/18/99
',"', iT, E, ST,,,,
',,',',",........,'
.... ............
..............,..-..,'
,.......--...,....,'
".'N'..O...'.."
......., "','
}{{:>" :, :,: ,~/:
............-.-,...
2792
2793
2823
2900
2901
2917
2918
2950
2951'
3013
3014
3015
",imEsm",
:.,-::::;-;.;.,-:.:-,.,.,.::,-,;::..:.,.,-.:,.:.,:,.:.,.,-:.;.,.:.;.,.:.;-,.,.,.:.:-;-,.;.;.:.:.;.:.;-:.;.;.,.:.:-,.:.:.;.
l)[;QG4!wjQ~
TR 23143-3/Lot 22
TR 23t43-3/Lot 22
TR 23143-3/Lot 22
TR 23 1 43-2/Lot 58 slope
TR 23 t43-2/Lot 58 slope
TR 23143-2/Lot 59 slope
TR 23 I 43-2/Lot 59 slope
TR 23 143-2/Lot 57 slope
TR 23 I 43-2/Lot 58 slope
TR 23 1 43-2/Lot 59
TR 23143-2/Lot 58
TR 23 143-2/Lot 57
~BJ)IIIDJ~110~f(~~~lilr~;I)_I;:
1248.0 9.0 115.5 90 P
1249.0 8.0 120.0 91 F
1250.0 9.5 1 I 1.0 90 K
1254.0 14.0 118.0 92 P
1250.0 13.0 113.5 92 K
1246.0 11.5 115.0 90 P
1247.0 10.0 113.0 90 N
'1254.0 9.0 114.0 90 I
1255.0 9.0 116.0 91 P
FG 10.0 125.5 95 F
FG 8.0 110.0 90 K
FG 9.5 116.0 91 D
PE'TRA GEOTECHNICAL, INC.
j. N. 444-98
JUNE 28, 1999 '91;
TABLE T-I 7
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REFERENCES
Pacilic Soils Engineering, Inc., 1992, Geotechnical Grading Plan Review, Tract 23143-1. Crown Hills Development.
City of Temecula. California, W.O. 400406, dated June 22.1992.
1995. Geotechnical Study and Grading Plan Review. Tract 23143-2, City of Temecula. California,
W.O. 400406A, dated February 7.1995.
1996a, Geotechnical Study and Grading Plan Review, Tract 23143-4. City of Temecula. Califqrnia.
W.O. 400406A, dated September 16, 1996.
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, 1996b, Geotechnical Study and Grading Plan Review, Tract 23143-3, Crown Hill. City of Temecula,
California. W.O. 400406A, dated September 25, 1996.
Petra Geotechnical. Inc., 1998. Geotechnical Investigation, Tentative Tracts 23143-2, -3, and -4, Crowne Hill. City of
Temecula, Riverside County, California, J.N. 444-98, dated September 23,1998.
, 1999, Interim Geotechnical Report of Rough Grading, Model Lots, Lots 3 through 6 of Tract 23143-2, and
Lots 1 through 8 of Tract 23143-3, Crowne Hill, City of Temecula, Riverside County, California,
J.N. 444-98. dated May 3, 1999. '
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JUNE 28, 1999
PETRA GEOTECHNICAL, INC.
J.N- 444-98
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APPENDIX A
LABORA TORY TEST CRITERIA
LABORATORY TEST DATA
PETRA GEOTECHNICAL, INC JUNE 28, 1999
J.N. 444-98
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APPENDIX A
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LABORA TORY TEST CRITERIA
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Laboratorv lVlaximum Drv Densitv
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Maximum dry density and optimum moisture content were detcnnined for selected sample of soil in accordance with
AS1M Test Method D1557-91. Pertinent test values are given on Plates A-I and A-2.
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Exoansion Potential '
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Expansion index tests were performed on selected samples of soil accordance with 1997 Uniform Building Code (UBC)
Standard Test No. 18-2. Expansion potential classifications were determined from 1997 UBC Table l8-I-B on the basis
of the expansion index values. Test results and expansion potentials are presented on Plates A-2 and A-3.
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Soluble-Sulfate Analvsis
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Chemical analyses were performed on selecled samples of soil to determine soluble sulfate contents. These tests were
performed in accordance with California Test Method No. 417. Test results are included on Plate A-3.
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Atterber~ Limits
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Atterberg limit tests (Liquid Limit and Plasticity Index) were performed on selected samples to verify visual
classifications. These tests were performed in accordance with AS1M Test Method D4318-84. Test results are
presented on Plate A-4.
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PETRA GEOTECHNICAL, INC.
1. N. 444-98
JUNE 28, 1999
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LABORATORY MAXIMUM DRY DENSITY'
Boring Optimnm Maximum
Number Soil Type Moisture Dry Density
(%) (pcf)
A Brown siltv SAND (SM) 9.5 131.5
B Lt. brown coarse siltv SAND (SM) 10.0 129.0
C Lt. brown silty SAND (SM) 9.5 130.5
D Medium-brown clayey SAND (SC) 8.5 133.0
E Tan siltv fine SAND w/ clav (SM) 10.0 129.5
F Dk. Brown silty SAND w/clav (SM) 9.0 132.0
G Orange-brown silty SAND w/clay 8.5 133.0
(SM)
H Orange-brown silty SAND w/clay 9.5 130.5
(SM)
I Medium-brown clayey SAND (SC) 11.0 126.5
J Tan silty-sandy CLAY (SC) 13.0 123.0
K Yellow-brown SILT (ML) 12.0 123.0
L Yellow-brown silty SAND (SM); 10.0 130.0
micaceous
M Yellow-brown clayey SAND (SC) 9.5 131.5
N Yellow-brown silty SAND (SM) 11.5 125.0
0 Yellow-brown silty SAND w/clay 9.0 132.0
(SM)
p Red-brown silty SAND (SM) 10.5 128.0
Q Tan SILT (ML) 16.0 116.0
R Tan sandy SILT/silty SAND (SM/ML) 12.5 120.5
S Tan coarse silty SAND (SM) 11.0 125.5
T Orange-brown silty SAND (SM) 9.5 122.0
Tl n. D. ",,' c, xm ,e>n on 110 "
PLA TE A-I
JUNE 28, 1999
:PETRA GEOTECHNICAL, INC.
1.N.444-98
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Boring Optimum Maximum
Number Soil Type Moisture (%) Dry Density
(pel)
U Dk. Brown silty SAND (SM) 9.0 132.5
V Dk. Yellow-brown silty-clayey SAND 9.5 132.0
(SM/SC)
W Tan clayey SILT (ML) t3.0 119.5
X Tan clayey SILT (ML) 17.5 It 1.5
Y Orange to dk. brown silty SAND 10.0 130.5
(SM)
Z Oranoe-brown siltv SAND ISM) 9.5 1" <
EXPANSION INDEX TEST DATA'
Lot Number Expansion Index Expansion Potential'
Tract 23143-2
17-t9 51 Medium
20-22 21 Low
57-59 34 Low
60-63 137 Very High
Tract 23143-3
22-23 65 Medium
24-26 ' 21 Low
27 0 Very Low
99-102 45 Low
103-105 97 High
PLA TE A-2
PETRA GEOTECHNICAL, INC.
J.N.444-98
JUNE 28, 1999
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EXPANSION INDEX TEST DATA (Continued)
Lot Number Expansion Index I Expansion Potential'
Tract 23143-4
1-2 11 Very Low
3 0 Very Low
4-5 4 Very Low
6-9 17 V cry Low
10 60 Medium
11-13 10 Very Low
14-15 14 Very Low
16-17 14 Very Low
SOLUBLE SULFATES'
I Lot I Sulfate Content (%) I
Lot 18ITract 23143-2 0.0008
Lot 21/tract 23143-2 0.Q108
Lot 58ITract 23143-2 0.0144
Lot 62/tract 23143-2 0.0360
Lot 23ITract 23143-3 0.0054
Lot 27ITraet 23143-3 0.0135
Lot IlTract 23143-4 0.0096
Lot 3ITract 23143-4 0.0144
Lot 5ITract 23143-4 0.0180
Lot 10ITraet 23143-4 0.0144
Lot 14ITracl 23143-4 0.0540
PLA Tf A-3
IPETRA GEOTECHNICAL, INC.
IJ.N. 444-98
JUNE 28, 1999
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ATTERBERG LIMITS'
I Lot I Plasticity Index I
Lot lSrTraet 23143-2 17
Lot 61rTraet 23143-2 35
Lot 104rTraet 23143-3 24
(I) PER TEST METHOD ASTM D 1557-91
(2) PER UNIFORM BUILDING CODE STANDARD TEST 18-2
(3) PER 1997 UBC TABLE 18-I-B
(4) PER CALIFORNIA TEST METHOD NO, 417
(5) PER TEST METHOD ASTM D4318-93
PLA TE A-4
'PETRA GEOTECHNICAL, INC
~.N. 444-98
JUNE 28, 1999
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