E-Care Coppell-SY120515
REPORT OF
SUBSURFACE EXPLORATIONAND
GEOTECHNICAL ENGINEERINGANALYSIS
NCU COPPELL
330 S. DENTON TAP ROAD
COPPELL, TEXAS
FOR
5
LEVEL, LLC
MAY 15, 2012
May 15, 2012
Mr. Robert T. Quarles, P.E., LEED AP
5
LEVEL, LLC
2000 RiverEdge Parkway
Suite 100
Atlanta, Georgia 30328
ECSProject No. 19:5924
Reference:Report of Subsurface Exploration and GeotechnicalEngineeringAnalysis,NCU
Coppell, 330 S. Denton Tap Road, Coppell, Texas
Dear Mr. Quarles:
ECS– Texas, LLP (ECS) has completed the subsurface exploration for the proposed building. The
enclosed report describes the subsurface exploration procedures, laboratory testing, and geotechnical
recommendations for development of the site. A Boring Location Diagram is included in the Appendix
of this report along with the Boring Log performed for the exploration.
We appreciate this opportunity to be of service to you during the design phase of this project. If you
have any questions with regard to the information and recommendations presented in this report, or if
we can be of further assistance to you in any way during the planning or construction of this project,
please do not hesitate to contact us at (972) 392-3222.
Respectfully,
ECS– Texas, LLP
Garrett A. Klingensmith, E.I.T.Mark R. Zortman, P.E.
Project EngineerPrincipal Engineer
The seal appearing on this document was authorized by Mark R. Zortman No. 99872, onMay 15, 2012
[I:\{GEOTECH}\GEOTECH\PROJECTS\5900-5999\5924 NCU Coppell\NCU Coppell ECS Geo 5924.doc]
4950 Keller Springs Road,Suite 480,Addison,TX75001•T:972-392-3222•F:972-392-0102•www.ecslimited.com
ECS Carolinas, LLP •ECS Florida, LLC•ECS Midwest, LLC•ECS Mid-Atlantic, LLC•ECS Southeast, LLC•ECS Texas, LLP
REPORT
PROJECT
NCU Coppell
330 S. Denton Tap Road
Coppell,Texas
CLIENT
5
LEVEL, LLC
2000 RiverEdge Parkway
Suite 100
Atlanta, Georgia 30328
SUBMITTED BY
ECS– Texas, LLP
4950 Keller Springs Road
Suite 480
Addison, Texas 75001
PROJECT#19:5924
DATEMay 15, 2012
TABLE OF CONTENTS
PAGE
PROJECT OVERVIEW
Introduction and Proposed Construction1
Scope of Work1
Purposes and Scope of Work1
EXPLORATION PROCEDURES
Subsurface Exploration Procedures3
Laboratory Testing Program3
Regional Geology4
Subsurface Conditions4
Groundwater Observations4
Seismic Zone5
ANALYSIS AND RECOMMENDATIONS
Potential Vertical Movements6
Earthwork Operations6
Building Foundations7
Belled Drilled Shaft Foundation7
Lateral Considerations8
Concrete Slab and Grade Beams - Pier Supported Structures8
Monolithic Slab Foundation9
Building Slabs and Perimeter Conditions9
Subgrade Improvements10
Select Fill11
Lime Stabilized on site CLAY11
Moisture Conditioning11
Chemical Pressure Injection11
Drive Through Foundations12
Pavement Sections13
Drainage14
Construction Considerations14
Closing15
APPENDIX
ECS Job No. 5924
NCU Coppell
Coppell, Texas
Page1
PROJECT OVERVIEW
Introduction and Proposed Construction
This report presents the results of our subsurface exploration and geotechnicalengineering
recommendations for the proposed building to be locatedon a 2.6 acre parcel at 330 S.
Denton Tap Road in Coppell, Texas.The planned structure will be situated in the northeast
quadrant at the intersection of Denton Tap Road and Van Bebber Drive.The Boring Location
Diagramincluded in the Appendix of this report shows the approximate location of this project.
The site is relatively flat and ranges from approximately EL 511 feet to EL 513 feet, although it
appears that S. Denton Tap Road is at or near EL 510 feet. Therefore, we anticipate minimal
cuts and fills to reach the design subgrades. These elevations as well as the elevations noted
on our boring logs were interpolated from public information provided by North Central Texas
Council of Governments (NCTCOG), which provides elevation contours in 2 foot intervals.
We understand the proposed building addition will consist of a the design and construction of
and approximate 3,000square foot single story building, drive through and canopy as well as
associated pavements.Wall and column loads are anticipated to be on the order of 3 kips/foot
and 50 kips, respectively. We have assumed the proposed building will have a finished floor
elevation at or near existing site grades, or approximatelyEL 512feet. Site grading
information was not available at the time of this report.
Scope of Work
The conclusions and recommendations contained in this report are based onten (10)soiltest
borings sampled within the proposed buildingand paving limits andweredrilledtodepths
ranging from 5 feet to 20 feet below the existing site grades.Results of the soil borings, along
with a Boring Location Diagram showing the approximate boringlocations, are included in the
Appendix of this report.
This report presents our recommended geotechnical design parameters for projectfoundation
design. In addition, the report provides construction considerations based upon the results of
the soil borings and our previous experience in this area. Recommendations for site grading
and area paving are also provided.
Purposes and Scope of Work
The purposes of this exploration were to explore the soil and groundwater conditions at the
site and to develop engineering recommendations to guide design and construction of the
project. We accomplished these purposes by performing the following scope of services:
1.drillingten (10) soil test borings (Borings B-1 through B-10) to explore the
subsurface soil and groundwater conditions,
2.reviewing historical topographic and photographic maps of the subject parcel,
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3.performing laboratory tests on selected representative soil samples from the
borings to evaluate pertinent engineering properties,
4.analyzing the field and laboratory test results to develop appropriate
engineering recommendations,
5.reviewing previous geotechnical data performed on nearby sites,
6.preparing this report of our findings and recommendations.
The conclusions and recommendations presented in this report are based on the results of our
field subsurface exploration, laboratory testing, review of available geologic, topographic and
photographic information and/or geotechnical data, review of previous geotechnical data, and
our experience on other similar projects in the DFW area.
The number and general location of the borings performed for the current subsurface
explorationwasselected by the design team and located in the field by ECS. These locations
were chosen and identified based upon the proposed footprint of the anticipated site
development, location of the structures on the building footprint, and existing topographic
conditions at the site.
Following drilling operations, laboratory tests were performed on selected soil samples to
identify the soil and to assist in the determination of the properties of the site soils. The results
of the subsurface exploration and laboratory testing, along with the Boring Location Diagram
are included within the Appendix of this report.
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EXPLORATION PROCEDURES
Subsurface Exploration Procedures
The soil borings were located in the field by a representative of ECSusing taping procedures
based on landmarks shown on the site plan/diagram provided bythe client.The soil borings
were performed with atruck-mounted rotary-type auger drill rig that utilized continuous flight
augers to advance the boreholes.
Representative soil samples were obtained by means of the split-barrel and Shelby tube
sampling procedures in accordance with ASTM Specifications D-1586 and D-1587,
respectively. In the split-barrel sampling procedure, a 2-inch O.D., split-barrel sampler is driven
into the soil a distance of 18 inches by means of a 140-pound hammer falling 30 inches. The
number of blows required to drive the sampler through the last 12-inch interval is termed the
Standard Penetration Test (SPT) value and is indicated for each sample on the boring logs. In
the Shelby tube sampling procedure, a thin walled, steel seamless tube with sharp cutting
edges is pushed hydraulically into the soil, and a relatively undisturbed sample is obtained.
Field logs of the soils encountered in the borings were maintained by the drill crew. After
recovery, each geotechnical soil sample was removed from the sampler and visually classified.
Representative portions of each soil sample were then wrapped in plastic and transported to
our laboratory for further visual examination and laboratory testing. After completion of the
drilling operations, the boreholes were backfilled with auger cuttings to the existing ground
surface.
Laboratory Testing Program
Representative soil samples were selected and tested in our laboratory. The soil samples
were tested for moisture content,AtterbergLimitsand gradation testing (washed sieve).A
calibrated hand penetrometer was used to estimate the unconfined compressive strength of
several of the soil samples. The calibrated hand penetrometer has been correlated with
unconfined compression tests and provides a better estimate of the soil consistency than
visual observation alone. These test results are provided on the attached boring logand lab
summary sheet in the Appendix.
An experienced geotechnical engineer classified each soil sample on the basis of texture and
plasticity in general accordance with the Unified Soil Classification System. The group
symbols for each soil type are indicated in parentheses following the soil descriptions on the
boring log. A brief explanation of the Unified System is included with this report. The
geotechnical engineer grouped the various soil types into the major zones noted on the boring
log. The stratification lines designating the interfaces between earth materials on the boring
log and profiles are approximate; in situ, the transitions may be gradual.
The soil samples will be retained in our laboratory for a period of 60 days, after which, they will
be discarded unless other instructions are received as to their disposition.
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EXPLORATION RESULTS
Regional Geology
The regional parent geologic mapping indicates that the site is underlain by the Eagle Ford
Shale (Kef). The parent rock of the Eagle Ford isShale.It should be noted that while the site
is predominantly underlain by the Eagle Ford Shale, it is also located near a surficial geologic
contact zone with the Quaternary Alluvial Deposits (Qal), to the east; and, the Quaternary
Terrace Deposits (Qt), to the north.The residual soils encountered were more consistent with
the Alluvial and Terrace deposits than what generally weathers from the Eagle Ford formation.
Sites situated near a geologic contact zone can have erratic and variable soil and groundwater
conditions both vertically and horizontally, over short distances.
Subsurface Conditions
Thesoilboringandlocationswereselectedby others and located in the field by ECS to
explore the proposed buildingand paving areas.Ingeneral, the soilconditions encountered
were consistent with the regional geologicsetting and published soil surveys.Theborings
generallyencounteredvariations of Grayand Brown, CLAY (CL-CH) in the upper 4 feet to 8
feet, below the existing site grades. Below this layer, Calcareous, Tan to Gray, CLAY (CH),
with Iron Staining was encountered to depths of approximately 10 feet to 17 feet. Below this
layer and to the termination depths of the borings, Gray and Tan Clayey SAND, (SC) was
encountered.
The soils were predominantly fined grained and had Liquid Limits (LL) ranging from 41to63
and Plasticity Index (PI) ranging from 23to49with 72.3% to 91.9% material passing the No.
200 sieve (fines).
Please refer to the attached boring logs for a more detailed description of the subsurface
conditions encountered in the borings as the stratification descriptions above are generalized
for presentation purposes.
Groundwater Observations
Groundwater level observations were made in each of the borings during the drilling
operations. In auger drilling operations, water is not introduced into the boreholes and the
groundwater position can often be determined by observing water flowing into and out of the
excavation. Furthermore, visual observation of soil samples retrieved can often be used in
evaluating the groundwater conditions. None of the borings encountered groundwater during
drilling.
Any groundwater encountered in the borings near geologic contact zones is generally referred
to as a partially perched condition. Specifically, rainfall that enters the site, either directly from
overland flow or from adjacent properties, begins to percolate through surficial soils. Once the
water percolation reaches an interface between the coarse grained soils (sands and gravels)
and fine grained soils (silts and clays) it begins to flow at these intersections. This ground
ECS Job No. 5924
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water flow continues downhill with the water table occasionally surfacing to form as wet springs
and intermittent streams. Only in the lowest lying areas and adjacent to existing creeks is a
shallow ground water table in a continuous condition.
The highest groundwater observations are normally encountered in the late winter and early
spring. Fluctuations in the location of the long-term water table may occur as a result of
changes in precipitation, evaporation, surface water runoff, and other factors notimmediately
apparent at the time of this exploration. Therefore, the ground water conditions at this site are
expected to be significantly influenced by surface water runoff and rainfall.
SeismicZone
Based on the 2009 International Building Code (IBC) Site Class Definitions, in our opinion the
site soil and rock can be characterized as Site Class C. Site Class C is described as Very
Dense Soil and Soft Rock for the top 100 feet of the site soil profile. Since the boring
performed for this project was drilled to a maximum depth of approximately 20 feet it is our
opinion the site should be defined as Site Class C.
The Mapped Spectral Response Acceleration at Short Periods and 1-Second Periods, S and
s
S, respectively, are as follows for the project site. The approximate S and S values, as
1s1
shown below, are calculated through the United States Geological Survey’s (USGS) Seismic
Hazard Curves and Uniform Hazard Response Spectra program according to the 2009 IBC.
S = 0.121 g
s
S = 0.051 g
1
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ANALYSIS AND RECOMMENDATIONS
The following recommendations have been developed on the basis of the previously described
project characteristics and subsurface conditions. If there are any changes to the project
characteristics or if different subsurface conditions are encountered during construction, ECS
should be consulted so that the recommendations of this report can be reviewed.Site grading
information was not provided during this report; however, we have assumed that the finished
floor elevation will be at approximately EL 512 feet.
Potential Vertical Movements
As previously discussed, it is anticipated the building will be constructed with only shallow cuts
and fills, near existing grades.The clay soils encountered at this site are moderately to highly
expansive and are susceptible to shrink swell tendencies.Based on test method TEX-124-E in the
Texas Department of Transportation (TxDOT) Manual of Testing Procedures, and our experience
with similar soils, we estimate potential vertical soil movements (PVM)will be on the order of 2.5
inches3.0 inches based dry conditions. The actual movements could be greater if poor drainage,
ponded water, and/or other unusual sources of moisture are allowed to saturate the soils beneath
the structure after construction.
Earthwork Operations
In preparing the site for construction, all loose, poorly compacted existing soils, vegetation, organic
soil, existingstructures or utilities, existing fill material, or other unsuitable materials should be
removed from all proposed building areas, and any areas receiving new fill. After stripping the site
and prior to placing any fill, all subgrades should be scarified to a minimum depth of 6inches,
moisture conditioned and compacted to at least 95% of Maximum Dry Density as obtained by the
Standard Proctor Method (ASTM D-698)above the optimum value.
Imported soil should not have a Plasticity Index (PI) of greater than15 and no more than 50%
passing the No. 200 sieve.Allimported granular fillsrequired to support the proposedbuilding
should be moisture conditioned at or above theoptimummoisture content and compacted to at
least 95%ofthe Maximum Dry Density as obtained by the Standard Proctor Method (ASTM D-
698).
Soil moisture levels should be preserved (by various methods that can include covering with plastic,
watering, etc.) until new fillor slabs are placed. All fill soils should be placed in 8 inch loose lifts for
mass grading operations and 4 inches for trench type excavations where walk behind or “jumping
jack” compaction equipment is used.
Upon completion of the filling operations, care should be taken to maintain the soil moisture content
prior to construction of floor slabs and pavements. If the soilbecomes desiccated, the affected
material should be removed and replaced, or these materials should be scarified, moisture
conditioned and recompacted.
Utility cuts should not be left open for extended periods of time and should be properly backfilled.
Backfilling should be accomplished with properly compacted on-site soils, rather than granular
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materials. If granular materials are used, a utility trench cut-off at the building line is recommended
to help prevent water from migrating through the utility trench backfill to beneath the proposed
structure.
Field density and moisture tests should be performed on each lift as necessary to verify that
adequate compaction is achieved. As a guide, one test per 2,500 square feet per lift is
recommended in the building areas, minimum of 2 tests per lift. Utility trench backfill should be
tested at a rate of one test per lift per each 300 linear feet of trench, minimum of 2 tests per lift.
Certain jurisdictional requirements may require testing, in addition to that noted previously.
Therefore, these specificationsshould be reviewed and the more stringent specifications should be
followed.
Building Foundations
Since the above slab movements may be beyond normal design tolerances, the most positive
method to reduce movements of slabs to very low levels would be to structurally suspend
these slabs above the active clays. We are providing both a suspended slab and slab on
grade supported by drilled piers, as well as a monolithic slab foundation system.
Belled Drilled Shaft Foundation
Granular (sandy) soilwasencountered near typical belledpiers depths in Borings No. B-2 and
B-4.Therefore, the general integrity of the excavation could berelativelyun-stable during the
installation of the shafts even with little to no water seepage.
Therefore, if drilled shafts are considered, we suggest that a test shaft be drilled and observed by
ECS and other members of the design team, prior to production. The drilled shaft should be fully
drilled and belled and left open for a period of 24 hours in order to determine if the belled shafts can
be adequately belled while maintaining stability. If a test shaft is drilled, we recommend that it be
located as closely as possible to Borings No. B-2 or B-4, which appear to represent the “worst”
conditions. Therefore, if the test shaft is stable at one of these locations, then the remaining shafts
should be equally or more stable.
If straight shafts are considered, then deeper borings will be required.
Underreamed shafts should bear at a minimum depth of about 15 feet below the existing grade. A
net allowable end bearing pressure of 6,000 psf can be used to design shafts bearing at the
recommended bearing depth. This bearing pressure includes a factor of safety of at least 3 for
general shear failure. Drilled shaft foundations that are designed and constructed in accordance
with the recommendations in this report could be subjected to long term total and differential
movements of about 0.5 inch.
Underreamed shafts should be a minimum of 18 inches in diameter and 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 1,200 psf over the entire shaft perimeter to a
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depth of 12 feet, below the lowest finished exterior grades. This uplift may be ignored within
the select fill zone and reduced to 900 psf within the moisture conditioned or chemically
injected zone.
An underreamed base to shaft diameter ratio of 2 to 1 should provide sufficient resistance to
uplift pressures caused by heaving in the active clays. It is recommended the underreamed
base to shaft diameter ratio not exceed 3 to 1. The minimum clear spacing between edges of
adjacent shafts should be at least one (1) bell diameter.
Installation (drill and final concrete placement) of individual shafts should be completed in one
day. This time limit does not only have design implications (reduction of side friction,
excessive settlement due to the softening and saturation of bearing materials) but also has
practical implications such as losing steel casing in the ground due to excessive soil squeeze
and set up, losing bells due to instabilities or continuous seepage.
The concrete should have a slump between 5 and 7 inches and should be placed in a manner
that prevents it from striking the reinforcing steel and sides of the excavation (such as using a
tremmie in the upper 5 feet).We recommend that all drilled shafts be observed by qualified
geotechnical personnel, to verify proper shaft installation. The concrete in the upper five feet of the
shaft should be mechanically consolidated.
Prior to concrete placement, any infiltrating water should be pumped out so that no more than
1 inch of standing water is present at the bottom of the excavation. A sufficient head of
concrete must be maintained in the casing during withdrawal.
Lateral Considerations
For the lateral design consideration of the drilled shafts, we are providing the following
information:
Unit Weight Cohesion
f
Shaft LengthEK(pci)
Friction Angle ()
50s
(pcf)(psf)
0'-5'IgnoreIgnoreIgnoreIgnoreIgnore
5'-20’110122,0000.0041,000
E and K, should be reduced by 50% within the moisture conditioned or chemically injected zone
50s
Concrete Slab and Grade Beams - Pier Supported Structures
Provided that a suitable subgrade is prepared as recommended herein ground level slabs can
also be constructed as slabs-on-grade. Our findings indicate that a modulus of subgrade
reaction (k) of 125 pci is appropriate for design provided the subgrade is prepared in
s
accordance with this report. All grade beams should be supported by the drilled shafts and
formed with a nominal 6-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 fill” of this void.
If the potential slab movements discussed previously in this report cannot be tolerated, the most
positive method to reduce movements of interior slabs to very low levels would be to structurally
suspend these slabs above the active clays. A minimum void space of 6 inches should be provided
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between the floor system and any hanging fixtures (i.e. plumbing lines), and underlying subgrade.
The ground surface beneath suspended floors should be shaped and drained to prevent the
ponding of water. If a crawl space is provided below the floor slab, adequate ventilation should also
be provided. Additionally, if a crawl space will be primarily below the level of existing grade, a
vertical moisture barrier should be considered around the perimeter of the structure. If a suspended
floor slab is used, the subgrade improvement discussed below would not be required.
Monolithic Slab Foundation
We recommend the use a monolithic slab-on-grade/grade beam structural foundation system.
This system may be designed with conventional reinforcing or by post-tensioning. The slab
should be designed in accordance with WRI/CRSI “Design Slab-On-Ground Foundations” or
PTI “Design and Construction of Post-Tensioned Slabs-On-Ground”.
The following design parameters are recommended for the Post-Tensioning Institute's slab-on-
rd
grade design method (3 Edition):
Center LiftEdge Lift
Subgrade
eyey
Improvements
mmmm
(feet)(inches)(feet)(inches)
Select Fill and Moisture
8.01.74.12.6
Conditioning
Chemical Pressure
8.31.64.32.3
Injection
These design parameters assume that positive drainage will be provided away from the structures
and with moderate irrigation of surrounding lawn and planter areas with no excessive wetting or
drying of soils adjacent to the foundations. Greater potential movements could occur with extreme
wetting or drying of the soils due to ponding of water, plumbing leaks or lack of irrigation.
A net allowable soil bearing pressure of 2,000 psf can be used to design grade beams founded on
the reworked existing soils or compacted select fill, as described above in the section titled
“Earthwork Operations”. Grade beams should have a minimum width of 12 inches to reduce the
possibility of foundation bearing failure and excessive settlement due to local shear or
"punching" failures. Additionally, the grade beams should extend at least 18inches below final
adjacent grade to utilize this bearing pressure. Fills should be sloped to drain surface water away
from the structure.
Building Slabs and Perimeter Conditions
If floor treatments that are sensitive to moisture will be used, a vapor barrier of polyethylene
sheeting or similar material should be placed beneath the slab to minimize moisture migration
through the slab. If a vapor barrier is considered to provide moisture protection, special
attention should be given to the surface curing of the slabs to minimize uneven drying of the
slabs and associated cracking and/or slab curling. The use of a blotter or cushion layer above
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the vapor barrier can also be considered for project specific reasons. Please refer to ACI
302.1R96Guide for Concrete Floor and Slab Construction and ASTM E 1643 Standard
Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill
Under Concrete Slabs for additional guidance on this issue.
Soils placed along the exterior of the grade beams should be on-site clay soils placed and
compacted in accordance with this report. The purpose of this clay backfill is to reduce the
opportunity for surface or subsurface water infiltration beneath the structure.
We recommend paving/sidewalks be placed adjacent to the structures (up to 10 feet in width
around the entire building) to reduce seasonal drying of the moisture conditioned soils near the
perimeter of the structures. Irrigation of lawn and landscaped areas should be moderate, with no
excessive wetting or drying of soils around the perimeter of the structures allowed. Positive
drainage away from the structures should also be provided. Trees and bushes/shrubs planted near
the perimeter of the structures can withdraw large amounts of water from the soils and should be
planted at least their anticipated mature height away from the buildings.Trees and bushes/shrubs
planted near the perimeter of the structure can withdraw large amounts of water from the soils and
should be planted at least their anticipated mature height away from the building.
Subgrade Improvements
The design team should select the preferred foundation system based on level of acceptable risk
associated with future building movements. Once the appropriate foundation system and
acceptable PVM is identified, the appropriate building pad preparation should be selected and
performed during construction as outlined below. We would be pleased to assist in this decision
Improvements to the soil subgrade can be achieved by replacing on-site soils with select fill, either
alone or in conjunction with reworking on-site soils with proper moisture/density control. The
improved soil zone should extend at least 5 feet beyond the building pad, and include any flatwork
sensitive to movements such as sidewalks. The following table provides some building pad
improvement depths and associated PVM values for each scenario. Please note that these depths
are measured from finished slab subgrade.
In order to achieve a future PVM of 1.0 inch, theupper 2 feet of existing on site clays (or directly
below the slab) should be replaced with Select Fill.Below the select fill, the existing clay soils,
should be excavated, reworked and moisture conditioned down to a depth of 8 feet. Therefore
improvement would be 2 feet of select fill and 6 feet of moisture conditioned soil, for a total of 8 feet
of improvement below the building slab.
Some of the risks associated with placing slabs or foundations on improved subgrades may
include uneven floors, floor and wall cracking and sticking doors or windows. The higher the
designed PVM, the higher the risk for future performance issues.For PVM values of 0.5
inches, the subgrade improvements may consist of chemical pressure injection, as described
below. Alternatively, additional deeper borings can be performed for drilled pier and
suspended slab foundation recommendations.
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Select Fill
Select fill material that is free of debris and organic matter should have a Plasticity Index (PI) less
than or equal to 15, and contain no morethan 50 percent passing the No. 200 sieve.
Crushed limestone or gravel base material meeting TxDOT Standard Specifications, Item 247,
Type A or B, Grade 1 or 2, is an acceptable material under these criteria.
This material should be placed and compacted at workable moisture content above the optimum
moisture content and compacted to at least 95% of the Maximum Dry Density as obtain using the
Standard Proctor Method (ASTM D-698).
Lime Stabilized on site CLAY
In lieu of importing granular fill, as defined above, the on-site clay soils may be lime stabilized. The
advantage to lime stabilization over select fill is the nearly “weatherproof” nature of the soil and
once placed and compacted the material essentially retains the virtually impermeable nature of the
parent clay, minimizing water infiltration beneath the building.
A preliminary lime application rate of 7% hydrated lime by dry weight of clay should be used for
budgeting purposes. The lime stabilized clay should be thoroughly mixed and appropriately
mellowed for at least 48 hours and tested for gradation and lime solubility (pH) prior to final
placement and compaction.
Once appropriately mixed and mellowed, this material may then be placed and compacted at
workable moisture contents above the optimum moisture content and compacted to at least 95% of
the Maximum Dry Density as obtain using the Standard Proctor Method (ASTM D-698).
Moisture Conditioning
Reworking of the existing clays is performed to increase the moisture of the clays to a level that
reduces their ability to absorb additional water that could result in post-construction heave in these
soils, but does not eliminate future swell potential. The existing clays in the building areas should
be excavated to the required depth.
The excavated clays can then be moisture conditioned at least +3% or higher above the optimum
moisture content and compacted to at least 95% of the Maximum Dry Density as obtained using the
Standard Proctor Method (ASTM D-698).
Care should be taken to verify and preserve the specified moisture levels in the reworked clays prior
to placement of select fill.
Chemical Pressure Injection
If future PVM values of 0.5 inch or less are desirablethen we recommend the use of Chemical
Pressure Injection. This process injects the existing clays is performed to chemically alter the clay
surface in order to practically eliminate the level that the clays absorb additional water that could
result in post-construction heave in these soils.
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The on site soils may should be injected to a depth of at least 12 feet below the finished slab
subgrade followed by the placement of at least 12 inches of select fill soils.
We have included, with this letter, a set of General Specifications for the chemical pressure
injection process. Compliance with these specifications is essential to achieving maximum benefits
from the injection(s). Multiple 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 maybe encountered. These clays can be difficult to penetrate, and
may require heavy-duty injection equipment and/or a reduction in injection rod spacing to achieve
the recommended injection depth. In some cases the desired moisture levels and/or injection
depths cannot be achieved.
The evaluation of the injection operations should consist of at least two borings, or one boring every
3,000 square feet (planned building footprint), whichever provides more borings. Provided that the
specifications attached with this letter are followed, the soil should be injected with sufficient number
chemical injection passes to meet the following criteria:
1.The average vertical swell, as determined by free absorption swell testing, under final
overburden pressures, should be no more than 0.5% for each boring and no one test above
0.75% (testing every 2.5 feet or 3 tests per boring, whichever provides greater testing).
2.The average calibrated hand penetrometer test for each boring should not exceed 1.0 tsf and
no one test above 1.5 tsf (testing every 12 inches of injected soil).
Initial penetration with injection rods can be difficult in over consolidated clays as encountered on
this site and especially if they are injected in a dry condition. There is no possible way to predict the
actualrequired number of injection passes to meet the requirements noted above and multiple
injections should be anticipated. For budgetary purposes, the time and cost for multiple injection
passes should be included in the budget and schedule.
Drive Through Foundations
As stated previously, the on site soils have a potential for future movements of approximately
2.5 inches to 3.0 inches due to the shrink swell characteristics of the on site clays. Outside of
the building areas, where drive through or canopyfoundations are required, these may be
supported by a shallow foundations system designed for a net allowable bearing capacity of
3,000 psf, embedded at a depth of at least 30 inches below finished exterior grades.
However, a shallow foundation system is highly susceptible to future long term shrink/swell
movements and thesemovements will translate to nearly 100% differential to the building
where roof canopies connect to the building.
Therefore, if these movements are not tolerable, then we recommend thatat a minimum the
roof canopy have a flexible connection to allow for as much as 3.0 inches of differential
movement. Alternatively, the canopy may be supported by drilled piers or improved
subgrades.
ECS Job No. 5924
NCU Coppell
Coppell, Texas
Page13
Pavement Sections
As previously noted the PVM of this site is about2.5 inches to 3.0inches. Should these
movements be unacceptable for the pavements, the recommendations in the section “Subgrade
Improvements” may be used to reduce the movements.
For the design and construction of exterior pavement, the subgrade should be prepared in
accordance with the recommendations in the “Earthwork Operations” section of this report.
Weanticipate that Standard Duty and Heavy Duty ESAL will be approximately10,000and
30,000, respectively. Over a 20 year period we are providing the following pavement design:
Portland Cement Concrete
Asphaltic Concrete Pavement
(PCC) Pavement
Material Designation
StandardDutyHeavy DutyStandardDutyHeavy Duty
Asphalt Surface Course2 inches2 inches
1
Asphalt Binder Course3 inches4½ inches
Portland Cement Concrete5 inches6 inches
322
Lime Stabilized Subgrade6 inches6 inches6 inches6 inches
1
Flexible base material may be substituted for the asphalt binder using a substitute ratio of three inches of flexible
base for each inch of asphalt binder.
2
In lieu of lime stabilization, the Portland cement concrete thickness should be increased by one inch.
3
Granular base (or flexbase) materials may be substituted with the lime stabilization at an equivalent thickness
substitution.
A preliminary lime application rate of 7% hydrated lime by dry weight of clay should be used for
budgeting purposes. The lime stabilized clay should be thoroughly mixed and appropriately
mellowed for at least 48 hours and tested for gradation and lime solubility (pH) prior to final
placement and compaction.
Once appropriately mixed and mellowed, this material may then be placed and compacted at
workable moisture contents above the optimum moisture content and compacted to at least 95% of
the Maximum Dry Density as obtain using the Standard Proctor Method (ASTM D-698).
An important consideration with the design and construction of pavements is surface and
subsurface drainage. Where standing water develops, either on the pavement surfaceor
within the base course layer, softening of the subgrade and other problems related to the
deterioration of the pavement can be expected. Furthermore, good drainage should reduce
the possibility of the subgrade materials becoming saturated during the normal service period
of the pavement.
Please note, the recommended pavement sections provided above are considered the minimum
necessary to provide satisfactory performance based on the providedtraffic loading. In some
cases, jurisdictional minimum standards for pavement section construction may exceed those
provided above.
Front-loading trash dumpsters frequently impose concentrated front-wheel loads on
pavements during loading. This type of loading typically results in rutting of bituminous
pavements and ultimately pavement failures and costly repairs. Therefore, we suggest that
the pavements in trash pickup areas utilize an 8 inch thick Portland Cement Concrete (PCC)
ECS Job No. 5924
NCU Coppell
Coppell, Texas
Page14
pavement section. Appropriate jointing should also be incorporated into the design of the PCC
pavement.
Pavement should be specified, constructed and tested to meet the following requirements:
1.Reinforcing steel may consist of #3 reinforcing steel bars placed at 18 inches on
center each way.
2.Hot Mix Asphaltic Concrete: Item 340 of the TxDOT Standard Specifications, Type A
or B Base Course (binder), Type D Surface Course. The coarse aggregate in the
surface course should be crushed limestone rather than gravel.
3.Portland Cement Concrete: Minimum compressive strength of 3,600 lbs per sq inch
at 28 days. Concrete should be designed with 3 to 6 percent entrained air.
4.Crushed Limestone Base Material: Item 247 of the TxDOT Standard Specifications,
Type A or B, Grade 2 or better. The material should be compacted to a minimum
95 percent of standard Proctor maximum dry density (ASTM D 698) and within
three percentage points of the material's optimum moisture content.
Drainage
Positive drainage should be provided around the entire building perimeter and pavement areas to
prevent ponding of water. Pavement, sidewalks or flatwork are preferable to open areas around
the building perimeter. Irrigation of lawn and landscaped areas adjacent to the structure should be
moderate, with no excessive wetting or drying of soils adjacent to the structure. If landscaped
areas are provided they should be sloped to drain away from the structure and landscape borders
should allow water to drain freely away from the area. It is preferable that landscape beds
immediately adjacent to the structure be self-contained, or a vertical moisture barrier provided
between the landscaped area and the building or select fill if used. Any penetrations into the
building should be backfilled and sealed as shown on the “Clay Plug Detail” provided in the
Appendix of this report.
Irrigation of lawn and landscaped areas should be moderate, with no excessive wetting or drying of
soils around the perimeter of the structures allowed. Positive drainage away from the structures
should also be provided. Trees and bushes/shrubs planted near the perimeter of the structure can
withdraw large amounts of water from the soils and should be planted at least their anticipated
mature height away from the building.
Construction Considerations
In a dry and undisturbed state, the upper 1-foot of the majority of the soil at the site will provide
good subgrade support for fill placement and construction operations. However, when wet,
this soil will degrade quickly with disturbance from contractor operations. Therefore, good site
drainage should be maintained during earthwork operations, which would help maintain the
integrity of the soil.
ECS Job No. 5924
NCU Coppell
Coppell, Texas
Page15
The surface of the site should be kept properly graded in order to enhance drainage of the
surface water away from the proposed building areas during the construction phase. We
recommend that an attempt be made to enhance the natural drainage without interrupting its
pattern.
The soils at the site are moisture and disturbance sensitive, and contain fines which are
considered moderately erodible. Therefore, the contractor should carefully plan his operation
to minimize exposure of the subgrade to weather and construction equipment traffic, and
provide and maintain good site drainage during earthwork operations to help maintain the
integrity of the surficial soils. All erosion and sedimentation shall be controlled in accordance
with sound engineering practice and current jurisdictional requirements.
Closing
This report has been prepared for the use of our client including all its affiliates and
subsidiaries, in order to aid in the evaluation of this property and to assist the architect and/or
engineer in the design of this project.The project description represents our current
understanding of the significant aspects of the proposed improvements relevant to the
geotechnical considerations. It is recommended that once the proposed grading plan is
finalized, with finished floor elevations and maximum structural loads established, we review
our recommendations and provide any revisions as necessary to this geotechnical report.
We recommend that the construction activities be monitored by a qualified geotechnical
engineering firm to provide the necessary overview and to check the suitability of the subgrade
soils of footings and floor slabs. We would be most pleased to provide these services.
APPENDIX
Reference Notes For Boring Logs
Unified Soil Classification System
Clay Plug Detail
General Specifications – Chemical Pressure Injection
Boring LogB-1 through B-10
Laboratory Testing Summary
Plasticity Chart
Boring Location Diagram
REFERENCE NOTES FOR BORING LOGS
I.Drilling Sampling Symbols
SSSplit Spoon SamplerSTShelby Tube Sampler
RCRock Core, NX, BX, AXPMPressuremeter
TCPTxDOTCone PenetrometerRDRock Bit Drilling
BSBulk Sample of CuttingsPAPower Auger (no sample)
HSAHollow Stem AugerWSWash sample
RECRock Sample Recovery %RQDRock Quality Designation %
Correlation of Penetration Resistances to Soil Properties:
II.Standard Penetration
(blows/ft) refers to the blows per foot of a 140 lb. hammer falling 30 inches on a 2-inch OD
split-spoon sampler, as specified in ASTM D1586.The blow count is commonly referred to
as the N-value. For TxDOT cone penetrometer (TCP) the penetration value is reported as
the number of blows required to advance the sampler 12 inches, or penetration in inches
after 100 blows(100/#) using a 170-pound hammer falling 24 inches, reported as "blows
per foot" or inches per 100 blows, and is not considered equivalent to the SPT "N-value".
A.Non-Cohesive Soils (Silt, Sand, Gravel and Combinations)
DensityRelative Properties
Under 4 blows/ftVery LooseAdjective Form12% to 49%
5 to 10 blows/ftLooseWith5% to 12%
11 to 30 blows/ftMedium Dense
31 to 50 blows/ftDense
Over 51 blows/ftVery Dense
Particle Size Identification
Boulders8 inches or larger
Cobbles3 to 8 inches
Gravel Coarse1 to 3 inches
Medium½ to 1 inch
Fine¼ to ½ inch
Sand Coarse2.00 mm to ¼ inch (dia. of lead pencil)
Medium0.42 to 2.00 mm (dia. of broom straw)
Fine0.074 to 0.42 mm (dia. of human hair)
Silt and Clay0.0 to 0.074 mm (particles cannot beseen)
B.Cohesive Soils (Clay, Silt, and Combinations)
Unconfined
Degree of Plasticity
Blows/ftConsistencyComp. Strength
PlasticityIndex
Q (tsf)
p
Under 2Very SoftUnder 0.25None to slight0– 4
3 to 4Soft0.25-0.49Slight5– 7
5 to 8Medium Stiff0.50-0.99Medium8– 22
9 to 15Stiff1.00-1.99High to Very HighOver 22
16 to 30Very Stiff2.00-3.99
31 to 50Hard4.00–8.00
Over 51Very HardOver 8.00
III.Water Level Measurement Symbols
WLWater LevelBCRBefore Casing RemovalDCIDry Cave-In
WSWhile SamplingACRAfter Casing RemovalWCIWet Cave-In
WDWhile DrillingEst. Groundwater LevelEst. Seasonal High GWT
The water levelsare those levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular
soil. In clay and plastic silts, the accurate determination of water levels may require several days for
the water level to stabilize. In such cases, additional methods of measurement are generally applied.
UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D2487)
Group
Major DivisionsTypical NamesLaboratory Classification Criteria
Symbols
Well-graded gravels, gravel-
sand mixtures, little or no C = D/D greater than 4
u6010
GW
2
finesC= (D)/(DxD) between 1 and 3
c301060
Poorly graded gravels,
gravel-sand mixtures, little or Not meeting all gradation requirements for GW
GP
no fines
d
Silty gravels, gravel-sandAtterberg limits below “A” line
a
GM
mixturesor P.I. less than 4Above “A” line with P.I.
between 4 and 7 are
u
borderline cases requiring
use of dual symbols
Clayey gravels, gravel-sand-Atterberg limits below “A” line
GC
clay mixturesor P.I. less than 7
Well-graded sands, gravelly C = D/D greater than 6
u6010
SW
2
sands, little or no finesC = (D)/(DxD) between 1 and 3
c301060
Poorly graded sands, gravelly Not meeting all gradation requirements for SW
SP
sands, little or no fines
d
Silty sands, sand-silt mixturesAtterberg limits above “A” line
a
SM
or P.I. less than 4Limits plotting in CL-ML
zone with P.I. between 4
u
and 7 are borderline
cases requiring use of
dual symbols
Clayey sands, sand-clayAtterberg limits above “A” line
SC
mixtureswith P.I. greater than 7
Inorganic silts and very fine
sands, rock flour, silty or
Plasticity Chart
ML
clayey fine sands, or clayey
silts with slight plasticity
Inorganic clays of low to
60
medium plasticity, gravelly
CL
clays, sandy clays, silty clays,
"A" line
lean clays
50
Organic silts and organic silty
CH
OL
clays of low plasticity
40
Inorganic silts, micaceous or
CL
diatomaceous fine sandy or
MH
30
silty soils, elastic silts
20
Inorganic clays of high
MH and OH
CH
plasticity, fat clays
10
CL-ML
Organic clays of medium to
ML and OL
OH
high plasticity, organic silts
0
0102030405060708090100
Liquid Limit
Peat and other highly organic
Pt
soils
a
Division of GM and SM groups into subdivisions of d and u are for roads and airfields only. Subdivision is based on Atterberg limits; suffix d used when
L.L. is 28 or less and the P.I. is 6 or less; the suffix u used when L.L. is greater than 28.
b
Borderline classifications, used for soils possessing characteristics of two groups, are designated by combinations of group symbols. For example:
GW-GC,well-graded gravel-sand mixture with clay binder.(FromTable 2.16 -Winterkorn and Fang, 1975)
GENERAL SPECIFICATIONS- CHEMICAL PRESSURE INJECTION
1.The injection process shall be observed on a full time basis by an authorized representative of ECS.
2.All injection passes, should maintain at least 5 feet away from any existing building to minimize potential
swell from the injection operations on the existing buildings. We also recommend that the specialty
contractor be consulted for further evaluation on the impact of adjacent construction, if necessary.
3.The injection process should be performed after the subgrade has been established to the desired
elevation and prior to placement of 24 inches of select fill, installation of underground utilities, and
construction of pavements.
4.Chemical (permanent ion exchange solution) shall be used for the Chemical Injection Operation and
should be added in accordance with the manufacturer’s recommendations.
5.Hole patterns on the injection rods shall be orientated to uniformly disperse the fluid throughout the
injected zone.
6.Injection pressures shall be between 50 and 200 pounds per square inch and shall be adjusted to
disperse as large a volume of fluid as possible.
7.The injection rod shall be forced downward at no more than 12 inch intervals. The rods shall not be
jetted or washed to achieve each penetration. The total depth of injection shall be 12 feet below slab
subgrade, 10 feet below the select fill subgrade, or to the top of rock (if encountered).
8.Injection shall continue to until the soil will not take any more fluid and fluid is running freely on the
surface (but not jetting) to the specified injection depth. Refusal should be determined by an on-site
representative of ECS.
9.Injection spacing shall not exceed 5 feet on center in each direction. Injections shall extend at least 5
feet beyond the building perimeter. Subsequent injection shall be orthogonally offset 2.5 feet from the
previous injection pass.
10.A minimum of 24-hours should elapse between injection passes. For example, if 3 initial passes of the
pad are planned, then the whole operation will required 3 days, with one pass occurring each day.
11.Post injection evaluation, following a 72 hour mellowing period (after the last injection pass) of the
building pad shall include soil borings conducted at a minimum frequency of one boring per 3,000
square feet, or a minimum of two borings per building pad, whichever is more borings.
12.Continuous tube samples shall be obtained in the injected zone. Continuous moisture contents and
hand penetrometer testing shall be conducted every 12 inches as well as swell testing every 2.5 feet
of injection depth, but no less than three swell tests per boring.
13.At completion of the injection process, the surface should be scarified to a depth of 12 inches and
recompacted to a minimum of 92% of the maximum standard Proctor dry density as determined by
ASTM D-698 at moisture contents at least 3% above optimum.
14.Completion of the building pad shall proceed in a timely manner after injection and recompaction is
complete to preserve the moisture content of the injected soils.
15.ECS should be retained to observe the entire injection process, provide post-injection laboratory
testing, and evaluate the effectiveness of the injection process.
CLIENTJOB#BORING#SHEET
LEVEL5,LLC5924B-11OF1
PROJECTNAMEARCHITECT-ENGINEER
NCUCoppellLEVEL5,LLC
SITELOCATION
CALIBRATEDPENETROMETER
2
TONS/FT
330SDentonTapRoad,Coppell,DallasCounty
12345+
PLASTIC
WATERLIQUID
LIMIT
CONTENT%LIMIT%
DESCRIPTIONOFMATERIAL
ENGLISHUNITS
ROCKQUALITYDESIGNATION&RECOVERY
RQD%REC.%
20%40%60%80%100%
BOTTOMOFCASINGLOSSOFCIRCULATION
STANDARDPENETRATION
SURFACEELEVATION
512
BLOWS/FT
1020304050+
0
CLAY,WithSand,DarkBrown,Moist,Hard,
(CL)
S-1ST2424
13.74.5
510
S-2ST2424
4.5
5S-3ST2424
4.5
CLAY,Calcareous,ReddishTan,Moist,Hard,
(CH)
S-4ST2424505
4.5
S-5ST2424
4.5
10
500
S-6ST2424
4.5
15
ClayeySAND,GrayandTan,VeryDense,(SC)
495
20
S-7SS181861
27
34
4.5
20
ENDOFBORING@20.00'
490
25
485
30
THESTRATIFICATIONLINESREPRESENTTHEAPPROXIMATEBOUNDARYLINESBETWEENSOILTYPES.IN-SITUTHETRANSITIONMAYBEGRADUAL.
04/28/12
WLWSWDBORINGSTARTED
04/28/12
WL(BCR)WL(ACR)BORINGCOMPLETEDCAVEINDEPTH
B-57MiguelSTandSPT
WLRIGFOREMANDRILLINGMETHOD
CLIENTJOB#BORING#SHEET
LEVEL5,LLC5924B-21OF1
PROJECTNAMEARCHITECT-ENGINEER
NCUCoppellLEVEL5,LLC
SITELOCATION
CALIBRATEDPENETROMETER
2
TONS/FT
330SDentonTapRoad,Coppell,DallasCounty
12345+
PLASTIC
WATERLIQUID
LIMIT
CONTENT%LIMIT%
DESCRIPTIONOFMATERIAL
ENGLISHUNITS
ROCKQUALITYDESIGNATION&RECOVERY
RQD%REC.%
20%40%60%80%100%
BOTTOMOFCASINGLOSSOFCIRCULATION
STANDARDPENETRATION
SURFACEELEVATION
513
BLOWS/FT
1020304050+
0
CLAY,DarkBrowntoGrayishBrown,Moist,
VeryStifftoHard,(CL)
S-1ST2424
3.0
S-2ST2424510
4.0
5S-3ST2424
10.1
4.5
4.5
S-4ST2424
505
S-5
CLAY,Calcareous,Tan,Moist,Hard,(CH)
4.5
10
ClayeySAND,TanandWhite,DensetoVery
Dense,(SC)
500
15
S-6SS181842
15
27
15
495
17
S-7SS181854
24
30
20
ENDOFBORING@20.00'
490
25
485
30
THESTRATIFICATIONLINESREPRESENTTHEAPPROXIMATEBOUNDARYLINESBETWEENSOILTYPES.IN-SITUTHETRANSITIONMAYBEGRADUAL.
04/28/12
WLWSWDBORINGSTARTED
04/28/12
WL(BCR)WL(ACR)BORINGCOMPLETEDCAVEINDEPTH
B-57MiguelSTandSPT
WLRIGFOREMANDRILLINGMETHOD
CLIENTJOB#BORING#SHEET
LEVEL5,LLC5924B-31OF1
PROJECTNAMEARCHITECT-ENGINEER
NCUCoppellLEVEL5,LLC
SITELOCATION
CALIBRATEDPENETROMETER
2
TONS/FT
330SDentonTapRoad,Coppell,DallasCounty
12345+
PLASTIC
WATERLIQUID
LIMIT
CONTENT%LIMIT%
DESCRIPTIONOFMATERIAL
ENGLISHUNITS
ROCKQUALITYDESIGNATION&RECOVERY
RQD%REC.%
20%40%60%80%100%
BOTTOMOFCASINGLOSSOFCIRCULATION
STANDARDPENETRATION
SURFACEELEVATION
512
BLOWS/FT
1020304050+
0
CLAY,BrowntoGrayishBrown,Moist,Stiffto
Hard,(CL)
S-1ST2424
2.5
510
S-2ST242414.9
1.0
5S-3ST2424
4.5
CLAY,WithSAND,ReddishBrown,Moist,
Hard,(CL)
S-4ST2424505
4.5
S-5ST2424
4.5
10
CLAY,GrayandBrown,Moist,Hard,(CL)
500
S-6ST2424
4.5
15
ClayeySAND,TanandWhite,VeryDense,
(SC)
495
45
S-7SS121250/6
50/6
20
ENDOFBORING@20.00'
490
25
485
30
THESTRATIFICATIONLINESREPRESENTTHEAPPROXIMATEBOUNDARYLINESBETWEENSOILTYPES.IN-SITUTHETRANSITIONMAYBEGRADUAL.
04/28/12
WLWSWDBORINGSTARTED
04/28/12
WL(BCR)WL(ACR)BORINGCOMPLETEDCAVEINDEPTH
B-57MiguelSTandSPT
WLRIGFOREMANDRILLINGMETHOD
CLIENTJOB#BORING#SHEET
LEVEL5,LLC5924B-41OF1
PROJECTNAMEARCHITECT-ENGINEER
NCUCoppellLEVEL5,LLC
SITELOCATION
CALIBRATEDPENETROMETER
2
TONS/FT
330SDentonTapRoad,Coppell,DallasCounty
12345+
PLASTIC
WATERLIQUID
LIMIT
CONTENT%LIMIT%
DESCRIPTIONOFMATERIAL
ENGLISHUNITS
ROCKQUALITYDESIGNATION&RECOVERY
RQD%REC.%
20%40%60%80%100%
BOTTOMOFCASINGLOSSOFCIRCULATION
STANDARDPENETRATION
SURFACEELEVATION
512
BLOWS/FT
1020304050+
0
CLAY,DarkBrown,Moist,Hard,(CL)
S-1ST2424
4.5
510
S-2ST2424
4.5
CLAY,GrayishTan,Moist,Hard,(CL)
5S-3ST2424
4.5
S-4ST242450513.0
4.5
S-5ST2424
4.5
10
ClayeySAND,GrayandTan,DensetoVery
Dense,(SC)
500
14
S-6SS181836
16
20
15
495
19
S-7SS181863
27
36
20
ENDOFBORING@20.00'
490
25
485
30
THESTRATIFICATIONLINESREPRESENTTHEAPPROXIMATEBOUNDARYLINESBETWEENSOILTYPES.IN-SITUTHETRANSITIONMAYBEGRADUAL.
04/28/12
WLWSWDBORINGSTARTED
04/28/12
WL(BCR)WL(ACR)BORINGCOMPLETEDCAVEINDEPTH
B-57MiguelSTandSPT
WLRIGFOREMANDRILLINGMETHOD
CLIENTJOB#BORING#SHEET
LEVEL5,LLC5924B-51OF1
PROJECTNAMEARCHITECT-ENGINEER
NCUCoppellLEVEL5,LLC
SITELOCATION
CALIBRATEDPENETROMETER
2
TONS/FT
330SDentonTapRoad,Coppell,DallasCounty
12345+
PLASTIC
WATERLIQUID
LIMIT
CONTENT%LIMIT%
DESCRIPTIONOFMATERIAL
ENGLISHUNITS
ROCKQUALITYDESIGNATION&RECOVERY
RQD%REC.%
20%40%60%80%100%
BOTTOMOFCASINGLOSSOFCIRCULATION
STANDARDPENETRATION
SURFACEELEVATION
511
BLOWS/FT
1020304050+
0
CLAY,DarkBrowntoGrayishBrown,Moist,
VeryStifftoHard,(CH)
S-1ST2424510
2.0
S-2ST2424
2.5
5S-3ST2424
4.5
505
S-4ST2424
4.5
CLAY,Calcareous,GrayandReddishTan,
Moist,Hard,(CH)
S-5ST242420.3
4.5
10
500
S-6ST2424
4.5
15
495
ClayeySAND,TanandBrown,VeryDense,
(SC)
42
S-7SS111150/5
50/5
20
ENDOFBORING@20.00'
490
25
485
30
THESTRATIFICATIONLINESREPRESENTTHEAPPROXIMATEBOUNDARYLINESBETWEENSOILTYPES.IN-SITUTHETRANSITIONMAYBEGRADUAL.
04/28/12
WLWSWDBORINGSTARTED
04/28/12
WL(BCR)WL(ACR)BORINGCOMPLETEDCAVEINDEPTH
B-57MiguelSTandSPT
WLRIGFOREMANDRILLINGMETHOD
CLIENTJOB#BORING#SHEET
LEVEL5,LLC5924B-61OF1
PROJECTNAMEARCHITECT-ENGINEER
NCUCoppellLEVEL5,LLC
SITELOCATION
CALIBRATEDPENETROMETER
2
TONS/FT
330SDentonTapRoad,Coppell,DallasCounty
12345+
PLASTIC
WATERLIQUID
LIMIT
CONTENT%LIMIT%
DESCRIPTIONOFMATERIAL
ENGLISHUNITS
ROCKQUALITYDESIGNATION&RECOVERY
RQD%REC.%
20%40%60%80%100%
BOTTOMOFCASINGLOSSOFCIRCULATION
STANDARDPENETRATION
SURFACEELEVATION
512
BLOWS/FT
1020304050+
0
CLAY,DarkBrown,Moist,Hard,(CH)
10.4
S-1ST2424
4.5
510
S-2ST2424
4.0
S-3ST1212
5
4.5
ENDOFBORING@5.00'
505
10
500
15
495
20
490
25
485
30
THESTRATIFICATIONLINESREPRESENTTHEAPPROXIMATEBOUNDARYLINESBETWEENSOILTYPES.IN-SITUTHETRANSITIONMAYBEGRADUAL.
04/28/12
WLWSWDBORINGSTARTED
04/28/12
WL(BCR)WL(ACR)BORINGCOMPLETEDCAVEINDEPTH
B-57MiguelST
WLRIGFOREMANDRILLINGMETHOD
CLIENTJOB#BORING#SHEET
LEVEL5,LLC5924B-71OF1
PROJECTNAMEARCHITECT-ENGINEER
NCUCoppellLEVEL5,LLC
SITELOCATION
CALIBRATEDPENETROMETER
2
TONS/FT
330SDentonTapRoad,Coppell,DallasCounty
12345+
PLASTIC
WATERLIQUID
LIMIT
CONTENT%LIMIT%
DESCRIPTIONOFMATERIAL
ENGLISHUNITS
ROCKQUALITYDESIGNATION&RECOVERY
RQD%REC.%
20%40%60%80%100%
BOTTOMOFCASINGLOSSOFCIRCULATION
STANDARDPENETRATION
SURFACEELEVATION
511
BLOWS/FT
1020304050+
0
CLAY,DarkBrown,Moist,Hard,(CH)
S-1ST2424510
4.5
S-2ST2424
12.83.5
S-3ST1212
5
4.5
ENDOFBORING@5.00'
505
10
500
15
495
20
490
25
485
30
THESTRATIFICATIONLINESREPRESENTTHEAPPROXIMATEBOUNDARYLINESBETWEENSOILTYPES.IN-SITUTHETRANSITIONMAYBEGRADUAL.
04/28/12
WLWSWDBORINGSTARTED
04/28/12
WL(BCR)WL(ACR)BORINGCOMPLETEDCAVEINDEPTH
B-57MiguelST
WLRIGFOREMANDRILLINGMETHOD
CLIENTJOB#BORING#SHEET
LEVEL5,LLC5924B-81OF1
PROJECTNAMEARCHITECT-ENGINEER
NCUCoppellLEVEL5,LLC
SITELOCATION
CALIBRATEDPENETROMETER
2
TONS/FT
330SDentonTapRoad,Coppell,DallasCounty
12345+
PLASTIC
WATERLIQUID
LIMIT
CONTENT%LIMIT%
DESCRIPTIONOFMATERIAL
ENGLISHUNITS
ROCKQUALITYDESIGNATION&RECOVERY
RQD%REC.%
20%40%60%80%100%
BOTTOMOFCASINGLOSSOFCIRCULATION
STANDARDPENETRATION
SURFACEELEVATION
511
BLOWS/FT
1020304050+
0
CLAY,DarkBrown,Moist,Hard,(CH)
S-1ST2424510
4.5
S-2ST2424
4.5
S-3ST1212
5
13.5
4.5
ENDOFBORING@5.00'
505
10
500
15
495
20
490
25
485
30
THESTRATIFICATIONLINESREPRESENTTHEAPPROXIMATEBOUNDARYLINESBETWEENSOILTYPES.IN-SITUTHETRANSITIONMAYBEGRADUAL.
04/28/12
WLWSWDBORINGSTARTED
04/28/12
WL(BCR)WL(ACR)BORINGCOMPLETEDCAVEINDEPTH
B-57MiguelST
WLRIGFOREMANDRILLINGMETHOD
CLIENTJOB#BORING#SHEET
LEVEL5,LLC5924B-91OF1
PROJECTNAMEARCHITECT-ENGINEER
NCUCoppellLEVEL5,LLC
SITELOCATION
CALIBRATEDPENETROMETER
2
TONS/FT
330SDentonTapRoad,Coppell,DallasCounty
12345+
PLASTIC
WATERLIQUID
LIMIT
CONTENT%LIMIT%
DESCRIPTIONOFMATERIAL
ENGLISHUNITS
ROCKQUALITYDESIGNATION&RECOVERY
RQD%REC.%
20%40%60%80%100%
BOTTOMOFCASINGLOSSOFCIRCULATION
STANDARDPENETRATION
SURFACEELEVATION
512
BLOWS/FT
1020304050+
0
CLAY,DarkBrowntoGrayishBrown,Moist,
VeryStifftoHard,(CH)
S-1ST2424
4.5
510
S-2ST2424
13.42.5
S-3ST1212
5
4.5
ENDOFBORING@5.00'
505
10
500
15
495
20
490
25
485
30
THESTRATIFICATIONLINESREPRESENTTHEAPPROXIMATEBOUNDARYLINESBETWEENSOILTYPES.IN-SITUTHETRANSITIONMAYBEGRADUAL.
04/28/12
WLWSWDBORINGSTARTED
04/28/12
WL(BCR)WL(ACR)BORINGCOMPLETEDCAVEINDEPTH
B-57MiguelST
WLRIGFOREMANDRILLINGMETHOD
CLIENTJOB#BORING#SHEET
LEVEL5,LLC5924B-101OF1
PROJECTNAMEARCHITECT-ENGINEER
NCUCoppellLEVEL5,LLC
SITELOCATION
CALIBRATEDPENETROMETER
2
TONS/FT
330SDentonTapRoad,Coppell,DallasCounty
12345+
PLASTIC
WATERLIQUID
LIMIT
CONTENT%LIMIT%
DESCRIPTIONOFMATERIAL
ENGLISHUNITS
ROCKQUALITYDESIGNATION&RECOVERY
RQD%REC.%
20%40%60%80%100%
BOTTOMOFCASINGLOSSOFCIRCULATION
STANDARDPENETRATION
SURFACEELEVATION
513
BLOWS/FT
1020304050+
0
CLAY,DarkBrowntoGrayishBrown,Moist,
11.6
Hard,(CH)
S-1ST2424
4.5
S-2ST2424510
4.5
S-3ST1212
5
4.5
ENDOFBORING@5.00'
505
10
500
15
495
20
490
25
485
30
THESTRATIFICATIONLINESREPRESENTTHEAPPROXIMATEBOUNDARYLINESBETWEENSOILTYPES.IN-SITUTHETRANSITIONMAYBEGRADUAL.
04/28/12
WLWSWDBORINGSTARTED
04/28/12
WL(BCR)WL(ACR)BORINGCOMPLETEDCAVEINDEPTH
B-57MiguelST
WLRIGFOREMANDRILLINGMETHOD
B-9B-10
B-2
B-8
B-1
B-4
B-5
B-3
B-7
B-6
Approximate Boring Location
ECS-TEXAS, LLP
Boring Location Diagram
4950 Keller Springs Road, Suite 480
NCU Coppell
Addison, Texas 75001
330 S. Denton Tap Road
Prepared By:SCALE:PROJECT No.:
Coppell, Texas
GAKNTS19-5924
Background Image:DATE:FIGURE:
Aerial05-14-2012BLD