WA9601-LR 970115F
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HENLEY
JOHNSTON
& ASSOCIATES, INC.
engineering geoscience consultants
GEOTECHNICAL INVESTIGATION
2.0 MG ELEVATED STORAGE TANK
WAGON WHEEL RANCH PARK
COPPELL, TEXAS
HENLEY
JOHNSTON
& ASSOCIATES, INC.
engineering 9eoscience consultants
(214) 941-3808 fax(214) 943.7645 ~
235 Morgan Ave.. Dalln-~ Texas 75203-1088
GEOTECHNICAL INVESTIGATION
2.0 MG ELEVATED STORAGE TANK
WAGON WHEEL RANCH PARK
COPPELL, TEXAS
For
Coppell, Texas
Thru
Shimek, Jacobs & Finklea
INTRODUCTION
In accordance your authorization of our proposal dated 22 October 1996, we have
completed a Geotechnical Investigation for a proposed 2 Million Gallon Elevated Storage
Tank at Wagon Wheel Ranch Park located near the intersection of Northpoint Drive and
Royal Lane in Coppell, Texas.
PURPOSE AND SCOPE
The purpose of this investigation was to develop specific geotechnical data at the
location of the proposed new elevated storage tank by means of subsurface exploration
and laboratory testing and develop recommendations for the design and construction of
foundations for the structure. The scope of this investigation includes the accumulation
of basic geotechnical data regarding existing subsurface conditions in the area of the
proposed tank. The necessary data were gathered by means of subsurface exploration
and laboratory testing. Engineering evaluation of the resulting data was accomplished
to provide specific recommendations to aid in the design and construction of foundations
for the proposed project.
HENLEY
JOHNSTON
& ASSOCIATES, INC.
engineering geoscience consul[an~s
-1-
SUBSURFACE INVESTIGATION
Subsurface conditions at the proposed site of the new 2 Million Gallon Wagon Wheel
Ranch Park Elevated Storage Tank were investigated by two (2) NX-size core borings
drilled to depths of approximately 80 to 90 feet below existing ground surface. These
borings were located on the site by Shimek, Jacobs & Finklea. Originally three borings
were planned at the site. Because of difficulties moving at the site, due to inclement
weather, and the similarity of the first two borings drilled, it was determined that the third
boring was not needed to characterize the site, and, consequently, only Boring Nos. 2
and 3 were drilled. The borings were drilled using a truck mounted rotary drilling rig
which employs dry augering techniques to advance the borings to the top of rock and
wash rotary drilling in the rock materials.
Sampling techniques were dependent upon the type of material encountered. Samples
of cohesive overburden materials encountered in the borings were obtained utilizing a
thin-walled, seamless, Shelby-tube sampler advanced into the ground by means of a
continuous rapid thrust from a hydraulic ram on the drilling rig. This technique generally
conforms with ASTM D 1587.
Samples from granular strata were obtained utilizing procedures of the Standard
Penetration Test (ASTM D 1586). This sampling technique employs a 140-pound
hammer, dropped 30 inches, to drive a 2-inch O.D. split-barrel sampler into the soil.
The sampler is initially seated six inches and then driven in two additional six-inch
increments while recording the number of blows in each increment. The total number
of blows in the last two six-inch increments, the "N" value, is recorded on the enclosed
"Log of Boring" illustrations. Refusal is defined as 50 blows in any one increment with
6 inches or less advancement of the sampler, 100 total blows or 10 blows with no
advancement of the sampler.
The primary rock formation encountered in the borings was sampled with a double-tube
core barrel fitted with an appropriate cutting bit.
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engineering geoscience consul[an~s
-2-
The samples were extracted from the sampling devices in the field. All soil samples and
selected rock samples obtained from the borings were encased in polyethylene plastic
to prevent changes in moisture content and to preserve in situ physical properties.
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.
Both borings were drilled dry to the top of rock. Upon completion of each boring, the
drill water was bailed from the borehole. The boreholes caved at about 43 to 44 feet
below existing grade and were dry to that depth. This is noted on the individual "Log of
Boring" illustrations at the bottom of each log.
LABORATORY TESTING
Samples received in the laboratory were visually classified by an experienced
Engineering Geologist. All soil samples were classified in accordance with the Unified
Soil Classification System; rock core was classified using standard geologic terminology.
Terms and symbols used on the boring logs are described on the enclosed sheet
entitled "Legend, Lithology, Soil Consistency & Relative Rock Hardness."
To aid in the classification process, Atterberg Limits, Moisture Content, Grain Size
Analysis and Unit Dry Weight tests were performed on representative samples. All of
the above test data are summarized on Plate 2. Atterberg Limits also are presented
graphically on the Plasticity Chart on Plate 3.
The strength of each cohesive sample was estimated using a hand penetrometer. The
results of these estimates are recorded graphically on the "Log of Boring" illustrations.
Strength properties of selected cohesive soil and rock samples were investigated by
Unconfined Compression tests. In this test, axial load is applied to a laterally
unsupported cylindrical sample until failure occurs within the sample. These test results
are summarized on Plate 2 and stress-strain curves for the soil tests are presented on
Plates 4 and 5.
HENLEY
JOHNSTON
& ASSOCIATES, INC.
enginee~ geoscience consul[ants
SUBSURFACE CONDITIONS
The specific type, depth, and thickness of materials penetrated by the borings are
reflected on the "Log of Boring" illustrations. From ground surface down, the borings
encountered overburden soils of alluvial origin consisting of silty clays, silty sands and
sandy gravels underlain by sandstone of the Woodbine Formation of Cretaceous Age.
-From ground surface to about 18-foot depth, silty clays encountered are high plasticity
soils which are subject to high volume changes with variations in soil moisture content.
These clays are slightly sandy with scattered small gravel; they are brown in color and
very stiff to hard in consistency to about 6 to 8-foot depths and tan in color and hard in
consistency below that depth range. In their current moisture condition, these silty clay
soils have a high potential for expansion. A zone of silty clay, sandy to very sandy, tan
and gray in color and hard in consistency is present below the high plasticity clays to
depths of about 21 to 26 feet; these clays are moderate plasticity'soils. Below these clay
strata are strata of granular soils that are predominantly silty sands to about 43 to 44-foot
depth and sandy gravels below that depth to about 50 to 52-foot depth where the
primary formation is encountered. These granular strata are indicated by the Standard
Penetration Test results to be very dense in condition. In their current moisture
condition, these silty clay soils have a high potential for expansion.
Below the overburden soils, the primary formation, sandstone of the Woodbine Formation
of Cretaceous Age, was encountered. This material is argillaceous and fossiliferous and
contains thin shale partings. The sandstone is poorly to moderately well cemented, light
gray in color and firm to moderately hard in rock hardness. The unweathered sandstone
extends at least to the 90-foot maximum depth explored at this site.
Observations of depth to groundwater at the site indicated no measurable groundwater
to about 44-foot depth at the time of the field investigation. Groundwater would be
anticipated to be present in the sandy gravels in the lower portion of the overburden
soils. Groundwater, when present, is typically perched on the unweathered sandstone
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& ASSOCIATES, INC.
engineering geoscience consuhan~s
and found in the granular zones as well as the weathered sandstone strata. The level
and quantity of groundwater should be expected to fluctuate with seasonal variations in
area rainfall.
FOUNDATION CONSIDERATIONS
Based on the results of this investigation, we recommend that structural loads for the
proposed elevated storage tank be transferred into the unweathered, light gray
sandstone of the Woodbine Formation by means of straight-walled, auger-excavated,
cast-in-place, concrete shafts. We recommend that these piers extend at least two feet
into the light gray unweathered sandstone. Alternatively, structural loads may be
supported by drilled-and-underreamed piers, based at about 20-foot depth in the silty,
sandy clays present above the granular strata at this site. Recommendations for both
foundation types are presented in subsequent paragraphs.
Straight-Walled Concrete Piers
For design of straight-walled concrete piers, allowable load intensities for end bearing
and side shear stress transfer in the light gray unweathered sandstone have been
developed utilizing equations derived from the Theory of Elasticity, average strength
values from Unconfined Compression tests; a factor of safety of 3; and may be
summarized as follow:
Stress Transfer
End Bearing = 6.5 tsf
Side Shear, Compression = 2.0 tsf
Side Shear, Tension = 1.0 tsf
Side-shear stress transfer is limited to the perimeter portion of the pier shaft in intimate
contact with the unweathered limestone formation, below the base of any temporary
casing required to install the shafts. For design purposes, the upper two feet of the gray
limestone should be neglected in capacity computations.
-5-
HENLEY
JOHNSTON
& ASSOCIATES, INC.
e~inee~ 9eosc~nce consul~n~s
The side shear values provided are directly applicable only 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 contacted so that additional studies
can be accomplished and reduced design values developed.
We estimate that settlements of straight shaft piers based in the hard, light gray,
unweathered sandstone will be small fractions of an inch. The settlement will occur
largely as elastic deformation and should be substantially complete at the end of
construction.
Drilled-and-Underreamed Piers
We recommend that drilled-and-underreamed piers based in the hard silty, sandy clays
at about 20 feet below existing grade be proportioned using an allowable net bearing
pressure determined by the following equation:
where:
"
5400 (1 + 0.2 D/B)
allowable net bearing pressure, psf
depth of base of foundation below final grade, feet
diameter of foundation underream, feet
The numerical value of the term, D/B, cannot exceed 2.5. The allowable net bearing
pressure determined by the above equation includes a factor of safety of three with
respect to soil shear strength. We recommend that pier underream diameters not
exceed 8 feet and that the bell to shaft ratio not exceed 2.75:1.
Uplift loads on drilled-and-underreamed piers are resisted by the materials above the
underream. We recommend that the uplift capacity of an underreamed pier be taken as
the lesser of the following two criteria.
L
-6-
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JOHNSTON
& ASSOCIATES, INC.
e~inee~ geosc~nce consullants
the weight of soil in a truncated cone above the base of the underream at
an angle of 35 degrees with the vertical and soil weight of 120 pcf; the
difference between soil weight and concrete weight can be added to this
value for the volume of the pier.
the resistance of a cylinder the diameter of the underream and height equal
to the depth of the underream base minus 3 feet computed as the lateral
area of the cylinder times a cohesion value of 2700 psf; the weight of soil
and concrete in the cylinder can be added to this value.
Both resistance vahjes are ultimate values. We recommend that a Factor of Safety of 1.5
be used with the first and a Factor of Safety of 2 be used with the second.
We estimate that settlement of drilled-and-underreamed piers based on the silty clays will
be less than one inch when designed in accordance with the above recommendations.
Lateral Loads
Lateral loads on shafts must be considered in the overall drilled shaft foundation design.
For lateral load analyses of these piers, we recommend that the coefficient of subgrade
reaction, k., be determined for piers as the lesser of the values determined by the
following equation and 26 pounds per cubic inch:
k~ = fz/D
Where:
f = coefficient of variation of lateral subgrade reaction, pci
(recommend using f = 20 pci)
z = depth, feet
D = pier diameter, feet
HENLEY
JOHNSTON
& ASSOCIATES, INC.
engineering geoscience consultants
Uplift on Pier Shafts
The near surface clays to be penetrated by straight shaft or drilled-and-underreamed
piers have a potential for expansion and could subject the piers to some uplift forces
caused by expansion of the adjacent materials. We recommend that the piers be
designed to allow for uplift from the expansive clays equivalent to about 1500 psf on the
shaft area above 12-foot depth.
CONSTRUCTION PROCEDURES
Each straight shaft or drilled-and-underreamed pier 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
drilling of piers and the placement of both steel and concrete be completed in a
continuous operation. In all cases, no portion of the stratum being counted on to
provide structural support should be exposed to atmospheric conditions for more than
four (4) hours following the completion of drilling prior to the placement of the concrete.
Based on the information from this study, we anticipate that temporary casing will be
required to control groundwater seepage and/or caving of overburden soils for straight
shaft installations. Casing should be available on site. If required, casing should be
installed a sufficient distance into the bearing stratum to insure a watertight seal; normally
a distance of I 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
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JOHNSTON
& ASSOCIATES, INC.
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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 shaft.
In order to verify compliance with specifications and acceptability of the bearing stratum,
a qualified and experienced geotechnical observer familiar with design details should be
present at all times during each pier installation.
FLOOR SLABS AND GRADE BEAMS
Based on the data developed by this study, the area covered by the new elevated
storage tank may be underlain by silty clay soils of high plasticity and high volume
change potential. Structural elements in direct contact with the ground surface may be
subject to potential movement associated with soil moisture changes. We recommend
that any soil supported slab be designed to allow for significant vertical movements.
Based on the soil stratigraphy and properties developed by this investigation, we have
estimated the Potential Vertical Rise (PVR) using the procedure of Texas Department of
Transportation Method TEX-124E. The PVR at this site is estimated to be 3.7 inches for
soils in the dry condition and about 1.5 inches for the wet condition. In general, moisture
contents of soils at this site were near the dry condition at the time of our recent site
investigation and we estimate that PVR would be about 3.6 inches if those moisture
conditions are maintained through construction.
For typical grade beams, we would recommend that a void space of at least 6 inches
separate the bottom of the beam from the underlying soil surface. However, in this case,
as the beam is supporting dead loads that are generally in excess of anticipated swell
pressures, we recommend that the grade beam bear on the soil surface.
HENLEY
JOHNSTON
& ASSOCIATES, INC.
engineering geoscience consuhan~s
-9-
PAVING AND DRAINAGE
After the soil surface in areas to be paved has been brought to grade, the performance
of pavement can be enhanced by treating the clay soils exposed at grade with hydrated
lime. 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 treat the subgrade soil.
Soil treated with hydrated lime for use as sub-base should be compacted to a minimum
value of 95 percent of the maximum density as defined by Texas Method 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.
The following minimum pavement sections have been developed for your consideration:
ASPHALTIC CONCRETE
Light Vehicular Traffic (Parkinc~ Lots. Drives. Etc.)
' 1-1/2 inch HMAC Surface Wearing Course
3 1/2 inch HMAC Base Course
6 inch Compacted Lime-treated Subgrade
Heavy Vehicular Traffic (Service Drives. Trucks, Etc.)
1-1/2 inch HMAC Surface Wearing Course
5 inch HMAC Base Course
8 inch Compacted Lime-treated Subgrade
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JOHNSTON
& ASSOCIATES, INC.
e~inee~ 9~sc~nce consultants
REINFORCED CONCRETE
Light Vehicular Traffic (Parking Lots. Drives. Etc.)
5 inch Reinforced Concrete Paving
(Re-Steeh #3 at 18 inches on center)
6 inch Compacted Lime-treated Subgrade
Heavy Vehicular Traffic (Trucks. Service Drives. Etc.)
7 inch Reinforced Concrete Paving
(Re-Steeh #3 at 18 inches on center)
6 inch Compacted Lime-treated Subgrade
Pavement grades should be established in anticipation of some vertical movement
associated with expansion or contraction of the near surface clay soils. Good surface
drainage to move water rapidly off of and away from paved areas and treatment of
landscaping areas to control irrigation water are necessary to minimize moisture changes
in the clay 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 11/2-inches of 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,
aspbaltic concrete sections have a lower initial cost, but require more frequent
maintenance than the concrete surface.
HENLEY
JOHNSTON
& ASSOCIATES, INC.
e~inee~ geoscience ~nsul~anls
-11-
EARTHWORK
Other earthwork recommendations are as follow:
Excavate and waste, or store for future use, organic topsoil and all
deleterious materials present at the site.
Scarify soils exposed in fill areas and transitional areas (cut to fill
and fill to cut) to a depth of approximately eight (8) 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 fill or floor slabs.
Place fill soils in loose lifts not exceeding eight (8) inches and
compact to the moisture/density values specified in No. 2 above.
If it is necessary to import material, the soils should be inorganic
sandy clays, having a Liquid Limit less than 35 and a Plasticity Index
between 6 and 15.
In the event that any changes in the nature, design or location of the elevated storage
tank are planned, the conclusions and recommendations contained in this report shall
not be considered valid unless the changes are reviewed and conclusions of this report
modified or verified in writing.
HENLEY
JOHNSTON
& ASSOCIATES, INC.
engineering geoscience consultants
The analysis and recommendations submitted in this report are based in part upon the
data obtained from two borings. The nature and extent of subsurface variations at the
site may not become evident until construction. If variations then appear evident, it will
be necessary to reevaluate the recommendations of this report.
It is recommended that the soil and foundation engineer be provided the opportunity for
general review of final design drawings and specifications in order to confirm that
earthwork and foundation recommendations have been properly interpreted and
implemented in the design drawings and specifications.
We appreciate the opportunity to work with you on this phase of the project. Please
call us when we can be of further service during later stages of design or during
construction.
JWJ/ADH
HJA No. 6695
15 January 1997
~, .....,7:',~,~. ~e Respectfully submitted,
....... .
A.D. Henley, R.G.
Henley-Johnston & Associates, Inc.
-13-
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JOHNSTON
& ASSOCIATES, INC.
e~inee~ geoscience consul~anzs
NORll~PO)NT DR.
0
SCALE
30 60 120
FEET
2.0 MG ELEVATED STORAGE TANK
COPPELL, TEXAS
BORING LOCATION PLAN
HENLEY-JOHNSTON & ASSOCIATES, INC.
engineering geoscience consultants
'HJA No.: 6695
PLATE 1
DATE JANUARY 1997
2.0 MG ELEVATED STORAGE TANK
WAGON WHEEL RANCH PARK
COPPELL, TEXAS
SUMMARY OF LABORATORY TESTS
SUMMARY OF INDEX PROPERTIES
BORING DEPTH
NUMBER (ft.)
2 3.0-4.5
2 9.0-10.0
2 19.0-20.0
2 29.0-30.0
LL
(%)
PI
38
34
MC
20.9
21.5
17.2
3.4
DUW
(pcf)
111.5
3 1.5-3.0
3 4.5-6.0
3 7.5-9.0
3 14.0-15.0
3 25.0-26.5
3 39.0-40.5
52
62
31
19.6
23.0
23.2
18.2
4.0
11.4
111.6
-200 UNIRED SOIL
(% finer) CLASSIRCATION
CH
CH
16,4
7.5
18.1
CH
CH
NON-PLASTIC
SUMMARY OF STRENGTH TESTS
PEAK
BORING DEPTH STRESS
NUMBER (ft.) (ps~
2 19.0-20.0 60.6
2 55.4-56.1 295.4
2 66.9-67.6 262.1
2 73.3-74.1 97.0
2 78.5-79.3 186.1
3 14.0-15.0 60.5
3 70.8-71.4 95.7
3 80.4-81.1 186.1
3 87.0-87.9 87.7
FAILURE
STRAIN
(%)
1.6
3.1
TANGENT
MODULUS
(ks~
4.93
3.41
MATERIAL
TYPE
CLAY, siity, sandy, tan and gray
SANDSTONE, shaly, light gray
SANDSTONE, shaly, light gray
SANDSTONE, shaly, light gray
SANDSTONE, shaly, light gray
CLAY, silty, slightly sandy, tan
SANDSTONE, shaly, light gray
SANDSTONE, shaly, light gray
SANDSTONE, shaly, light gray
HENLEY
JOHNSTON
& ASSOCIATES, INC.
engineering geoscience consultants
PLATE 2
70
~- 50
/
CLt-
0 10 20 30 40 50 60 70 80 90
uc v D L MIT (LL)
.,/
100 110
BORING
NUMBER
2
2
3
3
3
SUMMARY OF ATTERBERG LIMITS
SAMPLE LIQUID PLASTICITY
DEPTH.ft. LIMIT INDEX
UNIFIED SOIL
CLASSIFICATION
3,0-4,5 60 3B CH
9.0-10.0 58 34 CH
1.5-3.0 52 31
7.5-9,0 62 3B
25.0-26.5 ....
CH
CH
NON-PLASTIC
2.0 MG ELEVATED STORAGE TANK
COPPELL, TEXAS
SUMMARY OF
AFTERBERG LIMITS
i:lak'T P.(-.PhlZ~.iffiZE-.',W~t-~eI~]r-.~i~
engineering
BORING NO.: 2
DEPTH (FT): 19.0-20.0
CLAY, silty, sandy, with
scattered gravel,
hard, tan and gray
70.0
60.0 -
50.0 --
'
40.0 --
IjJ '
n.- -
I-- _
r,n 30.0 -
._1 -
20.0 -
10.0 --
0.0
0.0
TANGENT MODULUS AT 50~
ULTIMATE STRESS:
4..93 KSI
1.0 2.0 3.0 4.0
AXIAL STRAIN (~)
5,0
TIE:ST '1YPE: UNCONRNED COMPRESSION TEST
(ASTM D 2166)
2.0 MG ELEVATED STORAGE TANK
COPPELL, TEXAS
UNCONFINED COMPRESSION TEST
STRESS-STRAIN PLOT
HENLEY-JOHNSTON &: ASSOCIATES,INC.
eng;needr~ ~e;eu'enae marmuK'untm
HJA NO,: 6695 I
DATE ~ 01/02/97 PLATE 4
BORING NO.: 3
DEPTH (FT): 1 ~.0-15.0
CLAY, silty, slicjhtly sandy,
with scattered smell
cjravel, hard, tan
70.0
60.0 --
50.0 --
-
O_ '
,,._,, -
~ 40.0 --
LLJ '
I--
~ 30.0
-
20.0 --
10.0 --
0.0 1.0 2.0 3.0 4.0
AXIAL STRAIN (~)
TANGENT MODULUS AT 50~
ULTIMATE STRESS:
3.41 KSI
5.0
TEST 'TYPE: UNCONRNED COMPRESSION TEST
(ASTM D 2166)
2.0 MG ELEVATED STORAGE TANK
COPPELL, TEXAS
UNCONFINED COMPRESSION TEST
STRESS-STRAIN PLOT
HENLEY-JOHNSTON & ASSOCIATES,INC.
engineering geoec;enee ~xaneurmnte
H, JA NO.: 6695 I
_r'j&:~F'._~k-'~':EFq._n..!../_n.'~./_~.7PLATE 5
CLASSIFICATION
SYMBOLS
SOIL
GW
,..*.
GP
i:l GM
SW
Z-.':'~-;"::": S P
i:i ,-,SM
ML
CL
"OL
II
I I
MH
OH
/
Ls'
:-:-: Sh
i::iii::i Ss
\\
%
Asphalt or Lignite
Concrete
Fdl
Grovel or Sandy
Gravel
well qraded
Grovel or Sandy
Gravel
poorly qraded
Silt,/Grovel or
Silty Sandy Gravel
Clayey Gravel or
Clayey Sandy
Grovel
Sand or Gravelly
Sand
well qroded
Sand or Grovelly
Sand
poorly qraded
Silty Sand or
Silty Grayally Sand
Ctoyey Sand or
Clayey Grovelly
Sand
Silts, Sandy Silts,
Grovelly Silts, or
Diatomoceous Soils
Lean Cloys, Sandy
Clays, or Gravelly
Clays
Organic Silts or
Lean Organic Cloys
Idicaceous Clays or
Diatomaoeous Soil
Fat Clays
Fat Organic Clays
ROCK
Umestone
Shale
Mad
Sandstone
Fracture Zone
Weathered Zone
ABBREVIATIONS
abnt. abundant
anq. angular
aren. arenaceous
arg. argilloceous
bdd. bedded
bdg. bedding
bent. bentonite
bldr. boulder
BT Brazil Tensile
calc. calcareous
corb. corbonaceous
cbl. cobble
cgl. conglomerate
clef. claystone
cmt. cemented
dig. diameter
dk. dark
DUW Dry Unit Weight
El. elevation
fossil. fossilif argus
frac. fracture
gyp. gypsiferous
ind. inclusion
intbdd. interbedded
jnt. joint
lam. laminated
11 Uquid Umit
It. light
MC Moisture Content
ME Modulus of
Elasticity
mad. medium
rain. minutes
mad. moderately
nod. nodule
occ. occasional
port. particle
Pen. Penetrometer
phos. phosphatic
PI Plasticity Index
py. pyrltized
Qu Unconfined
Compression
Rec. recovery
md. rounded
ROD Rock Quality
Designotlon
sat. saturated
sept. septorlon
say. severely
sil. siliceous
sli. slightly
slk. slickensided
T.D. Total Depth
v. very
wee, weathered
FOR
CONSISTENCIES AND
HARDNESS DESCRIPTIONS
SANDS, GRAVELS, & SANDY SILTS
Peck. Hanson &: Thornburn (1974)
Standard Penetration
Consistency Resistance N
Very Loose Less than 4
Loose 4 to t 0
Medium 10 to 30
Dense 30 to 50
Very Dense Greater than 50
FOR CLAYS & SANDY CLAYS
(COHESIVE SOILS)
Peck, Honmon, &: Thornburn (1974)
Unconfined Standard Penetration
Consistency Compression tsf Reslstonce N
Very Soft Less than 0.25 Less than 2
Soft 0.25 to 0.5 2 to 4
Medium 0.5 to 1.0 4 to 8
Stiff 1.0 to 2,0 8 to 15
Very Stiff 2.0 to 4.0 15 to 30
Hard Greater than 4,0 Greater than 30
RELATIVE HARDNESS MODIFERS (ROCK)
(RELATED TO FRESH SAMPLE)
Modffied from SCS EWP. Te~h Guide No. 4
Hardness
Rule of Thumb Test
Soft
Permits denring by moderate
finger pressure
nrm
Mad. Hard
Resists denring by fingers but
can be penetrated by pencil
point to medium to shallow
depth (No. 2 pencil)
Very shallow penetration of
pencil point, can be scratched
by knife and in some
instances cut with knife
Hard
No pencil penetration, can be
scratched with knife, can be
broken by light to moderate
hammer blows
Very Hard
Cannot be scratched by knife,
can be broken by repeated
heavy hammer blows
2.0 MG ELEVATED STORAGE TANK
COPPELL, TEXAS
LEGEND, LITHOLOCY, SOIL CONSISTENCY,
& RELATIVE ROCK HARDNESS
HENLEY-JOHNSTON & ASSOCIATES, INC.
engineering geoscience consultants
HJA No.: 6695
DATE: JANUARY 1997
HDLrY-,KHNSTON & ASS[X:IA1~, INC.
engineering geesclence consdbnb
DRILL DATE: 12/20/96
METHOD: ~ TUBE/SPLIT SPOON
TO 50.0', Nx CORE TO 80.0'
__1 W
2.0 MG ELEVATED STORAGE TANK
WAGON WHEEL RANCH PARK
COPPELL, TEXAS
MATERIAL DESCRIPTION
CLAY, silty, slightly sandy, with
scattered small grovel, very stiff to
hard, brown
PROJECT No,: 6695
BORING No.: 2
SHEET 1 of 4
LOCATION: SEE PLATE 1
GROUND ELEVATION: + 524,3
CORE ..m,. ,--
er. Am~Xlbt)
-- 2.5
X
-- 5.0
X
X
-- 7.5
-- 10.0
CLAY, silty, slightly sandy, with
scattered smell grovel, hard, tan
516.1
X
X
X
-- 12.5
-- 15.0
X
-- 17.5
-- 20.0
//
/ /
/ /
/ /
//
-- 22.5
//
//
/ /
/ /
/
CLAY, silty, sandy, with scattered
gravel, hard, tan and gray
505.8
X
X
HENLrY-,J(H~STON & kSSO C1AES, INC.
DRILL DATE: 12/20/96
METHOD: SHELBY TUBE/SPUT SPOON
TO 50.0', Nx CORE TO 80.~
' 27.5 "::~"':'
-- 32.5
,. :; .. ~.;
::.~:;~-;
-- 37,5 --.:;!:~:;
- 4e.o -~:~.~,
..~-
~.,~...*,,
' 4-2.5 "~.- ::.~
-- 45.0
-- 47.5
2.0 MG ELEVATED STORAGE TANK
WAGON WHEEL RANCH PARK
COPPELL, TEXAS
MATERIAL DESCRIPTION
CLAY, silty, sandy, with scattered
gravel, hard, tan and gray
SAND, silty, very dense, buff to tan
PROdECT No.: 6695
BORING No.: 2
SHEET 2 of 4
LOCATION: SEE PLATE 1
GROUND ELEVATION: + 52~.3
CORE
498,6
I I I I I I
+ 57 BPF
(30,28,29)
SAND, silty, gravelly, very dense, tan
492.3
69 BPF
(35,37,32)
+ 65 BPF
(36,57,28)
GRAVEL, sandy, very dense, tan
481.3
+ 50 Blows
(35,5o/6")
+ 65 BPF
(35,33,32)
DRILL DATE: 12/20/96
METHOD: St-ELBY TU~E/SPLIT SPOON
TO 50,0, Nx CORE TO 80,0'
_,J
-- 52.5 --.:-:,:.:.
-- 55.0 ---'.'.'.'.
::::::::t
-- 57.5 --.'.'-'.'.
-- SO.O --.:-:.:.:,
-- 62,5 --.'.','.'.
:::::::::
- 67.5- :i:i:i:.n'
-- 70.0 --.'.'.'-'.
-- 72.5 --.'.'.'.'.
2.0 MG ELEVATED STORAGE TANK
WAGON WHEEL RANCH PARK
COPPELL, TEXAS
MATERIAL DESCRIPTION
SANDSTONE, argillaceous, fossilferous,
thin bedded, shaly, with thin shale
partings, with traces of lignite,
poorly to moderately well cemented,
firm to moderately herd, light gray
\ 474.3 /
PROJECT No.: 6695
BORING No.: 2
SHEET 3 of 4
LOCATION: SEE PLATE 1
GROUND ELEVATION: + 524-.3
CORE ,.~.m.. <---
er~esx(~
I I I I I I
SET CASING
TO 51.0'
10.0 10.0
10.0 10.0
DRILL DATE: 12/20/96
METHOD: SHELBY TUBE/SPLIT SPOON
TO 50.0', Nx CORE TO 80.0'
-J
-- 77,5 ':!:::!:i
-- 80.0
2.0 MG ELEVATED STORAGE TANK
WAGON WHEEL RANCH PARK
COPPELL, TEXAS
MATERIAL DESCRIPTION
SANDSTONE, argillaceous, fossilferous,
thin bedded, shaly, with thin shale
parings, with traces of lignite,
poorly to moderately well cemented,
firm to moderately hard, light gray
TOTAL DEPTH: 80.0'
444.3
PROJECT No.: 6695
BORING No.: 2
SHEET 4 of 4
LOCATION: SEE PLATE 1
GROUND ELEVATION: + 524-.3
CORE .m..~ <--
· "- ~ Rr. jlX~X(td)
I I I I I I
10.0 10.0
-- 82.5 --
NOTE: Boring caved in at-t-43' as
casing was pulled. Dry to blockage.
-- 85.0 --
-- 87,5 --
-- go.o --
-- 92.5
-- 95.0 --
-- 97.5 --
HENLEY-JOHNSTON & ASSOC~S, INC.
en~,eeFmg geosdence camritual3
DRILL DATE: 12/14-/96
METHOD: SHE]BY TUBE/SPLrT SPOON
TO 56,0', Nx CORE TO 90.0'
-J
-- 2,5
-- 5.0
-- 7.5
-- 10.0
-- 12.5
2.0 MG ELEVATED STORAGE TANK
WAGON WHEEL RANCH PARK
COPPELL, TEXAS
MATERIAL DESCRIPTION
CLAY, silty, slightly sandy, with
scattered small gravel, very stiff to
hard, brown
PROJECT No.: 6695
BORING No.: 3
SHEET 1 of 4
LOCATION: SEE R. ATE 1
GROUND ELEVATION: + 524.8
CORE ,.m,~. ~ <--
;bT~ONG X(ffi
"' ""' I I I I I I
X
X
X
CLAY, silty, slightly sandy, with
scattered small gravel, hard, tan
518.5
X
X
X
X
X
-- 17.5
-- 20.0
CLAY, silty, very sandy, with scattered
gravel, hard, tan and gray
SAND, silty, very dense, buff to tan
506.8
503.8
X
DRILL DATE: 12/1 ,/96
METHOD: SHELBY TUBE/SPLfi' SPOON
TO 56.0', Nx CORE TO 90.0'
--J L.d
-- 35.0 --~/
.:.,,'.-.,-..-..
..~....,,
- 42.5 '-?-,~..':
2.0 MG ELEVATED STORAGE TANK
WAGON WHEEL RANCH PARK
COPPELL, TEXAS
MATERIAL DESCRIPTION
SAND, silty, very dense buff to tan
SAND, silty, clayey, with small gravel,
very dense, tan
CORE
PROJECT No.: 6695
BORING No.: 3
SHEET 2 of ~,
LOCATION: SEE PLATE 1
GROUND ELEVATION: + 524.8
RDm~ X (~)
I I I I I
+ 68 BPF
(32,36,32)
+ 50 Blows
(5o/5')
i~/ GRAVEL, sandy, very dense, tan
-- 45.0 '~//
-- 47,5 ~-:.~.,.
490.8
60 BPF
(31,29,31)
+ 59 BPF
(33,29,30)
480.8
+ 65 BPF
(28,30,35)
+ 62 BPF
(36,32,30)
DRILL DATE: 12/14./96
METHOD: St'El. BY TUBE/SPLIT SPOQN
TO 56,0', Nx CORE TO 90,0'
-- 52.5 --.-.v.'.
" -- 55.0 --.v.-.'.
.,,,,.. .....
-- 57.5 --.'.'.'-'.
w,.,,,
,"" -- 60.0 ---'-'.'.'.
-- 62.5 ':':':':':
.'.'.'.-.
i ....
,,,-, -- 65.0 --' ....
.:.:.:.:.
-- 67.5 --.:-:.:.:.
__ -- 70.0 --:':':':':
i ....
- 72.5 -:':':':':
:::::::::
2.0 MC ELEVATED STORAGE TANK
WAGON WHEEL RANCH PARK
COPPELL, TEXAS
MATERIAL DESCRIPTION
PROJECT No,: 6695
BORING No.: 3
SHEET 3 of 4
LOCATION: SEE PLATE 1
GROUND ELEVATION: ± 52~-.8
CORE r.,~,,-~.~.
ooooo
I I I I I I
GRAVEL, sandy, very dense, tan
SANDSTONE, argillaceous, fossilferous,
thin bedded, shaly, with thin shale
partings, with traces of lignite.
poorly to moderately well cemented.
firm to moderately hard, light gray
472.8
SET CASING
TO 56.0'
4.0 3.8
10.0 7.5
DRILL DATE: 12/1 ¢/96
METHOD: SHELBY TUBE/SPLIT SPOON
TO 56.0% Nx CORE TO 90.0'
-- 80,0 --,'.'.'.'.
- 82.5 -2'Z'2'2
-- 85.0--~'~'~'['2
- 8,.5- !! !! LL
' gO.O .....
2.0 MG ELEVATED STORAGE TANK
WAGON WHEEL RANCH PARK
COPPELL, TEXAS
MATERIAL DESCRIPTION
SANDSTONE, argillaceous, fossilferous,
thin bedded, shaly, with thin shale
partings, with traces of lignite,
poorly to moderately well cemented,
firm to moderately hard, light gray
TOTAL DEPTH: 90.0'
434.8
PROJECT No.: 6695
BORING No.: 3
SHEET 4 of 4
LOCATION: SEE PLATE 1
GROUND ELEVATION: + 524.8
10.0 7.2
' 92.5 '
NOTE: Boring caved in at +44' as
casing was pulled. Dry to blackage.
-- 95.0 --
-- 97.5 --