Park West CC(4)-LR 931008October 8, 1993
Mr. Mike Nuzum
Dupey Management Corporation
c/o James, Harwick and Partners, Inc.
7557 Rambler Road, Suite 367
Dallas, Texas 75231
Attention: Mr. Robert H. James, AIA
Re: Subsurface Exploration
Proposed MJ Designs Corporate
Headquarters and Distribution Center
Coppell, Texas
Job No. 17935076
Gentlemen:
We are submitting, herewith, the results of subsurface exploration for the referenced project.
The purpose of this exploration was to obtain information on subsurface conditions at the
proposed project site, and based on this information to provide recommendations regarding the
design and construction of the foundations, floor slabs and pavements for the new facility.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning this report, or if we may be of further service to you in any way, please do not
hesitate to contact us.
Very truly yours,
TERRACON CONSULTANTS, INC.
Eric J. Cleveland, P.E. Clement B. Bommarito, P.E.
Texas No. 73833 Texas No. 58243
F_JC/CBB:kms
Attachments
CC: Albert Halff and Associates
ATrN: Dennis Chovan
SUBSURFACE EXPLORATION REPORT
PROPOSED MJ DESIGNS
CORPORATE HEADQUARTERS AND DISTRIBUTION CENTER
COPPELL, TEXAS
Job No. 17935076
October 8, 1993
INTRODUCTION
The subsurface exploration for the proposed MJ Designs facility in Coppell, Texas has been
completed. Twenty-four borings extending to depths of approximately 20 to 33 feet below the
existing ground surface were drilled within the proposed building areas. Three 5-foot deep
borings were drilled in proposed paving areas. Bulk samples of the subgrade soils were also
obtained in two locations in paving areas. Laboratory tests were then performed on selected
samples obtained from the borings and the bulk samples. This engineering report has been
prepared based on the results of this data.
This exploration was performed to explore the subsurface conditions at the site, evaluate the
pertinent engineering properties of the subsurface materials encountered and provide
recommendations regarding the design and construction of foundations, floor slabs and
pavements at the project site.
PROJECT INFORMATION
The proposed facility will be located north of Airline Drive and is bordered on the west and
north by Grapevine Creek in Coppell, Texas. A two-story office building and a distribution
center will be constructed. The distribution center will be a tilt-wall structure with
approximately 409,600 square feet of floor space and it will have a 44,800 square foot
mezzanine. The two-story office building will have approximately 50,000 square feet of floor
space. The exact location and finished floor elevation of the office building has not been
determined, but plans are for the office building to be about 150 feet west of the distribution
center. Service drives and dock areas will be located primarily along the north and south sides
of the distribution center and future expansion of the distribution center is planned to the east.
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A large automobile parking lot will be located west of the office building and distribution center.
The interior floor slabs for both structures will be supported on grade. Floor loads are expected
to be relatively light for the office building and moderate to heavy for the distribution center.
The finished floor elevation of the distribution center are expected to be at elevation 521.0+_
feet. This will require cuts up to 3 feet on the south side of this structure and fills up to 5 feet
in height along the north side. The first floor of the office building will be elevated about 3
to 4 feet above the existing grade.
SUBSURFACE EXPLORATION PROCEDURES
The borings were drilled on September 24 through 27, 1993 with truck and track-mounted auger
drilling rigs using continuous flight augers to advance the boreholes. Representative samples
of the clay soils were obtained using thin-walled tube sampling procedures in accordance with
ASTM Specification D-1587. In the thin-walled tube sampling procedure, a thin-walled seamless
steel tube with a sharp cutting edge is pushed hydraulically into the ground to obtain relatively
undisturbed samples of cohesive or moderately cohesive soils. Cohesionless soils were sampled
with a 2-inch diameter split-spoon sampler during performance of the standard penetration test
(ASTM D-1556). Sampling intervals and insitu test results are indicated on the boring logs at
the depths of occurrence. Bulk samples of the subgrade soils were obtained in the vicinity of
Borings 25 and 27. All samples were sealed and packaged for return to the laboratory for
testing and classification.
Texas Cone Penetrometer Tests were performed in the shale to evaluate the load carrying
capacity of this strata. Auger samples of the shales were also obtained near each testing
interval. The results of these in-situ tests are also shown on the attached boring logs at the
depths of occurrence.
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Field logs of each boring were prepared by the drill crew. These logs included visual
classifications of the materials encountered during drilling as well as the driller's interpretation
of the subsurface conditions between samples. Final boring logs included with this report
represent an interpretation of the field logs and include modifications based on laboratory
observation and tests of the samples. Individual boring logs and a boring location diagram are
included with this report.
TESTING PROGRAM
Each soil sample was tested in the laboratory to determine natural water content. Unconfined
compressive strength and dry unit weight were determined on selected samples. A hand
penetrometer was used to measure the approximate unconfined compressive strength of the
remaining samples. The hand penetrometer test has been correlated with the unconfined
compression test and provides a more reliable estimate of the consistency and strength than
visual observation alone.
Atterberg limits tests were performed on representative soil samples obtained from the borings
to provide a quantitative measure of the soil plasticity and to aid in classifying the soils. These
tests were used in conjunction with swell tests to evaluate the potential for the soil to change
volume with variation in water content. The test results are provided on the boring logs and the
swell test results attached to this report.
Standard Proctor tests were performed on two bulk samples of the surficiai soils in accordance
with ASTM D-698. The moisture/density relationships determined from these tests were used
to prepare specimens for California bearing ratio (CBR) tests to evaluate subgrade support in
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Page 4
proposed paved areas. Results of the Proctor tests are provided on the attached moisture/density
plots and CBR test results are reported on Table 2.
As part of the testing program, the samples were examined in the laboratory and classified in
accordance with the enclosed General Notes and the Unified Soil Classification System based
on the material's texture and plasticity. The estimated group symbols for the Unified Soil
Classification system are shown on the boring logs and a brief description of the Unified System
is included with this report.
Classification of rock materials is in accordance with the enclosed General Notes and has been
estimated from disturbed samples. Core samples and petrographic analysis may also indicate
other rock types.
SITE GEOLOGY
Review of available subsurface geology maps and soil surveys indicate this site is situated on an
outcrop of the Eagle Ford Shale formation. This formation is part of the Gulfian Series of
Cretaceous sedimentary rocks and consists largely of shales thinly interbedded with limestones.
The shales are typically dark gray and contain an occasional pyrite, bentonite seams., and limy
and ferruginous concretions.
The residual soils of th<Eagle Ford Formation)are referred to as the Houston Black
Clays.
These clays are highly plastic and have high shrink/swell potential. The clays are typically dark
gray to dark brown in color in their upper horizons, and similar tan and gray clays are present
with depth in the residual clay profile.
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The site is bordered on the north and west by Grapevine Creek. Existing and prehistoric creeks
and streams have eroded the Eagle Ford Formation and left alluvial deposits of sands, sandy
clays and clayey sands. With time, this erosion can occur down to the top of the shale, resulting
in coarser grained soils present at the lowest levels of the alluvial deposits.
SITE AND SUBSURFACE CONDITIONS
The site is grass covered and slopes gently downward from Airline Drive toward Grapevine
Creek boarding the north and west sides of the property. A small landscaped berm runs along
the north side of Airline Drive adjacent to the site. Elevations are generally in the range of 521
to 528 feet along Airline Drive and drop to elevations of 517 to 514 along the northern end of
the proposed building area. A long narrow depression runs north-south along the east side of
the proposed initial construction of the distribution center, and is located in the area of future
expansion. This depression area empties into a 54-inch concrete pipe that discharges to
Grapevine Creek. This low drainage area, and areas adjacent to Grapevine Creek generally
were tree-covered.
Conditions encountered at each boring location are indicated on the individual boring logs.
Stratification boundaries on the boring logs represent the approximate location of changes in soil
and rock types; in-situ, the transition between materials may be gradual. Based on the results
of the borings, subsurface conditions on the project site can be generalized as follows.
Existing fill soils were encountered in several of the borings. These fills generally consisted of
dark brown, brown and gray clays similar to natural soils that occur at the site. In most areas
the fills were relatively shallow (1 to 3 feet). Based on visual examination of the samples, the
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deepest fills are located along the north side and northwest comer of the proposed distribution
center (Borings 15, 20, 21, 22, 24, 25 and 26) and extend to depths of 4 to 8.5 feet.
Dark brown to grayish brown clays were encountered at the ground surface and beneath the fills
in most boring locations. These clays generally extended to depths ranging from 3 to 9.5 feet,
but were as deep as 11 to 13 feet in Borings 15, 21 and 22. Tan and gray clays and shaley clays
were then encountered in most boring locations, with similar calcareous clays present with depth
in Borings 7, 9 and 12. Pavement area Borings 25, 26 and 27 made in parking lot areas were
terminated in the clays at a depth of 5 feet.
Tan and gray to orange-tan and gray, sandy clays and clays with sandy clay layers were
encountered at depths of 11 to 17 feet in Borings 15, 17, and 19 through 22 (all located in the
north-half of the distribution center). Tan sands and clayey sands were encountered at a depth
of about 21 feet in several borings drilled in the northwest quadrant of the proposed distribution
center. These sands were as shallow as 12.5 feet in Boring 23 made in this area.
Gray shales were encountered in all borings made in proposed building areas except for Borings
10, 11, 15 and 16, which terminated at 20 feet in the clay soils. In several locations, a thin
layer of grayish brown to brownish gray clay with shale layers was encountered directly above
the shale strata. Shales were encountered in the borings at depths generally ranging from 18 to
25 feet, but were as deep as 27 to 28 feet in Borings 18 and 24. These borings were terminated
in the shale after approximately 5 feet of penetration into this strata.
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Atterberg limits and swell test results indicate that the clay soils encountered at this site are
active. Active soils are subject to shrinking and swelling with corresponding decreases and
increases in moisture content. This shrinking and swelling can result in corresponding settlement
and heave of the ground surface and ground supported structures. Structures supported on/or
adjacent to these clays can also be subject to loss of support due to shrinkage, or uplift pressures
due to swelling of the active clays.
WATER LEVEL OBSERVATIONS
The borings were monitored while drilling and after completion for .the presence and level of
groundwater. Seepage was encountered in borings made in the north half of the distribution
center and along the east wall of the future expansion at depths of 12 to 18 feet at completion.
Seepage was also encountered in Boring 2 made in the vicinity of the proposed office building
at a depth of 22 feet, and was measured in Borings 1 and 2 at depths of 24 to 26.5 feet at
completion. Water levels were remeasured in most locations where seepage was encountered
during drilling at depths of 12 to 23 feet, when rechecked several hours to a few days after
completion.
Due to the low permeability of the cohesive soils encountered in the borings, a relatively long
period of time may be necessary for a groundwater level to develop and stabilize in a borehole.
Long term observations in piezometers or observation wells sealed from the influence of surface
water are often required to define groundwater levels in soils of this type.
Seepage can occur at various depths in the fill soils, and in joints and fissures in the clays.
Seepage can also occur above the shales, particularly in the sandy soils during wet periods of
the year. Fluctuations of the groundwater level can occur due to seasonal variations in the
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amount of rainfall, runoff and other factors not evident at the time the borings were performed.
The possibility of groundwater level fluctuations should be considered when developing the
design and construction plans for the project.
ANALYSIS AND RECOMMENDATIONS
Foundation System - Drilled Shafts
Our subsurface exploration and laboratory testing indicate the presence of active clay soils at this
site. These clays can subject shallow foundation systems to differential movements due to
moisture fluctuations and associated volume changes in the clay strata. The deeper clays in
some boring locations are relatively soft and unsuitable for supporting the estimated structural
loads. The uppermost strata we recommend for supporting this structure is the gray shale. This
shale was generally encountered in the borings at depths of 18 to 25 feet, but was as deep as 27
to 28 feet in the vicinity of Borings 18 and 24.
Straight sided drilled shafts are typically used to transfer the foundation loads to the shale strata.
These shafts will develop their load carrying capacity through a combination of end bearing and
skin friction. An allowable bearing pressure of 25,000 pounds per square foot (psf) can be used
to proportion shafts bearing at least 3 feet into the gray shale strata. A skin friction value of
3,500 psf can be used for portions of the shafts in the gray shales below one shaft diameter of
penetration, and below any temporary casing, if required.
Drilled shaft foundations designed and constructed in accordance with this report should be
subject to long-term movements of about 3/4 inch or less. We recommend that shaft installation
be observed by Terracon geotechnical personnel to identify the beating strata, record the design
penetration and condition of the excavation, and perform related duties.
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Drilled shafts should contain sufficient vertical reinforcing steel throughout the entire shaft length
to resist uplift (tensile) forces due to post-construction heave of the clay soils. The magnitude
of uplift is difficult to predict and will vary with the in-situ moisture contents at the time of
construction. The uplift pressures can be approximated by assuming a uniform uplift of 1,500
psf over the entire shaft perimeter to a depth of 10 feet. Uplift forces will be resisted by dead
loads on the shafts and uplift skin friction resistance in the gray shales and overlying clay strata.
To resist uplift forces, we recommend using a skin friction value of 2,500 psf for that portion
of the straight-sided shafts penetrating the gray shale below one shaft diameter and below any
temporary casing. An uplift skin friction resistance of 750 psf can be used in the clay soils
below a depth of 12 feet, and extending one shaft diameter into the shale.
Adjacent shafts should have a minimum center to center spacing of 3 times the diameter of the
larger shaft to utilize the full skin friction capacity recommended. Closer spacing may require
a reduction in this skin friction capacity and/or changes in the sequence of installation. We
should be contacted on a case by case basis, to review closer spacing requirements.
Construction Considerations - Drilled Shafts
Based on groundwater observations at the time of our field investigation, it appears that
groundwater seepage will be encountered during shaft installation in the northern half of the
distribution center, and may be present in other areas, particularly during wet periods of the
year. We anticipate that seepage will require the use of temporary casing for proper shaft
installation in most areas where this groundwater is encountered. Sandy soils were encountered
with depth in some boring locations, primarily around the northwest coruer of the distribution
center, and caving of these soils could also require the use of temporary casing for proper shaft
installation. Concrete and steel should be placed as soon as possible after the shafts are
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Page 10
completed to minimize seepage and groundwater problems. In some areas, rapid placement of
concrete and steel could allow shaft installation to proceed without casing. In all cases, shaft
installation should be completed in one day's operation.
The concrete placed in shaft excavations should have a slump between 4 and 6 inches and should
be placed in a manner which prevents it from striking the reinforcing steel and sides of the
excavation. The bottom of each shaft excavation should be free of all loose materials and/or
water prior to construction.
Grade Beams
All grade beams should be supported by the drilled shafts and formed with a nominal 10 inch
void beneath the beam. This void is provided to isolate the grade beams from the underlying
active clays. Cardboard carton forms can be used to create this void. A soil retainer should be
provided to help prevent in-filling of this void.
Soils placed along the exterior of the grade beams should be on-site clay soils which are
compacted to at least 95 % pf their standard Proctor dry density (ASTM D-698). The clay fill
should be compacted at a moisture content ranging from 0 to 4%,above it's optimum value_
obtained from the standard Proctor test. The purpose of this clay backfill is to reduce the
opportunity for surface water infiltration beneath the structure.
Floor Slabs
As previously indicated, active clay soils were encountered at this site. The active clay soils can
experience moisture fluctuations that can subject interior floor slabs placed on grade to
movements. Based on test method TEX-124-E in the Texas State Department of Highways and
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Public Transportation Manual of Testing Procedures and our experience with similar soils, we
estimate total slab movements on the order of 4.5 to 5 inches could occur. These movements
are based on "worse case" dry conditions that can occur prior to construction.
The movements tend to occur as heave in center portions of the structure. Movements can also
occur as heave around the perimeter, from moisture increase in the soils due to unusual sources
of water such as ponding adjacent to the foundation. Shrinkage and corresponding settlement
can occur around the perimeter due to extreme dry weather, lack of irrigation or protection
(paving) around the building, etc. Paving is recommended around the perimeter of the structure,
including the east side of the distribution center prior to construction of the planned expansion.
If unusual sources of water such as poor drainage, plumbing leaks, etc. saturate the clays
beneath the structure, movements can exceed magnitudes estimated in this report.
If interior floor slabs can tolerate movement, several methods can be considered to reduce
movements to more tolerable levels. Methods that can be considered, include select fill, re-
working the surficial soils with proper moisture/density control and use of water pressure
injection. Based on the relatively high movement potentials that occur at this site and the
movement levels desired for interior floor slabs, we recommend a combination of select fill and
reworking of the underlying clays or select fill and water pressure injection.
It is our understanding that finished floor elevation will be approximately 521 and this will
require up to 2 to 3 feet of cut on the south side of the distribution center, and up to 5 feet of
fill at the north side. Approximately 3 to 4 feet of fill will be required to raise existing grades
in the office building area. Installation of approximately 5 feet of select fill in combination with
reworking of at least 4 feet of the underlying clays could reduce potential movements to on the
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Page 12
order of 1 inch. Use of 4 feet of select fill after properly implementing a 10-foot deep water
injection of the underlying clays can achieve a similar reduction in potential movements. If 4-
foot deep section of select fill is installed over 7 feet of properly injected clay, potential
movements could be reduced to on the order of 1.25 to 1.5 inches.
Select material (such as clayey sand or very sandy clay which is free of debris and organic
matter) should have a liquid limit less than 35 and a plasticity index between 5 and 15. The
non-expansive replacement soil should be placed in loose lifts of 9 inches or less and compacted
to at least 95% of it's standard Proctor dry density at a moisture content ranging from -1 to 4%
above it's optimum value. Select fill materials should be confined within the perimeter grade
beams to prevent infiltration of water into this layer. Clay fill should not be used along the
exterior of the perimeter grade beams. Before placing the select fill on an injected subgrade,
the subgrade should be scarified to a depth of at least 9 inches, moisture conditioned to at least
3 % above the optimum value (at a workable moisture level) and compacted to at least 95 % of
the maximum standard Proctor dry density.
Reworking of the existing clays requires that soils below the planned select fill be excavated to
a depth of at least 4 feet. The exposed subgrade should be scarified to a depth of 9 inches and
compacted to a range of 92% to 96% of it's maximum standard Proctor dry density, at a
workable moisture content of at least 3 % above it's optimum. The excavated clays should then
be replaced in loose lifts less than 9 inches thick and compacted in a similar manner up to a
depth of 5 feet below the finished floor elevation.
We have attached a set of General Specifications for the water injection process. Compliance
with these specifications is essential to achieving maximum benefits from this process. Multiple
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injections are typically required to obtain the desired moisture levels, and the time and expense
for these injections will need to be included in the project schedule and budget. Very stiff to
hard clays may be encountered that can be difficult to penetrate, and may require heavy duty
injection equipment and/or a reduction in injection rods to achieve the recommended injection
depth. In some cases the desired moisture levels and/or injection depths cannot be achieved, and
this can result in an increase in potential movements.
After completing the filling operations in the building pad area, care should be taken to maintain
the subgrade moisture content prior to constructing of the floor slab. If the subgrade becomes
desiccated, the affected material should be scarified, moistened and recompacted prior to floor
slab placement. If floor treatments which are sensitive to moisture will be used, a vapor barrier
of polyethylene sheeting or similar material should be placed beneath the slabs to retard moisture
migration through the slabs. A 4-inch thick layer of sand should be placed above the vapor
barrier.
If the above movements cannot be tolerated, the most positive means of reducing potential
movements would be to support the interior slabs on drilled shafts suspended with a minimum
12 inch void above the subgrade. The subgrade beneath a structural slab should be shaped and
drained to prevent the ponding of water.
It is our understanding that the floor slabs in the distribution center could be subject to some
moderately heavy loads. Assuming that all unsuitable fills are removed and properly backfilled
(see Existing Fills) and all new fill is properly placed and compacted as described in this report,
we recommend use of a subgrade modulus of 175 pounds per cubic inch (pci) for evaluation of
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slab deflection. Placement of a 8-inch layer of flexible base material (THD Item 248-Type A,
Grade 1) could increase this modulus value to 225 pci.
Grading and Compaction
In preparing the site for construction, any loose, soft or otherwise unsuitable material should be
removed from the entire construction area. Care should be taken to remove all soft organic
materials from the drainage depression that runs along the east wall of the initial distribution
center construction. After stripping, proofrolling with heavy construction equipment such as a
loaded scraper or tandem axle dump truck is recommended in fill areas to aid in locating
unstable subgrade materials. Proofrolling is also recommended in cut areas, and areas left near
existing grade after rough grading is completed. Unstable' materials located by proofrolling
should be removed and replaced with suitable engineered fill material.
Imported fill materials used for general site grading should have a liquid limit less than 50. Fill
placed within building pad areas and areas to be paved should consist of approved materials
which are free of organic matter and debris. The fill should be placed and compacted in lifts
of 9 inches or less in loose thickness. Select fills and reworked clays in building areas should
be placed in accordance with recommendations described under Floor Slab. Fill placed in areas
to be paved should be compacted to at least 95 % of the material's maximum standard Proctor
dry density. All fill below pavements constructed with on-site clay soil should be compacted
at a moisture content within the range of 0 to 4 % above of the optimum determined by the
standard Proctor test.
Fills placed against slopes in the low drainage area and where existing grades are steeper than
5 horizontal to 1 vertical should be benched into the existing slope to allow horizonal lift
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placement and break-up potential sliding places between new fills and existing soils. Care
should be taken to properly bench backfill materials into the drainage depression after all soft
organic soils and vegetation are removed from this area. Final fill slopes should be no steeper
than 3 horizontal to 1 vertical, and erosion protection should be provided at the base of slopes
within the flood plain of Grapevine Creek.
Upon completion of the filling operation, care should be taken to maintain the subgrade moisture
content prior to construction of the floor slab and pavements. If the subgrade should become
desiccated, the affected material should be removed or these materials should be scarified,
moistened and recompacted.
Existing Fills
As previously indicated, existing fills 4 to 8.5 feet deep were encountered in several borings
along the north side and northwest areas of the distribution center. These fills are probably
associated with rerouting of Grapevine Creek and/or reclamation of flood plane areas along the
creek.
Visual examination of the fill samples and hand penetrometer tests indicate that the fills at our
boring locations are stiff to hard in consistency and appear to be relatively compact. Less
compact fills could be present between boring locations, and we recommend measures be taken
to attempt to reduce any potential settlements associated with this fill.
The most positive method to minimize potential settlements associated with the fills would be
to remove them and replace them in a controlled manner as described under Grading and
Compaction. Due to the fills relatively compact condition observed in our boring locations,
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consideration could be given to excavating the upper 3 to 4 feet of these fills and proof-rolling
the exposed subgrade. After any soft or spongy soils and all deleterious materials encountered
during proof-rolling are removed, the areas can be properly backfilled with on-site clays.
Reworking of the clays to reduce potential movements due to the active clays (see Floor Slabs)
can in some cases can also serve to meet requirements for excavation and replacement of the
fills.
Drainage
Positive drainage should be developed around the building area and paving areas to minimize
any increase in moisture content of the clay soils underlying structures and on grade slabs. All
-adjacent flatwork and the ground surface surrounding the structure should be sloped (a minimum
3 percent slope is recommended) to prevent ponding of water around the structure. Roof drains
should be extended to discharge rainwater away from the buildings. Pavements or flatwork are
preferable to open areas immediately adjacent to structures. Pavements and flatwork will be
subject to potential movements due to the active clay soils. Joints between the paving and the
structures should be sealed and periodically inspected and resealed to prevent the infiltration of
surface water.
All landscaped beds should be designed to prevent migration of irrigation water into the clay
soils beneath the structures, and other flatwork sensitive to movement. Landscape beds
immediately adjacent to the structure should be self-contained, or a vertical moisture barrier
should be provided immediately adjacent to the exterior of the building to prevent moisture
migration beneath the slab. Irrigation of lawn and landscaped areas should be moderate, with
no excessive saturation or drying of soils around the foundation allowed to occur.
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Pavements
The existing active clay soils are subject to strength loss with the increases in moisture content
that normally occur beneath paving. California Bearing Ratio (CBR) tests performed on two
samples of the surficial grayish brown to brown clays indicate CBR values of about 3, which
classifies as a poor subgrade soil. Mixing hydrated lime with these soils typically improves their
subgrade support value, even at the higher moisture levels that occur beneath area paving. An
application rate of 7% hydrated lime by dry soil weight is recommended for treatment of the
on-site clay soils.
The hydrated lime should meet the requirements of Item 264 (Type A) in the Texas State
Department of Highways and Public Transportation Standard Specifications for Construction of
Highways, Streets and Bridges. This lime should be thoroughly mixed and blended with the top
6 inc_hes of subgrade and compacted to at least 95% of it's maximum standard Proctor dry
density. The moisture content of the lime modified material at the time of compaction should
be within a range of-2% to +4% of it's optimum value. Mixing, curing and compaction of the
lime modified layer is described in Item 260 of the previously mentioned Standard
Specifications. Modification is recommended beneath asphaltic concrete pavements.
Modification will also improve the performance of Portland cement concrete pavement sections,
although it is sometimes omitted in light traffic areas (automobiles, light trucks, etc.) with
generally satisfactory performance. Recommended concrete pavement thicknesses in truck traffic
areas are provided for stabilized and unstabilized subgrades.
If asphaltic concrete pavement is used, we recommend a full depth asphaltic concrete section
having a minimum total thickness of 5.0 inches for automobile parking areas and 6.5 inches for
drive lanes receiving light to medium size trucks. A minimum surface course thickness of 2.5
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inches is recommended for asphaltic concrete pavements. The asphaltic concrete surface coarse
should conform to Type D and the base course should conform to Type A or B in Item 340 of
the THD Standard Specifications. The coarse aggregate in the surface course should be crushed
limestone rather than gravel.
If portland cement concrete pavement is used, a minimum thickness of 5 inches of concrete is
recommended for parking areas for automobiles and light trucks, and 6 inches for drive lanes.
A minimum 7 inch section is recommended in the heavy truck areas with a stabilized subgrade,
and this should be increased to 8 inches if the subgrade is scarified and compacted to 95 percent
of standard Proctor maximum dry density (near optimum moistures) without the addition of lime.
Concrete with a minimum 28 day compressive strength of 3,500 psi should be used.
The above sections should be considered minimum pavement thicknesses and higher traffic
volumes and heavy trucks may require thicker pavement sections. Additional recommendations
can be provided after traffic volumes and loads are known. Periodic maintenance should be
anticipated for minimum pavement thickness. This maintenance should consist of sealing cracks
and timely repair of isolated distressed areas.
Asphaltic concrete pavement over granular base is not recommended beneath asphaltic or
concrete pavements, because water can collect in the granular base, softening the subgrade soils
and possibly causing heave of these active clays. Pavements should be placed on the prepared
clays with no sand leveling course, and they should be sloped to provide rapid drainage of
surface water. Water allowed to pond on or adjacent to the pavement could saturate the
subgrade and contribute to premature pavement deterioration.
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GENERAL COMMENTS
The analyses and recommendations presented in this report are based upon the data obtained
from the borings performed at the indicated locations and from any other information discussed
in this report. This report does not reflect any variations which may occur between borings or
across the site. The nature and extent of such variations may not become evident until
construction. If variations appear evident it will be necessary to reevaluate the recommendations
of this report.
It is recommended that the geotechnical engineer be retained to review the plans and
specifications so that comments can be provided regarding the interpretation and implementation
of.the geotechnical recommendations in the design and specifications. It is further recommended
that the geotechnical engineer be retained for testing and observation during earthwork and
foundation construction phases to help determine that the design requirements are fulfilled.
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, either express or implied are intended or made. In the
event that any changes in the nature, design or location of the project as outlined in this report
are planned, the conclusions and recommendations contained in this report shall not be
considered valid unless the changes are reviewed and the conclusions of this report modified or
verified in writing by the geotechnical engineer.
X ' E~PANSION I
-26 I PROPOSED DISTRIBUTION CENTER ~ , II
~? - ,~ ~ ,2 ,,I ~--~ ,o
//~ ~oc~o~ ~. ~.~~--, ~ ~ ~ ~ ~ ~ I
I ) .~ ~ ....~ '~~~'~ -~ .~---=
AIRLINE DRIVE
BORING LOCATION DIAGRAM
PROPOSED Md DESIGNS HEADQUARTERS
DISTRIBUTION CENTER
COPPELL, TEXAS
'.~Job# 17935076 I Date 10/5/93 I Drawn co, l rracon
Form 102--6-65
GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS : Split Spoon - 1%" I.D., 2" O.D., unless otherwise noted PS : Piston Sample
ST : Thin-Walled Tube - 2" O.D., Unless otherwise noted WS : Wash Sample
PA : Power Auger FT : Fish Tail Bit
HA : Hand Auger RB : Rock Bit
DB : Diamond Bit - 4", N, B BS : Bulk Sample
AS : Auger Sample PM : Pressuremeter
HS : Hollow Stem Auger DC : Dutch Cone
WB : Wash Bore
Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch OD split spoon,
except where noted.
WATER LEVEL MEASUREMENT SYMBOLS:
WL : Water Level WS : While Sampling
WCI : Wet Cave In WD : While Drilling
DCl : Dry Cave In BCR : Before Casing Removal
AB : After Boring ACR : After Casing Removal
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. In pervious
soils, the indicated levels may reflect the location of groundwater. In Iow permeability soils, the accurate deter-
mination of ground water levels is not possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION:
Soil Classification is based on the Unified Soil Classification System and ASTM Designations D-2487 and D-2488.
Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; they are described as:
boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200
sieve; they are described as: clays, if they are plastic, and silts if they are slightly plastic or non-plastic. Major con-
stituents may be added as modifiers and minor constituents may be added according to the relative proportions
based on grain size. In addition to gradation, coarse grained soils are defined on the basis of their relative in-place
density and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff
(CL); silty sand, trace gravel, medium dense (SM).
CONSISTENCY OF FINE-GRAINED SOILS: RELATIVE DENSITY OF COARSE.GRAINED SOILS:
Unconfined Compressive N-Blows/ft. Relative Density
Strength, Qu, psf Consistency 0-3 Very Loose
~ 500 Very Soft 4-9 Loose
500 - 1,000 Soft 10-29 Medium Dense
1,001 - 2,000 Medium 30-49 Dense
2,001 - 4,000 Stiff 50-80 Very Dense
4,001 - 8,000 Very Stiff 80 + Extremely Dense
8,001 -16,000 Hard
> -16,000 Very Hard
GRAIN SIZE TERMINOLOGY
RELATIVE PROPORTIONS OF SAND AND GRAVEL Major Component
Descriptive Term(s) Of Sample Size Range
(of Components Also Percent of Boulders Over 12 in. (300mm)
Present in Sample) Dry Weight Cobbles 12 in. to 3 in.
Trace < 15 (300mm to 75mm)
With 15 - 29
Modifier > 30 Gravel 3 in. to #4 sieve
(75mm to 4.75mm)
Sand #4 to #200 sieve
RELATIVE PROPORTIONS OF FINES (4.?Sram to 0.075mm)
Descriptive Term(s) Silt or Clay Passing #200 sieve
(of Components Also Percent of (0.075mm)
Present in Sample) Dry Weight
Trace < 5
With 5 - 12
Modifier > 12
, l erracon
Form 108--6-85
LOG OF BORING NO. I Page I of
OWNER ARCHrrECT/ENGINEER
MJ DESIGNS JA~S H~CK ~ P~T~RS
S~E PROIE~
COPPELL, TEXAS ~ ~ADQU~TERS & DISTR~ION C~.
SAMPLES TESTS
DESCRIPTION
~ Approx. Su~aceElev.: 522.0 ft.
1.0 FU l.. CI.AY. Omge m T~ ~d 521.0 - I ST 23.8 4000*
2.0 Gray wi~ Calcar~us Nodules,
i Stiff ] --CH 3 ST 21.5 9000+*
~ Dark Grayish Brom with
5.0 Calmr~us Nodule, Hard 517.0 5
[~ Grayish Brom with -
~ Calcar~us Nodules, Hard /
8.0 ~Brom with ~lcar~us 514.0 --CH 4 ST 25.3 6000*
~ Nodules, Ve~ Stiff / - PA
CI.AY ~OI~. T~, Brom -CH 5 ST 25.4 5000*
~d Gray 10 _ PA
12.0 510.0 -
CI.AY ~HAI.~Y AND JOI~D). --
T~ with ~in Silt Sm~, Hard -
-CH 6 ST 30.9 9000+*
15
- PA
17.0 505.0 -
CI.AY (SHAI.~Y AND JOINED),
Gray wi~ Gray Shale S~, -
20.0 Hard 502.0 - CH 7 CP 100/ 30.5 8000*
20
SHAI-~. Gray, M~emtely Hard - PA 3
~ ~.0 497.0 - CP 100/
BOSOM OF BO~NG 25 .5'
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES CaLibrated Hand Penetrometer*
BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-24-93
wL ~DRY ws--I 24' as ,.2,,~
wL 17' 9~26~93 RIG B47 GMlg FOREMAN BS
~WL WCI @ 17' 9 HR AB APPROVED CBB JoB # 17935076
LOG OF BORING NO. 2 P~ge 1 of 1
OWNER ARCHITECT/ENGINEER
MJ DESIGNS JAMES HARWICK AND PARTNERS
SITE PROJECT
COPPELL~ TEXAS MJ'D HEADQUARTERS & DISTRIBUTION CTR.
SRHPLES TESTS
o DESCRIPTION ~ >. n~ z ~ n~ z H~ m
~ Approx. Surface Elev.: 524.0 ft.
1.0 FII.I.. CLAY. Brown with 523.0 - I ST 23.5 6000* LL/PL/PI
\ Calcareous Nodules, Very Stiff / - CH 2 ST 25.1 7000*
CLAY. Dark Grayish Brown, Very -- CH 3 ST 28.5 5000* 74/28/46
4.0 Stiff 520.0 - PA
CLAY. Grayish Brown, Stiff -
5--
8.0 516.0 --CH 4 ST 28.4 4000*
CI.AY (JOINTFD). Tan and Brown - PA
with Calcareous Nodules and - CH 5 ST 19.8 9000 +*
11.0 Lime Deposits, Hard 513.0 10 _ PA
CI.AY (SHAI .F.Y AND JOINTFD). -
Tan with Iron Oxide, Traces of --
Bentonite Seams, Very Stiff _-
- CH 6 ST 30.0 5510
15
- PA
17.0 507.0 -
Cl .AY (~HAI .FY AND $OINTRD). --
Tan and Gray with Gypsum -
Seams, Very Stiff - CH 7 ST 26.8 8000*
20
- PA
22.0 502.0 - 8 CP 100/
SHAI.F. Dark Gray, Moderately -- PA 4'
Hard -
25 --
~ 27.0 497.0 - 9 CP 100/ 16.3
Bo'FrOM OF BORING l"
THE STRATIFICATION LINES REPRESENT THE APPROXIHATE BOUNDARY LINES Calibrated Hand Penetrometer*
BETt,/EEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-24-93
lrerracon ° °M
WL 17' 9~26~93 RIG B-47 G~ FOREMAN BS
WL WCI @ 18' 7.5 HR AB ^PPROVED CBB JoB ~ 17935076
LOG OF BORING NO. 3 Page 1 of 1
OWNER ARCHITEC'T/ENGINEER
MJ DESIGNS JAMES HARYVICK AND PARTNERS
SITE PROJECT
COPPELL, TEXAS l~tID HEADQUARTERS & DISTRIBUTION CTR.
SRHPLES TESTS
o DESCRIPTION v >- n, z', as z H~-- tU
~ Approx. Surface Elev.: 523.5 ft.
CLAY. Dark Grayish Brown, Very -CH I ST !22.7 7000* LL/PL/PI
Stiff to Hard -CH 2 ST 24.5 9000+*
-- CH 3 ST 21.9 8000*
- PA
7.0 516.5 -
8.0 CLAY. Grayish Brown, Very Stiff 515.5 -- CH 4 ST 31.2 7000*
CI.AY (SHAI.FY AND JOINTFD}. - PA
Orange, Tan and Gray, Very -CH 5 ST 29.8 8000* 67/27/40
Stiff 10 _ PA
-CH 6 ST 30.6 9000+*
15
- PA
17.0 506.5 -
CLAY. Grayish Brown with Shale --
Layers, Hard -
20.0 503.5 -CH 7 CP 100/ 26.7 9000+*
SHAI.F. Dark Gray, Moderately 20 _ PA 2.25'
Hard -
__ 25.0 498.5 - CP 100/ 19.5
BO'II'OM OF BORING 25 0.5"
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES Cat ibratecl Hand Penetrometer*
BETIdEEN SOIL AND ROCK TYPES: IN-SITU~ THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-24-93
lrerracan
wc 17 9/26/93 RIG B-47 GME FOREMAN BS
wi. WCI @ 23' 5.5 HR AB nPPROV£O CBB Joa # 17935076
LOG OF BORING NO. 4 Pa e 1 or 1
OWNER ARCHITECT/ENGINEER
MJ DESIGNS JAMES HARWICK AND PARTNERS
SITE PRO~ECT
COPPELL, TEXAS MjD I-~ADQUARTERS & DISTRIBUTION CTR.
SRHPLES TESTS
c~ 0ESCRTPTTON '-, ~- ~ z ~ ~ z ~ ,,,
a: w co ~ ~- w a.J o a~o z~-co ~
~ Approx. SurfaceElev.: 521.2 ft. ca ~ z ~- a; coca ~ ;aa. ~coa. ~:_i
FII.I.. CI.AY WITH SANDY CI.AY - 1 ST 23.8 4000* LL/PL/PI
2.0 POCKg. TS. Dark Brown, Brown 519.2 - 2 ST 17.7 9000+*
t and Gray with Calcareous ] --CH 3 ST 21.5 9000+'65/23/42
Nodules, Very Stiff to Hard ] - PA
CLAY. Grayish Brown with -
Calcareous Nodules, Hard 5 '~
8.0 513.2 --CH 4 ST 25.0 5000*
CI.AY (JOINTRD). Tan, Brown - PA
and Gray with Calcareous -CH 5 ST 20.8 9000+*
11.0 Nodules, Very Stiffto Hard 510.2 10 _ PA
C!-AY (SHA! .g.y AND JOINTgD). -
Tan and Gray, Very Stiff --
- CH 6 ST 29.1 8000*
15
- PA
17.0 504.2 -
CLAY. Grayish Brown with Shale --
Layers, Very Stiff -
20.0 501.2 -CH 7 CP 100/ 15.4 6000*
20
SHAt.F.. Dark Gray, Moderately - PA 2.0'
Hard -
__. 25.0 496.2 - 8 CP 100/ 17.0
BOTTOM OF BORING 25 0.75"
THE STRATIFICATION LINES REPRESENT THE APPROXIHATE BOUNDARY LINES CaLibratecl Hand Penetrometer*
BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION HAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-24-93
w~ 18' 9/26193 RIO B-47 GME Fore.anN BS
wl. WCI @ 22' 6.5 HR AB APl~l~ov£o CBB ~o,~ # 17935076
t .,
LOG OF BORING NO. $ Page I of 1
OWNER ARCHITECT/ENGINEER
I~LI DESIGNS JAMES HARWICK AND PARTNERS
SITE PROJECT
COPPELL, TEXAS MJD HEADQUARTERS & DISTRIBUTION CTR.
SAMPLES TESTS
o DESCRIPTION v ~- ae zx ,'," z Hi-- m
CLAY. Dark Gray, Very Stiff - CH I ST 26.9 8000*
- PA
3.0 519.8
CLAY. Tan with Gray Clayey -
Seams and Calcium Deposits, - CH 2 ST 22.7 8000*
6.0 Very Stiff 516.8 5 _ PA
CI .AY (JOINTFD). Tan and Gray -
with Occasional very Thin Silt --CH
Seams, Hard - PA
-CH 4 ST 30.7 9000+*
I0
- PA
- CH 5 ST 37.7 9000+*
15
- PA
17.0 505.8 -
Cl .AY WITH SHAI.F S~AMS. --
Grayish Brown, Hard -
20.0 502.8 - CH 6 ST 14.2 9000+*
20
SHAI.F.. Dark Gray, Moderately - PA
Hard -
-- 25.0 497.8 - 7 CP 100/ 18.4
Bo'[rOM OF BORING 25 1.0"
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES Catibrated Hand Penetrometer*
BET~/EEN SOIL AND ROCK TYPES; II~-SITU, THE TRANSITION MAY BE GRAOUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-25-93
wt. 17.5' 9/26/93 RIO Sll~lCO 4000 FOREMAN DD
wt. APPROV£O CBB IJoB# 17935076
LOG OF BORING NO. 6 Page 1 of 1
OWNER ARCHITECT/ENGINEER
MJ DESIGNS JAMES HARWICK AND PARTNERS
SITE PRO~ECT
COPPELL, TEXAS MJD HEADQUARTERS & DISTR[B~ION CTR.
SRMPLES TESTS
c~ DESCRIPTION v
Q. ~'- 03 ~ UJ O -.r 03 OUJ UJH
1.0 ~ Dark Grayish Brown, ¥cry 522.9 - CH 1 ST 24.7 6000*
\ Stiff / -CH 2 ST 19.3 9000+*
CLAY. Brown with Calcareous -- CH - 3 ST 20.3 7000*
4.0 Nodules and Deposits, Very 519.9 - PA
\ Stiff to Hard / -
CI .AY (SH^I.I:.Y AND JOINTFD). 5
Orangish Tan and Tan with Iron -
Oxide Stains and Occasional --CH 4 ST 28.3 6000*
Bentonite Seams, Very Stiff - PA
-CH 5 ST 28.9 9000+*
10
- PA
- CH 6 ST 33.2 7380
15
- PA
19.0 504.9 -
SHAI.F,. Dark Gray, Moderately - 7 CP 100/ 15.5
20
Hard - PA 0.75
~ 25.0 498.9 - 8 CP 100/ 19.0
BOTTOM OF BORING 25 0.25'
THE STRATIFICATION LINES REPRESENT THE APPROXIHATE BOUNDARY LINES CaLibrated Hand Penetrometer*
BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION HAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9_24=93
wi. WCI @ 23' ON 9/26/93 APPROVED CBB ~os # 17935076
LOG OF BORING NO. 7 Page 1 or ~
OWNER ARCHITECT/ENGINEER
MJ DESIGNS JAbIES IiARWICK AND PARTNERS
SITE PROJECT
COPPELL, TEXAS I~TD HEADQUARTERS & DISTRIBUTION CTR.
SAMPLES TESTS
o DESCRIPTION v >- n~ zx n. z ~ w
CLAY. Dark Brown, Very Stiff to - PA 29.2 LL/PL/PI
Hard - CH 1 ST 5000*
-- PA
-CH 2 ST 25.9 9000+*75/30/45
5
6.0 516.2 - PA
CLAY. Brown with Iron Oxide -
8.0 Traces and Calcareous Nodules, 514.2 -- CH 3 ST 30.0 5500*
\ Very Stiff / - PA
CI.AY (CAI.CARFOUS). Orangish -CH 4 ST 29.3 9000+*
Tan, Brown and Gray with Iron 10 _ PA
Oxide Traces, Very Stiff to _-
Hard -
- CH 5 ST 13.8 6320
15
16.0 506.2 - PA
CI.AY WITH SHAI.g. Sg. AMS. -
18.0 Grayish Brown 504.2 --
SHAI.g.. Dark Gray With Brown -
~ 20.0 Clayey Shaley Layers, 502.2 - 6 CP 100/ 16.7
\ Moderately Hard / 20 1"
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXINATE BOUNDARY LINES CaLibrated Hand Penetrometer*
BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION NAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-25-93
WI., ~DRY WS --~DRY AB l~rracan BORING COMPLETED 9-25-93
w~ 17' 9/26/93 RIG B-47 GME rOY, tartAn BS
WL AV?ROV£D CBB JoB ! 17935076
LOG OF BORING NO. 8 Page 1 of
OWNER ARCHITECT/ENGINEER
MJ DESIGNS JAMES HARWICK AND PARTNERS
SITE PROIECT
COPPELL, TEXAS MJ-D HEADQUARTERS & DISTRIBUTION CTR.
SAMPLES TESTS
o DESCR:]:PTTON ,-, >- a: z ~ n- z H~- ','
CLAY. Dark Gray, Hard - CH 1 ST 22.4 9000 +* LL/PL/PI
- PA
3.0 517.5 --
CLAY. Grayish Brown with -
Calcareous Nodules, Hard - CH 2 ST 24. i g000
5
6.0 514.5 - PA
CI .AY (,IOINTFD AND SH^I.FY). -
Tan and Gray with Very Thin -- CI-I 3 ST 17.7 8000*
Silt Seams, Very Stiff - PA
- CH 4 ST 28.9 7000*
l0 _ PA
-CH $ ST 33.9 $000' 79/25/54
15
- PA
-CH 6 ST 23.5 9000+*
20
- PA
22.0 498.5 -
SHAI.E. Dark Gray, Moderately
Hard -
~ 25.0 495.5 - 7 CP 100/
BOTI'OM OF BORING 25 0.75"
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES CaLibrated Hand Penetrometer*
BET~/EEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITZON MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-25-93
WL 17.5 9a6/93 mG SB'[CO ~00 FOR~ DD
~L A~PgOVaO CBB ~o~ ~ 17935076
LOG OF BORING NO. 9 Page 1 of !
OWNER ARCHITECT/ENGINEER
MJ DESIGNS JAMES HAR~VICK AND PARTNERS
SITE PROJECT
COPPELL, TEXAS ]~LI-D HEADQUARTERS & DISTRIBUTION CTR.
SRMPLES TESTS
~ OES~RIPTION v >- m :- ~ a:: z ~ w
FII .l.. CI .AY WITH RROKg. N - PA
ROCK. Dark Brown with Trace - CH 1 ST 24.1 9000 +*
3.0 Sand, Hard 516.2 -- PA
CLAY. Dark Brown, Hard -
-CH] 2 ST 20.4 9000+*
5
6.0 513.2 - PA
CI.AY (,IOINTED). Tan and Gray, -
Stiff -- CH 3 ST 28.2 4000*
- PA
- CH 4 ST 28.0 4000*
I0
- PA
12.0 507.2 -
I.gAN CI .AY (SII .TY). Tan and --
Gray, Stiff -
- CL 5 ST 26.2 3000*
15
16.0 503.2 - PA
l .gAN CI.AY (SII.TY). Tan, -
Medium --
- CL 6 ST 32.7 1490
20
- PA
22.0 497.2 -
CI.AY (CAI CARI::OUS) WITH --
SHAI .g.I.AYRRS. Grayish -
25.0 Brown with Occasional Silty 494.2 - CL 7 CP 100/ 22.3 8000*
\ Seams, Very Stiff / 25 _ PA 3"
SHAI .R. Dark Gray, Moderately _
Hard -
-- 30.0 489.2 - 8 CP 100/
BOTTOM OF BORING 30 1.25"
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES Calibrated Hand Penetrometer*
BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION HAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-27-93
WL~ 22, WS, 17' AB.l~rracan,O~CO~,~,~ ~.~_~
wL 17' s ~ 10' 9/2s/ga mo B-47 GME FOREMAN BS
WL APPROVED CBB JOB # 17935076 w
LOG OF BORING NO. 10 Page 1 of 1
OWNF..R ARCHITECT/ENGINEER
MJ DESIGNS JAMES HARWICK AND PARTNERS
SITE PROJECT
COPPELL, TEXAS MID HEADQUARTERS & DISTRIB~ION CTR.
SAMPLES TESTS
o DESCRIPTION ,-, ~- 0c z ~ n~ z H~- ','
CLAY. Dark Gray, Hard - PA
- CH I ST 13.5 9000+*
-- PA
-CH 2 ST 22.6 9000+*
5
6.0 511.8 - PA
CLAY. Grayish Brown with -
Calcareous Nodules, Very Stiff -- CH 3 ST 23.8 8000*
8.5 509.3
- PA
CI.AY (JOINTFD). Tan and Gray, - CH 4 ST 27.5 7000*
Very Stiff 10
- PA
13.0 504.8 --
1 .F. AN CI .AY (SII.TY). Tan and -
Gray, Medium - CL 5 ST 26.7 2000*
15
- PA
20.0 497.8 - CL 6 ST 16.9 5500*
2O
BoTroM OF BORING
THE STRATIFXCATION LINES REPRESENT THE APPROXIHATE BOUNDARY LINES CaLibrated Hand Penetrometert
BETWEEN SOIL AND ROCK TYPES: [N-SITU, THE TRANS[T~OH HAY BE GRADUAL.
WAT~ L~EL O~VATIONS BO~G ~TED 9-27-93
~ 17' 4.5 ~ ~' 9/2S/93 ~G B-47 G~ ~o~ BS
w~ AP~ROVEO CBB ~o~ ~ 17935076
LOG OF BORING NO. 11 Page 1 of 1
OWNER ARCHITECT/ENGINEER
MJ DESIGNS JAMES HARWICK AND PARTNERS
SITE PROSECT
COPPELL, TEXAS MJ-D HEADQUARTERS & DISTRIBUTION CTR.
SPIMPLES TESTS
o DESCRTPTTON v >- ~' z x r~ z H~- ,,,
~ G~¥i~h Tan with - CH
Calcareous Nodules, Very Stiff - PA
- CH 2 ST 20.5 6000*
6.0 512.7 - PA
CLAY. Tan and Gray with Trace -
Silt, Very Stiff --CH 3 ST 25.9 7000* 64/22/42
- PA
- CH 4 ST 26.9 7000*
10 _ PA
12.0 506.7 -
CLAY. Orange, Tan and Gray,
Stiff -
-CH 5 ST 26.8 4000*
- PA
17.0 501.7 -
CI .AY (5HAT .F.Y AND JOINTI~D). --
Tan and ~ray, V~ry Stiff -
20.0 495.7 - CH 6 ST 30.5 $620
2O
BOttOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES Calibrated Hand Penetrometer*
BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.
WATI~. LEVEL OBSERVATIONS BORING STARTED 9-25-93
l rraconBORRqGCOMPLET£D 9-25-93
WL 17.5' 9/26/93 RIG SIMCO 4000 FOREMAn DD
w~ Am'gOV£D CBB JoB # 17935076
LOG OF BORING NO. 12 Page 1 of 1
OWNER ARCHiTECT/ENGINEER
MJ DESIGNS JAMES HARWICK AND PARTNERS
SITE PROJECT
COPPELL, TEXAS MJD I-IEADQUARTERS & DISTRIBUTION CTR.
SAMPLES TESTS
,, = >: tJ 03 z=
~J DESCRIPTION ,-, >- m z x n, z H ~ ,,,
~ Approx. SurfaceElev.: 518.9 ft. ca = z ~- n- mn= z: ca~,. =03a. ~:--
CLAY. Dark Grayish Brown, Hard - PA LL/PL/PI
- CH 1 ST 23.9 8500*
-- PA
- CH 2 ST 25.3 8000*
5
6.0 512.9 - PA
CLAY. Gray and Brown with -
8.0 Calcareous Nodules, Very Stiff 510.9 --CH 3 ST 25.4 6000*
CLAY (JOINTED), Tan and Gray - PA
With Calcareous Nodules, Very -CH 4 ST 23.2 6500*
11.0 Stiff 507.9 10 _ PA
CI.AY (CAI .CARFOUS). Tan, -
Hard --
- CL 5 ST 28.8 9000+'63/28/35
15
- PA
17.0 501.9 -
CT.AY (CAI .CARFOUS) WITH --
GRAY SHAI .F !.AYFRS Brown -
20.0 to Grayish Brown with 498.9 - CL 6 ST 25.7 9000+*
\ Occasional Silt Seams, Hard / 20 _ PA
SHAI.lq.. Dark Gray, Moderately -
Hard "
__ 25.0 493.9 - 7 CP 100/ 18.6
BOTTOM OF BORING 25 2.5"
THE STRATIFZCATION LZNES REPRESENT THE APPROXIHATE BOUNDARY LINES CaLibrated Hand Penetrometer*
BETWEEN SO%L AND ROCK TYPES: %N-SITU~ THE TRANSIT%ON HAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-25-93
WL 16.5' 9/26193 RIG B-47 GME FOILt~MAN BS
WL APPROVED CBB JOS # 17935076
!
LOG OF BORING NO. 13 Page I of 1
OWNER ARCHITECT/ENGLNEER
MJ DESIGNS JAMES HARWICK AND PARTNERS
SITE PROSECT
COPPELL, TEXAS I~'LID HEADQUARTERS & DISTRIBUTION CTR.
SRMPLES TESTS
o DESCRTPTTON ,.~ >- n~ z x ~' z ~-
Il. I-- ~0 ca Ill 0 ~r 03 OL~I WH
~ Approx. SurfaceElev.: 520.3 ft. o = z ~- a: mca ~: caa. -~ma. ~:.J
CLAY. Dark Brown, Very Stiff to - CH 1 ST 32.2 5000* LL/PL/PI
2.0 Hard 518.3 -CH 2 ST 26.2 9000+*
CLAY. Grayish Brown with -- CH 3 ST 27.2 6000* 73/23/40
Calcareous Nodules, Very Stiff - PA
5--
6.0 514.3 -
CLAY. Brown with Calcareous -
Nodules, Very Stiff -- CH 4 ST 24.7 5000*
- PA
9.5 510.8 -CH 5 ST 23.2 9000+*
CI .AY ~JOINTFD). Tan and Gray 10
11.0 with Calcareous Nodules, Hard 509.3 _- PA
\ / _
CI .AY (SHAI .FY AND IOINTF. D). -
Orangish Tan, Brown and Gray, -
Very Stiff to Hard -
-CH 6 ST 33.7 9000+*70/26/44
15
- PA
- With Shale Layers Below 17' --
20.0 500.3 -CH 7 CP 100/ 28.9 4000*
SHAI.F.. Dark Gray, Moderately 20 _ PA 1"
Hard -
-- 25.0 495.3 - CP 100/ 20.4
BoTroM OF BORING 25 .75"
THE STRATIFICATION LINES REPRESENT THE APPROXINATE BOUNDARY LINES Catibrated Hand Penetrometer*
BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION HAY BE GRADUAL.
WATER LEVEL OSSERVATIONS BORING STARTED 9-24-93
,¥s__,i,,,¥ .,,,
w~ 15' 9/26193 RIO B-47 GME FO~X4~ BS
wt. AM'Rov£r> CBB sos ~ 17935076
LOG OF BORING NO. 14 Page 1 of 1
OWNI~ ARCHITECT/ENGHqEER
MJ DESIGNS JAMES HARWICK AND PARTNERS
SITE PROJECT
COPPELL, TEXAS MJD HEADQUARTERS & DISTRIBUTION CTR.
SAMPLES TESTS
o DESCRIPTION v >- ~ zx ~ z H~- ,,,
c~ Approx. SurfaceElev.: 520.5 ft. ~ ~ z ~- ~ ~m ~- ~. '~a. c--
CLAY. Grayish Brown with - CH 1 ST 23.6 6500*
Calcareous Nodules, Very Stiff - PA
3.0 517.5 --
CLAY. Grayish Tan with -
Calcareous Nodules, Hard - CH 2 ST 21.8 9000+*
5
6.0 514.5 - PA
CLAY. Tan with Trace Silt, Very -
Stiff -- CH 3 ST 22.9 7000*
- PA
- CH 4 ST 23.6 7000*
11.0 509.5 10 _ PA
CLAY. Orange and Tan, Very Stiff -
- CH 5 ST 26.9 8000*
15
- PA
17.0 503.5 -
CT.AY W1TH SHA! .R T AYF. RS. --
Grayish Brown, Hard -
20.0 500.5 - CH 6 ST 29.1 9000 +*
20
SHAI.~-. D~k Gray, Moderately - PA
Hard -
~ 25.0 495.5 - CP 100/ 16.9
BOTTOM OF BORING 25 1"
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES Calibrated Hand Penetrometer*
BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-25-93
'lFerracan
WL 18.5' 9~6/93 mG SBfCO ~00 FOR~ DD
~PROVED CBB JoB ~ 17935076
LOG OF BORJNG NO. 15 Page 1 of 1
OWNER ARCHITECT/ENGINEER
MJ DESIGNS JAMES HARWICK AND PARTN'ERS
SiTE PROJECT
COPPELL, TEXAS MJ'D HEADQUARTERS & DISTRIBUTION CTR.
S~MPLES TESTS
o DESCRIPTION
~ Approx. SurfaceElev.: 518.4 ft.
FII.I.. C!.AY AND SANDY - 1 ST 12.6 6000* LL/PL/PI
~ark Gray and Gray - 2 ST 16.4 7000* 35/12/23
with Calcareous Nodules, Very -- 3 ST 13.9 6000*
Stiff
- PA
5--
7.6 510.8 -- CH 4 ST 15.5 6000*
CLAY. Dark Gray, Very Stiff
- PA
- CH 5 ST 22.2 5000*
10
11.0 507.4 - PA
CLAY. Grayish Tan with -
Calcareous Nodules, Very Stiff --
- CH 6 ST 29.7 4500*
15
- PA
17.0 501.4 -
I EAN Cl .AY (SANDY). Tan and --
Gray, Soft -
- CL 7 ST 15.7 1000'
20
21.0 497.4 - PA
· ""' FINE. SAND. Tan with Trace to
Little SiR, Medium Dense
i "i:-i- 1 25.0 493.4 -SM SS N=23
THE STRATIFICATION LINES REPRESENT THE APPROXINATE BOUNDARY LINES CaLibrated Hand Penetrometer*
BETWEE# SOIL AND ROCK TYPES: IN-SITU, THE TRANSIT%ON MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-24-93
'ibrracon ., BOIU C;CO PLt TrEDsEvICO 4000 FOREMAl~9'24'93 DD
WL APPROVED CBB JoB # 17935076
LOG OF BORING NO. 16 Page I of 1
OWNER ARCHITEC~F/ENG INEER
MJ DESIGNS JAMES HARWICK AND PARTNERS
SITE PROJECT
COPPELL, TEXAS MJD HEADQUARTERS & DISTRIBUTION cTR.
SRHPLES TESTS
~ DESCRIPTION ,., >- n., z x n,' z H~- "'
¢, ~ 03 n'", W O --.r (D OW LUH
m Approx. Surface Elev.: 518.2 ft. ca = z ~ a: ma ,'-oa. =ma. ¢.J
CLAY. Dark Gray, Very Stiff to - CH 1 ST 27.5 8000*
Hard -CH 2 ST 21.9 9000+*
-- CH 3 ST 25.7 6000*
- PA
5.0 513.2 5--
CLAY. Grayish Brown with -
Calcareous Nodules, Very Stiff -
7.5 510.7 -- CH 4 ST 24.9 5000*
CI .AY (JOINTED). Tan and Gray, - PA
Very Stiff - CH 5 ST 26.7 5000*
10
- PA
12.0 506.2 -
CLAY. Orange, Tan and Gray with --
Trace to Little Sand, Trace Silt, -
Very Stiff - CH 6 ST 20.2 5000*
15
- PA
20.0 498.2 - CH 7 ST 21.9
20
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIbtATE BOUNDARY LINES Catibrated Hand Penetrometer*
BETI4EEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION blAY BE GRADUAL.
WATER LEVEL OBSI~VATIONS BORING STARTED %24-93
WL ~ 1,, WS, 18' AB lrerracon BORING COMPLETED 9-24-93
wi. 18' 2.5 tins 18.5' 9/26193 RIG B-47 G~r~E FOREMAN BS
w~ A?PROV£D CBB Joa # 17935076
t 4
LOG OF BORING NO. 17 Page 1 of 1
OWNER ARCHITECT/ENGINEER
MJ DESIGNS JAMES HARWICK AND PARTNERS
SITE PROJECT
COPPELL, TEXAS MJD HEADQUARTERS & DISTRIBUTION CTR.
SAMPLES TESTS
o DESCRIPTION ,-, >-
~ Approx. Surface Elev.: 516.5 ft. t2 m z }- tz corn ~- t2fl_ recoil, a:.~
CLAY. Dark Brown, Very Stiff - PA LL/PL/PI
-CH 1 ST 18.2 4500*
3.0 513.5 -- PA
CLAY. Grayish Brown with -
Calcareous Nodules, Stiff -CH 2 ST 26.2 4000*
5
6.0 510.5 - PA
CI.AY (JOINTED). Tan, Brown -
and Gray with Calcareous -- CH 3 ST 26.1 5000* 65/20/45
8.5 Nodules, Very Stiff 508.0 _ PA
CI AY (JOINTED). Tan and Gray, - CH 4 ST 25.4 7000'
11.0 Very Stiff 505.5 10 _ PA
CI.AY (JOINTED). light Brown -
and Gray, Very Stiff --
-CH 5 ST 21.2 5500*
15
- PA
17.0 499.5 -
I.EAN CI .AY (SANDY). Orangish --
Tan and Gray, Stiff -
- CL 6 ST 16.5 4000*
2O
21.0 495.5 - PA
':::i :": COARSE SAND WITH CI.AY -
:"-"'"'2' SEAMS. Tan
:...-..-.? _
· ~ '-i:-'--i 24.0 492.5 -
SHAI.E. Dark Gray, Moderately - SP 7 CP 100/ 20.9 9000+*
Hard 25 _ PA 4"
-- 30.0 486.5 - 8 CP 100/
BOTTOM OF BORING 30 2"
THE STRATIFICATION LINES REPRESENT THE APPROXIHATE BOUNDARY LINES Calibrated Hand Penetrometere
BETWEEN SOIL AND ROCK TYPES: IN-STTU, THE TRANSITION NAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-25-93
wt,~ 21, ws, 15, A~ ,_2,.,,
va. 14.5' 9/26/93 RIG B-47 GME FOREMAN BS
WL APPROVED CBB JOB # 17935076
LOG OF BORING NO. 18 Page 1 of 1
OWNER ARCHITECT/ENGINEER
MJ DESIGNS JA~S HARWICK AND PARTNERS
SITE PROJECT
COPPELL, TEXAS MJD HEADQUARTERS & DISTRIBUTION CTR.
SRHPLES TESTS
o BESCRIPTION v ~- n~ m ~, n- z ~ ~-- ','
~ Approx. SurfaceElev.: 516.6 ft. ca ~ z ~ a: m~ ~ ca~ ~m~ ¢4
CLAY. Dark Grayish Brown, Very - PA
Stiff to Hard - CH 1 ST 23.2 5000*
-- PA
-CH 2 ST 23.4 9000+*
5
6.0 510.6 - PA
7.0 CLAY. Grayish Brown 509.6 -
C!.AY (JOINTI::D). Tan and Gray -- CH 3 ST 25.4 6000*
with Calcareous Nodules, Very - PA
Stiff - CH 4 ST 23.4 6000*
10
- PA
12.0 504.6 -
C!.AY WITH SAND AND --
GRAVFI. ! AYF. RS. Orangish -
Tan and Gray, Medium to Stiff - CL 5 ST 18.4 3000*
15
- PA
- CL 6 ST 20.7 2000*
20
- PA
- CL 7 ST 16.2 2000*
25.5 491.1 25
- PA
C!.AY WITH SHA! .F. ! .AYgRS. -
Brown
28.0 488.6 -- CH 8 CP 100/
SHAI .F. Dark Gray, Moderately - PA 3"
Hard - AS 28.4
30
- PA
__ 33.0 483.6 -- CP 100/
BO'fTOM OF BORING 1"
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES CaLibrated Hand Penetrometer*
BET~/EEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-27-93
w,_,,,,
WL 15' t.5 H~S 13.8' 9/28/93 RIG B-47 GM~E FORI:.MAN BS
WL APPROVED CBB JOB ~ 17935076
r
LOG OF BORING NO. 19 Page 1 of 1
OWNER ARCHITECT/ENGINEER
MJ DESIGNS JAM~ES HARWICK AND PARTNERS
SITE PROJECT
COPPELL, TEXAS MJI) HEADQUARTERS & DISTRIBUTION CTR.
SRMPLES TESTS
~ DESCRIPTION
v Z\ r~ Z HI-- Lt~
~ Approx. SurfaceElev.: 516.5 ft. ~ = z ~ a: ~o~a x: cam =o,a. ¢.~
FII .l.. CI.AY. Dark Brown, Tan - PA
2.0 and Gray with Pebbles and 514.5 - 1 ST 23.8 5000*
\ Lignite Traces, Very Stiff / -- PA
CLAY. Dark Grayish Brown, Hard -
-CH 2 ST 21.5 9000+*
~ 6.0 510.5 5 _ PA
CLAY. Dark Gray, Hard -
-- CH 3 ST 22.6 9000+*
8.5 508.0 _ PA
CI.AY (JOINTED). Tan and Gray - CL 4 ST 25.9 7000*
with Iron Oxide Stains, Very 10
Stiff - PA
_-
- CH 5 ST 23.5 3000*
16.0 500.5 15 _ PA
?/~/ SANDY). Tan and Gray, Soft --
/ - CL 6 ST 16.5 1000'
// 20
5 23.0 493.5 --
CI.AY WITH SHAI .P.I.AYF. RS. -
~ 25.0 Brown 491.5 - CH 7 CP 100/
25
SHAI.K Dark Gray, Moderately - PA 3.5"
Hard -
__ 30.0 486.5 - 8 CP 100/
BOTTOM OF BORING 30 1.5"
THE STRATIFICATION LINES REPRESENT THE APPROXIHATE BOUNDARY LINES Calibrated Hand Penetrometer*
BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-27-93
WL ~ 17, w$__l 15' Aalbrracon ,.27.,~
WL 13' 9/28/93 RIO B-47 GME FOREM~a~ BS
~WL WCI @ 15' 3 HR AB ^PPROV£O CBB JoB ~ 17935076
LOG OF BORING NO. 20 Page 1 or 1
OWNER ARCHITECT/ENGINEER
MJ DESIGNS JAMES HARWICK AND PARTNERS
SITE PROJECT
COPPELL, TEXAS MJD HEADQUARTERS & DISTRIBUTION CTR.
SRMPLES TESTS
o DESCRIPTION ,-, >- aa z x aa z H ~ tu
O. I-- (/) nn I~l 0 -z CO OW lilH
aa tu (n = >- tu a_.~ o aa~ z~-u) ~H
c~ Approx. SurfaceElev.: 514.6 ft. ca = z ~- aa (naa = ma_ =ma. ¢~
FII.I .. C! AY. Dark Brown, Brown - PA LL/PL/PI
and Tan, Stiff to Very Stiff - I ST 18.4 4000* 62/20/42
-- PA
- 2 ST 27.5 4500*
5
- PA
-- 3 ST 24.3 6000*
8.5 506.1
- PA
CI.AY (JOINTED]. Tan and Gray -CH 4 ST 17.3 6000*
with Iron Oxide Staining, Very 10
11.0 Stiff 503.6 - PA
CI .AY. WITH SANDY CI.AY. --
SAND. AND GRAVEI. -
I.AYERS. Tan and Gray, Stiff
-CH 5 ST 17.9 3500* 68/20/48
15
- PA
18.0 496.6 --
CI.AY WITH SHAI.E I AYFRS.
20.0 Brown 494.6 - CH 6 CP 100/
~ / 20
- PA 4"
SHALE. Dark Gray, Moderately -
Hard -
-- AS 26.1
- PA
__ 25.0 489.6 - 7 CP 100/
BOTTOM OF BORING 25 1.5"
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES Cat ibrated Hand Penetrometer*
BETUEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-27-93
w,__. ,2, 9-27-93
wL 12' 9/28/93 RIG B-47 GME FOREMAN BS
~WL WCI @ 18' 2 HR AB ^PPROV£r) CBB loa# 17935076
LOG OF BORING NO. 21 Page I of !
OWNER ARCHITECT/ENGINEER
MJ DESIGNS JAMES HARWICK AND PARTNERS
srrE PROJECT
COPPELL, TEXAS MJ-D HEADQUARTERS & DISTRIBUTION CTR.
SRMPLES TESTS
FII 1.. CI.AY. Dark Gray, Brown - PA ]
and Tan, Very Stiff - 1 ST 13.9 8000*
-- PA
- 2 ST 21.7 9000+*
5
6.0 508.1 - PA
CLAY. Dark Brown with -
Calcareous Nodules, Very Stiff -- CH 3 ST 30.6 7000*
8.5 505.6
- PA
CLAY. Brown with Calcareous
-CH 4 ST 18.6 6000*
Nodules, Very Stiff 10
11.0 503.1 - PA
l gAN CI.AY (SII.TY SANDY). -
Tan and Gray, Medium --
- CL 5 ST 34.2 1310
15
- PA
17.0 497.1 -
CI.AY (SHA!.I~Y) WITH SHAI .g. --
I.AYRRS. Brown, Tan and -
Gray, Very Stiff -CH 6 ST 39.9 6000*
20
- PA
22.0 492. I -
SHAI.E. Dark Gray, Moderately --
Hard -
~ 25.0 489.1 - 7 CP i00/ 26.5
BOTI'OM OF BORING 25 1.5'
THE STRATIFICATION LINES REPRESENT THE APPROXIHATE BOUNDARY LINES CaLibrated Hand Penetrometer*
BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION HAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-27-93
WL 12' 9/26/93 RIG B-47 GI~[E FOREMAN BS
wL APPROVED CBB JoB # 17935076
LOG OF BORING NO. 22 Page 1 of 1
OWNER ARCHITECT/ENGLNEER
MJ DESIGNS JAMES HARWICK AND PARTNERS
SITE PROJECT
COPPELL, TEXAS MJD ItEADQUARTERS & DISTRIBUTION CTR.
SRMPLES TESTS
(J DESCRIPTION ,-~ >- a:: z x, n~ z H~ LU
~ Approx. SurfaceElev.: 514.1 ft. ~ -~ z ~ a: mm z: ~a. ~(na. ~:.J
FII.!.. CI .AY. Orangish Tan, Dark - PA
Brown and Brown with - 1 ST 25.2 7000*
Calcareous Nodules, Very Stiff -- PA
to Hard -
- 2 ST 24.9 9000+*
6.0 508.1 5 _ PA
CLAY. Brown to Dark Brown, -
8.0 Very Stiff 506.1 -- CH 3 ST 23.5 7000*
CLAY. Brown with Calcareous - PA
Nodules, Very Stiff -CH 4 ST 25.9 5000*
10
- PA
I gAN CI .AY (SANDY). Tan, -
Orangish Tan and Gray, Very - CL 5 ST 21.9 5500*
Stiff 15
- PA
17.0 497.1 -
CI.AY (,IOINTFD). Tan, Orangish --
Tan and Gray, Stiff -
- CL 6 ST 35.6 4000*
20
- PA
23.0 491.1 --
SHAI.R. Dark Gray, Moderately -
Hard - 7 CP 100/ 16.9
25
~ 30.0 484.1 - 8 CP 100/
BOTTOM OF BORING 30 .5"
THE STRATIFICATION LINES REPRESENT THE APPROXH4ATE BOUNDARY LINES CaLibrated Hand Penetro~ter*
BETIdEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION I~AY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-25-93
l rracan
w~ DRY 9/26193 RIG B-47 GME FOREMAN BS
^?PROV£V CBB JOB # 17935076
LOG OF BORING NO. 23 Page I of 1
OWNER ARCHITECT/ENGINEER
MJ DESIGNS JAMES HARWICK ANI) PARTNERS
SITE PROJECT
COPPELL, TEXAS ~[1D ItEADQUARTERS & DISTRIBUTION CTR.
SRMPLES TESTS
DESCRTPTION "v ~ ~ zx L~,~. z~ H~Z= ,,,
~ Approx. SurfaceElev.: 515.4 ft. ca ~ z ~- a~ u~aa ~ caa. -~a. ¢-
~ 1.0~FII.I..Cl.AY. Brownwith / 514.4 - 1 ST 23.1 8000' LL/PL/PI
Calcareous Nodules, Very Stiff - CH 2 ST 19.9 9000 +*
to Hard -- CH 3 ST 23.2 6000* 64/27/37
CLAY. Dark Grayish Brown, Very - PA
5.0 Stiff 510.4
CLAY. Grayish Brown, Very Stiff 5 --_
-- CH 4 ST 24.3 6000*
8.5 506.9 _ PA
CI
(JOINTRD).
~" -:'-~mng~sn Tan -CH 5 ST 20.4 7000* 60/18/42
and Gray, Very Stiff 10 _ PA
12.5 502.9 --
: :": FINF. SAND. Tan, Very Dense -
-...:..: .. - Becoming Silty with Depth
· :. . -SM 8 SS N=5042.0 N^
20
- PA
SHAI.F.. Dark Gray, Moderately --
Hard -
__ 25.0 490.4 - 9 CP 100! 23.7
BOTI'OM OF BORING 25 1.5'
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES CaLibrated Hand Penetrometer*
BET~/EEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION HAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-24-93
WL WCI ~ 18' 3 HR AB APPROVED CBB ~OB # 17935076
LOG OF BORING NO. 24 Page 1 of !
OWNER ARCHITECT/ENGINEER
MJ DESIGNS JAI¥IES HARWICK AND PARTNERS
SITE PROJECT
COPPELL, TEXAS I~D HEADQUARTERS & DISTRIBUTION CTR.
SAMPLES TESTS
o DESCRIPTION ,,., :,- ac z~ ac z H~ W
~ Approx. Surface Elev.: 515.2 ft. ca
FII.I.. CI.AY. Grayish Tan with - 1 ST 14.4 8000*
Calcareous Nodules and Trace - 2 ST 23.3 4000*
Silt, Very Stiffto Hard -- 3 ST 10.8 9000+*
- PA
5.0 510.2 -
CLAY. Dark Gray, Very Stiff -
-- CH 4 ST 12.9 8000*
9.0 506.2 - PA
CLAY. Grayish Tan, Very Stiff - CH 5 ST 21.1 8000*
10
- PA
12.0 503.2 -
CLAY. Tan and Orangish Tan with --
Iron Oxide Stains and -
Calcareous Nodules, Very Stiff - CH 6 ST 15.4 6000*
15
- PA
- CH 7 ST 25.2 5690
20
21.0 494.2 - PA
CI.AYFY SAND WITH -
INTERBRDDFD SANDY
CLAY. Tan, Medium -
25.0 490.2 - SC 8 ST 17.0 2000*
CLAY. Tan and Gray 25 _ PA
27.0 488.2 -
SHAI.F~, Dark Gray, Moderately --
Hard -
30--
- 9 CP 100/
32.0 483.2 - .25"
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIHATE BOUNDARY LINES Catibrated Hand Penetrometer*
BETUEEH SOIL AND ROCK TYPES: IN-SITU, THE TRAHSITION ~AY BE GRADUAL.
WATER LEVEL O~VATIONS BORING STATED 9-~93
~ Rio SLMCO ~00 VO~ DD
~ APPROVED CBB ~o~ ~ 17935076
LOG OF BORING NO. 25 Page 1 of 1
OWNER ARCHITECT/ENGINEER
MJ DESIGNS JAMES HAR~VICK AND PARTNERS
SITE PROIECT
COPPELL, TEXAS MJD HEADQUARTERS & DISTRIBUTION CTR.
SAMPLES TESTS
0 · 0 I~ I--
o DESCRIPTTON '-~ >- ~' z % m z H ~- w
fl. ~- ~ en ~,~ 0 -z ~0 0~'~
~ Approx. SurfaceElev.: 516.2 ft. c~ --~ z ~- ~: o~-~ ~- ~. ~oo. ¢--
FI! .! .. C!.AY. Grayish Brown to - PA
Brown, Very Stiff - 1 ST 17.6 5000*
3.O 513.2 -~ PA
4.0 FII.I.. C!.AY. Tan and (]ray with 512.2 -
$.0 \ Calcareous Nodules, Very Stiff / 511.2 -CH 2 ST 21.8 8000*
~ Dark Brown / 5
THE STRATIFICATION LINES REPRESENT THE APPROXIHATE BOUNDARY LINES CaLibrated Hand Penetrometer*
BETgEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION HAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-27-93
.." lrerracan ., BORINGCOMpI'I' 'TED._47 G~-~'~ FOREMAN9'27'93 BS
WL APPROVED CBB iDS # 17935076
LOG OF BORING NO. 26 Page I of 1
OWNER ARCHITECT/ENGINEER
MJ DESIGNS JAMES HARWICK AND PARTNERS
SITE PROJECT
COPPELL, TEXAS MJD HEADQUARTERS & DISTRIBUTION CTR.
SRMPI=E$ TESTS
o DESCRIPTION '-' ~- ~ z x ~: z x ~- m
o Approx. SurfaceElev.: 519.0 ft. ~ ~ z ~= n: ~ ~- ~=n. ~mn. ¢-
FII .! .. C!.AY. Dark Brown, Brown - PA
and Tan x~ith Calcareous - 1 ST 33.2 5000*
Nodules, Very Stiff to Hard -~ PA
5.0 514.0 5- 2 ST 24.2 9000+*
THE STRATIFICATIOM LINES REPRESENT THE APPROXIHATE BOUNDARY LINES Calibrated Hand Penetrometer*
BETIdEE# SOIL AND ROCK TYPES: I#-SITU, THE TRANSITION HAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-27-93
]rerracon
WL RIG B-47 GI~[E FOREMAN BS
APPROVED CBB JoB t 17935076
LOG OF BORING NO. 27 Page 1 of 1
OWNER ARCHITECT/ENG INEER
MJ DESIGNS JAMES HARWICK AND PARTNERS
SITE PROJECT
COPPELL, TEXAS MJD HEADQUARTERS & DISTRIBUTION CTR.
SRMPLES TESTS
o DESCRIPTION '-' >- ,'~ z ~ ~ z H~- ,,,
Apl)rex. Surface Elev.: 526.3
FI!.!.. C! .AY. Gray with Pebbles - PA
2.0 524.3 - 1 ST 28.5
CLAY. Brow~ with Calcareous -- PA
4.0 Nodules $22.~ --
5.0 CLAY. Ta~ with Calcareous 521.~ - CH 2 ST 25.~ 5000*
\ Nodules, Very Stiff
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES CaLibrated Hand Penetrometer*
BETtdEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION HAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 9-27-93
'lrerracan
wL ~da B47 GME FOREMAN BS
WL APPaOVED CBB Jos # 17935076 ·
!
· ll'erracan
135
MOISTURE-DENSITY RELATIONSHIP
Job No. 17935076 Date ! fll ! 1{13
lao \ Project M.ID DISTRIBUTION CENTER -
\ COPPELL, TEXAS
125
Description of Material GRAY CI.AY, WITH PEBBLES
120 ~ Material Designation B
Test Method ASTM D-698 ~IETHOD Ps)
115
TEST RESULTS
4-
o Maximum Dry Density 97.0 PCF
o
._ 110 ~ Optimum Water Content 24.5 %
~ ATTERBERG LIMITS
a. 105 LL PL PI
~ 58 24 34
o
v CURVES OF 100% SATURATION
100 FOR SPECIFIC GRAVITY EQUAL TO:
>- 95
85
80
75
0 5 10 15 20 25 30 35 40 45
NRTER CONTENT (Percent Dry Neighf)
· 'll'erracan
~s \ MOISTURE-DENSITY RELATIONSHIP
Job No. 17935076 Date ! fl/1193
~ao \ ~ Project MJD DISTRIBUTION CENTER -
COPPELL, TEXAS
~ Source of Material B-25, 0'-3'
125
Description of Material GRAYISH RROWN TO
BROWN CLAY
Material Designation A
~20
115
TEST RESULTS
°o Maximum Dry Density 95.5 PCF
Optimum Water Content 25.5 %
o 110
o ATFERBERG LIMITS
a. 1o$ LL PL PI
-o 61 26 35
o
'-' CURVES OF 100% SATURATION
100 FOR SPECIFIC GRAVITY EQUAL TO:
-- 2.80
m ~ 2.70
>- 95
m ~ 2.60
9O
85
80
75
0 5 10 15 20 25 30 35 40 45
14RTER CONTENT (Percent Dr~.l 14eight)
TABLE I
SWELL TEST RESULTS
MJ DESIGNS HEADQUARTERS
AND DISTRIBUTION CENTER
COPPELL, TEXAS
JOB NO. 17935076
BORING SAMPLE DEPTH LIOUID PLASTIC PLASTICITY INITIAL FINAL LOAD VERTICAL
(ft) LIMIT LIMIT INDEX MOISTURE MOISTURE (pst3 SWELL
CONTENT CONTENT (%)
(%) (%)
2 3 2-3 74 28 46 27.3 33.8 250 0.5
3 5 9-10 67 27 40 31.3 35.0 1100 0.5
7 2 4-5 75 30 45 24.8 33.1 500 2.4
11 3 7-8 64 22 42 24.8 29.1 750 1.2
13 3 2-3 73 23 50 34.3 34.7 250 0.0
23 5 9-10 60 18 42 22.1 24.9 1100 0.1
TABLE 2
TERRACON'CONSULTANTs INC
California Bearing Ratio"(CBR) Test ReSults
Proposed MJ Designg' Headquarters
and DiStributiOn Center'
Coppeli, 'TeXas
JOb No'~. 1;]935076 '-
Boring IX'p~h Material Description Initial Sample Condition Pro~tor Dais Final Percent CBR
No. (Feet) Moisture Swell Values
Moisture ~ry Percenl Optimum Maximum D~/ (%)
Con~,-nt Density Compaction Moislur¢ Dmsity
(~) . (PCF). '- - i~) On:F)
13-25 0-3 Grayish Brown to Brown Clay 29.1 90.5 95 25.5 95.5 30.0 0.0 3.2
0.1'
ATTERBER(3 LIMITS (%) 2.8
LL PI. PI 0.2*
61 26 35
B-27 0-2 Gray Clay, wilh Pebbles 27.1 93.1 96 24.5 97.0 27.9 0.0 3.3
@.
0.1
A'FFERBERG LIMITS (%) 3.5
LL PL PI 0.2*
58 24 34
*. PENETRATION IN INCHES... :-.
.. UNIF.. D SOIL CLASSIFICATION ,'EM
Soil Classification
Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA
Group Group NameB
Symbol
Coarse-Gra:ned Soils Gravels Clean Gravels Cu > 4 and 1 _< Cc _< 3=- GW Well-graded gravelF
More than 50% retained on More than 50% of coarse Less than 5% finesc ..........................................................
No. 200 sieve fraction retained on Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravelF
No. 4 sieve Fines classify as ML or MH GM Silty gravel
Gravels with Fines ...................................
More than 12% finesc Fines classify as CL or CH GC Clayey gravelF' ~' H
Sands Clean Sands Cu _> 6 and I _< Cc _< 3E SW Well-graded sand~
50% or more of coarse Less than 5% finesE ......................................................
fraction passes Cu < 6 and/or 1> Cc > 3E SP Poorly graded sand
No. 4 sieve Fines classify as ML or MH SM Silty sandG- H.
Sands with Fines .......................................................
More than 12% fines° Fines classify as CL or CH SC ClayPv ~and'~'
Fine-Grained Soils Silts and Clays inorganic PI > 7 and plots on or above "A" lineJ CL Lean clayK' L. M
50% or more passes the Liquid limit less than 50 ....................................................
No. 200 sieve PI
organic Liquid limit -- oven dried Organic clayK' L U.
< 0.75 gL
Liquid limit -- not dried Organic siltK. "-. ~'~' o
Silts and Clays inorganic PI plots on or above "A" line CH Fat clay'<. L r.~
Liquid limit 50 or more ......................................................
PI plots below "A" line MH Elastic siltK L. ~.~
Organic clay'< L. ',~ P
organic Liquid limit -- oven dried
..................... < 0.75 OH
Liquid limit -- not dried Organic siltK' '-' ~' o
Highly organic soils Primarily organic matler, dark in color, and organic odor PT Peat
ABased on the material passing the 3-in. (D3o}2 ~'lf soil contains 15 to 29% plus No. 200. add
{75-mm) sieve. ECu = Dso/D~0 Cc = __ "with sand" or "with gravel'; whichever is
Dm × Dso predominant.
BIf field sample contained cobbles or
boulders, or both, add "with cobbles or ~lf soil contains :> 15% sand, add "with sand" to LIf soil contains _> 30% plus. No. 200
boulders, or both" Io group name. group name. predominantly sand, add "sandy" to group
CGravels with 5 Io 12% fines require dual GIf tines classify as CL-ML, use dual symbol GC- name.
symbols: GM, or SC-SM. rVlf soil contains >_ 30% plus No. 200,
GW-GM well-graded gravel with silt Elf fines are organic, add "with organic fines" to predominantly gravel, add "gravelly" to group
GW-GC well-graded gravel with clay group name. name.
GP-GM poorly graded gravel with silt ~lf soil contains >_ 15% gravel, add "with gravel" Io NpI >_ 4 and plots on or above "A- line.
GP-GC poorly graded gravel with clay group name. °PI < 4 or plots below "A" line.
eSands with 5 to 12% fines require dual -~lt Atterberg limits plot in shaded area, soil is a CL- °PI plots on or above "A" line.
symbols: ML. silty clay.
SW-SM well-graded sand with silt °PI plots below "A" line.
SW-SC well-graded sand with clay
SP-SM poorly graded sand with sill
SP-SC poorly graded sand with clay
60
For classlllcation of fine-grained soils / ~, I ~,
and fine-grained fraction of coarse-
grained soils
50 Equation of "A" - line
~' Horizontal at PI = 4 Io LL = 25.5. ,. ',
~ then PI = 0.73(LL-20)
X 40 Equation of "U" -line
LLI Vertical at LL = 16 to PI = 7. ~ - ., / ,,..~, ~ ' :
0 then PI = o.g {LL-8) / ; / / (,~I' J . .
2O
7-- /I ~"1 ~ I i '~ :
~L..--.-'-_..,~ M L OR gL : ;. :
4
0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
, l rracon
Form 111--6-85
GENERAL NOTES
Sedimentary Rock Classification
DESCRIPTIVE ROCK CLASSIFICATION:
Sedimentary rocks are composed of cemented clay, silt and sand sized particles. The most
common minerals are clay, quartz and calcite. Rock composed primarily of calcite is called
limestone: rock of sand size grains is called sandstone, and rock of clay and silt size grains
is called mudstone or claystone, siltstone, or shale. Modifiers such as shaly, sandy, dolomitic,
calcareous, carbonaceous, etc. are used to describe various constituents. Examples: sandy
shale; calcareous sandstone.
LIMESTONE Light to dark colored, crystalline to fine-grained texture, composed of CaC03, reacts readily
with HCI.
DOLOMITE Light to dark colored, crystalline to fine-grained texture, composed of CaMg(CO3)~, harder
than limestone, reacts with HCI when powdered.
CHERT Light to dark colored, very fine-grained texture, composed of micro-crystalline quartz (Si0~),
brittle, breaks into angular fragments, will scratch glass.
SHALE Very fine-grained texture, composed of consolidated silt or clay, bedded in thin layers. The
unlaminated equivalent is frequently referred to as siltstone, claystone or mudstone.
SANDSTONE Usually light colored, coarse to fine texture, composed of cemented sand size grains of quartz,
feldspar, etc. Cement usually is silica but may be such minerals as calcite, iron-oxide, or some
other carbonate.
CONGLOMERATE Rounded rock fragments of variable mineralogy varying in size from near sand to boulder size
but usually pebble to cobble size (1/2 inch to 6 inches). Cemented together with various cemen-
ting agents. Breccia is similar but composed of angular, fractured rock particles cemented
together.
PHYSICAL PROPERTIES:
DEGREE OF WEATHERING BEDDING AND JOINT CHARACTERISTICS
Slight Slight decomposition of parent Bed Thickness Joint Spacing Dimensions
material on joints. May be color Very Thick Very Wide >10'
change. Thick Wide 3'- 10'
Moderate Some decomposition and color Medium Moderately Close 1'- 3'
Thin Close 2" - 1'
change throughout. Very Thin Very Close .4"- 2"
High Rock highly decomposed, may be ex- Laminated -- .1' - .4"
tremely broken.
Bedding Plane A plane dividing sedimentary rocks of
the same or different lithology.
HARDNESS AND DEGREE OF CEMENTATION Joint Fracture in rock, generally more or
Limestone and Dolomite: less vertical or transverse to bedding,
along which no appreciable move-
Hard Difficult to scratch with knife, ment has occurred.
Moderately Can be scratched easily with knife, Seam Generally applies to bedding plane
Hard cannot be scratched with fingernail, with an unspecified degree of
Soft Can be scratched with fingernail, weathering.
Shale, Siltstone and Claystone
Hard Can be scratched easily with knife, SOLUTION AND VOID CONDITIONS
cannot be scratched with fingernail. Solid Contains no voids.
Moderately Vuggy (Pitted) Rock having small solution pits or
Hard Can be scratched with fingernail, cavities up to 1/2 inch diameter, fre-
Soft Can be easily dented but not molded quently with a mineral lining.
with fingers. Porous Containing numerous voids, pores, or
other openings, which may or may
Sandstone and Conglomerate not interconnect.
Well Capable of scratching a knife blade. Cavernous Containing cavities or caverns, some-
Cemented times quite large.
Cemented Can be scratched with knife.
Poorly Can be broken apart easily with
Cemented fingers.
, 'i erracon ,
Form 110--6-85