Park West CC(13)-SY 910502r
r
r
G~OT~CHNICAL INVESTIGATICN
TOYO TIRES
PARK WEST ~ CENTER
COPP~.V., TEXAS
FOR
Prentiss Properties Limited,
Dallas, Texas
MASON
JOHNSTON
& ASSOCIATES, INC.
geotechnical consultants
235 Morgan Ave., Dallas, Texas 75203-1088
~1~41~808
02200 - EARTHWORK
PART I - GENERAL
1.01
SOILS INVESTIGATION
Refer to Mason Johnston & Associates Soil Report %MJ 5771
dated March 6, 1991.
1.02
PROTECTION~
Car6fully maintain bench marks, monuments, layout stakes
and other reference points.
Protect property, including adjoining property and public
rights-of-way, from damage by trucks and equipment.
PART 2 - PRODUCTS
2.01 MATERIALS~
ae
Fill under building (including backfill against inside of
tilt-up panels):
After stripping, the cut material below the stripped
depth will be used for fill at the site, if approved
by the geotechnlcal engineer. The building pad areas
may be filled up to within 11" from the concrete slab
'elevation with existing on-site soils or similar.
This fill will be installed in maximum 8-inch loose
lifts at a moisture content of 0 to 4 percent above
optimum and compacted to 92 percent minimum and 98
percent maximum of maximum dry density determined by
ASTM D698. This fill will be used first in all
paving areas and then the fill will be used under the
building.
The floor slab shall rest on a minimum of 6" of
select fill. The contractor at his option may
substitute a 2" sand leveling coarse with 4" of
select fill (Total 6").
The site fill will be placed under the building to a
level of 6 inches below the bottom of the slab.
Select fill consisting of predominately granular
material with a Liquid Limit less than 35 and a
Plasticity Index between 6 and 15 will be compacted
below the building floor slab. In the event that the
site material available is not adequate to fill to a
level of 6 inches below the bottom of the building
slab, the select fill layer will exceed 6 inches.
The depth of select fill below the slab will be
approximately the same throughout the building with
the maximum deviation allowed being 2 inches.
02200-1
22
ROSS DESIGN GRP INC 214 350-?344
P. 0~
Fill shall be free from trash, debris, roots over 1"
in diameter, matted roots, rocks over 3" in diameter,
topsoil, high plastic soils or other deleterious
matter.
(Contractor's option) Top 2" of fill material under
floor slab shall be clean, tamped sand, free of roots
and debris.
Place sand over over 6 mll polyethylene moisture
barrier under office·
5. The building pad shall be constructed in the sequence
shown on the structural drawings. Building pad must
be constructed to building limits, then cut back 3'
to erect panels.
B. The soil moisture content must be maintained in all at-
grade soll surfaces, both building pad and truck court
and parking areas. The goal ks to avoid surface checking
which is an indication of drying of the subgrade soils.
The soil mousture must be maintained in the subgrade and
select fill until covered by the floor slab or pavement·
This will require soaker hoses, continual water truck
passes, or other approved means to maintain the subgrade
soil moisture throughout its exposure to the atmosphere.
The actual soil moisture content percentage level will be
determined during construction by the owner's testing
laboratory and is expected to be in the order of 26 to 28
percent.
C. Site Fill and Backfilling: On-site materials. If
adequate quantities do not exist, acceptable fill must be
comparable to acceptable on-site materials, or better.
i. Fill under paving shall be compacted to 95% to 98%
Standard Proctor Density, ASTM D698, at moisture
contents within 0 to 4% of optimum moisture.
Utility trenches:
Under Paving: On-site materials or equal compacted
to 95% to 98% Standard Proctor Density, ASTM D-698,
at 0 to 4% of optimum moisture.
Under Building: Select fill having plasticity index
of 6 to 15 compacted to 92 to 98% Standard Proctor
Density, ASTM D-698 with a moisture content of 0 to
4% above optimum.
Ail other areas: On-site materials or equal
compacted to density of existing earth.
02200-2
Fill and backfill for all utility trenches shall be
free from trash, debris, matted roots, rocks over
in diameter topsoil, clods and other deleterious
matter.
PART 3 - EXECUTION
3.01 CLEARING~
Remove trees, shrubs, bushes, trash, debris and other
obstructions, found at or above existing grade, from
areas of building, walks, curbs and paving.
Strip 18" of soil from the site. This material is
expected to be a darker colored clay topsoil. If the
material changes in color before 18 inches is stripped,
the darker topsoil should be stockpiled separately.
Cw
Remove stumps, roots over 2" in diameter, matted roots
and other obstructions, found at or below existing grade,
from cleared areas.
3.02
EXCAVATION:
Excavate to bring areas to grades and subgrades
indicated. Make excavations large enough to permit
placing and removal of shoring, forms, etc., and for
proper inspection of work.
Where it is necessary to cut on-site material, under
paving or building, cut to required elevation, scarify
top 6" of remaining soil, replace and recompact to
minimum 92% and 98% maximum of maximum dry density
determined by ASTM D698 at a moisture content of 0 to 4%
above optimum.
Where it is necessary to cut on-site material, cut to
required elevation, scarify top 6" of remaining soil,
replace and recompact to min. 90% Standard Proctor
Density at moisture content at or within 3% above
optimum, as determined by ASTM D698.
Remove and dispose of excavated material that is
unsuitable or not required for backfilling. Remove
underground obstructions.
Drainage and pumping= Provide for adequate surface
drainage during construction in manner to keep site free
of surface water without creating nuisance in adjacent
areas. Keep excavations free of water.
02200-3
3.03
Shoring: Properly sheet and brace sides of excavations
where necessary and maintain securely until permanent
construction is in place. Remove temporary shoring and
bracing as backfill is placed.
FILL AND BACKFILL~
A. Placement: Place materials in looser even, successive
horizontal lifts, not to exceed 8# deep under building
and paving, and 12" deep elsewhere.
B. Compaction: Thoroughly and evenly compact each lift to
following densities and moistures:
1. Fill and backfill under building: Reference 2.01, A,
1.
Fill and backfill under paving.' Reference 2.01, C,
1.
Site fill and backfill: To density equivalent to 90%
of Standard Proctor Density, ASTM D-698.
Site backfill and fill at all sloping conditions
shall be placed and compacted to Texas Highway
Department Standards for Embankments, Item #132.
Moisture Control: When moisture must be added prior to
compaction, uniformly apply water to surface but do not
flood. Free water shall not appear on surface during or
after compaction operations. Remove and replace, or
scarify and air-dry soil too wet to allow proper
compaction.
Grading: Uniformly grade areas, including adjacent
transition areas to smooth surface at required grades and
elevations. Adjust contours to eliminate water ponding
and provide positive drainage.
Where rock strata or large rocks 6" or more in dia.
are encountered in areas indicated on site plan to be
planting, excavate min. 8" below adjacent tops of
curbs, sidewalks, or finish grade lines, and refill
to within 1" of these levels w~th acceptable topsoil
free from rocks, heavy clay lumps, or trash.
Uniformly distribute stockpiled topsoil over areas
designated for planting and areas of site where
grades have been modified, which are not covered by
building or paving. Place to man. 4" depth; grade
level and smooth.
Remove excess and waste materials; dispose of off site,
unless directed otherwise.
02200-4 25
3.04
TRENCHING
Perform all trenching required for the installation of
items where the trenching As not specifically described
in other Sections of these Specifications.
Make all trenches open vertical construction with
sufficient width to provide free working space at both
sides of the trench and around the installed item as
required for caulking, joining, backfilling, and
comDacting.
Depth: Trench as required to provide the elevations
shown on the Drawings. Where elevations are not shown on
the Drawings, trench to sufficient depth to give a mini-
mum of 18" of fill above the top of the pipe, measured
from the adjacent finished grade, except provide a minA-
mum 30" cover on cement pipe.
Correction of Faulty Grades: Where trench excavation is
inadvertently carried below proper elevations, backfill
with material approved by the Architect, and then compact
to provide a firm and unyielding subgrade and/or
foundation to the approval of the Architect and at no
additional cost.to the Owner.
Trench Bracing:
Properly support all trenches in strict accordance
with all pertinent rules and regulations.
Brace, sheet, and support trench walls in such a
manner that they will be safe and that the ground
along side the excavation will not slide or settle,
and that all existing improvements of every kind,
whether on public or private property, will be fully
protected from damage.
e
In the event of dmmage to such improvements,
immedlately make all repairs and replacements
necessary to the approval of the Architect and at no
additional cost to th Owner.
Arrange bracing, sheeting and shoring so as to not
place stress on any portion of the completed work
until the general construction thereof has proceeded
far enough to provide sufficient strength.
Removal of trench bracing: Exercise care in the
drawing and removal of sheeting, shoring, bracing and
tinbering to prevent collapse and caving of the
excavation faces being supported.
02200-5 26
3.05
3.06
Grading and stockpiling trenched material: Control
the stockpiling of trenched material in a manner to
prevent water running into the excavations. Do not
obstruct surface drainage, but provide means whereby
storm and waste waters are diverted into existing
gutters, other surface drains, or temporary drains.
FOUNDATION FOR PIPES:
Grade the trench bottoms to provide a smooth, firm, and
sta61e foundation free from rock points throughout the
length of the pipe.
Select fill material: Place a minimum of six inches of
the specified select fill material in the bottom of the
trench.
C. Subsurface condtttons~
In areas where sole, unstable materials are
encountered at the surface upon which select fill is
to be placed, remove the unstable material and
replace it with material approved by the Architect.
Make sufficient depth to develop a firm foundation
for the item being installed.
If the need for such over-excavatuib has been
occasioned by an act or failure to act on the part of
the Contractor, make the over-excavation and
replacement at no additional cost to the Owner.
D. 'Shaping:
At each joint in pipe, recess the bottom of the
trench as required into the firm foundation in such a
manner as to relieve the bell of the pipe of all load
and to ensure continuous bearing of the pipe barrel
on the firm foundation.
Accurately shape all pipe subgrade and fit the bottom
of the trench to the pipe shape. Use a drag template
shaped to conform to the outer surface of the pipe if
other methods do not produce satisfactory results.
BEDDING FOR PIPES:
Place the specified select fill material in the trench,
simultaneously on each side of the pipe for the full
width of the trench, to a maximum depth of three feet and
a minumum depth of one foot above the outside diameter of
the pipe barrel.
02200-6 27
05/02/91 09:52 ROSS DESIGN GRP INC 214 350-?~44 P, 08
3.07
3.08
B. Densification:
Dens/fy the bedding material after placing by
thoroughly saturating with water and compacting with
avibratory compactor.
Take special care to provide firm bedding support on
the underside of the pipe and fittings for the full
length of the pipe.
~lternate Bedding~ Other bedding procedures and
materials may be used if prior written approval has
been obtained from the Architect.
BACKFILL FO~ PIPES~
Using Imported Select Fill: After the pipe has been
thoroughly bedded and covered, fill the remaining portion
of the trench with the specified fill material, and
densify as specified in this Section.
TESTING=
Underfloor Area Fill: Moisture and density tests shall
be conducted by the Owner's soil laboratory at the rate
of one test per every 5,000 square feet of underfloor
area fill for each compacted layer. There shall also be
one test per each 100 linear feet along each of the tilt-
up wall sides in the interior backfill area for each
compacted layer.
Paving Area Fill: Moisture and density tests shall be
conducted by the Owner's soll laboratory at the rate of
one test per every 10,000 square feet for each compacted
layer.
~ND OF SECTION
02200-7 28
MASON--JOHNSTON & ASSOCIATES, INC. DALLAS, TEXAS
m GEOLOGI&T&I
GEOTECHNZC~L ZNVESTZG~TZON
TOYO TIRES
pARK~EST COI. fl~,ERCE CENTER
COPPELL~ TEX~S
FOR
PrentiSs Properties Limited, Inc.
Dallas, Texas
INTRODUCTION
In accordance with the authorization of our proposal dated 26
December 1990, we have completed a geotechnical investigation
for the captioned project. Plans provide for the design and
construction of a one-story office/warehouse building to be
located at the southeast corner of the intersection of Airline
Drive and Enterprise Drive in Park West Commerce Center,
Coppell, Texas.
SCOPE
The scope of the geotechnical investigative activities reported
includes subsurface exploration and laboratory testing on
selected samples from the borings. The resulting data were
used to develop general recommendations to guide design and
construction of the new facility.
This report has been prepared for the exclusive use of Prentiss
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MASON--JOHNSTON A ASSOCIATES, INC. DALLAS, TEXAS
Properties Limited, Inc. for specific application to the Toyo
Tires site in Park West Commerce Center, in accordance with
generally accepted soil and foundation engineering practices.
No other warranty, expressed or implied, is made.
SUBSURFACE INVESTIGATION
Subsurface investigation of the site of the proposed
office/warehouse construction consisted of advancing five (5)
NX-size core borings to depths ranging from 46.5 to 58 feet
below existing grade and two (2) soil borings approximately 10
feet in depth, drilled at the approximate locations shown on
Plate 1. The borings were drilled and located in the field by
Mason-Johnston personnel using a tape measure and site plan.
The boring locations should be considered accurate only to the
degree implied by the method used.
These borings were advanced by means of a truck-mounted rotary
drilling rig which uses water as a drilling fluid. Undisturbed
samples of cohesive soils encountered were obtained using a
thin-walled, seamless, Shelby-tube sampler advanced into the
soil by a rapid, continuous thrust from two balanced hydraulic
rams on the drilling rig.
Continuous cores of the primary sediments encountered were
obtained using a double-tube core barrel equipped with a
suitable cutting bit.
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MASON--JOHNSTON · ASSOCIATES, INC* DALLAS, TEXAS
Samples obtained from the borings were wrapped in polyethylene
plastic to prevent changes in moisture content and to preserve
in situ physical properties. Ail samples were classified as to
basic type and texture in the field, labeled as to appropriate
boring number and depth, and placed in core boxes for transport
to the laboratory.
An observation well (perforated PVC pipe) was installed in
Boring 3 to monitor the groundwater level at the site. A
schematic of the installation and a summary of data obtained to
date are presented on Plate 2.
L~BORATORY T~8~ZNG
Ail samples were classified inthe laboratory by an experienced
technician. To aid in the classification process, series of
Atterberg Limits, Moisture Contents and Dry Unit Weight Tests
were performed on representative samples. These test data are
presented on Plates 3 and 4.
Strength properties were investigated by a series of Unconfined
Compression Tests. In this test, an axial load is applied to a
laterally unsupported cylindrical core sample until failure
occurs within the sample. These test data are summarized on
Plate 5 and stress-strain curves for selected samples are
presented on Plates 6 through 11.
The expansive characteristics of the overburden soils were
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MASON--JOHNSTON & ASSOCIATES, INC. OAI. LAS, TEXAS
investigated in the laboratory by conducting Absorption
Pressure and Swell Tests. These tests provide a measure of the
maximum pressure that may be expected to be generated when the
soil sample is exposed to water and restrained from movement
and a measure of the maximum free swell when vertical restraint
is removed. Graphical results of these tests are presented on
Plates 12 and 13.
SUBSURFACE CONDITIONS
Detailed descriptions of the types, depths and thicknesses of
the various strata encountered may be seen on the attached "Log
of Boring" illustrations. In general, from the ground surface
down, materials present at the site consist of varying
thicknesses of moderate to high plasticity clay underlain by
the primary geologic formation identified as the Eagle Ford
Shale.
The overburden soils present at the proposed site are for the
most part residual in nature having been derived from
differential weathering of the Eagle Ford Shale Formation
during previous geologic time. The resulting soil cover is of
varying thickness, from 6 to 12.5 feet.
After penetrating the residual overburden materials, the core
borings drilled at the site encountered the compact clayey
shale of the Eagle Ford Shale Formation of Cretaceous Age.
Typically, and in its unweathered state, the Eagle Ford Shale
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MASON--JOHNSTON & ASSOCIATES, INC* DALLAS, TEXAS
Formation generally consists of dark to medium gray, firm,
thinly laminated, well compacted clayey shale strata. The
borings encountered occasional thin bentonite or bentonitic
clay seams, and thin, hard to very hard limestone seams as
noted on the logs. Throughout the project area, the uppermost
layer of Eagle Ford Shale, ranging in thickness from about 16
to 25 feet, is tan to light gray in color, having experienced
differential weathering in the form of leaching. The degree of
weathering decreases with increasing depth.
The Absorption Pressure and Swell Tests performed on
near-surface clays indicate a low potential for heave with
increases in moisture content at present soil moisture content.
Maximum swell pressure was less than 900 psf and the maximum
free-swell was less than i percent.
Measurements of groundwater level in the observation well set
in Boring 3 show that the water level has risen from 24 feet
below ground surface to about 13 feet below ground surface in
the ten days over which readings have been taken. The water
level has not yet reached equilibrium and may rise more before
it does. We recommend that additional water level readings be
taken up to the time construction activities destroy the
installation.
FOUNDATION DESIGN CONSIDERATIONS
Based on the results of this investigation, we recommend that
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MASON--JOHNSTON & ASSOCIATES, INC. DALLAS, TEXAS
~ GI~OL OGI&TG
structural loads be transferred into the firm, unweathered,
gray shale of the Eagle Ford Shale Formation by means of
straight-walled, auger-excavated, cast-in-place, concrete
shafts. The borings drilled for this site indicate a distinct
reduction in strength in the shale below a depth of about 50
feet. We recommend that the higher allowable stress transfer
values given below be used for design of piers based at least
three pier diameters above the 50 foot depth level and the
lower values used for piers based below that depth range.
Stress Transfer Value
End Bearing
Side Shear, Compression
Side Shear, Tension
Greater than
3 Diameters
above 50 feet
Less than
3 Diameters
above 50 feet
16.5 tsf 9.5 tsf
5.2 tsf 3.1 tsf
2.6 tsf 1.5 tsf
Side-shear stress transfer is limited to the perimeter portion
of the pier shaft in intimate contact with firm, gray
unweathered shale extending below the base of any temporary
casing that may be required to install the shafts.
Accordingly, it is recommended that the upper 2 feet of the
shale formation be neglected in computing required
penetrations. The side shear values provided are directly
applicable for isolated drilled shaft foundations separated in
plan by a clear distance of at least two shaft diameters. If
this spacing cannot be maintained, this office should be
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ENGINEERS
MASON--JOHNSTON & ASSOCIATES, INC. DALLAS, TEXAS
OGleS TS
contacted so that additional studies can be carried out and
reduced design values developed to compensate for stress
overlap between adjacent footings.
We anticipate that settlement of shafts installed in the shale
formation will be less than about one-half inch. Much of the
settlement will occur as elastic deformation which should be
substantially complete at the end of construction.
The overburden soils and weathered shale strata to be
penetrated by the drilled shafts have a swell potential
particularly within the upper zones and thus the shafts will be
potentially subjected to uplift forces caused by expansion of
the adjacent materials. The normal "rule of thumb" for such.
conditions is to provide liberal shaft reinforcement to resist
these potential forces. Minimum reinforcement on the order of
one percent of the shaft area is recommended.
CONSTRUCTION PROCEDURES
Each shaft installation should be vertical (within acceptable
tolerances), placed in proper plan location and cleaned prior
to concrete placement. Reinforcing steel cages should be
prefabricated in a rigid manner to allow expedient placement of
both steel and concrete into the excavation. It is essential
that the placement of both steel and concrete be completed as
soon as practical after completion of the excavatiOn. This
will insure that the maximum benefit of the bearing stratum
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I~NGINEEN$
MASON--JOHNSTON & ASSOCIATES, INC. DALLAS, TEXAS
rebound properties are utilized. In all cases, no portion of
the stratum being counted on to provide structural support
should be exposed to atmospheric conditions for more than eight
(8) hours prior to the placement of the concrete.
The use of temporary casing should be anticipated to control
groundwater seepage. The casing should be installed a
sufficient distance into the bearing stratum to insure a water
tight seal; normally a distance of 1 to 2 feet is adequate for
this purpose. After the satisfactory installation of any
temporary casing, the required shaft penetration may be
excavated by machine auger within the casing in a conventional
manner. If the groundwater level is above the base of any
temporary casing being utilized, extreme care should be
maintained at all times to insure that the head of the plastic
concrete is higher than the static groundwater level outside
the casing. In actual practice, it is desirable that the head
of the plastic concrete be appreciably above the static
groundwater level prior to breaking of the seal between the
temporary casing and the bearing stratum. Once the seal is
broken, the temporary casing may be slowly removed in a
vertical direction only (no rotation permitted) while
additional concrete is elevated to the top of the casing and
placed through a tremie in order to connect with the existing
concrete contained within the lower portion of the shaftl
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MASON--JOHNSTON & ASSOCIATES, INC. DALLAS, TEXAS
FLOOR SLAB AND GRADE BEAMS
Structural elements in direct contact with the natural clay
soils will be potentially subject to movements associated with
soil heave caused by soil moisture variations. The magnitude
of movements will vary depending on sustained pressure, soil
moisture levels at the time of construction, and moisture
variations actually experienced following construction. Cutting
and filling probably will be needed to level the site.
Swell calculations, which include a layer of inert fill,
indicate that about 0.5 to 1.0 inches of swell should' be
anticipated. It should be noted that the soil samples were
taken during a wet season and are therefore already have
relatively high mositure content. This phenomenon reduces the
current laboratory swell potential. If the site dries before
construction of the floor slab begins, higher swell potential
may be encountered at a later time when the soil enters a new
seasonal cycle of wetting and drying. Such dry conditions could
create the potential for more than 2 inches of soil.heave.
To take advantage of the current moist condition of the site,
the soil surface when cut to grade must be maintained in the
moist condition. This will require periodic sprinkling of the
soil surface, probably several times a day in hotter weather,
or the use of soaker hoses. The soil surface, once exposed,
must not be allowed to begin drying before it is finally
covered with select fill and the floor slab. In using this
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MASON--JOHNSTON & ASSOCIATES, INC. DALLAS, TEXAS
approach, we recommend that floor slabs be physically separated
from grade beams and columns to allow for some movement.
If this magnitude of swell cannot be tolerated by the
structure, then alternate schemes can be discussed at a later
date in conference once perfomance and economic objectives are
more firmly established. Alternatative measures include one or
more of the following: stabilization with hydrated lime, more
extensive cutting and filling, preswelling the site, and a
structural floor system. The grade beams and other
pier-supported beams require a positive separation from the
underlying soil (about 4 inches) if swell of the above
magnitude cannot be tolerated.
E~RTHWORK
Earthwork recommendations are as follow:
1. Excavate and waste or stockpile organic topsoil present
in the construction area.
2. Scarify soils exposed in fill areas and transitional
areas (cut to fill and fill to cut) to a depth of
approximately six (6) inches, add moisture (if
required), mix and recompact to a density of 92 to 98
percent of the maximum density obtained by the Standard
Proctor Compaction Test (ASTM D-698). The moisture
content of the compacted soils should be maintained
between optimum and plus four percent of the optimum
value (determined from ASTM D-698) until covered by
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E#OINEER$
MASON--JOHNSTON & ASSOCIATES, INC. DALLAS, TEXAS
fills and the slab. Sprinkling or use of soaker hoses
as described above should be planned.
3. Place fill soils in loose lifts not exceeding nine (9)
inches and compact to the moisture/density values
specified in No. 2 above.
4. Fill material should be inorganic, having a Liquid Limit
less than 35 and a Plasticity Index between 6 and 15.
Soils present at the site may be manufactured and used
for fill material if they meet the above requirements.
To enhance pavement performance, it is recommended that clay
soils exposed at grade be maintained at current moisture
content as described above for the floor slab. We recommend
that a geotextile'material, such as Mirafi 600X or 700X be
placed over the soil surface at all joints to assist in
providing soil stability.
If there is a requirement for soils to be stabilized with
hydrated lime for use as subbase, a minimum treatment depth of
six (6) inches should be contemplated. Subject to modification
during construction, a hydrated lime content of five (5)
percent by dry soil weight (approximately 5 pounds of lime per
cubic foot of soil treated) would be expected to effectively
stabilize the subgrade soil. Soils treated with hydrated lime
for use as subbase should be compacted to a minimum dry density
of 95 percent of the maximum density as defined by Texas
-ll-
MASON--JOHNSTON & ASSOCIATES, INC. DALLAS, TEXAS
Highway Department Test Method TEX-ll3-E and at a moisture
content at least two (2) percentage points above the optimum
moisture content determined by that test. This requirement is
important in minimizing post construction movement and in
assuring complete hydration of the lime treated soils.
Pavement grades should be established in anticipation of some
vertical movement associated with expansion or contraction of
the near surface clay soils. It is important to establish good
surface drainage to provide for rapid removal of surface water
away from the building and paved area.
The following minimum pavement sections have been developed for
your consideration:
ASPI~ALTIC CONCRETE
Light Vehicular Traffic (Parking Lots, Drives, Etc.)
1-1/2 inch HMAC Surface Wearing Course
3 1/2 inch HMAC Base Course
6 inch Stabilized, Compacted Subgrade
Heavy Vehicular Traffic (Service Drives, Trucks, Etc.)
1-1/2 inch HMAC Surface Wearing Course
5 inch HMAC Base Course
$ inch Stabilized, Compacted Subgrade
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MASON--JOHNSTON & ASSOCIATES, INC. DALLAS, TEXAS
REINFORCED CONCRETE
Light Vehicular Traffic (Parking Lots, Drives, Etc.)
5 inch Reinforced Concrete Paving (Re-Steel: #3 at
lS inches on center)
6 inch Stabilized, Compacted Subgrade
Heavy Vehicular Traffic (Trucks, Service Drives, Etc.)
6 inch Reinforced Concrete Paving (Re-Steel: #3 at
18 inches on center)
6 inch Stabilized, Compacted Subgrade
In the event reinforced concrete paving is used, it is
essential that any and all reinforcing be placed so as to
insure a minimum of 1 1/2 inch cover. It is believed that one
or more of the above suggested pavement sections may be
entirely suitable for use on this project. Selection of the
proper section should be based on anticipated traffic loads,
frequency, and long term maintenance, as well as project
economics. In general, asphaltic concrete sections have a lower
initial cost, but require more frequent maintenance than the
concrete surface.
It is recommended that the soil and foundation engineer be
provided the opportunity for a general review of final design
and specifications in order that earthwork and foundation
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MASON--JOHNSTON & ASSOCIATES, INC. DALLAS, TEXAS
recommendations may be properly interpreted and implemented in
the design and specifications.
In the event that any changes in the nature, design or location
of the building are
recommendations contained
considered valid unless
planned, the conclusions and
in this report shall not be
the changes are reviewed and
conclusions of this report modified or verified in writing.
We appreciate the opportunity to assist in this phase of the
project. Please call us if we can be of further service during
later stages of design or during construction.
~,,,~... -; .....-r~: ~.
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~-.-v ..................... :
G
JWJ
6 March 1991
~ No. 5771
Respectfully submitted,
Mason-Johnston & Associates, Inc.
-14-
i,i
AIRLINE DRIVE
LEGEND I
{~ CORE BORING N
CORE BORING WITH
OBSERVATION WELL
SOIL BORING
0 $0 60 120
~-- ~-- ,
Scole Feet
MASON-JOHNSTON & ASSOCIATES. INC.
GEOLOGISTS - ENGINEERS
LOCATION OF BORINGS
TOYO TI RES
PARK WEST COMMERCE CENTER
COPPELL, TEXAS
MJAN_O. 5771 ! DATE 2/91 I "~.ATE I
I
I
GROUNDWATER LEVEL READINGS
BORING DEPTH TO
NUMBER DATE WATER
2-26-91 24-.0
2-27-91 21.9
2-28-91 20.0
3-04--91 13.1
VENTED CAP
SEAL CAP
GROUND SURFACE BENTONITE)
--ILL
TOYO TIRES
Park WEST COMMERCE CENTER
OBSERVATION WELL
INSTALLATION AND READINGS
MASON-JOHNSTON &: ASSOCIATES,INC.
GEOLOGISTS-ENOIN E]~S
JOB NO.: 5771 I 2
DATE INS"r/u ! I:TI: 2--19-91
I
MASON--JOHNSTON & ASSOCIATES, INC. DALLAS, TEXAS
BORING
NUMBER
1
1
1
1
1
1
1
2
2
2
2
2
2
2
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
4
4
4
4
4
4
5
6
6
6
6
6
6
6
6
6
TOYO TIRES
PARK~EST COHI(ERCE CENTER
COPPELL, TEX~S
SUI. fl~.RY OF CLASSIFICATION TESTS
DEPTH LL PI MC DUW
(ft.) (%) (%) (pcf)
0.0-1.5
1.5-3.0
3.0-4.5
4.5-6.0
6.0-7.5
7.5-9.0
9.0-10.5
58
25.5
24.3 114.7
26.3
25.7
27.2
30 27.8 95.5
26.3
UNIFIED SOIL
CLASSIFICATION
0.0-1.5
1.5-3.0
3.0-4.5
4.5-6.0
6.0-7.5
7.5-9.0
9.0-10.5
27.7
26.1
30.4
28.7
27.7
29.4
30.0
0.0-1.5
1.5-3.0
1.5-3.0
1.5-3.0
3.0-4.5
4.5-6.0
6.0-7.5
7.5-9.0
9.0-10.5
13.0-14.5
17.5-19.0
22.5-24.0
31.0-31.5
41.8-42.3
55.9-56.4
50
53
54
22
8
9
30.7
29.9 90.8
28.4
28.5
28.9 91.1
28.6 92.7
34.6
25.7 95.9
30.7
27.2
16.6 109.6
15.3 109.8
16.0 113.3
CH
4% LIME
6% LIME
0.0-1.5
1.5-3.0
3.0-4.5
4.5-6.0
6.0-7.5
7.5-9.0
53
27
23.1
28.1
25.6
24.5
23.2
43.0
CH
0.0-1.5
1.5-3.0
3.0-4.5
4.5-6.0
43
20
22.6
24.4
24.8
23.0
96.8
CL
0.0-1.5
1.5-3.0 64
1.5-3.0 59
1.5-3.0 62
3.0-4.5
4.5-6.0 63
6.0-7 · 5 63
7.5-9.0
9.0-10.5
31
9
11
33
33
29.9
32.2
28.9
30.0
29.7
34.5
33.3
89.3
92.7
MH or OH
4% LIME
6% LIME
CH
CH
PLATE 3
MASON--JOHNSTON & ASSOCIATES, INC. OALLA$, TEXAS,
m GEOLOGISTS
BORING
NUMBER
7
7
7
7
7
7
7
7
TOYO TIRES
PARK ~EST CONNERCE CENTER
COPPELL~, TEXt8
SUMIO~Y OF CL~SSZFZC~TZON TESTS
DEPTH LL PI MC DUW
(ft.) (%) (%) (pcf)
0.0-1.5
0.0-1.5
1.5-3.0
3.0-4.5
4.5-6.0
6.0-7.5
7.5-9.0
9.0-10.5
UNIFIED SOIL
CLASSIFICATION
39 16 22.7
43 7
37 14
24.1
20.9
27.5
29.2
29.1
26.6
CL
4% LIME
CL
PLATE 4
MASON--JOHNSTON & ASSOCIATES, INC. DALLAS, TEXAS
BORING DEPTH
NUMBER (ft.)
SOIL
3 6.0-7.0
TOYO TIRES
P~K~EST COI(MERCE CENTER
COPPELLv TEX~S
SUI~Y~.RY OF STRENGTH TESTS
FAILURE TANGENT
Qu STRAIN MODULUS
CDsi) (%) (ksi)
DESCRIPTION
25 8.8
0.9 CLAY, stiff, dk. brown
1 28.7-29.1 1138
1 34.8-35.2 705
1 42.1-42.5 649
2 31.4-31.8 613
2 35.8-36.2 904
2 44.1-44.5 935
3 7.5-9.0 23
3 13.0-14.5 27
3 29.0-29.4 760
3 31.0-31.5 642
3 38.0-38.4 1010
3 41.8-42.3 559
3 50.1-50.5 853
3 55.9-56.4 265
4 28.4-28.8 836
4 30.3-30.7 989
4 39.1-39.5 1384
5 31.7-32.1 1000
5 40.2-40.7 1030
8.8
5.2
1.4
1.9
1.3
1.2
0.9
42.9
23.5
29.7
SHALE, firm to mod. hd., gray
SHALE, firm to mod. hd., gray
SHALE, firm to mod. hd., gray
SHALE, firm to mod. hd., gray
SHALE, firm to mod. hd., gray
SHALE, firm to mod. hd., gray
SHALE, sev. wea., soft to
med. firm, tan
SHALE, sev. wea., soft to
med. firm, tan
SHALE, firm to mod. hd., gray
SHALE, firm to mod. hd., gray
SHALE, firm to mod. hd., gray
SHALE, firm to mod. hd., gray
SHALE, firm to mod. hd., gray
SHALE, firm to mod. hd., gray
SHALE, firm to mod. hd., gray
SHALE, firm to mod. hd., gray
SHALE, firm to mod. hd., gray
SHALE, firm to mod. hd., gray
SHALE, firm to mod. hd., gray
'I[NGINEER&
PLATE 5
25
BORING NO:: 3
DEPTH (IT). 6.0-7.5
CLAY, stiff, dk. brown
5
(24.7,6.77)
TANGENT MODULUS AT 50~
ULTIMATE STRESS:
0.93 KSI
I ' ~ t I ~ ' t
· 0.0 2.0 4.0 6,0
AXIAL STRAIN
I I i
8.0 10.0
TEST ~YPE: UNCONFINE~ COMPRESSION TEST
(ASTM 2166)
MOISTURE CONTENT (=): 28.9
DRY UNIT WEIGHT (P~I~): 91.1
TOYO TIRES
PARK WEST COMMERCE CENTER
STRESS-STRAIN PLOT
MASON-JOHNSTON & ASSOCIATES,INC.
GEOLOGISTS-ENGINEeRS
JOB NO.; 5771 J
DATE TESTED: 2--26-91I PLATE 6
25
BORING NO.: 3
DEPTH (F-F): 7.5-9.0
SHALE, sev. we(]., soft
to med. firm,
i i , I i i [ I
2.0 4.0
AXial StRaIN
TANGENT MODULUS AT 50~
ULTIMATE STRESS:
1.16 KSI
0 ~ I I I I ~ I I ~ i i
0.0 6.0 8.0 10.0
TEST 'FCPE: UNCONFINED COMPRESSION TEST
(ASTld 2166)
MOISTURE CONTENT (5): 28.6
DRY UNIT WEIGHT (P~F'): 92.7
TOYO TIRES
PARK WEST COMMERCE CENTER
STRESS-STRAIN PLOT
MASON-JOHNSTON &: ASSOCIATES,INC.
GEOLOGISTS-ENGINEE~
JOB NO.: 5771 I
DATE TESTED:. 2-26-91I PLATE 7
30
~10-
0
BORING NO.: 3
DEPTH (F-I'): 13.0-14.5
SHALE, sev..weo., soft
to med. firm, ton
(27.1.5.17)
MODULUS AT 50~
ULTIMATE STRESS: /
0.86 KSI 1
I
I I
0.0 2.5 5.0
AXIAL STRAIN (~)
7.5
TEST 'IYPE: UNCONFINED COMPRESSION TEST
(ASTM 2166)
MOISTURE CONTENT (~:): 25.7
DRY UNIT WEIGHT (P~IO: 95.9
TOYO TIRES
=ARK WEST COMMERCE CENTER
STRESS-STRAIN PLOT
MASON-JOHNSTON · ASSOCIATES,INC.
OEOLOGISTS-ENOINE]~S
JOB NO.: 5771
PLATE 8
DATE TESTED: 2--26-91
75O
_~' 5OO
~250
BORING NO.:
DEPTH (..F-F): ¢1.0-31.5
SHALE, f~rm to mod'
hard, gray
.7.1.40)
TANGENT MODULUS AT
ULTIMATE STRESS:
42.9 KSl
0.0 0.5
[ I I I
1.0
AXIAL STRAIN (~)
I I I I
' I
1.5 2.0
TEST 'IYPE: UNCONFINED COMPRESSION TEST
(~TM 2~S)
MOISTURE CONTENT (s)l: 16.6
DRY UNIT WEIGHT (Pi~l¢): 109.6
TOYO TIRES
PARK WEST COMMERCE CENTER
STRESS-STRAIN PLOT
MASON-JOHNSTON · ASSOCIATES,INC.
GEOLOGISTS-ENGINE~
JOB NO.: 5771
PLATE 9
DATE TEETED: .~-01-91
BORING NO.: ,3
DEPTH (..FI-): 41.8-42.,3
SHALE, f~rm to mod.
hard, gray
600
500
_~ 400
300
~200
1 O0
0
0.0
- ~8.=,'~ .9,,,.)
TANGENT MODULUS AT 50~
ULTIMATE STRESS:
~ 2,3.5 KSI
0.5 1.0 1.5 2.0
AXIAL STRAIN (m)
2.5
TEST 'iYPE: UNCONFINED COMPRESSION TEST
(ASTM 2938)
MOISTURE CONTENT (~): 15.3
DRY UNIT WEIGHT (P~IO: 109.8
TOYO TIRES
~ARK WEST COMMERCE CENTER
STRESS-STRAIN PLOT
MASON-JOHNSTON &: ASSOCIATES,INC.
GEOLOGISTS-ENGINEERS
DATE TES'I~: ,~--01-91 LAT~ 10
BORING NO.: 3
DEPTH (..FT): 55,9-56.4
SHALE, f~rm to mod.
hard, gray
3oo t
250
200
L~ 150
100
50
0 I '
0.0 0.5
TANGENT MODULUS AT 50~
ULTIMATE STRESS:
29,7 KSI
I ~ ~ I ~ ' ' ' I
1.0 1.5
AXIAL STRAIN (~)
I I I I
2.0
TEST '[YPE: UNCONFINED COMPRESSION TEST
(ASTM 29,38)
MOISTURE CONTENT ('~): 16.0
DRY UNIT WEIGHT (P{~: 113.3
TOYO TIRES
PARK WEST COMMERCE CENTER
STRESS-STRAIN PLOT
MASON-JOHNSTON &: ASSOCIATES, INC.
GEOLOGISTS-ENGINEERS
JOB NO.: 5771
PLATE 11
DATE TESIE~: ,.3-01-91
MOISTURE CONTENT:
BEFORE (~): 29:9 .AFTER (~):
UNIT DRY WEI.G.HT ~pcf): 90.8
EQUlD LIMIT (~): 50
PLASTICrTY INDEX: 22
32.9
BORING NO.: 5
DEPTH (..F~.): 1.5-3.0
CLAY, stiff, dk. brown
1.0
0.8
0.2
0.0
0
' ' .... -I ~ ~ ' I
400 600
VERTICAL PRESSURE
I
1000
TOYO TIRES
PARk WEST COMMERCE CENTER
PRESSURE-SWELL TEST
MASON-JOHNSTON · ASSOCIATES. INC.
GEOLOGISTS-ENGINE]RS
JOB NO.: 5771
PLATE 12
DATE TE:S'I~): 2-25-91
MOISTURE CONTENT:
BEFORE (s~): 24.:8 .AFTER (s~): 28.0
UNIT DRY WEI.G.HT ~pcf): 96,B
UQUID LIMIT (~): 43
PLASTICITY INDEX: 20
BORING NO.: 5
CLAY, v ff rown
1,0
0.8
0.6
0.2
0.0
I I I
0 1 O0 200 300 400 500
VERTICAL PRESSURE (psf)
TOYO TIRES
PARK WEST COMMERCE CENTER
PRESSURE-SWELL TEST
MASON-JOHNSTON ~c ASSOCIATES,INC.
GEOLOGISTS-EN~31NI~:RS
JOB NO,: 5771 I
DATE TESTED: 2-25-91I PLATE 13
CLASSIFICATION SYMBOLS
(Soil)
Asphalt
Concrete
Fill
Gravel or Sandy Gravel
GW well-graded
Gravel or Sandy Gravel
GP poorly-graded
Silty Gravel or
GM Silty Sandy Gravel
Clayey Gravel or
GC Clayey Sandy Gravel
Sand or Gravelly Sand
SW well-graded
Sand or Gravelly Sand
SP poorly-graded
Silty Sand or
SM Silty Gravelly Sand
Clayey Sandy or
SC Clayey GravellY Sand
Silts, Sandy Silts, Gravelly
ML Silts, or Diatomaceous Soils
Lean Clays, Sandy Clays,
CL or Gravelly Clays
Organic Silts or
OL Lean Organic Clays
Micaceous Clays or
MH Diatomaceous Soil
CH Fat Clays
OH Fat Organic Clays
CLASSIFICATION SYMBOLS
(Rock)
LS. Limestone
ah. Shale
Marl
SS. Sandstone
Sltst. Slltstone
Weathered Zone
ABBREVIATIONS CONSISTENCIES AND HARDNESS DESCRIPTIONS
abnl. abundant
eng. angular
arch. arenaceous
erg. argillaceous
bdd. bedded
bdg. bedding
bent. bentonite
bldr. boulder
calc. calcareous
carb. carbonaceous
cmt. cemented
clst. claystone
cbl. cobble
cgl. conglomerate
fossil, fossiliferous
frac. fracture
gyp. gypsiferous
Incl. inclusion
Intbdd. interbedded
jnt. joint
lam. laminated
nod. nodule
ccc. occasional
part. particle
phos. phosphatic
py. pyritized
Rec. Recovery
rnd. rounded
RQD Rock Quality Designation
~at. uturated
sept. septarlan
sik. siickensidod
ail. siliceous
wee. weathered
sli. slightly
mod. moderately
v. very
sev. severely
It. light
med. medium
dk. dark
Consistency
FOR SANDS, GRAVELS, & SANDY SILTS
Pe~k, Hanson & Tho~nburn (1974)
Standard Penetration
Consistency Resistance N
Very loose Lees than 4
Loose 4-10
Medium 10-30
Dense 30-50
Very Dense Greater than 50
FOR CLAYS & SANDY CLAYS
(COHESIVE SOILS)
Peok, Hanson & Thornburn (1974)
UNCONFINED Standard Penetration
COMPRESSION tsf Resistance N
Very Soft Less than 0.25 Lees than 2
Soft 0.25-0.5 2--4
Medium 0.5-1.0 4-8
Stiff 1.0-2.0 8-15
Very Stilf 2.0-4.0 15-30
Hard Greater than 4.0 Greater than 30
RELATIVE HARDNESS MODIFIERS (ROCK)
(RELATED TO FRESH SAMPLE)
Modified fr~m ~ E-WP. Tech. Guide No. 4
Hardness Rule of Thumb Test
Soft
Firm
Mod. Hard
BT Brazil Tensile Test
dia. diameler
DUW Dry Unit Weight Hard
El. Bevatio~
LL Liquid Limit
MC Moisture Content
ME Modulus of Elasticity Very Hard
min. minutes
Pen. Penetrometer
PI Plasticity Index
Qu Unconfined Compression Test
T.D. Total Depth
Permits denting by moderate finger pressure.
Resists denting by fingers but can be pene-
trated by pencil point to medium to shallow
depth. (No. 2 pencil)
Very ~hallow penetration of pencil point, can
be scratched by knife and In ~ome Instances
cut with knife.
No pencil penetration, can be scratched with
knife, can be broken by light to moderate
hammer blows.
Cannot be ~cratched by knife, can be broken
by repeated heavy hammer blows.
MASON-JOHNSTON & ASSOCIATES, INC
GEOLOGISTS - ENGINEERS
DALI.~, TEXAS
LEGEND, LITHOLOGY, SOIL
CONSISTENCY, & RELATIVE
ROCK HARDNESS
HP, SnN-dnHNSTnN & Rssn¢., INC. I_DG nF BrlR lNG
6'E:aT£¢H~I,CnL CDNqLILTRNTS 0~ ~
~RLLRS, 'rCXRS TOY a IRES ~ ! ar 2
PARR NEST COMMERCE CENTER
PROdECT: ~71 TYPE: ~E ~(RTIDN= ~ P~N
~ CORE XNFILTRATION TEST
Ii C~Y, very stiff, dark gray. X
C~Y, very stiff, dark bro~. X
C~Y, very stiff, slightly sandy, X
with l~estone particles, tan.
12 5 S~E, severely weat~red, soft to
medium firm, tan.
HRsn~-,JnHNs'rn~ ~ Fm~n¢., inc. LnG ~F ~R
~nT~CHNI~L C~LTR~5 d ~
~L.~, ~X.~ TOY n IRES ~ 2 nr 2
PARK ~EST COHHERCE CENTER
~RTE: ~1 ~RING NB. 1
P~n~CT= ~71 TYPE~ ~E ~CR~n~=
STANDARD PENETRATION (BPF)
m -- ~ PDC~ PE~RDH~ER
~ ~ ~ HRTER 1 RL DESCR I PT 1 DN ~
~ S~T.~. (SEE P~VIOUS PA~3
SHOE, slightly weathered, fi~,
gray and tan.
S~E~ f~rm eo ~od, ~rd~ gray.
- ~.8-'--
I 18.8 18.8
_ ~.~_~- ~
':--~ 37. O' ~" bentonitic clay b~d.
- ~.5 ---
- ~.8- ---
I 2,, benton~e~c clay band,
18.8
- I
- 47.5-
HFL~ON-OOHI~TON & n~n¢., iN(:. LOG OF' BORING
~LRS, ~CXRS TOY IRES
PARR WEST COMMERCE CENTER ~ou~ ~.
$TANOARO PENETRATION
m --
~ ~ ~ HRTER 1 RL DESCR 1 PT 1 ON ~
~ ~ ~ ~ ~ING X, TSr
~--
C~Y, very stiff, dark bro~. X
C~Y, very stiff, slightly sandy, X
bro~.
// C~y ~v. stiff ~ sli. sandT~ lt. brn ~ lt. t~.n. X
_ ~.~_~ S~LE, severely weathered , soft to
medium fi~, tan.
-
- ~.8-~
~ S~E, sli~., med. ft~ Co f~m,
gray.and tan.
I, Im~ON-OOHNS'I'ON a R~-~O¢., mi, lc. LOG OF' BORING
I)RLLRS, 'rEXR5 TOYO°'TiRES"= ~ 2 o?
PARK ~/EST COHHERCE CENTER =Rou= o.~. 8.8
PROO£¢T: 5771 'ryP£: Q:RE tOCn~ Io.= SEE PLAN
STAND&RD PE NICTRATION
'~ CORE
Z XNFILTRATION TEST
~ -- ~ PnCk'E'r
~ ~ ~ HRTER 1 RL I)ESCR 1 PT I BN ~
~ I firm to firm, gray and tan.
.__--_-. SHALE, firm t:o moderately hard,
__ thin hard limestone lens, 18.8 18.1
- 48o8-?~. 60.2 ~" thin bent:onieic clay band.
.... 40.5 ½" thin bent:onit±c clay band.
61.2 2" bentonit±e clay band.
__'--- 63.5 2" benton±tic c.l. ay band.
I 44.1 ½' benton±tic clay band.
__ 65.5 I'~I. gh. angle fracture.
DRLLRS, ZEXRS Toyoa. TIRES~" ~ I ar
3
PARK ~EST COHHERCE CENTER anau~ mm.
bATE: ~1~91 ~Rl.~ ~a. 3
PRad~cT: 5771 TYP~: ~E ~cRT~o,: S~
~ ~ MRTER 1 RL DESCR 1 PT 1 ON
~ ~ ~ ~IN~ X~ TS~
:- ~.S- . ' '
~ ~ ,C~Y,v. stiff~sli, sacd~ w/l~eston~ . X
S~E, severely weat~red, soft
. ~ medium fi~, tan.
18.~-~ ~
15.8 ~.1
~'~- ~' ]
HR.~DN-,.JDHI4STDId ,t RSSD¢., INC. LnG rlF' p~rlR lNG
b"EaT£¢HNi CRL CDNS'ULTn#T; ...k"'D~
bRLLR~, TEXRq TOYU/TRES
P^RK NEST CI3HHERCE CENTER GRDLINi) ELL"V. 11-11
bRTE ' 2-19-91
PRD, IECT'- 5771 TYPE: CORE LDCRTIrIN: SEE PLAN
:~ (:DEE z.~,.**r.A'r,o. *r,~$*r <-
~u't -- I~ Pn eL'ET pENL"TRnHETER
~ --.J "" PIRTERIRL bE:SCRIPTIE]N
c3 _.J rr- RERblI~ X. TSF'
ci.. tdd ~--- .~- 1..d tdJ ,_1 ~j .... , , · ·
.T..,-t .~[-[ALF. ($~ P~VTOUS PAG]Z)
-LT ~AT~E:wea.. med.firm.tan & ~rav.
~.-~ SHALE, firm to moderately hard,
i--~ gray.
- 27.5-~ 3.8 2.!
- ~8.8- '--'
.-.-- 32.2 ½" thin ben~onitic clay band.
- 32.5----
--_-~ 33.7 ½" t~in bentonitic clay band.
-_----_- 34.0 hard limestone lens.
~-* 34.3 thin bemtonittc c.lay band.
- ~.S-.L~
-__--,
- 37.5-----
:_:-_-'5
:--, 30. ~ th..~ benton±t~tc clay band
- 411.8----~ 4q.2 2½" beaCorl, iCie c.~ay h~nd.
----~__ 61.1 1" benton'tt'tc clay band.
- ~.5- ~-'.
-- 43.2 2" be~/tonit:£c clay band.
'-' 43.0 tl~Ln benton±tie clay l. en~.
- ~$.8- --
_ ~?.$.----
I, IRSON-dnHNSTOkl & RSSOC., INC. LnEi nF' BnRING
bRLLRS, TI~XRS TOYO~FiRES
PARK t~EST I:OHHERI:E ~ENTER
~R~: ~IHI ~ ~ N~ ~n. 3
~d~c~: 5771 ~y~: ~E
STANDARD PENETRATI~ (SPF)
~ ~ HHTER 1 RL DESCR 1 PT I
~ ~ ~INE X; T~
~~ ~ ~ ~ ........
~= 55.3 ~d l~esco~e
- ~.5--- 5" benco~iCic clay
~TAL ~ s ~.8
- ~.8-
- ~.5-
- ~.8-
- ~.5-
. 78.8-
- 72.5-
HR~ON-OOHNSTON & RSSO¢., INC. lOG DF GOR I NG
~L~S, ~X~S TOY~IRES ~ I or ~
PARK ~EST COMMERCE CENTER ~ou~ ~. e.e
~= ~1 ~ ~ ~o. 4
PRDO~CT: ~71 TYP~: ~E ~CRTIDN: ~ ~
[ STANDARD PENETRATI~ (8PF) +
~ ~ HRTER 1 RE DESCR 1 PT I ON ~ ~
-
wft~ l~estone particles, tan.
-- 18.8-- ~ed~um f~rm~ tan.
15'8-,, ~
1%5-
~.~-
~.5~
HFISnN-LInHNSTnN & ~SSo¢., INC. LnG nF 6DR I NG
o.u..s, TEX,S TOY~"'I'IRES ~ :~ ar 2
PARK ~/EST COHHERCE CENTER r,,au~ n.~.
ORTE: 2--29-91 im~ ~.~ ~n. 4
PRfldECT: 577! TYPE: ~ LnCRT I DH: SEE PLJ~
STANDARD PENETRATION (BPF)
· ~ CDRE ZNFILTRATION TEST
~ "J ,,, HRTER i RL DEc;ER 1 PT I DN
,_, ~: n-- ~ P., R'["RO INI~ X, TS?
,_,_ -, § ........
,,,"% I, Ltl jLrl I,t !, "%' ~ I I I I I m m
~ $.F,_A~'F,,, severely weat~erecl., soft to
~-~ medium f~rm. tan.
_-~ SHALE, slightly weathered, firm,
~-_ gray and tan.
-
'-- SHALE, firm to moderately hard,
.__~ [ gray.
- a$.$- ------
15.$
1~.~
- ~.~-~| 3a.a t~ benton~tic clay
lens.
~-~-~.~_-: 33.1 thin bentonitic clay lens.
_ ~.8_''-~ !
,~_-:. 35.8 th~_n bentonitic clay lens.
- 1t'/.5---
- ~8. B---~ 60.5 thin bent:on£t'tc clay lens.
-._~_'
'--- 62.5 th.~. benton±t£c clay lens. 18.8
- ~..5---=
-- 62.7 2~" bentonitic clay band.
,, ,~..--
- 45.B-~-'
I
I 46.3 2½" bent:onitic clay band.
- 47.5- ---~
TOTAL DEFTH ' 47.5
Iql:~rtN-dUHNBTnN & RSSnC., INC. LOG DF BEIR I NG
~.LL.S, ~Ex~s TOY~IRES ~ I ar ~
PARK ~EST COMMERCE CENTER. a.au~ ~. ~.~
ORTE: ~91 ~ ~a. S
PRDdECT: ~71 TYPE: ~E ~CRT~a,: S~ ~
z
~ ~ HRTER i RL DESCR 1 PT 1 ~N
~ ~ ~ IN~ X~ TS~
~~ ~ ~ ~ ........
~,~ C~Y, very st~f, dark bro~. X
x
- ~.S'
C~Y, very st~f, bro~. X
- 5.9- x
12.5'~
HRSON-dOHNSTDN I, fl~O¢., INC. LOG OF' BOR I NG
ORLLRS, TEXR5 TOYu~ [RES
PARK WEST COMMERCE CENTER
PROdECT: ~71 ~ye~: ~E ~C~T~o~: S~ P~
STANDARD PENETRATI~
~ C~ ZNFILTRATION TEST
~ ~ ~ HRTEE I RL DES~R i PT I DN ~
~ ~ ~ ~
S~LE, severely w~t~ered, soft to
medium fi~, tan.
- ~.5 *=
~ S~E, slightly weathered, medi~
~ fi~, gray and tan.
- ~.~-~
--- S~E, fi~ to moderately ~rd,
~ gray.
- ~.5-~
__ 35.9 e~ beneon~tfc clay lens.
37.6 e~ beneon~e~e clay lens.
- ~.5-'-'
r~ 39.2 ~" th~ bentonttic clay lens.
_ ~.8_~ 39.9 ~" t~ bentonltic clay lens.
__7~ 40.4 1" bentonitic clay band.
----- 40.5 1" bentonitic clay band.
- ~.5- --
-:~ 1o.o
- ~.~- i~
__--- t~ ben:onitfc clay lens.
-~ 45.9 th~ ~rd l~estone b~d.
- 47.5---'
~OTECHNI~L CON~LTRNTS d ~
ORLLRS, 1EXRS TOY o IRES ~ t or t
PARK ~EST COMMERCE CENTER ~ROU~ ~. e.e
STANDARD PENETRATI~ (BPF) ·
~ HRTER I RL DESCR ! PT I ON ~ ~
m ~IN~ X~ ~
~,.,~ ~1~1 ~ ~ ~ ........
~ ~1~1 ~ ~ = , , , , , , , ,
C~Y, ve~ sti~, da~k b~. X
X
- ~.5-
C~ very st~ff, brom.
~ S~E, severely weathered, soft
- to medium firm, tan.
- 7.5
- ~2.5-
- ~5.8-
- ~7.5-
- ~.8-
- ~.5-
aRSna-dn~sTn~ ~ R~nc., ~C. LnG DF EnRING
I)RLLFIr;, 1EXR5 TOYI~I' I RES sm~'T tnr t
PARK WEST COMMERCE CENTER ~.au.~ ~L~.
~Od£CT: 5771 TYPe: SOIL LUCRT~O,: ~EE PLAN
STANDARD PENETRATION (BPF)
tn -- ~ PflCL'k~ PENL'"rRI~ETER
:~ c~-J '".~ HRTER I RL I)ESCR I PT 1 DH k-cc~t~~1~ R~'1t01 ~ X, TSr
CLAY, very sttff, da~k bro~a.. X
- :~.5 '~
-- 5.8--~ CLAY, stiff, tan. X
SHALE, severely weathered, soft to
, ~ medium firm, tan.
'- 1.5-
- 18.8- 'ffil~l. ~ ~ 18.8
- 17o§-
- ~.8-