Park West CC(1)-SY 890623GEOTECHNICAL INVESTIGATION
PARK WEST COMMERCE CENTER - TRACT NO.
COPPELL, TEXAS
FOR
Prentiss Properties Limited, Inc.
Dallas~ Texas
INTRODUCTION
In accordance with the authorization of our proposal dated 15
May 1989, 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 on Tract No. 1 of Park West Commerce Center in Coppell,
Texas. Tract No. 1 is on the south side of Airline Drive and
west of Freeport Parkway.
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
Properties Limited, Inc. for specific application to the Park
West Commerce Center, Tract No. 1 in accordance with generally
accepted soil and foundation engineering practices. No other
warranty, expressed or implied, is made.
SUBSURFACE INVESTIGATION
Subsurface conditions at the site of the proposed construction
were evaluated by six (8) NX-size core borings drilled at the
approximate locations
drilled and located in
using a tape measure
should be considered accurate
shown on Plate 1. THe borings were
the field by Mason-Johnston personnel
and site plan. The boring locations
only to the degree implie~ oy the
method used.
The borings were advanced to depths on the order of 44 to 48
feet below existing grade by a truck mounted rotary drilling
rig which uses water as a drilling fluid. Undisturbed samples
of cohesive soils encountered were obtained by 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
obtained using a double-tube core barrel
suitable cutting bit.
encountered were
equipped with a
Samplee obtained from the borings were wrapped in polyethylene
plastic to prevent changes in moisture content and to preserve
in situ physical properties. All 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.
LABORATORY TESTING
All samples were classified in the laboratory by an experienced
technician. To aid in the classification process, series of
Atterberg Limits,
on representative
Plate 2.
Moisture Contents and pH ~ests were performed
samples. These test data are presented on
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 presented on
Plates 3 through 11.
the expansive characteristics of the overburden soils and'
weathered primary material were investigated in the laboratory
by conducting Absorption-Pressure and Swell Tests. These tests
provide a measure of the
to be generated when the
restrained from movement
swell when vertical restraint is removed. Graphical
of these tests are presented on Plates 12 through 15.
maximum pressure that may be expected
soil sample is exposed to water and
and a measure of' the maximum free
results
-3-
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SUBSURFACE CONDITION,~
Detailed descriptions of the types, depths and thicknesses of
the various strata encountered may be seen on the attached "Log
of Borings,,. In general, from the ground surface down,
materials present at the site consist of varying t~icknesses of
moderate to highly plastic clay underlain by the primary
geologic strata identified as the Eagle Ford Shale Formation.
The overburden soi±s present at
most part residual in nature
differential weathering of the
during previous geologic
varying thickness,
the proposed site are for t~e
having been derived from
Eagle Ford Shale Formation
time. The resulting soil cover is of
from 6 to 9 feet.
After penetrating the residual overburden materials and
weathered shale, the core borings drilled at the site
encountered and terminated in the compact clayey shale of the
Eagle Ford Shale Formation of Cretaceous Age. Typically, and
in its unweathered state, the Eagle Ford Shale Formation
generally consists of dark to medium gray, firm, thinly
laminated, well compacted clayey sha±e strata. ~he 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 17.5 to 28.0
feet, is tan to light gray in color, having experienced
differential weathering in the form of leaching.
-4-
~he Absorption-Pressure and Swell Tests performed indicate a
low to moderate potential for heave with variation in soil
moisture content. Maximum swell pressure was less than 1600
psf and the maximum free-swell was less than 2.2 percent.
To observe the groundwater condition at the site, an auger
boring was placed next to the original Boring 5 on 21 June
1989. This boring did not produce water and caved at a depth
of 7 feet.
FOUNDATION DESIG~ CONSIDERATIONS
Based on the results of this investigation, structural loads
may 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. Unit
allowable loading intensities for end-bearing stress transfer
and side shear stress transfer are summarized as follows:
End Bearing Stress Transfer = 11.9 tsf
Side Shear Stress Transfer, Compression = 3.8 tsf
Side Shear Stress Transfer, Tension = 1.9 tsf
Side-shear stress t~ansfer 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 two (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 (2) shaft diameters.
If this spacing cannot be maintained, this office should be
contacted so that additional studies can be accomplished and
reduced design values developed to compensate for stress
overlap oetween adjacent foundations.
Settlement
less than
occur as
complete at
of snafts installed in the shale formation should be
about one-half inch. Much of the settlement will
elastic deformation and should be substantially
the end of construction.
The overburden soils and weathered shale strata to be
penetrated by the drilled shafts have a high swell potential
particularly within the upper zones; thus the
potentially subjected to
the adjacent materials.
conditions is to provide
these potential forces.
one percent of the shaft area
uplift forces caused
the normal "rule of
shafts will be
by expansion of
thumb" for such
liOeral shaft reinforcement to resist
Minimum reinforcement on the order of
is recommended.
CONSTRUCTION PROCEDURES
Each shaft installation should be vertical
tolerances), placed in proper plan location
-6-
(within acceptable
and cleaned prior
to concrete placement. Reinforcing steel cages should be
prefabricated in a rigid manner to allow expedient placement of
Doth steel and concrete into the excavation. It is essential
that the placement of both steel and concrete ce compxeted as
soon as practical after completion of the excavation. This
will insure that the maximum Denefit of the bearing stratum
rebound properties are utilized. In all cases, no portion of
the stratum oeing 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
groundwater seepage. The casing
sufficient distance into the bearing
tight seal; normally a distance of 1
of temporary casing should be anticipated to control
should be installed a
stratum to insure a water
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 ~ithin the casing in a conventional
manner. If the groundwater level is above the base of any
temporary casing being utilized, extreme care should be taken
at all times to maintain the head of the plastic concrete
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 atremie
in order to connect with the existing concrete contained within
the lower portion of the shaft.
FLOOR SLAB AND GRADE BEAMS
Structural elements in direct contact with the natural clay
soils will be potentially subject to movements associated with
soil moisture variations. The magnitude of movements will vary
depending on sustained pressure, soil moisture levels at the
time of construction, and moisture
experienced following construction.
available to tnis office, the finished
(~SL). ~his indicates that cutting
to level the site.
variations aptually
From plans currently
floor elevation is 532
and filling will be needed
Swell calculations, which include a layer of inert fill,
indicate that about 0.5 inches of swell should be anticipated.
It should be noted that the soil samples were taken in the*
spring during the rainy season and are therefore already
partially to fully saturated. 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.
If this magnitude of swell cannot be tolerated by the
structures, then alternate schemes can be discussed at a later
date in conference once perfomanoe and economic objectives are
more firm£y established. Alternatative measures include one or
more of the following: stabilization with hydrated lime, more
extensive cutting and filling, presweliing the site, and
structural floor system. To further reduce the effects of
movement associated
positive voids of at
beams.
with swelling clay, we recommend creating
least 4 inches beneath grade and interior
EARTHWORK
Earthwork recommendations are as follow:
1. Excavate and remove from site organic topsoil present in
the construction area.
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 reeompact to a density of 92 to 98
percent of the maximum density obtained by the Standard
Proctor Compaction Test (ASTM D-698). The moieture
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
fills.
MASON.JOHNSTON & ASSOCIATES, INC-
DALLAS, TEXAS
3. Place fill soils in loose lifts not exceeding nine (9)
inches and compact to a density of at least 95 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 ASrM D 698) until covered by construction.
Select fill material under
inorganic, having a Liquid Limit
Plasticity Index between 3 and 12.
site may be used to manufacture
structures should be
less than 3~ and a
Soils present at the
fill material meeting
the above requirements; however, substantial quantities
of sand or other suitable material will be required to
obtain these limits.
PAVING AN~ DRAINAGE
To enhance pavement performance, it is recommended that cla~
soils exposed at grade 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 six (6) percent by dry soil weight
(approximately 6 podnds of lime per cubic foot of soil treated)
would be expected to effectively stabilize the subgrade soil.
-10-
Soils treated with hydrated lime for use as subbase should be
compacted to a minimum value of 95 percent of the maximum
density as defined by Texas Highway Department rest ~ethod
TEX-113E and at a moisture content at least two (2) percentage
points above Optimum Moisture content. 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 follow£ng minimum pavement sections have been developed for
your consideration:
ASPHALTIC CONCRETE
Light Vehicular Traffic (Parkin~ Lots~ Drives~ Ete.~
1-1/2 inch HMAC Surface ~earing Course
3 1/2 inch HMAC Base Course
6 inch Lime Stabilized, Compacted Subgrade
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Heavy Vehicular Traffic (Service Drives, Trucks, Etc.)
1-1/2 inch HMAC Surface ~earing Course
5 inch HMAC Sase Course
8 inch Lime Stabilized, Compacted Subgrade
REINFORCED CONCRETE
Li~t Venicular Traffic (Parkin_~ Lots, Drives, Etc.)
5 inch Reinforced Concrete Paving (Re-Steel: #3 at
18 inches on center)
6 inch Lime Stabilized, Compacted Subgrade
Heavy Vehicular 'traffic (Trucks~ Service Drives~ Etc.)
7 inch Reinforced Concrete Paving (Re-Steel: #3 at
18 incnes on center)
6 inch Lime 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 on~
or more of the above suggested pavement sections, or some
combination thereof, 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.
Alternatively,
considered:
the following pavement section may be
Scarify six (6) inches of existing subgrade and
recompact to at least 95 percent of the maximum
density determined by the Standard Proctor Compaction
Test (ASrM D 698) at a moisture content between
optimum and plus four percent of the optimum value
determined by the above test.
Cover the compacted subgrade with ground stabilization
fabric such as Mirafi 600X or 700X or equivalent laid
to manufacturer's specification.
Pave with reinforced concrete at least 6 inches thick
providing reinforcing steel of at least No. 3 at 18
inches on centers both ways. Concrete cover should be
at least I 1/2 inches as described above.
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It is recommended that
provided the opportunity
and specifications in
recommendations may be properly
the soil and foundation engineer be
for a general review of final design
order that earthwork and founda%ion
interpreted and implemented in
the design and specifications.
In the event that any changes in the nature,
of the building are planned, the
-13-
design or location
conclusions and
MASON--JOHNSTON & ASSOCIATe-, INC.
recommendations contained in t~is report
considered valid unless the changes are
conclusions of this report modified or verified
shall not be
reviewed and
in writing.
We appreciate the opportunity to
project. Please call us if we can
later stages of design
~
JWJ/AP.ap
23 June 1989
MJ No. 5566
assist in this phase of the
De of further service during
or during construction.
Respectfully submitted,
Mason-Jonnston & Associates, Inc.
AIRLINE DRIVE
~6
..I--
Scczle: I" = I00'
LEGEND
~ ~ORE BORING
MASON-JOHNSTON & ASSOCIATES. INC.
LOCATION OF BORINGS
PARKWEST COMMERCE CENTER
TRACT NO.I
COPPELL, TEXAS
II
" D'O'-
BORING #: 1 DEPTH: B.8-4.5
DRY UNIT WEIGHT (PCF) = 8g.4
MOISTURE CONTENT % = B8.4
1.18'
1.66,
6.96.
6.88.
6.76.
8.68.
6.58.
6.46.
6.36.
8.29.
6.16
9.69
I I I I I I I I I I
I I I I I I
STRAIN
BORING #: 4 DEPTH: 3.8-4.5
DRY UNIT WEIGHT (PCF) = 89.8
MOISTURE CONTENT Z = 89.6
STRAIN
I I I I I I
BORING #: 6 DEPTH: 3.0-4.5
DRY UNIT WEIGHT (PCF) = 94.1
MOISTURE CONTENT $ = 26.4
m
c~ m
z
2.68
1.86
1.66.
1.26,
1.66
-~ 8.89-
6.66.
6.46.
STRAIN
BORING #: 1
DEPTH: 36.3-37-2
72.99'
24.98'
12. ffi'
STRAIN 2
BORING #: 2
DEPTH: 31.4-31.7
STRAIN
BORING #: 9
DEPTH: 39.6-40.4
rtl
mc) cF)
cc):/:
I-Z "ri
55.88
58.88.
45. M'
48.88
~5.M'
3e.M
~5.88-
2~.~'
STRAIN
21.8~.
17o58,
14.M'
18.58,
7.M
BORING #: 6 DEPTH: 40.7-41.§
I I I I I I I I I I
STRAIN Z
BORING #: 5 DEPTH: 1.5-3.8
DRY UNIT WEIGHT (PCF)= 88.§
M.C. BEFORE TEST Z = 38.8
M.C. AFTER TEST Z = 34.8
GAIN IN MOISTURE % = 3.7
1.18-
1.69-
8.98'
8.88'
8.78'
8.68
6.58
6.48-
9.38-
6.28' .
8.19'
I I I I I I I I I I I I , : I I
PRESSURE (PSF)
1.65
1.58
1.35
1.28-
1.85-
8.98-
8.75-
8.88.
8.45.
8.38.
8.15'
BORING #: 5 DEPTH: 7.5-9.8
DRY UNIT WEIGHT (PCF)= 98.1
M.C. BEFORE TEST % = 31.g
M.C. AFTER TEST % = B4.8
GAIN IN MOISTURE % = 2.g
PRESSURE (PSF)
2.29,
2.69,
1.88
1.68-
r-' 1.29-
Lee.
8.88.
e.l~.
BORING #: 6 DEPTH: 4.5-6.8
DRY UNIT WEIGHT (PCF)= 92.7
M.C. BEFORE TEST $ = 28.8
M.C. AFTER TEST $ = 32.7
GAIN IN MOISTURE $ = 9.9
PRESSURE (PSF)
2.28
2.~,
1.1~,
1.1~,
~:: 1.48,
I-- 1.29,
BORING #: § DEPTH: 13.5-15.8
DRY UNIT WEIGHT (PCF)= 91.4
M.C. BEFORE TEST 2 = 38.1
M.C. AFTER TEST 2 = 33.§
GAIN IN MOISTURE ~ = 3.5
PRESSURE (PSF)
MASON-JOHNSTON 8 ASSOCIATES, INC. DALLAS, TEXAS
KEY TO CLASSIFICATION USED ON LOGS
~o Gravel or Sandy Gravel
GW
well-graded
Gravel or Sandy Grovel
GRAVEL GP ~, poorly- graded
AND
GRAVELLY ri'
SOILS GM ~,1~|] s~.y Grav*~ or
Silty Sandy Gravel
COARSE GC Clayey Gravel or
Clayey Sandy Grovel
GRAINED
SOILS
';$ Sand or Gravelly Sand
SW .~w well ' graded
S~nd or Gravelly Sand
SAND SP poor,y- graded
AND
SANDY ..
SOILS SM Silty Sand ar
Silty Gravelly Sand
SC Clayey Sandy or
Clayey Gravelly Sand
Slltee Sandy SIItee Gravelly '
ME $11te~ or Olatomacaoul Sorts
LOW CL ~.~a Clayl, Sandy Clayl,
PLASTICITY ~' Gr*v.fly Cfaye
Organic Silty Clays
GRAINED
SOILS MH Micaceous Clays
HIGH CH Fol C~aye
PLASTICITY
OH Fei Organic Ctoys
I
Classification based on Casogrande System
(Proc ASCE Junet1947)
]
~CR~, ?;XRS PARKWEST COMMERCE CENTER
COPPELL TEXAS
m ~
~ ~~ HRTERIRL ~ESCRIPTIQN ~
/,, CLAY, v. stiff, brown X
- 2.5- x
- $.8-~ C~Y, stiff, lt. brown
C~Y, V. stiff, sli. sandy, X
tan & lt. gray
- 7.5
~ SHOE, wea., med. firm,
-~ tan & lt. gray
- ~.8-~
~L~, ~X.S PARKWEST COMMERCE CENTER
~PPELL TEXAS ~.ou~ ~. e.e
~AT~: ~ ~1~ ~o. I
' CgRE
~ ~ MRTER I RL DESCR I PT 1 ON
~ SHABg~ mod. hard,
:: thin L.S. lenses, gray
2~ - bon~on~ic clay band
- ~-B-r~-- 9.B 8. t
- ~.6 ~ ::
~ -trace of bentonitic clay
- ~.5-~-
9.6 8.6
- ~.8-
- ~7,~-
]
]
]
~RSON...OO~Ns'roId ~, RSSo¢., ~H¢. LoE OF' Brl~ING
~OT£CH~ ~ t'flL CO~g~LTflgTS
~RLLRS, ~XRS PARKWEST COMMERCE CENTER ~ ! Dr ~
COPPELL TEXAS cao~a o.~.
PROOI~CT~ ~ TYF~: (~OR~ LDCRTIOI4: ~ ~
STANOARO P[NETRATION (BPF)
(~ n I~ ~" ~NFILTRAT 10N TEST
~ HRTER I RL DESCR ] PT i ON ~ I~ pO~lC'~l'
C~Y, hard, brown
tan ~ 1~. ~ray
8H~, woa., med. firm,
: tan & lt. gray
- %5-
- 1~.~ - ~1
- 15.8-~
- 1%$-~
-~'~BH-,zrtHk~'TQI~ t ~
DRLLRS~ 'I'EXR5 ~
PRodUCT: ~
i:'n.q
PARKWEST COMMERCE CENTER
COPPELL TEX~S ~
HflTERI flL DESCRIPTIBN
SHALE, wea., med. firm,
tan & it. gray
SHALE, mod. hard, w/occ.
thin L.S. lenses, gray
bentonitic clay band
bentonitic clay band
TOT~ I~--I~TH ' 48.B
J
v. stiff, brown
X
X
CLAY, v. stiff, sli. sandy,
tan & it. gray
X
X
SHALE, wea., med. firm,
tan & It. gray
]
]
~P.S~.-dDHNSTDH ~, R~C., ~HC. LnG DF BnR lNG
COPPELL TEX~S
~RTE: ~ ~1~ ND. 3
~ ~RTE~IRL b~SCRIPTI~N ~ ~ ~ ~nc~ ~n~;
~1~ X~ T$¢
tan & lt. gray
-~.5~ / .
~ SHOE, sli. wea., med. f~rm
to firm, gray & tan
-~"B- ~ SHALE, mod. hard, w/occ.
thin L.S. lenses, gray
~.~ ~~- ~ow a~e :race.re
-~.5- ~ ~ ~= bentonitic clay band
~- bentonitic clay band B.B' 5.1
47.5~ ~ ~T~ 47.5
~O~--~OH~TO~ .& mc., mc.1 - LEG nF BERING
GT:DTt:'¢HN ~ t'flL CDgg,.ILTRET5 F'ER ~
ORLLFIS, ~'£XRS PARKWEST COMMERCE CENTER c~u~a ~L~V. e.e
COPPELL TEXAS ~,1,~ ,a. 4
,~"~3-~9 TYP~: CItE LDCRTION: SEE ~
-. CBRE
HRTERIRL DESCRIPTIQN
CLAY, v. stiff, brown
X
v. stiff, dk. brown
X
X
CLAY, v. stiff, sli. sandy,
SHALE, sev. wea., med. firm,
tan & lt. gray
X
SHALE, weathered, firm, tan
]
]
HFL~.-d~WL~TnH I F~aIl¢., ~gC. LI'lr~ ~F B~RIN~
O~L.S, ~X.~ PARKWEST COMMERCE CENTER
~ COPPELL TEXAS
~ ~ HHTERIHL DESCRIPTIDX ~
S~ ~ f~ ~.
~SH~E, mod. hard, w/ccc
v. thin L.S. lenses, gray ~.5
bentonitic clay band
_~.,~ ~ bentonitic clay se~
-~.~~ ~ ~ hard limestone band
-~.5~ ~ bentonitic clay band
~ L ~hln ha~d lim~ston~ ban~
-47.5- ~ ~ ~L~' 47.~
LoG oF i~0~ I NG
~a ~ I nr
P^RK~/EST COI41dERCE CENTER ~o~ ~.
~PPELL TEXAS ~ ~o. 5
~ CDRE
Z :NFELT RATION TEST
2
B.B
HRTERIRL DESCRIPTIBN
~INE ~ T~
CLAY, v. stiff, brown
X
X
v. stiff, tan & it.gray
X
X
SHALE, weathered, med. firm,
tan & it. gray
HR.5ON-~HNSTnN l~ F~in¢., INC.I
b-"COT£O.IN I O~L ¢Ol4'~LILTRNT'~
DRLLR..q, 'i'£Xflc;
PARH~/I:ST COHHERCE CENTER ~ :~ or
COPPELL TEXAS ~om~ .o. 5
HRTERIRL ~ESCRIPTIBN
weathered, med. firm,
tan & it. gray
LO¢~TIO~ SEE
CORE
8.8
mod. hard, w/occ.
thin L.S. lenses, gray
bentonitic clay band
bentonitic clay band
TOTAL ocyiH, 47.8
HREGN,-~Hi45TriH & pc~n~,.t t .... LI'I~ OF' BORING
r~RLL~S, ~.~,ns PARKWEST COMMERCE CENTER ~ I ur 2
COPPELL TEXAS
STANDARD PENETRATI~
~ CORE ZNFILT"ATION
~ ~ ~ HRTERIRL OESCRIPTION ~ ~ ~ ~m~ x, Tsr
- 2.5- x
C~Y, v. stiff, lt. tan
5.B- ~ x
~- tan & lt.
~.5-~-
-
- ~,8-~
mc.] PARKWEST COMMERCE CENTER
HRSDN-dOHNSTDN &
~r. DTECHN I ~ ¢i~'~SULTflNT5
DF~LR~ TEXR5
PROdECT: ~
COPPELL TEXAS
T'fP£: ~
HRTEE 1 RL DESCR I PT I ON
SHALE, weathered, med. firm,
tan & lt. gray
SHALE, mod. hard, w/occ.
thin L.S. lenses, gray
~T~DEPTH,
]
]
~t.~N~HIL.~aNI~Sr=~¢., iNC.LgE EF
0~L~, ;;mS PARKWEST COMMERCE CENTER ~¢~
COPPELL TEXAS
baT£: ~-~9 Ig3;l~ #u. I
STANDARD PENETRATI~(BPF)
~ ~ ~1~
/,, CLAY, V. stiff, brown X
~.5- x
X
- 5.8-~ C~Y, stiff, lt. brown
C~Y, v. stiff, sli. sandy, X
tan & lt. gray
- %~
~ ~ SHOE, wea.,
med.
firm,
~ tan & lt. gray
- ~
- 15.8-~:
- 17.5- F~
- ~.8-~
]
~L~S, ~X~S PAR~EST COmmERCE CENTER
COPPELL TEXAS
~RT~: ~ ~1~ ~o. 1
' CORE
~ ~ ~ HRTER 1 RL DESCR I PT I ON ~
~ ~ ~ ~ ~i~ X, TS?
~ SHALE, mod. hard, w/occ.
-' thin L.S. lenses, gray
_~ - bentonitic clay band
- ~'~-~ 8.8 8.1
2~
- ~.5-2~
r: ~ m 9.98.8
-~.6
- ~.5-~
- ~.g-
- 47.5-
l
1
1
1
1
l
]
]
]
]
]
]
]
]
~.LSS, ~rXaS P^RKWEST COMMERCE CENTER
COPPELL TEXAS ~,~u~ ~t~v.
P~_n,Fo: ~ TYPE: C~RE InCRTIGld: ~ PLA~
=~ ~ ~ MaTERIaL DESCRIPTIE1N
X
CLAY, hard, brown
tan & lt. gray
-~ SHALE, wea., med. firm,
· -'r. tan & lt. gray
G~3TECH#I (RL Q:INcjULTRI'lTc~
i)RLLR=~, "i'.~.XRq
i)RTt:·;
PRODUCT ~ .~
LnG DF BQRING
pARKWEST COMMERCE CENTER
COPPELL TEXAS
CQRE
HRTERIRL bESCRIPTIBN
SHALE, wea., med. firm,
tan & it. gray
B.B
REFIb lNG X,
SHALE, mod. hard, w/occ.
thin L.S. lenses, gray
bentonitic clay band
bentonitic clay band
TOTAL DEPTH ' 4B.B
~;;XRS J PARKWEST COMMERCE CENTER ~au= ~.
CDPPELL TEXAS ~:~.a. 3
DRTE: ~
z CQRE
~TER~flL ~ESC~IPTION ~
Ci~, v. ~ti X
X
C~, v. sti~, ~li. ta~ & lt. g~Y
sandy,
B.B
X
X
SHALE, wea., med. firm,
tan & it. gray
]
]
~T~5 ~R
PARK~EST COMMERCE CENTER
COPPELL TEXAS
HRTERIflL O~5CRIPTI~N : ~ ~ ~,~ ~ TSr
SHOE, wea., med. firm,
tan & lt. gray
SHOE, ali. wea., med. firm
to firm, gray & tan
SHALE, mod. hard, w/occ.
thin L.S, le~ses, gray
,9.8 8.8
- ben:onL:~c c~ay b=n~ 8.8
~ [ ~T~= 47.5
COPPELL TEXAS
bRTE: ~ ~ I ~ NO. 4
STANDARD PENETRATI~ (BPF) ~'
~ ~ HRTERIRL ~ES~RIPTIQN - ~ ~]l x,
-Z,5~C~' v' st~, Bk. b~ow~ Xx
- 12.5- , ]
~aT~L ~T~S
~LRS, z~s PARKWEST COMMERCE CENTER ~ 2 ar 2
COPPELL TEXAS ~ ~. e.e
Pg~: ~ TY~: ~ ~CRTI~= S~ ~
~ E HRTER 1 RL DESCR 1 PT 1 QN ~ ~ PU~
_~.~~ [S~, ~, f~ ~
~S~E, mod. hard, w/occ.
v. thin L.S. lenses, gray
~ ~~ bentonitic clay band
_ ~.~ bentonitic claY se~
{ 18.8 18.8
-~8 hard l~mestone band
~.5~ bengon~t~c cla7 Band
- ~.5~ 7.5 7.5
-~.8~
- 47. ~TAL ~ ' 47.6
F, Sim.-~HNST~ ~ assoc., ~HC.I L~ ~
,~LRS,~XaS PARKWEST COMMERCE CENTER
COPPELL TEXAS
~ndZCT: ~
Ld bJ
CLAY, v.
MRTER i RL DESCR l PT InN
ak'~T tnr 2
stiff, brown
CLAY, v. stiff, tan & lt.gra~
SHALE, weathered, med. firm,
tan & lt. gray
m:]Rl~o. 5
LD(RTIDN' SE]EPI..~N
- C~RE
PO CICL"'[ pL-'I4L'TRDH~R
EL'RI)lNG X, TS'~'
X
X
HR~DN....~HI4STDN ~ R~D¢., INC. LGG DF BDRING
D~LR~ TEXR5 PARK~EST COMMERCE CENTER ~ 2 Dr 2
COPPELL TEXAS ~ m~' ~'~
DRT~ ~ ~1~ NO. 5
MRTERIRL DES~RIPTIDN ~ ~ ~ ~]~ x,
~ ~ ISRAel, mod. ha~, w/ccc.
-~.5~ ~
.~ ~ bentonitic clay band
~.5~~ bentonitic clay band ~'8 8'~
47.5 ~-- ~ ~H ~ 47.8
q
),kciSDN-dDHNSTI]N & /n,:~n¢., ~h..LI]E I~F' BnRINE
~L~ ~x,s PARKWEST COMMERCE CENTER
COPPELL TEXAS
STANDARD PENETRATI~ (BPF)
m --
J ~ HRTER I RL ~ESCR I PT i DN ~
~ CLAY, stiff, lt. brown
2.5-~ x
C~, ~. stiS~, it. ta~ X
rl
_.~ SH~, weathered, med. firm,
~ tan & lt. gray
-
- 1~.5- ~
- 1%~-~
HF~]H,-~HI,L?roH I flssn¢.~ INC.!
GEDT~¢H# I ~'RL CDHgJLTRNTq
1
DRLLflS~ T£XR5
bRT~': ~';~3"~
PRO, Ir'CT: ~6
LnG nF' RnRING
rnR
PARKWEST COMMERCE CENTER
COPPELL TEXAS
TY~: ~ ~CRTIDN:
STANDARD PENETRATI~
~1~ ~ TSF
HRTEEIHL DESCEIPTIDN
iSHALE, weathered, med. firm,
tan & lt. gray
SHALE, mod. hard, w/occ.
thin L.S. lenses, gray
TOTAL ~, 44.i}