Prologis Park- CS150126GEOTECHNICAL ENGINEERING REPORT
PROPOSED SUBARU BTS
NEAR NWC OF WEST SANDY LAKE RD AND NORTH COPPELL RD
COPPELL, TEXAS
Prepared For:
ProLogis
2501 North Harwood, Suite 2450
Dallas, Texas 75201
Attention: Mr. Jim McGill
January 2015
PROJECT NO. 14-19770
DALLAS | FORT WORTH | AUSTIN | SAN ANTONIO | HOUSTON
GEOTECHNICAL ENGINEERING
ENVIRONMENTAL CONSULTING
CONSTRUCTION MATERIAL TESTING
January 26, 2015
Mr. Jim McGill
ProLogis
2501 North Harwood, Suite 2450
Dallas, Texas 75201
Re: Geotechnical Engineering Report
Proposed Subaru BTS
Near NWC of W Sandy Lake Rd and N Coppell Rd
Coppell, Texas
Rone Project No. 14-19770
Dear Mr. McGill:
Submitted herewith are the results of a geotechnical investigation conducted for the
referenced project. This investigation was performed in accordance with our proposal P-
20624-14 dated December 10, 2014.
This report presents engineering analyses and recommendations for site grading,
foundations and pavements. Results of our field and laboratory investigation are submitted
in detail in the Appendix section of the report.
We appreciate the opportunity to be of service to you on this project. Please contact us if you
have any questions or need any additional services.
Respectfully Submitted,
Xuhui Chang, P.E. Mark D. Gray, P.E.
Geotechnical Manager Vice President
Texas Engineering Firm License No. F-1572
1.26
.
1
5
TABLE OF CONTENTS
Page
1.0 INTRODUCTION........................................................................................................... 1
2.0 PURPOSES AND SCOPE OF STUDY ........................................................................ 1
3.0 FIELD OPERATIONS AND LABORATORY TESTING ............................................... 2
4.0 GENERAL SITE CONDITIONS .................................................................................... 2
4.1 Site Geology .............................................................................................................. 2
4.2 Subsurface Soil Conditions ....................................................................................... 3
4.3 Groundwater ............................................................................................................. 3
5.0 ANALYSIS AND RECOMMENDATIONS .................................................................... 4
5.1 Seismicity Site Class ................................................................................................. 4
5.2 Potential Vertical Soil Movements ............................................................................ 4
5.3 Foundation Recommendations ................................................................................. 5
5.3.1 General Discussion ............................................................................................ 5
5.3.2 Drilled Pier Foundations .................................................................................... 5
5.3.3 Construction Considerations for Drilled Piers .................................................... 6
5.3.4 Grade Beams/Tilt Panels ................................................................................... 6
5.3.5 Interior Floor Slabs ............................................................................................. 7
5.4 Subgrade Treatment ................................................................................................. 7
5.5 Pavement Design Recommendations ...................................................................... 8
5.6 Pavement Subgrade Preparation ........................................................................... 10
5.7 General ................................................................................................................... 12
6.0 GENERAL EARTHWORK RECOMMENDATIONS ................................................... 13
6.1 Site Grading ............................................................................................................ 13
6.2 Preparation of Site .................................................................................................. 13
6.3 Fill Materials ............................................................................................................ 13
6.4 Density Tests .......................................................................................................... 14
7.0 CONSTRUCTION OBSERVATIONS ......................................................................... 14
8.0 REPORT CLOSURE .................................................................................................. 15
APPENDIX A
Plate
VICINITY MAP…………………………………………………………………………………… .............. …A.1
GEOLOGY MAP…………………………………………………………………………………… ............. .A.2
BORING LOCATION DIAGRAM ......................................................................................................... A.3
LOGS OF BORING ........................................................................................................ A.4 through A.26
KEY TO CLASSIFICATIONS AND SYMBOLS ................................................................................. A.27
UNIFIED SOIL CLASSIFICATION SYSTEM .................................................................................... A.28
SWELL TEST RESULTS (PRELIMINARY INVESTIGATION) .................................................. ……A.29
SWELL TEST RESULTS (CURRENT INVESTIGATION) ......................................................... ……A.30
APPENDIX B
Page
FIELD OPERATIONS ......................................................................................................................... B-1
LABORATORY TESTING ................................................................................................................... B-2
Project No. 14-19770 Page 1
GEOTECHNICAL ENGINEERING REPORT
PROPOSED SUBARU BTS
NEAR NWC OF W SANDY LAKE RD AND N COPP ELL RD
COPPELL, TEXAS
1.0 INTRODUCTION
The proposed project is located near the northwest corner of West Sandy Lake Road and North
Coppell Road in Coppell, Texas. We understand the project consists of developing a 300,000
square foot office/warehouse building for Subaru, with associated paved parking and drive areas.
Based on 1968 aerial maps. It appears the project site was strip mined in the past. We also
understand that fill will be imported from the proposed Building 5 to the subject site to attain the final
grade.
Based on grading plans provided to Rone, the existing ground surface elevation in the proposed
Subaru building ranges from about 477.5 feet on the east side to about 488.5 feet on the west side.
The finished floor elevation is proposed to be at 485.5 feet. We anticipate cuts up to 3.5 feet and fills
up to 7.5 feet are required to reach the final grade.
Rone performed a preliminary geotechnical study for this site (Rone report number 14-18896 dated
February 24, 2014). The findings from the preliminary study are included in the report and were used
to develop the final geotechnical recommendations.
A site vicinity map and geological map are attached as Plates A.1 and A.2, respectively. The
general location and orientation of the site are shown on the Boring Location Diagram, Plate A.3, in
the Appendix section of this report.
2.0 PURPOSES AND SCOPE OF STUDY
The principal purposes of this investigation were to evaluate the general soil and rock conditions at the
proposed site and to develop geotechnical recommendations for the design and construction of
foundations and pavements. To accomplish its intended purposes, the study was conducted in the
following phases:
(1) drilled sample borings to evaluate the soil and rock conditions at the boring locations and to
obtain soil and rock samples;
(2) conducted laboratory tests on selected samples recovered from the borings to establish the
pertinent engineering characteristics of the foundation soils; and
Project No. 14-19770 Page 2
(3) performed engineering analyses, using field and laboratory data, to develop foundation
design criteria.
3.0 FIELD OPERATIONS AND LABORATORY TESTING
In addition to the four borings (B-1 through B-4) completed during the preliminary study, soil
conditions were determined by 19 additional borings (B-5 through B-23). Borings B-5 through B-15
were drilled to depths of about 30 feet in the proposed Subaru BTS building and future expansion
areas, and borings B-16 through B-23 were advanced to depths of about 5 feet in the borrow site
(Building 5). The preliminary borings (B-1 through B-4) and the additional borings (B-5 through B-23)
were drilled in February, 2014 and January, 2015, respectively, and their locations are shown on
Plate A.3. Sample depth, description of soils, and classification (based on the Unified Soil
Classification System) are presented on the Log s of Boring, Plates A.4 through A.26. Keys to terms
and symbols used on the logs are shown on Plates A.27 and A.28.
As mentioned previously, the site appeared to be strip mined in the 1960s and fill could be pre sent
at this site. To better define thickness, quality and composition of possible fill at this site, a total of 26
test pits were excavated during our preliminary investigation. Seven of those test pits were
performed in or near the proposed S ubaru building area. The seven test pit locations are shown on
the boring location diagram.
Laboratory soil tests were performed on selected sa mples recovered from the borings to confirm
visual classification and determine the pertinent engineering properties of the soils encountered.
Classification test results are presented on the Logs of Boring. Swell tests were performed on
selected clay samples and the results are tabulated and presented in the Appendix section of this
report on Plates A.29 (preliminary investigation) and A.30 (current investigation).
Descriptions of the procedures used in the field and laboratory phases of this stu dy are presented in
the Appendix of this report.
4.0 GENERAL SITE CONDITIONS
4.1 Site Geology
Based on published surface geology maps and our borings, this site appears to be located on
Fluviatile Terrace Deposits underlain by the Woodbine Formation. Fluviatile Terrace Deposits
generally consist of gravel, sand, silt, and clay. The Woodbine formation generally consists of sand,
Project No. 14-19770 Page 3
clays, sandstones and shales. Dense and irregular shaped masses of hard sandstone occur at
random throughout the formation. It is often difficult, if not impossible, to trace a particular bed for any
distance. Water is found at various levels in the formation, some as perched tables in sand lenses.
4.2 Subsurface Soil Conditions
The various strata and their approximate depths and thickness are shown on the 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. A brief summary of the
stratigraphy indicated by the borings is given below.
Building borings (B-1 through B-15) generally encountered light brown to dark brown and gray, lean
clay (CL), fat clay (CH), silty sand (SM), clayey sand (SC), silty clayey sand (SC-SM) to depths of about
7 to 19 feet below existing grades, followed by light brown and gray shale and sandstone to boring
termination depths of about 25 to 30 feet. The borings in the borrow areas (B-16 through B-23)
generally encountered the similar soils as the building borings.
The test pits generally encountered sandy clay, clayey sand, sand and gravel. No debris, trash or other
unsuitable materials were observed to the test pit termination depths of about 5.5 to 12.5 feet. Based
on our visual observation of the test pit observations, many pockets of on-site soils appear to be
suitable to use as select fill.
The Plasticity Index of the samples tested varied from non-plastic up to 35, indicating very low to high
soil plasticity. A high Plasticity Index is generally associated with a high potential for the active clay
soils to shrink and swell with changes in moisture content.
4.3 Groundwater
The borings were advanced using auger drilling and intermittent sampling methods in order to
observe groundwater seepage levels. Groundwater measurements are shown near the top of the
boring logs and are also summarized in the following table.
Boring No. Depth to Groundwater Water (feet)
During Drilling At Boring Completion
B-1 24 18
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Boring No. Depth to Groundwater Water (feet)
During Drilling At Boring Completion
B-2 6 9
B-4 12 10
B-6 13 Not encountered
B-7 16 24
B-9 25.5 28
B-12 23 30
Water seepage was not observed in the remaining borings and the se boreholes appeared dry at
boring completion. It is difficult to accurately predict the magnitude of subsurface water fluctuations
that might occur based upon short-term observations. Groundwater can be encountered at vary
depths, particularly during wet periods of the year. Groundwater should be anticipated during the
construction phase of this project. Groundwater levels should be expected to fl uctuate throughout
the year with variations in precipitation, runoff, and the water levels in nearby surface water features.
5.0 ANALYSIS AND RECOMMENDATIONS
5.1 Seismicity Site Class
The site class for seismic design is based on several factors that incl ude soil profile (soil or rock),
shear wave velocity, density, relative hardness, and strength, averaged over a depth of 100 feet.
The borings for this project did not extend to a depth of 100 feet; therefore, we assumed the soil
conditions below the depth of the borings to be similar to those encountered at the termination depth
of the borings. Based on Section 1613.5.2 of the 2012 International Building Code, we recommend
using Site Class C (stiff soil/soft rock) for seismic design.
5.2 Potential Vertical Soil Movements
Potential Vertical Movement calculations were performed in general accordance with the Texas
Department of Transportation (TxDOT) Method 124-E. The TxDOT 124-E method is empirical and
is based on the Atterberg limits and moisture conten t of the subsurface soils. Swell test results were
also used in the estimation of the PVR.
The Potential Vertical Rise (PVR) calculated using the TxDOT method ranges from about 1 to 3
inches based on in-situ soil being at a dry antecedent condition, existing site grades at the time of
our drilling and the depth of the active soil zone at 12 feet . At the time of drilling, the soils at the
Project No. 14-19770 Page 5
borings were generally in a dry to slightly moist condition. Results of free swell tests indicated the
PVR could be up to 4 inches.
5.3 Foundation Recommendations
5.3.1 General Discussion
Based on conditions encountered at the time of our investigation and our understanding of the project,
the proposed building can be supported on auger-excavated, straight shaft, cast-in-place concrete pier
foundations with on-grade interior slabs, provided subgrade treatment is performed to reduce the PVR
to more tolerable levels (1 inch). Recommendations for foundations are presented below.
5.3.2 Drilled Pier Foundations
Drilled pier foundations can be utilized to support the structural loads of the proposed structures.
Auger-excavated, straight shaft, steel reinforced, cast-in-place concrete piers, founded in the light
brown and gray shale and sandstone (encountered at depths of about 7 to 19 feet below the existing
grade in our borings, elevations ranging from 466 to 474.5 feet, generally within 466 to 470 feet) may
be used for the structures. The sandstone and shale bedrock was generally encountered at deeper
depths ranging from elevations 458.5 to 462 feet (Borings B-2, 14, and 15) in the future expansion
area located east of the proposed Subaru building. The piers should have a minimum penetration of 3
feet into the light brown and gray sandstone or shale. These piers may be designed using a net
allowable end bearing pressure of 15,000 pounds per square foot (psf). An allowable skin friction of
2,250 psf may be used for the portion of the pier extended below a minimum penetration of 3 feet into
the light brown and gray sandstone or shale. Foundation settlement for drilled piers on the gray shale
should be less than ½ inch. Based on a finished floor elevation of 485.5 feet and average bearing
strata elevation of about 467 feet, the average depth to start of penetration is on the order of 21 feet.
We would expect 5 to 10 feet of penetration resulting in an average pier depth of 28 feet.
The uplift force on the piers due to swelling of the active clays can be approximated by assuming a
uniform uplift pressure of 1,800 psf acting over the perimeter of the shaft to a depth of 12 feet below
final pad elevation. The uplift pressure may be reduced to 800 psf acting over the perimeter of the
shaft within re-worked, moisture-conditioned soils. Uplift forces should not be developed on piers
penetrating through materials classified as select fill. The shafts should contain sufficient full length
reinforcing steel to resist uplift forces. The uplift force can be resisted by the dead load on the shafts
plus the allowable skin friction resistance in the portion of the shaft embedded in the sandstone and
shale described above.
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Based on anticipated loads, we recommend a minimum shaft size of 18 inches. Adjacent piers should
have a minimum center-to-center spacing of 3 shaft diameters (based on diameter of the larger shaft)
for uplift design purposes. Closer pier spacing could result in reduced uplift resistance. We should be
contacted to review closer pier spacing on a case by case basis.
5.3.3 Construction Considerations for Drilled Piers
The construction of all piers should be observed as a means to verify compliance with design
assumptions and to confirm:
1) the bearing stratum;
2) the minimum penetration into the light brown and gray sandstone or shale;
3) the removal of all smear zones and cuttings;
4) that groundwater seepage, when encountered, is correctly handled; and
5) that the shafts are vertical (within the acceptable tolerance).
Groundwater seepage was observed at depths ranging from 6 to 30 feet in some of the borings during
the drilling operations and the possibility of encountering groundwater seepage should be considered
high during pier drilling. Temporary steel casings will be required to control seepage and caving of
variable materials and conditions. The casing should be seated in the sandstone or shale below the
seepage, and all water should be removed from the shaft excavation before beginning the design rock
penetration. Any portion of the shale above the bottom of the casing should be neglected in the design
penetration.
Concrete should be placed immediately after the excavation has been completed. In no event should
a pier excavation be allowed to remain open for more than 8 hours. Concrete should have a slump of
5 to 7 inches, and should not be allowed to strike the shaft sidewall or steel reinforcement during
placement.
5.3.4 Grade Beams/Tilt Panels
Grade beams/tilt panels should be structurally connected to the top of the pi ers. A minimum void
space of 8 inches should be provided beneath the beams/tilt panels and the underlying soil between
piers. The void space can be reduced to 4 inches if subgrade treatment is completed as presented
in this report. This void space allows movement of the soils below the grade beams/tilt panels
without distressing the structure. The excavation in which the void box lays must remain dry. In
addition, backfill material must not be allowed to enter the void area below the grade beams/tilt
Project No. 14-19770 Page 7
panels, since this reduces the void space. These recommendations also apply to interior pile caps.
Typically, a soil retainer in the form of a thin pre-cast panel or pieces of wood is placed along the
outside edge of the grade beams/tilt panels to prevent the aforementioned soil intrusion. On-site soil
then may be placed against the sides of the grade beams/tilt panels.
5.3.5 Interior Floor Slabs
If some movement can be tolerated, the floor slab can be ground supported provided subgrade
treatment is completed as described in Section “5.4 Subgrade Treatment”. The floor slab may consist
of an independent slab not rigidly connected to the building walls, columns or foundations. If the floor
slab is rigidly connected to the building walls, a hinge crack may develop in the slab parallel to the wall
at a short distance from the wall. The severity of the cracking will depend on the amount of movement
that occurs, the rigidity of the floor slab and the rigidity of the connection. In extreme cases, excessive
movement and cracking of walls and foundations could occur if the connection to the floor slab is
sufficiently rigid. A moisture barrier should be used beneath the interior floor slab in areas where floor
coverings will be utilized or in areas that are sensitive to moisture.
5.4 Subgrade Treatment
As mentioned earlier, swell tests indicate potential ground movement up to 4 inches is possible at
this site. In order to reduce the PVR to more tolerable levels (about 1 inch), subgrade treatment of
the building pad subgrade will be required. Subgrade treatment should consist of removing the
active subgrade soils to a depth of 10 feet below the final pad elevation. The removed clays can
then be replaced with moisture and density control to within 1 foot of final pad elevation and capped
with 1 foot of select fill material. Water pressure injection is generally considered as an alternative to
mechanically removing and reworking of the active subgrade soils. However, due to the presence of
significant sand layers/seams, water pressure injection does not appear practical at this site.
Moisture conditioning of clays to be used as fill should be 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. The subgrade should be excavated to the depth of 10 feet below the final pad
elevation. Any deleterious materials or rock fragments greater than 4 inches in diameter encountered
within the soils should be removed. The subgrade to receive moisture-conditioned clay should be
scarified to a depth of 6 inches, and compacted to 92 to 96 percent of the material’s Standard Proctor
dry density (ASTM D698) at a workable moisture content at least 3 percentage points above optimum.
Project No. 14-19770 Page 8
The clays to be used as fill can then be placed in loose lifts less than 10 inches, compacted to a similar
density and moisture content to within 1 foot of final grade. The remaining 1 foot of material placed
should consist of select fill as described below.
Select fill should consist of a sandy clay or clayey sand with a liquid limit less than 35 and plasticity
index (PI) between 5 and 15. The fill should be placed in loose lifts less than 10 inches thick, and
compacted to a minimum of 95 percent of the material’s maximum standard Proctor dry density (ASTM
D698). The moisture content of the select fill should be within 2 percentage points of the optimum
moisture content as determined by the standard Proctor test. Lime-treated, on-site soils may also be
used as the select fill cap, provided the PI of the material meets the specifications for select fill. We
anticipate 7 to 10 percent lime may be required. The actual percentage of lime should be determined
once soils have been stockpiled and sampled.
Crushed limestone or concrete can also be used as select fill. The crushed limestone or concrete
should meet the requirements of TxDOT Standard Specifications Item 247, Grade 3, Type A. The
material should be compacted in maximum 9-inch loose lifts to a minimum of 95 percent of the
material’s Standard Proctor maximum dry density, at a moisture content of -2 to +2 percentage points
of optimum.
The select fill should not extend beyond the perimeter beam and it should be placed over the moisture-
conditioned clays immediately after the moisture-conditioning process is complete. The subgrade
should be kept moist prior to slab construction.
Moisture conditioned clay fill should be monitored and tested on a full-time basis by Rone Engineers to
confirm conditions are as anticipated and to confirm the fill is placed with the proper moisture content
and degree of compaction. Density tests should be performed on each lift of fill placed.
5.5 Pavement Design Recommendations
When designing proposed pavement sections for driveways and parking areas, subgrade conditions
must be considered along with expected traffic use/frequency, pavement type, and design period.
For this project, traffic loading and frequency conditions were assumed for various conditions as no
specific traffic information was provided. The following information and assumptions were used in our
analysis:
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(1) 45,000 total design equivalent single axle load (ESAL) repetitions for parking areas
subjected to automobiles and light trucks;
(2) 100,000 total design ESAL repetitions for drive/fire lanes subjected to automobile, light
trucks and fire trucks;
(3) 500,000 total design ESAL repetitions for heavy duty pavements subjected to semi-
tractor trailers and dumpster trucks, or equivalent;
(4) A concrete modulus of rupture of 530 psi;
(5) A design life of 20 years;
(6) Initial serviceability, po, of 4.5 and a terminal serviceability, pt, of 2.0 for concrete
pavements;
(7) Reliability, 85 percent
(8) Standard deviation, 0.35
(9) Load transfer (“J” factor), 3.1 (doweled concrete pavement with edge support)
(10) Drainage coefficient, 1.0
(11) A k-value of 100 pci for subgrade consisting of clay so ils and 150 pci for lime-stabilized
subgrade.
The pavement thickness determinations were performed in accordance with the “AASHTO Guide for
the Design of Pavement Structures (current edition)” guidelines. The minimum pavement sections
are presented in the table below. These pavement sections are estimates based on assumed traffic
volumes. A more precise design can be made with detailed traffic loading information.
Traffic Use Design ESAL Count
Portland Cement
Concrete (PCC)
Thickness (inches)
Parking Areas for Autos
and Light Trucks 45,000 5
Drive Lanes for Autos and
Light Trucks/Fire Lanes 100,000 6
Light Semi-Truck
Traffic/Dumpster Areas 500,000 7
Project No. 14-19770 Page 10
Concrete with a minimum 28 day compressive strength of 3,500 pounds per square inch should be
used. As a minimum, reinforcing steel should consist of #3 bars spaced at a maximum of 18 inches
on center in each direction.
Lime stabilization of the pavement subgrade is recommended for PCC pavements subjected to
heavy truck traffic (7 inch pavement section). In small localized areas (dumpster pads, etc.), it may
not be practical to perform lime stabilization . In these areas, the concrete thickness may be
increased by one (1) inch and lime stabilization omitted. Increased periodic maintenance (i.e.
sealing of cracks/joints) is critical to the long -term performance of the pavement in areas without
subgrade stabilization. Lime stabilization will improve pavement performance for the 5- and 6-inch
section; however, it is not required. Periodic maintenance (i.e. sealing of cracks and joints) should
be performed to prevent water intrusion into the underlying clay subgrade. The pavement surface
should be contoured such that surfac e water drains off and away from the pavement or into inlets.
Water allowed to pond on or adjacent to pavement surfaces could saturate the subgrade soils
leading to premature pavement failure.
Pavement recommendations are based on the assumed loading conditions and commonly accepted
design procedures that should provide satisfactory performance for the design life of 20 years for
the assumed traffic loadings. The concrete pavement should have between 4 and 6 percent
entrained air. Hand-placed concrete should have a maximum slump of six inches. A sand-leveling
course should not be permitted beneath pavements. All steel reinforcement, dowel
spacing/diameter, and pavement joints should conform to applicable city standards.
5.6 Pavement Subgrade Preparation
All topsoil, vegetation, and any unsuitable materials should be removed. The pavement subgrade
should be proofrolled with a fully loaded tandem axle dump truck or similar pneumatic-tire equipment
to locate areas of loose subgrade. In areas to be cut, the proofroll should be performed after the
final grade is established. In areas to be filled, the proofroll should be performed prior to placement
of engineered fill and after subgrade construction is complete. Areas of loose or soft subgrade
encountered in the proofroll should be removed and replaced with engineered fill, or moisture
conditioned (dried or wetted, as needed) and compacted in place.
Grading and compaction of pavement subgrade should follow the recommendations in the “General
Earthwork recommendations” section. The final grades must be such that drainage is facilitated,
Project No. 14-19770 Page 11
and access of surface water to the subgrade materials is prevented.
The existing soils are plastic and can undergo some volume change when subjected to moisture
variations. If the moisture contents of these upper soils reduce, they may shrink and cracks may
develop. If the moisture content of these materials increases, they could swell and lose strength.
Shrinkage, swelling, or strength loss could be detrimental to the proper function of the pavement.
Lime stabilization will provide more uniform subgrade support and improve these soil's strength
characteristics. If lime stabilization is used, we recommend a minimum of 7 percent lime (by dry soil
weight) to a depth of 6 inches. However, the actual percentage lime required should be determined
during site development by completing a lime series test. Lime stabilization should be performed in
accordance with Item 260, current Standard Specifications for Construction o f Highways, Streets,
and Bridges, Texas Department of Transportation (TxDOT) or applicable standards.
Clayey sand, sandy clay or sandy soils will not benefit from lime treatment. In these areas, cement
treatment may be necessary. Portland cement treatment should be in accordance with TxDOT Item
275, "Standard Specifications for Construction and Maintenance of Highways, Streets, and Bridges." It
is anticipated that 5 percent by dry weight of Portland cement will be required to stabilize the clayey
sand or sandy clay subgrade to a depth of 6 inches. The cement treated subgrade should be
thoroughly mixed and compacted to 95 percent of standard Proctor density at optimum moisture
content to + 3 percent. Compaction of the treated subgrade should be performed no later than 4 hours
after adding and mixing the cement into the subgrade. The actual percentage of cement required
should be confirmed in the field by collecting soil samples during construction once pavement
subgrade elevation is attained. A cement series should be performed on the sample collected and the
results should be used to determine the actual percentage of cement required.
The amount and type of stabilization should be determined when the site is grad ed and the
pavement subgrade exposed. The readers should understand that lime /cement stabilizing the
upper 6 inches of the subgrade soils will not reduce the shrinking and swelling of the subgrade,
which normally occurs with the seasonal moisture fluctuations. Therefore, some differential vertical
movements of the pavements should be expected.
Water can be introduced beneath the pavement through granular materials used for aggregate
bases and utility line embedment, and can cause differential movement in the pavement. Aggregate
base or a granular leveling course should not be used beneath pavements, and all utilities should
Project No. 14-19770 Page 12
have clay plugs substituted for granular embedment material at the edges of the pavement to
reduce the risk of moisture access and possible swelling.
5.7 General
All grade supported slabs, outward swinging doors, outside stairs, etc. should be designed to
accommodate anticipated potential movements at this site as presented at t he beginning of this
section.
Every attempt should be made to limit the extreme wetting or drying of the subsurface soils because
swelling and shrinkage of these soils will result. Standard construction practices of providing good
surface water drainage should be used. A positive slope of the ground away from any foundation
should be provided. Also, ditches or swales should be provided to carry the run -off water both
during and after construction. Lawn areas should be watered moderately, without allowi ng the clay
soils to become too dry or too wet. Roof runoff should be collected by gutters and downspouts, and
should discharge away from the building.
Backfill for utility lines or along the perimeter beams should consist of site -excavated soil. If the
backfill is too dense or too dry, it will swell and a mound will form along the trench line. If the backfill
is too loose or too wet, it will settle and a sink will form along the trench line. Backfill should be
compacted as recommended in the section titled “General Earthwork Recommendations” below.
If granular material is used for embedment in utility trenches, we recommend placing a clay plug, as
a replacement for the granular embedment, at the location where the city line is located, at the
location where the utility enters the structure and at other connections. The intent is to stop any free
moisture from passing through the granular embedment and entering the soil beneath the
structures.
Root systems from trees and shrubs can draw a substantial amount of water from the clay soils at
this site, causing the clays to dry and shrink. This could cause settlement beneath grade-supported
slabs such as foundation slabs, walks and paving. Trees and large bushes should be located a
distance equal to at least one-half their anticipated mature height away from grade slabs. All
excavations should be sloped, shored, or shielded in accordance with OSHA requirements.
Project No. 14-19770 Page 13
6.0 GENERAL EARTHWORK RECOMMENDATIONS
6.1 Site Grading
Site grading operations, where required, should be performed in accordance with the
recommendations provided in this report. The site grading plans and construction should strive to
achieve positive drainage around all sides of the proposed buildings. Inadequate drainage around
structures built on-grade will cause excessive vertical differential movements to occur.
6.2 Preparation of Site
Preparation of the site for construction operations should include the removal and proper disposal of
all obstructions that would hinder preparation of the site for construction. These obstructions should
include all abandoned structures, foundations, debris, water wells, septic tanks and loose material.
It is the intent of these recommendations to provide for the removal and disposal of all obstructions
not specifically provided for elsewhere by the plans and specifications.
All concrete, trees, stumps, brush, abandoned structures, roots, vegetation, rubbish and any other
undesirable matter should be removed and disposed of properly . It is the intent of these
recommendations to provide a loose surface with no features that would tend to prevent uniform
compaction by the equipment to be used.
Areas to be filled should be disced or bladed to a minimum depth of 6 inches until uniform and free
from large clods, brought to a moisture content within 2 percent of the optimum moisture value, and
compacted to at least 95 percent of maximum dry density in accordance with ASTM D698.
6.3 Fill Materials
Materials to be used for general site fill should consist of on-site material approved by the Soils
Engineer. Imported general site fill should have a liquid limit less than 60 and should be approved by
the Soils Engineer. There should be no roots, vegetation or any other undesirable matter in the soil
and no rocks larger than 4 inches in diameter.
The fill material should be placed in level, uniform layers, which, when compacted, should have a
moisture content and density conforming to the stipulations called for herein. Each layer should be
thoroughly mixed during spreading to provide uniformity of the layer. The fill thickness should not
exceed 10-inch loose lifts.
Project No. 14-19770 Page 14
Prior to and in conjunction with the compacting operation, each layer should be brought to the
proper moisture content as determined by ASTM D 698. We recommend the clay soils be moisture
conditioned to a moisture content that is between optimum and 4 percentage points above optimum.
After each layer has been properly placed, mixed and spread, it should be thoroughly compacted to
between 95 and 100 percent of Standard Proctor Density as determined by ASTM D698.
6.4 Density Tests
Field Density tests should be made by the Soils Engineer or his representative. Density tests should
be taken in each layer of the compacted material below the disturbed su rface. If the materials fail to
meet the density specified, the course should be reworked as necessary to obtain the specified
compaction.
7.0 CONSTRUCTION OBSERVATIONS
In any geotechnical investigation, the design recommendations are based on a limited amount of
information about the subsurface conditions. In the analysis, the geotechnical engineer must
assume the subsurface conditions are similar to the conditions encountered in the boring. However,
during construction quite often anomalies in the sub surface conditions are revealed. Therefore, it is
recommended that Rone Engineering Services , Ltd. be retained to observe earthwork and
foundation installation and perform materials evaluation and testing during the construction phase of
the project. This enables the geotechnical engineer to stay abreast of the project and to be readily
available to evaluate unanticipated conditions, to conduct additional tests if required and, when
necessary, to recommend alternative solutions to unanticipated conditions . Until these construction
phase services are performed by the project geotechnical engineer, the recommendations contained
in this report on such items as final foundation bearing elevations, final depth of undercut of
expansive soils for non -expansive earth fill pads, and other such subsurface -related
recommendations should be considered as preliminary.
It is proposed that construction phase observation and materials testing commence by the project
geotechnical engineer at the outset of the project. Ex perience has shown that the most suitable
method for procuring these services is for the owner to contract directly with the project geotechnical
engineer. This results in a clear, direct line of communication between the owner and the owner's
design engineers, and the geotechnical engineer.
Project No. 14-19770 Page 15
8.0 REPORT CLOSURE
The analyses, conclusions and recommendations contained in this report are based on site
conditions as they existed at the time of the field investigation and further on the assumption that the
exploratory boring is representative of the subsurface conditions throughout the site; that is, the
subsurface conditions everywhere are not significantly different fro m those disclosed by the boring
at the time it was completed. If during construction, different subsurface conditions from those
encountered in our boring are observed, or appear to be present in excavations, we must be
advised promptly so that we can review these conditions and reconsider our recommendations
where necessary. If there is a substantial lapse of time between submission of this report and the
start of the work at the site, if conditions have changed due either to natural causes or to
construction operations at or adjacent to the site, or if structure locations, structural loads or finish
grades are changed, we urge that we be promptly informed and retained to review our report to
determine the applicability of the conclusions and recommendations, considering the changed
conditions and/or time lapse.
Further, it is urged that Rone Engineering Services, Ltd. be retained to review those portions of the
plans and specifications for this particular project that pertain to earthwork and foundations as a
means to determine whether the plans and specifications are consistent with the rec ommendations
contained in this report. In addition, we are available to observe construction, particularly the
compaction of structural fill, or backfill and the construction of foundations as recommended in the
report and such other field observations as might be necessary.
This report has been prepared for the exclusive use of the client and their designated agents for
specific application to design of this project. We have used that degree of care and skill ordinarily
exercised under similar conditions by reputable members of our profession practicing in the same or
similar locality. No warranty, expressed or implied, is made or intended.
APPENDIX A
480.0
472.0
467.0
463.0
460.0
17
14
NP
4.50
2.75
4.5+
N=20
N=25
N=36
N=33
100/5''
N=50/5.0
12
17
10
8
9
11
7
21
35
22
NP
SANDY FAT CLAY (CH) - brown and dark brown
SANDY LEAN CLAY (CL) - brown, light brown
and gray
SILTY SAND (SM) - light brown
SANDSTONE - light brown
SHALE - gray
Boring Terminated at 25 Feet
67
60
14
52
36
NP
CFA
B- 1
RE
C
%
5
10
15
20
25
Surface Elevation
Sy
m
b
o
l
2-5-14
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-18896
Building A
Proposed Prologis Park
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
485.0
De
p
t
h
,
F
t
.
Plate A.4
Location
B- 1
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
25.0'
While Drilling 24
18At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
8
8
9
6
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
475.0
473.0
469.0
464.0
458.5
452.0
17
NP
1.00
0.50
N=27
N=26
N=70
N=50/2.5"
N=50/3.0"
8
14
19
23
17
14
14
20
6
NP
SANDY CLAY (CL) - brown
SANDY CLAY (CL) - dark brown and light brown
SILTY CLAYEY SAND (SC-SM) - light brown
SILTY SAND (SM) - light brown
SHALEY CLAY (CH) - gray
SHALE - gray
Boring Terminated at 25 Feet
41
27
23
NP
CFA
B- 2
RE
C
%
5
10
15
20
25
Surface Elevation
Sy
m
b
o
l
2-4-14
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-18896
Building A
Proposed Prologis Park
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
477.0
De
p
t
h
,
F
t
.
Plate A.5
Location
B- 2
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
25.0'
While Drilling 6
9At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
8
8
9
6
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
486.5
480.5
475.5
467.5
15
14
2.75
4.5+
4.5+
N=38
N=41
N=50/3.0"
100/3.75''
100/3''
14
11
10
10
15
13
26
28
CLAYEY SAND (SC) - brown, dark brown and
reddish brown, with sand
CLAYEY SAND (SC) - brown and gray
SANDSTONE - light brown
SHALE - gray
Boring Terminated at 25 Feet
42
48
41
42
CFA
B- 3
RE
C
%
5
10
15
20
25
Surface Elevation
Sy
m
b
o
l
2-4-14
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-18896
Building A
Proposed Prologis Park
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
492.5
De
p
t
h
,
F
t
.
Plate A.6
Location
B- 3
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
25.0'
While Drilling not encountered
not encounteredAt Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
8
8
9
6
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
470.0
464.5
453.0
14
17
4.25
4.5+
3.50
2.75
0.25
100/5"
100/6.75''
100/6''
15
13
15
14
19
23
2
CLAYEY SAND (SC) - brown
SILTY SAND (SM) - light brown
SANDSTONE - gray
Boring Terminated at 25 Feet
44
16
37
19
CFA
B- 4
RE
C
%
5
10
15
20
25
Surface Elevation
Sy
m
b
o
l
2-14-14
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-18896
Building A
Proposed Prologis Park
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
478.0
De
p
t
h
,
F
t
.
Plate A.7
Location
B- 4
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
25.0'
While Drilling 12
10At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
8
8
9
6
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
485.5
474.5
457.5
14
14
2.00
4.5+
4.5+
4.5+
4.5+
100/1''
100/2''
100/3.5''
100/3''
15
11
11
10
10
11
17
18
18
10
14
25
SANDY LEAN CLAY (CL) - brown to light brown
LEAN CLAY (CL) - light brown to brown
SANDSTONE - gray, with shale layers
Boring Terminated at 30 feet.
63
81
28
39
CFA
B- 5
RE
C
%
5
10
15
20
25
30
Surface Elevation
Sy
m
b
o
l
1-12-15
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-19770 Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
487.5
De
p
t
h
,
F
t
.
Plate A.8
Location
B- 5
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
30.0'
While Drilling Not Encountered
Not Encountered
Not Measured
At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
9
7
7
0
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
466.0
451.5
449.5
14
14
2.00
4.5+
4.5+
4.5+
4.5+
N=50/3"
N=50/2"
N=50/4"
100/2.25''
16
8
9
12
12
25
17
21
20
22
LEAN CLAY (CL) - dark brown, with sand
SANDSTONE - gray, with shale layers
SHALE - gray
Boring Terminated at 30 feet.
78
76
34
36
CFA
B- 6
RE
C
%
5
10
15
20
25
30
Surface Elevation
Sy
m
b
o
l
1-8-15
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-19770 Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
479.5
De
p
t
h
,
F
t
.
Plate A.9
Location
B- 6
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
30.0'
While Drilling 13
Not Encountered
Not Measured
At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
9
7
7
0
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
471.0
448.0
15
14
3.00
3.00
1.50
4.5+
N=50/4.25"
N=50/5.75"
100/2.5''
N=50/4.75"
100/2.75''
100/1.5''
11
11
8
8
10
7
25
21
23
CLAYEY SAND (SC) - brown to light brown
SANDSTONE - gray, with shale layers
Boring Terminated at 30 feet.
29
27
36
37
CFA
B- 7
RE
C
%
5
10
15
20
25
30
Surface Elevation
Sy
m
b
o
l
1-10-15
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-19770 Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
478.0
De
p
t
h
,
F
t
.
Plate A.10
Location
B- 7
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
30.0'
While Drilling 16
24
Not Measured
At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
9
7
7
0
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
469.5
465.5
457.5
14
15
4.00
4.5+
4.5+
4.5+
4.5+
4.5+
100/1.25''
100/3.75''
100/2.5''
14
3
10
8
11
10
12
28
SANDY LEAN CLAY (CL) - brown to dark brown
SANDSTONE - tan and gray, with shale layers
SHALE - gray
Boring Terminated at 30 feet.
61
76
26
43
CFA
B- 8
RE
C
%
5
10
15
20
25
30
Surface Elevation
Sy
m
b
o
l
1-10-15
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-19770 Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
487.5
De
p
t
h
,
F
t
.
Plate A.11
Location
B- 8
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
30.0'
While Drilling Not Encountered
Not Encountered
Not Measured
At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
9
7
7
0
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
468.0
462.0
450.0
15
2.25
4.5+
4.5+
3.50
2.50
100/1.25''
100/5.75''
100/5.5''
100/5.5''
16
13
13
15
18
13
8
14
16
17
26
LEAN CLAY (CL) - brown to light brown
with sandstone fragments
SANDSTONE - gray, with shale layers
SHALE - gray, with sandstone seams
Boring Terminated at 30 feet.
86 41
CFA
B- 9
RE
C
%
5
10
15
20
25
30
Surface Elevation
Sy
m
b
o
l
1-12-15
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-19770 Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
480.0
De
p
t
h
,
F
t
.
Plate A.12
Location
B- 9
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
30.0'
While Drilling 25.5
28
Not Measured
At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
9
7
7
0
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
470.5
466.5
450.5
448.5
12
17
2.50
2.50
4.5+
2.50
4.5+
100/0.75''
100/1.5''
100/1.75''
100/6''
12
9
6
10
18
7
10
13
17
8
21
CLAYEY SAND (SC) - brown to light brown
LEAN CLAY (CL) - gray
SANDSTONE - gray, with shale layers
SHALE - gray, with sandstone seams
Boring Terminated at 30 feet.
47
99
20
38
CFA
B-10
RE
C
%
5
10
15
20
25
30
Surface Elevation
Sy
m
b
o
l
1-12-15
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-19770 Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
478.5
De
p
t
h
,
F
t
.
Plate A.13
Location
B-10
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
30.0'
While Drilling Not Encountered
Not Encountered
Not Measured
At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
9
7
7
0
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
476.0
469.5
463.0
458.0
15
14
4.00
4.5+
4.5+
4.5+
4.5+
N=38
N=50/5"
100/4.25''
100/3.5''
19
12
12
11
10
7
11
28
23
LEAN CLAY (CL) - brown to dark brown
SILTY SAND (SM) - light brown
SANDSTONE - gray, with shale layers
SHALE - gray
Boring Terminated at 30 feet.
91
81
43
37
CFA
B-11
RE
C
%
5
10
15
20
25
30
Surface Elevation
Sy
m
b
o
l
1-10-15
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-19770 Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
488.0
De
p
t
h
,
F
t
.
Plate A.14
Location
B-11
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
30.0'
While Drilling Not Encountered
Not Encountered
Not Measured
At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
9
7
7
0
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
476.0
470.0
454.0
452.0
13
17
1.50
4.5+
3.50
1.75
0.50
4.5+
100/0.75''
N=50/5"
N=50/6"
20
8
12
16
23
10
13
16
17
18
34
SANDY LEAN CLAY (CL) - brown to dark brown
SANDY FAT CLAY (CH) - gray
SANDSTONE - gray, with shale layers
SHALEY CLAY (CH) - gray, with sandstone
fragments
Boring Terminated at 30 feet.
60
51
31
51
CFA
B-12
RE
C
%
5
10
15
20
25
30
Surface Elevation
Sy
m
b
o
l
1-8-15
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-19770 Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
482.0
De
p
t
h
,
F
t
.
Plate A.15
Location
B-12
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
30.0'
While Drilling 23
30
Not Measured
At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
9
7
7
0
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
475.5
467.5
451.5
449.5
13
14
2.25
2.25
4.5+
4.5+
4.5+
N=50/2.5"
100/1.5''
N=50/6"
100/4.5''
12
9
13
11
18
13
17
18
11
20
CLAYEY SAND (SC) - brown to light brown
SANDY LEAN CLAY (CL) - light brow and gray
SANDSTONE - gray, with shale layers
SHALE - gray, with sandstone seams
Boring Terminated at 30 feet.
44
56
24
34
CFA
B-13
RE
C
%
5
10
15
20
25
30
Surface Elevation
Sy
m
b
o
l
1-12-15
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-19770 Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
479.5
De
p
t
h
,
F
t
.
Plate A.16
Location
B-13
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
30.0'
While Drilling Not Encountered
Not Encountered
Not Measured
At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
9
7
7
0
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
472.5
469.5
460.5
449.5
13
NP
4.5+
4.5+
4.5+
4.5+
N=9
N=32
100/3.25''
100/3.25''
100/2.25''
12
8
8
7
4
17
14
17
9
17
NP
LEAN CLAY (CL) - brown to dark brown
SILTY SAND (SM) - light brown
SHALEY CLAY (CH) - gray, with sandstone seams
SHALE - gray
with sandstone seams
Boring Terminated at 30 feet.
88
10
30
NP
CFA
B-14
RE
C
%
5
10
15
20
25
30
Surface Elevation
Sy
m
b
o
l
1-13-15
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-19770 Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
479.5
De
p
t
h
,
F
t
.
Plate A.17
Location
B-14
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
30.0'
While Drilling Not Encountered
Not Encountered
Not Measured
At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
9
7
7
0
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
462.0
448.0
13
13
4.5+
4.50
2.50
1.25
4.5+
2.25
100/4.25''
100/3.25''
100/3.5''
11
13
16
13
16
22
17
LEAN CLAY (CL) - brown to light brown, with
trace gravel
SHALE - gray
Boring Terminated at 30 feet.
73
79
35
30
CFA
B-15
RE
C
%
5
10
15
20
25
30
Surface Elevation
Sy
m
b
o
l
1-14-15
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-19770 Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
478.0
De
p
t
h
,
F
t
.
Plate A.18
Location
B-15
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
30.0'
While Drilling Not Encountered
Not Encountered
Not Measured
At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
9
7
7
0
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
498.0
495.0
13
4.25
4.5+
12
7
8
21
SANDY LEAN CLAY (CL) - brown
CLAYEY SAND (SC) - light brown
Boring Terminated at 5 feet.
43 34
CFA
B-16
RE
C
%
5
Surface Elevation
Sy
m
b
o
l
1-12-15
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-19770 Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
500.0
De
p
t
h
,
F
t
.
Plate A.19
Location
B-16
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
5.0'
While Drilling Not Encountered
Not Encountered
Not Measured
At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
9
7
7
0
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
496.0
493.0
13
3.75
N=8
N=20
11
9
31
LEAN CLAY (CL) - brown
SILTY SAND (SM) - brown
Boring Terminated at 5 feet.
34 14
CFA
B-17
RE
C
%
5
Surface Elevation
Sy
m
b
o
l
1-12-15
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-19770 Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
498.0
De
p
t
h
,
F
t
.
Plate A.20
Location
B-17
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
5.0'
While Drilling Not Encountered
Not Encountered
Not Measured
At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
9
7
7
0
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
491.5
154.5+
4.5+
4.5+
4.5+
13
9
10
10
30LEAN CLAY (CL) - brown to light brown
Boring Terminated at 5 feet.
84 45
CFA
B-18
RE
C
%
5
Surface Elevation
Sy
m
b
o
l
1-8-15
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-19770 Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
496.5
De
p
t
h
,
F
t
.
Plate A.21
Location
B-18
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
5.0'
While Drilling Not Encountered
Not Encountered
Not Measured
At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
9
7
7
0
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
496.5
13
4.00
4.5+
4.5+
12
10
9
25
LEAN CLAY (CL) - brown, with calcareous
nodules
Boring Terminated at 5 feet.
81 38
CFA
B-19
RE
C
%
5
Surface Elevation
Sy
m
b
o
l
1-8-15
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-19770 Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
501.5
De
p
t
h
,
F
t
.
Plate A.22
Location
B-19
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
5.0'
While Drilling Not Encountered
Not Encountered
Not Measured
At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
9
7
7
0
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
495.5 14
2.25
3.50
4.5+
4.5+
12
13
8
1128
LEAN CLAY (CL) - brown to light brown, with
sand and calcareous nodules
Boring Terminated at 5 feet.
73 42
CFA
B-20
RE
C
%
5
Surface Elevation
Sy
m
b
o
l
1-8-15
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-19770 Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
500.5
De
p
t
h
,
F
t
.
Plate A.23
Location
B-20
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
5.0'
While Drilling Not Encountered
Not Encountered
Not Measured
At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
9
7
7
0
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
494.5
16
3.75
4.5+
4.5+
17
11
10
32
LEAN CLAY (CL) - brown to light brown, with
calcareous nodules
Boring Terminated at 5 feet.
92 48
CFA
B-21
RE
C
%
5
Surface Elevation
Sy
m
b
o
l
1-8-15
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-19770 Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
499.5
De
p
t
h
,
F
t
.
Plate A.24
Location
B-21
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
5.0'
While Drilling Not Encountered
Not Encountered
Not Measured
At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
9
7
7
0
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
500.5
498.5
15
1.50
3.00
N=15
16
10
57
SANDY LEAN CLAY (CL) - brown to light brown
SILTY CLAYEY SAND (SC-SM) - light brown
Boring Terminated at 5 feet.
30 22
CFA
B-22
RE
C
%
5
Surface Elevation
Sy
m
b
o
l
1-8-15
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-19770 Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
503.5
De
p
t
h
,
F
t
.
Plate A.25
Location
B-22
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
5.0'
While Drilling Not Encountered
Not Encountered
Not Measured
At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
9
7
7
0
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
503.5
500.5
13
13
N=32
N=16
14
9
7
21
16
CLAYEY SAND (SC) - brown to light brown
SANDY LEAN CLAY (CL) - light brown
Boring Terminated at 5 feet.
49
51
34
29
CFA
B-23
RE
C
%
5
Surface Elevation
Sy
m
b
o
l
1-14-15
Sa
m
p
l
e
s
Water Observations (feet)
Completion
Date
LOG OF BORING NO.
Pl
a
s
t
i
c
Li
m
i
t
,
%
Completion
Depth
Project No.
14-19770 Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Coppell, Texas
Pa
s
s
i
n
g
N
o
.
2
0
0
Si
e
v
e
,
%
Dr
y
U
n
i
t
W
e
i
g
h
t
pc
f
Pl
a
s
t
i
c
i
t
y
In
d
e
x
Li
q
u
i
d
Li
m
i
t
,
%
Pe
n
e
t
r
o
m
e
t
e
r
Re
a
d
i
n
g
,
T
S
F
SP
T
-
B
l
o
w
s
/
F
o
o
t
TC
P
-
B
l
o
w
s
/
I
n
c
h
505.5
De
p
t
h
,
F
t
.
Plate A.26
Location
B-23
Boring No.
Un
c
o
n
f
i
n
e
d
Co
m
p
r
e
s
s
i
o
n
ps
f
Type
Stratum Description
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
,
%
5.0'
While Drilling Not Encountered
Not Encountered
Not Measured
At Boring Completion
End of Day After Boring Completion
RO
N
E
E
N
G
I
N
E
E
R
I
N
G
L
O
G
S
-
1
1
4
-
1
9
7
7
0
.
G
P
J
R
O
N
E
.
G
D
T
1
/
2
6
/
1
5
Plate A.29
SWELL TEST RESULTS
GEOTECHNICAL ENGINEERING REPORT
Proposed Prologis Park
Coppell, Texas
Rone Project No. 14-18896
Boring Depth
(ft)
Liquid
Limit
Plastic
Limit
Plasticity
Index
Initial
MC (%)
Final
MC (%)
Load
(psf)
Swell
(%)
B- 1 2-4 52 17 35 19 20 375 1.4
B- 2 4-6 23 17 6 20 19 625 0.0
B- 3 4-6 42 14 28 10 14 625 4.0
B- 4 2-4 37 14 23 13 14 375 0.5
B- 4 8-10 19 17 2 22 18 1125 0.0
Boring Depth
(ft)
Liquid
Limit
Plastic
Limit
Plasticity
Index
Initial MC
(%)
Final MC
(%)
Load
(psf)
Swell
(%)
B- 5 0-2 28 14 14 16 16 125 0.0
B- 6 2-4 34 14 20 9 14 375 5.7
B- 6 6-8 36 14 22 13 16 875 2.0
B- 7 0-2 36 15 21 14 14 125 0.0
B- 8 2-4 26 14 12 11 19 375 0.0
B- 9 4-6 41 15 26 14 19 625 1.8
B-10 8-10 38 17 21 18 19 1125 0.2
B-11 6-8 37 14 23 11 16 875 4.2
B-12 6-8 51 17 34 15 15 875 0.1
B-13 6-8 34 14 20 10 13 875 0.0
B-14 2-4 30 13 17 8 15 375 2.3
B-15 2-4 35 13 22 11 13 375 0.8
B-15 6-8 30 13 17 16 16 875 0.0
Rone Project Number: 14-19770
Coppell, Texas
Proposed Prologis Park One Twenty One - Subaru BTS Warehouse
Geotechnical Engineering Report
SWELL TEST RESULTS
Plate A.30
APPENDIX B
B-1
FIELD OPERATIONS
Subsurface conditions were defined by a total of 23 borings located as shown on the Boring
Location Diagram, Plate A.3. The borings were drilled at locations staked in the field by Rone. The
borings were advanced between sample intervals using continuous flight auger drilling procedures.
The results of the borings are shown graphically on the Log s of Boring, Plates A.4 through A.26.
Sample depth, description, and soil classification based on the Unified Soil Classification System
are shown on the Logs of Boring. Keys to the symbols and terms used on the Logs of Boring are
presented on Plates A.27 and A.28.
Relatively undisturbed samples of cohesive soils were obtained with Shelby tube samplers in general
accordance with ASTM D1587 at the locations shown on the Log of Boring. The Shelby tube sampler
consists of a thin-walled steel tube with a sharp cutting edge connected to a head equipped with a ball
valve threaded for rod connection. The tube is pushed into the undisturbed soils by the hydraulic pull-
down of the drilling rig. The soil specimens were extruded from the tube in the field, logged, tested for
consistency with a hand penetrometer, sealed, and packaged to maintain "in situ" moisture content.
The consistency of cohesive soil samples was evaluated in the field using a calibrated hand
penetrometer. In this test, a 0.25-inch diameter piston is pushed into the undisturbed sample at a
constant rate to a depth of 0.25 -inch. The results of these tests are tabulated at respective sample
depths on the logs. When the capacity of the penetrometer is exceeded, the value is tabulated as
4.5+.
Samples of granular materials were also obtained using split-barrel sampling procedures in general
accordance with ASTM D1586. In the split-barrel procedure, a disturbed sample is obtained in a
standard 2 inch OD split barrel-sampling spoon driven into 18 inches into the ground using a 140 -
pound hammer falling freely 30 inches. The number of blows for the last 12 inches of a standard
18-inch penetration is recorded as the Standard Penetration Test resistance (N -value). The N-
values are recorded on the boring logs at the depth of sampling. The samples were sealed and
returned to our laboratory for further examination and testing.
The shale and sandstone encountered was also evaluated with a modified version of the Texas Cone
Penetration test. Texas Department of Transportation (TX-DOT) Test Method Tex-132-E specifies
driving a 3-inch diameter cone with a 170-pound hammer freely falling 24 inches. This results in 340
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foot-pounds of energy for each blow. This method was modified by utilizing a 140-pound hammer
freely falling 30 inches. This results in 350 foot-pounds of energy for each hammer blow. In relatively
soft materials, the penetrometer cone is driven 1 foot and the number of blows required for each 6-inch
penetration is tabulated at respected test depths, as blows per 6 inches on the log. In hard materials
(rock or rock-like), the penetrometer cone is driven with the resulting penetrations, in inches, recorded
for the first and second 50 blows, a total of 100 blows. The penetration for the total 100 blows is
recorded at the respective testing depths on the boring logs.
Groundwater observations during and after completion of the boring are shown on the upper right of
the boring log. Upon completion of the boring, the borehole was backfilled from the top and plugged
at the surface.
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LABORATORY TESTING
General
Laboratory tests were performed to define pertinent engineering characteristics of the soils
encountered. The laboratory tests included moisture content, gradation (percentage of material
passing through a standard U.S. No. 200 sieve), Atterberg limits, and visual classification.
Classification Tests
Classification of soils was verified by natural moisture content and Atterberg limits determinations.
These tests were performed in general accordance with American Society for Testing and Materials
(ASTM) procedures. The Atterberg limits, gradations and natural moisture content determinations
are presented at the respective sample depths on the Log of Boring.
Free Swell Tests
Selected samples of the near-surface cohesive soils were subjected to free swell tests. In the free
swell test, a sample is placed in a consolidometer and subjected to the estimated overburden
pressure. The sample is then inundated with water and allowed to swell. Moisture contents are
determined both before and after completion of the test. Test results are recorded as the percent
swell, with initial and final moisture content.