Park West CC(18)-SY 891005 GEOTECHNICAL INVESTIGATION
PARK WEST COMMERCE CENTER
TRACT NO. 1
COPPELL, TEXAS
-,.~ 9~'-,,-.¢'4, ,,_
MASON
- JOHNSTON
& ASSOCIATES, ~Nc.
geotechnicai consultants
235 Morgan Ave., Dallas, Texas 75203-1088 (214) 941-3808
GEOL OGI&T~)
GEOTECHNICAL INVESTIGATION
-- PARK WEST COMMERCE CENTER - TRACT NO. 1
COPPELL, TEXAS
FOR
-- Prentiss Properties Limited, Inc.
Dallas, Texas
INTRODUCTION
In accordance with the authorization of our proposal dated 15
-- May 1989, we have compieted a geotechnica± investigation for
the captioned project. Plans provide for the design and
construction of a one-s~ory office/~renouse building to ~e I
located on Tract No. 1 of Park ~est Commerce Center in Coppell, [
Texas. tract No. 1 is on the south side of Air±ine Drive and
-- west of Freeport Parkway.
SCOPE
The scope of the geotechnicmi investigative activities reported
includes subsurface exploration and iaDoratory testing on
_ seiected samples from the borings, rne resu~tzng data were
used to develop general recommendations to guide design and
construction of the new facility.
T~is report has been prepared for the exclusive use of Prentiss
_ Properties Limited, Inc. for specific application to the Park
MA$ON--JOHN~OH & A~OC,ATE~, INC. DAJ.~_A~ TEX4$
~es~ Commerce Center, Tract ~o. ~ in ~ceordance ~it~ general±¥
accepted soii 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 (6) NX-size core borings ~rii~ed at the
approximate locations shown on P£ate 1. r~e 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 imp±led ~y the
-- method used.
~he borings were advanced to depths on the order of 44 to 48
feet below existing grade by a truck mounted rotary drizling
rig w~icn uses water as a driixing fluid. Undisturbed sampies
-- of cohesive soils encountered were o~tained by a thin-walled,
seamless, Shelby-tuoe 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
suitaoie cut~ing bit.
Samples obtained from the borings were wrapped in polyethylene
_ plastic to prevent changes in moisture content and to preserve
· ~ MASOf~--JOHNSTON & ASSOCIATES. INC. 0~LLA.~. TEXAS
in situ physical properties. All samp±es 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
-- Ali samples were c±assified in the laboratory by an experienced
technician. To aid in the classification process, series of
Atterberg Limits, ~oisture Contents and pH £ests were performed
on representative samples. ~nese test data are presented on
Plate 2.
Strength properties were investigated by a series of Unconfined
Compression Tests. In this test, an axial ~oad is app±ied to a
latera±±y unsupported cylindrical core sample until failure
occurs within the sample. ~hese test data are presented on
_ Piates 3 tnrougn 11.
rne expansive cnaracteristics of the overburden soils and
weathered primary material were investigated in the ~aooratory
by conducting Absorption-Pressure and Swell 'rests. ~hese 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
swel± wren vertical restraint is removed. Graphical results
of these tests are presented on Plates 12 through 15.
MASON--JOHNSTON & ASSOCIATES. INC. OALLA$. TEXAS
SUBSURFACE CONDITIONS
-- 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 thicknesses of
moderate to highly plastic clay underlain by ~ne primary
-- geologic strata identified as the Eag±e Ford Shale Formation.
~he overburden soi±s present at the proposed site are for tne
_ most part residual in nature having been derived from
differential weathering of the Eagle Ford Shale Formation
-- during previous geologic time. ~he resulting soil cover is of
varying thickness, from 6 to 9 feet.
After penetrating the residual overburden materials and
weathered shale, the core borings drilled at the site
-- I encountered and terminated in the compact clayey shale of the
Eagle Ford Shale Formation of Cretaceous Age. ~ypically, and
in its unweathered state, the Eagke Ford Shale Formation
generaiiy consists of dar~ to medium gray, firm, thinly
iaminated, well compacted ciayey sha±e strata. £he borings
_ encountered occasiona± thin oentonite or bentonitic clay seams,
and thin, hard to very har~ 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.
'--- MASON--JONNSTON & ASSOCIATES. IN.~.. ~IALLA~. I't~XAS
the Absorption-Pressure and Swell 'rests 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-swe±l 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
198~. This boring did not produce water and caved at a deptA
of ? feet.
-- FOUNDATION DESIGN CONSIDERATIONS
Based on the results of this investigation, structural loads
:nay be transferred into tne firm, unweathered, gray shale of
the Eagle Ford Shale Formation by means of straight-wal±ed
auger excavated, cast-in-place, concrete shafts, dnit
_ allowable loading intensities for end-bearing stress transfer .
and side shear stress transfer are summarized as foilows:
End Bearing Stress Transfer = 11.9 tsf
Side Shear Stress Transfer, Compression = 3.8 tsf
_ Side Shear Stress '£ransfer, tension = 1.9 csf
-- Side-shear stress transfer is limited to the perimeter portion
of the pier snaft in intimate contact with firm, gray
unweathered shale extending below the base of any temporary
__ casing that may be required to instaii the shafts.
'' MASON--JOHNSTON & A~SOCI&TI~,. iNC. OAL. LAS. TEXAfi
Accordingly, it is recommended that the upper two (2) feet of
the shale formation De neglected in computing required
penetrations. The side shear values provided are direct±y
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
'-- contacte~ so tnat additional studies can be accomplished and
reduced design values developed to compensate for stress
over±ap oetween adjacent foundations.
Settlement of shafts ~nsta±~ed in the sha~e formation should be
-- less than about one-half inch. ;4uch of the settlement will
occur as elastic deformation and shouid be substantially
complete at the end of construction.
'me overburden soils and weathered shale strata to be
-- penetrated by the drilled shafts nave a nigh sweii potential
particularly within the upper zones; thus the shafts will be
potential±y subjected to uplift forces caused by expansion of
~ne adjacent materials. ~he norma~ "ruLe of thumb" for SUCh
conditions is to provide lioerai shaft reinforcement to resist
-- these potentia± forces. ~inimum reinforcement on tne order of
one percent of the shaft area is recommended.
CONSTRUCTION PROCEDURES
Each shaft insta±±ation should be vertical (within acceptable
- tolerances), placed in proper plan location and cleaned prior
MASON--JOHNSTON & ASSOCIATES. INC DALLAS, TEXAS
to concrete placement. Reinforcing steel cages should be
prefabricated in a rigid manner to allow expedient p±acement of
oocn steel and concrete into the excavation. It is essential
that the placement of both stee~ and concrete oe completed as
-- soon as practical after completion of the excavation. This
wiii insure that the maximum Oenefit of the bearing stratum
rebound properties are utilized. In ail cases, no portion of
the stratum ~eing counted on to provide structural support
I should be exposed to atmospheric conditions for more than eight
_ (8) hours prior to the p±acemenc of ~e concrete.
The use of temporary casing should be anticipated to control
groundwater seepage. ~ne casing should be instal±ed a
sufficient distance into the bearing stratum to insure a water
tight seal; normal~y a distance of 1 to 2 feet is adequate for
t~is 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 ±evei is above the base of any
temporary casing oeing uti±ized, extreme care shoui~ be taken
at all times to maintain the ~ead of the plastic concrete
- nigher than the static groundwater level outside the casing.
In actual practice, it is desirable that the head of tne
plastic concrete be appreciably above the static groundwater
__ level prior to breaking of the seal between the temporary
casing and the Dearing stratum. Once the seal is broken, the
-- temporary casing may be slow±y removed in a vertical direction
MASON--JOHNSTON & ASSOCIATES, INC- DALLAS. TF~(AS
only (no rotation permitted) while additional concrete is
e£evated to the top of the casing and placed through a tremie
in order to connect witn 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 ieveis at the
time of construction, and moisture variations actually
experienced following construction. From plans currently
available to tnis office, the finished floor elevation is 532
(~SL). ~his indicates that cutting and filling will ce needed
to level the site.
_ Swell calculations, which include a layer of inert fill,
indicate tnat about 0.5 inches of swei± 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.
· ~ MASON--JOHNSTON & ASSOCIATES- INC. DAi. LA$. TEXAS
GEOLOG~gT$
If this magnitude of swell cannot be tolerated by the
structures, ~hen alternate schemes can be discussed at a later
date in conference once perfomance and economic objectives are
more firmiy estaD£isned. Alternatative measures include one or
more of the following: stabi±ization with hydrated lime, more
extensive cutting and fii±ing, presweliing the site, and
structural floor system. To furtner reduce tne effects of
movement associated with swelling clay, we recommend creating
positive voids of at least 4 inches beneath grade and interior
beams.
-- EARTHWORK
Earthwork recommendations are as follow:
1. Excavate and remove from site organic topsoil present in
the construction area.
2. Scarify soils exposed in fill areas and transitional
areas (cut to fil£ 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 'rest (AS~M D-698). ~ne moisture
.... content of the compacted soils should be maintained
~etween optimum and plus four percent of the optimum
value (determined from ASTM D-698) until covered by
fiixs.
-.- MaSON--JOHNSTON & ASSOCIATES- INC. Odi. LAS, TEXAS
'-- 3. P±ace fi±l soils in loose lifts not exceeding nine (~)
inches and compact to a density of at ieast 75 percent
of the maximum density obtained by the Standard Proctor
Compaction Test (AST~ D 698). The moisture con~enc of I
tne compacted so±is should Oe maintained between optimum
and plus four percent of the optimum value (determined
from ASr~ D 698) until covered by construction. Ii
4. Select fill material under s~ruc~ures snouid be
inorganic, having ~ Liquid Limit less tnan 35 and a
-- PLasticity ~ndex Detween 3 and 12. Soi±s present at the
site may be used to manufacture fill material meeting
~e aoove requirements; however, substantial quantities
of sand or other suitable material will be required to
obtain these limits.
PAVING AND DRAINAGE
'fo enhance pavement performance, it is recommended t~at clay
soils exposed at grade be stabilized with hydrated lime for use
as subbase. A minimum treatmenc depth of six (6) inches should
_ Oe contemplated. Subject to modification during construction, a
hydrated lime content of six (6) percent by dry soil weight
-- (approximately 6 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 value of 95 percent of the maximum
density as defined by 'texas Highway Department rest Hethod
~EX-113E and at a moisture content at ~east two (2) percentage
_ points above Optimum Moisture content. This requirement is
important in minimizing pos~ construccion movement and in
- assuring complete hydration of the lime treated soils.
Pavemenc grades should be established in anticipation of some
_ vertical movement associated with expansion or concraction of
the near surface clay soils. Ic is important to establish good
-- surface drainage to provide for rapid removal of surface water
away from ~he building and paved area.
'~ne fo±lowing minimum pavement sections nave been developed for
your consideration:
ASPHALTIC CONCRETE
L~ght Vehicular ~raffic (Parkin~L~_~D~es, Etc.)
1-1/2 inch H~AC Surface ~earing Course
3 1/2 incn HMAC Base Course
-- 6 inch Lime Stabi±ized, Compacced Subgrade
--- MASON--JOHN~?ON & A$$OCIAi,:S- lNG- DALLAS, TEXAS
Hea~y Venicular Traffic (Service Drives, Trucks, Etc.)
-- 1-1/2 inch HMAC Surface ~earing Course
5 inch HMAC Base Course
8 inch Lime Stabi±ized, Compacted Su~grade
REINFORCED CONCRETE
-- ~i_~n~ Venicular Traffic (Park~_~L.o~ts, Dr~ves~ Etc.)
5 inch Reinforced Concrete Paving (Re-Steel: #3 at
18 inches on center)
6 inch Lime Stabilized, Compacted Subgrade
- I
Heavy Vehicular traffic (Truc~s2 Service Drives2 Etc.)
7 inch Reinforced Concrete Paving (Re-Steel: #3 at
-' 18 incnes on center)
6 inch Lime Stabilized, Compacted Subgrade
_ In tne 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 be±ieved that one
or more of the above suggested pavement sections, or some
combination thereof, may be entirely suitab±e for use on this
_ project. Selection of the proper section should be based on
anticipated traffic ±oads, frequency, and ~ong term
-- maintenance, as well as project economics. In general,
asphaltic concrete sections have a ~ower initial cost, but
require more frequent maintenance than the concrete surface.
--- MASON--./OHNSTON & A,~OClAT6S- I~C: CJAL. LAS TEXAS
Alternatively, the fol±owing pavement section may be
-- considered:
1. 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 (ASr~ D 698) at a moisture content between
optimum and plus four percent of the optimum value
determined by tne aoove test.
2. Cover the compacted subgrade with ground stabilization .
-- fabric sucn as Mirafi 600X or 700X or equivalent ~aid
to manufacturer's specification.
3. Pave with reinforced concrete at least 6 inches tnic~
providing reinforcing steel of at least No. 3 at 18
-- inches on centers both ways. Concrete cover s~ou±d be I
at least 1 1/2 inches as described above.
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
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 planned, the conclusions and
MASON--JOHNSTON & ASSOCIATES, INC, DALLAS, TEXAS
recommendations contained in tnis report shall not be
- considered valid unless 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
I
project. Please call us if we can oe of further service during
-- later stages of design or during construction.
Respectfully suOmitted,
R~. .~-,~:;~ /'~ Mason-Jonnston & Associates, Inc
~J No. 5566
· AIRLINE DRIVE
....
_
I
,., LEGEND
N ~ CORE Bo~,~G
-- MASON-JOHNSTON & ASSOCIATES, INC.
GEOLOGISTS · ENGINEERS
DALLAS. Tlr XAS
_. LOCATION OF BORINGS
PARKWEST COMMERCE CENTER
TRACT. NO. I
Scole: I" = IOO' COPPELL:, TEXAS
'-- MJA NO. ,,5566 I DATZ 6/89 I PLAT( I
.... ~ MASON--JOHNSTON & ASSOCIATES. J~C. DALLAS. TEXAS
GIOLOG~&TS
PARK WEST COMMERCE CENTER
COPPELL, TEXAS
SUGARY OF CLASSIFICATION 'rESTS
Boring Depth LL PI pH ~IC UDW Unified Soil
Number (Ft.) (%) (%) (pcf) Classification
1 0.0- 1.5 60 27 r~ . 8 29.8 '~'4H or OH
1 3.0-4.5 30.4 89.4
1 4.5-6.0 70 35 31.6 MH or OH
2 0.0-1.5 27.5
2 1.5-3.0 64 30 7.8 30.9 MH or OH
-- 2 1.5-3.0 60 13 4% LiME
2 1.5-3.0 60 15 6% LIME
2 4.5-6.0 73 44 30.2 CH
2 4.5-6.0 65 20 5% LI~4E
2 4.5-6.0 66 17 7% LiME
3 0.0-1.5 29.1
-- 3 3.0-4.5 63 33 28.6 CH
3 4.5-6.0 7.8 28.1
3 7.5-9.0 71 36 32.4 MH or OH
' 4 0.0-1.5 57 25 7.9 30.6 [~H or OH
4 0.0-1.5 56 12 4% LIME
4 0.0-1.5 56 11 6% L~E
- 4 1.5-3.0 70 34 35.4 ~H or OH
I 4 3.0-4.5 29.6 89.0
- 5 0.0-1.5 31.3
5 1.5-3.0 63 31 30.6 88.6 '~H or OH
5 3.0-4.5 8.1 26.1
_ 5 4.5-6.0 71 41 29.2 CH
5 7.5-9.0 31.9 90.1
6 0.0-1.5 57 30 28.9 CH
- 6 1.5-3.0 8.0 29.1
6 3.0-4.5 26.4 94.1
6 4.5-6.0 70 41 28.8 92.7 CH
-- 6 13.5-15.0 30.1 91.4
Plate 2
MASON--JOHNSTON & A$SOCIaT£S. INC. O~,~.L~.~. TEX.~.S
PARK WEST COMMERCE CENTER COPPELL, TEXAS
SUF~ARY OF STRENGTH TESTS ON ROCK CORE
-- ~oring Dep~n Qu Strain ME
Number (ft.) (tsf) _{~) _ (ksi) Description
_ 1 26.4-27.5 52.4 SHALE, mod. hd., with
ccc. thin L.S.
! lenses, gray
1 36.3-37.2 62.1 2.0 37.9 SHALE, mod. nd., with
-- ccc. thin L.S.
Lenses, gray
1 42.3-43.8 2].0 SHALE, mod. nd., with
ccc. thin b.S.
lenses, gray
2 31.4-31.7 62.2 1.7 36.3 SHALE, mod. nd., with
-- ccc. thin ~.S.
[enses, gray
2 38.1-38.6 5'3.S SHALE, [uod. hd., with
-- ccc. thin L.S.
ienses, gray
2 44.$-45.5 1T.3 SHALE, mod. hd., ~itn
ccc. thin L.S.
lenses, gray
3 34.4-35.0 60.0 SHALE, mod. hd., with
-- ccc. thin L.S.
±enses, gray
3 39.6-40.4 53.4 2.2 22.8 SHALE, mod. nd., with ',
-- ccc. thin L.S.
lenses, gray
3 43.6-44.6 13.5 SHALE, mod. hd., with
ccc. thin L.S.
Lenses, gray
4 30.9-32.0 72.0 SHALE, mod. hd., with
-- ccc. thin L.S.
Lenses, gray
4 33.6-34.5 35.6 SHALE, mod. nd., with
_ ccc. thin L.S.
lenses, gray
5 30.9-31.4 69.8 SHALE, mod. hd., with
'- ccc. thin L.S.
Lenses, gray
5 38.2-36.6 42.1 SHA~E, mod. hd., with
-- ccc. thin U.S.
lenses, gray
-- Plate 3
MASON--JOHNSTON & A~*SOCIATES. INC. DALLAS. TEXAS
PARK WEST COMMERCE CENTER
__ COPPELL, TEXAS
SUMMARY OF STRENGTH TESTS ON ROCK CORE
--~ Boring Depth Qu Strain ME
Number (ft.) (tsf) (%) (ksi) ~escr£ption
-- 6 35.3-36.0 87.3 SHALE, mod. hd., with
occ. thin L.S.
lenses, gray
..... 6 40.7-41.6 41.5 1.9 18.0 SHALE, mod. hd., with
occ. thin L.S.
lenses, gray
6 42.4-q3.2 7.3 SHALE, mod. hd., with
-- occ. thin C.S.
lenses, gray
Plate 4
- 8.96
(.~ GO 7.99
-- '~' ii ~ - 6.59
-- ~ II - ~.~
_
- 4.5~
~ - 4.98 z
~~ - 3.58
- 3.~
-- - 2.~
- 2.~
- ~.~
-- -
- 6.~
6.~
STRESS (TSF)
MASON-JOHNSTON & ASSOCIATES. INC.
GEOLOGISTS-ENGINEERS
DALLAS. TEXAS
PARKWEST COMMERCE CENTER
"- STRESS-STRAIN PLOT
DATE~ 6-2-89 [JOB # 5566
Plate 5
_ ?-cs) - 1.56
o-~°3 - 1.46
~_. - 1.19
:~ C_) 9.99
_ (_0 .7 ~ 9.86
9.69
-- 6.56
9.46
6.36
-- 9.29
9.]9
! I I I I I I I I I I I 9.99
STRESS (TSF)
H^SON-3OHNSTON & ASSOCIATES, INC.
GEOLOGISTS-ENGINEERS
DALLAS, TEXAS
PARKWEST COHHERCE CENTER
STRESS-STRAIN PLOT
D^TE~ 6-2-89 I$OB # 5566
Plate 6
- 3.2{}
- 2.2B
- 2.~
Z~
L28
8.88
8.68
8.28
STRESS (TSF)
MASON-JOHNSTON & ASSOCIATES. INC.
GEOLOGISTS-ENGINEERS
DALLAS, TEXAS
PARKWEST COMMERCE CENTER
- STRESS-STRAIN PLOT
DATEr 6-2-89 IJOB # 5566
Plate 7
- 3,28
I
co - 2.88
'?' - 2.68
_ LLJ
C3 - 2.48
- 2,28
- 2.88
- 8.88
- 8.68
-- - 8.48
- 8.28
~ ~ 8.88
SIR[SS
MASON-JOHNSTON & ASSOCIATES. INC.
GEOLOGISTS-ENGINEERS
DALLAS, TEXAS
PARKWEST COMMERCE CENTER
- STRESS-STRAIN PLOT
DATE: 6-2-89 {JOB # 5566
Plate 8
· - 3.26
ct) - 2.89
~ - 2.66
'- O - 2,46
- 2.26
- 2.66
-I.~
_ ~ -1.~
Z
1.46
- 1.29
- 6.86
- 9.66
-- - 6.46
- 9.29
STRESS [TSF)
MASON-JOHNSTON & ASSOCIATES. INC.
GEOLOGISTS-ENGINEERS
DALLAS. TEXAS
PARKWEST COHHERCE CENTER
- STRESS-STRAIN PLOT
DATE~ 6-2-89 IJOB # 5566
Plate 9
- 3.26
I
-- ~.D - 3.99
- 2.86
- 2;.
~ - 2.66
-- D - 2.49
- 2.29
- 1.89
- 6.88
-6.~
-- - 8.48
- 6.28
SI [SS
MASON-JOHNSTON & ASSOCIATES. INC.
GEOLOGISTS-ENGINEERS
DALLAS. TEXAS
PARKWEST COMMERCE CENTER
- STRESS-STRAIN PLOT
OATE~ 6-2-89 IJOB # 5566
Plate 10
· - 1.92
I
_ ~ - 1,88
~ - 1,68
I - 1.56
-- o - 1.44
- 1.92
- 1.28
-I.~
_ ~ - 8.96
z
~ - 8.84
- 8.72
-- -8.~
-8.~
- 8.98
- - 8.24
- 8.12
I I I I I I I I I I I ~ 8.88
SIR[SS
MASON-JOHNSTON & ASSOCIATES. INC.
GEOLOGISTS-ENGINEERS
D^LL^S. TEX^S
, P^RKWEST COMMERCE CENTER
- STRESS-STR^IN PLOT
DATE: 6-2-89 IJOB # 5566
Plate 11
MASON-JOHNSTON & ASSOCIATES. INC.
GEOLOGISTS-ENGINEERS
DALLAS. TEXAS
',.-.~ PARKWEST COMMERCE CENTER
- PRESSURE-SWELL TEST
DATE: 6-2-89 [JOB # 5566
Plate 12
/-11~.~
SWELL (~)
MASON-JOHNSTON & ASSOCIATES. INC.
GEOLOGISTS-ENGINEERS
DALLAS. TEXAS
PARKWEST COMMERCE CENTER
- PRESSURE-SWELL TEST
OATE: 8-16-89 IJOB # 5586
Plate 13
MASON-JOHNSTON & ASSOCIATES. INC.
- GEOLOGISTS-ENGINEERS
DALLAS. TEXAS
~-~ PARKWEST COMMERCE CENTER
PRESSURE-SWELL TEST
DATE: 6-2-89 IJOB # 5566
Plate 14
.... I-- U') U') rt-
a:>-dd~z - 788.88 ~
- fl88.88
- -588.88
-188.88
SWELL (~)
MASON-JOHNSTON & ASSOCIATES. INC.
GEOLOGISTS-ENGINEERS
DALLAS, TEXAS
· ...~ PARKWEST COMMERCE CENTER
- PRESSURE-SWELL TEST
DATE: 6-16-89 [JOB # 5566
Plate 15
· - Mf~SON-JOt4NSTON (~ ASSOCIATES, INC. OALLAS, TEXAS
__ KEY TO CLASSIFICATION USED ON LOGS
¢~ ' Gravel or Sandy Grovel
GW
__ o..-~ well - graded
.e Gravel or Sandy Grovel
GRAVEL GP ,, poor~y- eroded
.... AND o. ,
GRAVELLY
:~:~ Sl,y Gravel o,
__ ~!4~; Silly Sandy Gravel
COARSE GC ~ Clayey Orave~ or
-- Clayey Sandy Gravel
GRAINED
~ *, Sand or Gravelly Sand
-- · 4 well- graded
SAND
SP ::'...?.'.. poetry- g,oded
-- AND :....
.:.::.,
SAN DY '.'4:
SOILS SM "-~-' S, ty Sand or
· .:.: Silty Gravelly Sand
SC ~ Clayey Sandy or
-- ~ Clayey Gravelly Sand
$11ts~ Sandy SIIts~ Gravelly
-- ML SIItet or Diatomaceous Soils
LOW
CL ; / Lean Clays Sandy Clays,
PLASTICITY / / o~ Gravelly Clays
-- '~ I Organic Silts or
FINE aL , ,,
,, , Or. ganic Silty Clays
GRAINED
-- SOILS M H Micaceous Clays or
Diatomaceous Soil
_ HIGH CH ~ Fat Clays
PLASTICITY
-' OH ~" Fat Organic Clays
>
-- FI L L v Reworked Soil or other
~, Miscellaneous Fill Materials
__ Classification based on Cosagrande System
(Proc. ASCE June,1947)
HR~nN--dQHMSTI]M ~ RF~nC., INC. LOG OF' BnR I NE
~aT~CH~, CRL Cn~SULZn~TS
~LL~S, ~£XRS PARKWEST COMMERCE CENTER s~ i ar ~
~R'rE.' 5--~-89 COPPELL TEXAS r.,._nu~ ~. ~.8
MRING wn. !
pRadr'cr: ~ TYPE: rJ~RE LDCRTIDN: SEE PI.~
.-- STANDARD PENETRATION (BPF) ~'
ZNFILTRATION TEST ~--
Ln -- ~ PQ CKE'I' PEX.-'CTRDH£TER
:2 ~ ~" HRTER i RL DESCE I PT 1 ON
~ .j n- ~ ~ ~ERD, INB X, TSF
/~ CT.AY, v. stiff, brown
×
--5.B- CLAY, stiff, lt. brown
CLAY, v. stiff, sli. sandy, X
tan & lt. gray
- 7.5
~__~ SHALE, wea., med. firm,
~A~_i tan & lt. gray
~.-
H~nN.-,JOH~TnN & n~nc.~ iNC. LnG DF' BORIN~
__ b~LRS, TCXRS PARKWEST COMMERCE CENTER
~RT(: ~ COPPELL TEXAS
~Ri~ ND. 1
PR~dECT: ~ TYPE: ~E
~ CORE
ZNRILT~ATION TEST
m --
~ ~ ~ HRTER 1 RL ~ESCR I PT 1 OH
SHALE, mod. hard, w/occ.
thin L.S. lenses, gray
--~.5 __
._~ - bentonitic clay band
-
-- ~- -traco of bontonitic clay
- ~.5~-
~-- 9. B B.B
- 4B.B -
- ~.S ~
" ~TAL ~ e
- - 45.8--
HP, SDN-dDHI~TQN & R':JSO¢., INC. LnG nF BnRING
I~RLLRC6 'I'EXRS PARKWEST COMMERCE CENTER SH~-r I Or 2
~:,R'rE= 5'-25-89 COPPELL TEXAS ~.r,u~ .EL-~.
PRDdECT: ~ TYPE= C0~E LDCRTInN: SEE PLAN
__ STANDARO PENETRATION (8PF) "~
=~ CRRE
TNFNmTRA?mON TEST
Ul ~ ~ PO~KE'r PE~L"TRnNETEI~
~ RERI~ INB X, TSF
WW ~- rr .J6J ~~
--- CLAY, hard, brown X
--5. B-'~ CLAY, v. stiff, sli. sandy,
tan & lt. gray
_~ SHALE, wea., med. firm,
L tan & lt. gray
-- 7.5 -~+~
HRSnN-dJ:]HIdSTI]N t FI5513¢., INC. LnG rlF BnR 1 NE
b"EDTE:CHId] CRL ¢[LNSLJLTRNTS ri:IR
_._ OFILLRS, T£XRS PARKWEST COMMERCE CENTER sHc~r 2 D? 2
DRTE: 5-P.5-8,9 COPPELL TEXAS GP. OUND ~LE'V. 8.8
PROd£¢T: 5566 TYPE: CORE LDCRTIDN: SEE PLAN
-'- STANDARD PENETRATION
~ CORE
INFILTRATmON
~ "~ "" HBTER l RL 5ESCR ~ PT 1 ON m-
tan & lt. gray
- 38.8-S-? SHALE, mod. :hard, ~/occ.
_ ---~ th±n T..$. lenses, g:ay
_ __ - bentoni~ic clay band
45.~S_~~ - bentonitic clay band
~nsn~-da~STn~ ~ Rssnc., i~C. LnG DF BOR 1 NE
~aZ~ C.. ~ C~ C~SU~TR~TS
.... DRLLRS, ZCXRS PARKWEST COMMERCE CENTER ~ t ar 2
~mc: ~ CDPPELL TEXAS ~Du~ ~.
PRDdECT: ~ TYPE: ~E LD~RTIDN: S~ ~
'--' STANDARD PENETRATI~ (BPF)
ZNFILTRATiON TEST
m -- ~ PDCK~
~ ~ ~ HRTEE I RL DESC~ I PT 1 ON
_ ~ ~ ~ ~ ~ RE~ lNG X/
_ CLAY, v. stiff, brown X
-- - 2.5 X
X
- X
/ CLAY, v. stiff, sli. sandy, X
7.5_.-/,-/' tan & lt. gray
~ ×
-- ~--~ SHALE, wea., med. firm,
--18. B-~_+~ tan & it. gray
- 15. B --'t~
- 17.5 -~q~.~
HF~I:IN.-dnH~TnN ~, R~n¢., INC. LnG nF' Bnl~ 1 NE
b*~QT£¢H~I ('RL CGN~-'LILTRNT5 I:*GR
I~RLLRS, ~XRS PARKWEST COMMERCE CENTER smt-r 2 or' 2
~m'z= 5-25-89 COPPELL TEXAS r=,,.nu,~ e.~.
~1~ ~1~. 3
PRfldECT: ~ TYPE;: CORE LflCRT I rllq-' SEE PLAN
.--- STANDARD PENETRATION (BPF}
~ CORE
~NRIL?RATmON T~'$T
~ ~ ~ P0 CK'------------------~T
~ ..j r-t- ,.. t.. R~RI)ING X,
,-% I, Ltl IJ'l L~J t, "~ ~ t I ~ I ~ ~ I
SHALE, wea., med. firm,
tan & lt. gray
-- _ 27.5 ~__~.~,~
~.~ SHAT.E, sli. wea., med. 5±rm
'~-~ to firm, gray & tan
-- ~. ~ --~_~.
_ ~_~ SHALE, mod. hard, w/occ.
~--' thin L.S. lenses, gray
-- -- ~.5 ~--'
- ~.§ ....__ iow angle fracture
-~.§----- = bentonitlc clay band
-- ---- - Bentonitic clay band 8oB 15.1
-- - ~5. B --~_'-=
-
TOTAL DEPTH , 47.15
HF~nN-,JnH~Tnlq ~ R~n¢., INC. LEG G~ ~G~ lNG
~QTE~HNI ~L ~G~TRNTS
._. 6RLLR3, ~XR~ P~NEST COH~E~CE CENTE~ ~ ~ ~¢ 2
~R~: ~ COPPELL TEX~S ~u~ ~.
$TANOARO PENETRATION (8PF)
ZNFILTRATION TEST
~ ~ ~ HRTE~ I RL bE5~ 1 PT I ON
._ ~ ~ ~ ~ ~ RERb lNG X/ TSF
-- ~; C~A~, v. s~, b~o~ X
~ CgY, v. stiff, dk. brown
--5.8 CLAY, v. stiff, sli. sandy, X
It. tan & lt. brown
-'- ~ SHOE, sev. wea., med. firm,
2~ tan & lt. gray
- - 7.5~--
8H~BE, weathored, firm, tan
-- 1~.~
. _.
-15.8 r_~
.... 'T~
'-
-
HRSn~-dnHNSTn. ~ R~n¢., 1.¢. LOG OF ~0~ i NG
__ 5~LRS, ~X.S PARKWEST COMMERCE CENTER ~ 2 nr 2
~RTE= ~ COPPELL TEXAS ~ou~ ~. 8.8
~i~ ~o. 4
PR0dECT: ~ TYP~: ~E ~CRT In~ S~
-'- ~TANDARD ~ENETR~TI~ (BPF)
ZNFILTRATION TEST
m -- ~ PD~K~
~ ~ ~ HHTEE i HL DESCR I PT 1 ON ~ ~
~ S~, mod. ha~, ~/occ.
v. thin t.S. le~ses,
- ~.5-~ 3.5 3.5
- be~tonitic cla~
-~.B -- bentonitic cl~y se~
.... ~.5 ~2
- ~ 18.8
-- - hard limostone band
-~.5 --
-~= = bentonitic clay band
-,,.,
~5 --
- -C-~ 7.s 1.5
-- ~ - th~n hard l~mostone band
k'~. - 47.5-- ~TAL ~ , 47.8
v
HRsnN-JnHX.GTDX t R~D¢., INC. LnG []F RnR I NG
G[:DT£CHI41 ~L O]NSLJLTRNTS
_ ORLLRS, TEXRS PARKWEST COMMERCE CENTER ~ I nF' 2
DRTE: 5"~ COPPELL TEXASm3RIN~, ND. 5n~'nU~ ~LE-'V. 6.6
PRndECT: ~ TYPE: C{]RE LDCRT ION: SEE PLAN
-- STANDARD PENETRA?ION (BPF)
~ CDRE
ZNFILTRA?ION TEST
cn -- P., PnCKL-r PENL'rRnHE'TER
_~_ .~ ud HRTE:R I RL ])ESCR I PT I DN ~ "
_ c:] ._J n- ,-, cd RE:RI) IN6 X/ TSF'
-- ~., CLAY, v. stiff, brown
-- 2.5 , X
-- ~CLAY, v. stiff, tan & it.gray
~ SHALE, weathered, med. firm,
~ tan & lt. gray
--
HFL~ON-OnHNSTON & RSSO(., INC. LO~ OF BORING
~L.S, ~x.s PARK~EST COMMERCE CENTER ~ ~ ar 2
0n~: ~ COPPELL TEXAS~.~.~ ~u. 5~uu~ ~. 8.8
PROdECT: ~ TYP~: ~E ~CRT ION: S~ ~N
...... STANOARO PENETRATION (BPF) ·
~ C~R~
ZNFILTRATION T~T
m -- ~ P~C~
~ ~ ~ HRTEE I RL DESCR 1 PT i DN ~ ~
.... ~ SHALE, ~ea~he~ed, med.
- ~.5 -~
-~-~ SHALE, mod. ha~d, ~/occ.
-- ~ thin L.S. lenses, gray
- - ~.5~-
~-~ i8.8 9.7
~8
- ~.5 -~
~ bentonitic clay band
-- ~.5 ---' - bentonitic clay band 9. B 8.8
-- _
TOIAL ~ ' 47.8
- 47.5--
HFLSDN-dnHIdSTI]N ~ R55nC., INC. LnG nF BnR I NE;
b-'EDT£CHI~I GL CDNSULTRNTS
._ I)RLLRS, T£XR5 PARKWEST COHHERCE CENTER sH~-? ] nr 2
ORTI~: ~ COPPELL TEXASMRIN6 MD. 6GP'nu"~ ~LEV.
pRnd£cr: ~ TYPE= CORE LDCRT ION = SEE P~N
STANDARD PENETRA?ION (BPF)
~ CORE
'~' ZNFILTRATION TEST
m -- ~ PG CC .L"I' P~NETRflHETER
::2 '-~ '" HRTE~ I IlL I)ESCR 1 PT ~ ON ~' .-. c,:
__ r:] ._l cc rd ~ Rl~Rl)ildl~ X, TGI:'
cc [.d '~'" '~" Ldb. J ~ ~. ........
.-- CLAY, stiff, lt. brown X
- 2.5 X
CLAY, v. stiff, lt. tan X
- 5.8 x
~ SHALE weathered, med. firm,
~-- tan & lt. gray
_ 17.5 ._-_~_~-
.~.._-
I~RsnN-dnHNSTnN ~ Rssn¢., ~NC. LnG rlF' Bt]RING
b"ErITI~CHId I OIL CDI45'LILTRNT5 F'DR
...... I)RLLRq, ~XRS PARKWEST COHIgERCE CENTER sd~-r 2 or 2
r)R*r~.' 5-25-89 COPPELL TEXAS r,~_nu,e ~L~V. e.e
PRDd£¢T: SS6~ TYPE~: C0~E Ln(~RTIDM: SEE PLAN
STANOARO PENETRATION (SPF) +
=~ CDEE
'r NFILTR~,? ION T[$'r
Ltl ~ ~ PO(~KE'r PEN[*TRrlH ETmEI~
::2 "J '" HRTER I RL D, ESCR I PT 1 ON ~-
-- .~_w~ SHAT.~., weathered, med. 5±tm,
~_-~ tan & lt. gray
-~.8 -- th'in ~.$. lonses, gray