Duke Lesley 3C-LR090317
DUKE CONSTRUCTION
14241 N. Dallas Parkway, Suite 1000. Dallas, TX 75254
Phone: 972-361-6700 Fax: 972-361-6800
TO:
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The City of Coppell
255 Parkway
Coppell, TX 75019
Attn: Mr. Larry Davis
TER OF TRANSMITTAL
VIA: Hand Delivery
'n West I Expansion
WE ARE SENDING YOU:
D PLANS
o SHOP DRAWINGS
o COpy OF LETTER
D PRINTS
D CHANGE ORDER
D SAMPLES
D SPECIFICATIONS
GJ OTHER (see below)
COPIES DATE NO. DESCRIPTION ACTION
1 1 Geotechnical Report for 1525 S Beltline Road
THESE ARE TRANSMITTED AS CHECKED BELOW:
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o D. Rejected
D B. Make corrections as noted
D E. Resubmit _ copies for approval
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REMARKS
Signed: John Warren. Ass!. Proiect Manaqer
cc: Job File (1)
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GEOTECHNICAL ENGINEERING REP~ORT .
PROPOSED OFFICE BUILDING
POINT WEST No.1
COPPELL, TEXAS
Prepared For:
DUKE REALTY CORPORATION
5495 BELT LINE ROAD, SUJ;fE 360
DALLAS, TEXAS 75~i6
ATTENTION: MR. BRIAN PIERCE
NOVEMBER 2006
PROJECT NO. 06-12445
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Rone Engineering
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. GEOTECHNICAL ENGINEERING
. CONSTRUCTION MATERIALS TESTING
. ENVIRONMENTAL CONSULTING
. FORENSIC ENGINEERING
DALLAS/FoRT WORTH
8908 AM8ASSADOR ROW
DALLAS, TEXAS 75247
TELEPHONE 214-630-9745
TELEPHONE 817-284-1318
FACSIMILE 214-630-9819
HOUSTON
7701 WEST LITTLE YORK
SUITE 600
HOUSTON, TEXAS 77040
TELEPHONE 713-996-9979
FACSIMILE 713-996-9972
AUSTIN
4221 FREIDRICH LANE
SUITE 195
AUSTIN, TEXAS 78744
TELEPHONE 512-462-2733
FACSIMILE 512-462-1155
November 29, 2006
Mr. Brian Pierce
Duke Realty Corporation
5495 Belt Line Road, Suite 360
Oallas, Texas 75236
Re: GEOTECHNICAL ENGINEERING REPORT
PROPOSED OFFICE BUILDING
POINT WEST No.1
COPPELL, TEXAS
RONE PROJECT NO. 06-12445
Dear Mr. Pierce:
Submitted herewith are the results of a geotechnical investigation conducted for
the referenced project. This investigation was performed in accordance with our
proposal number 06-10743 dated November 10, 2006.
Engineering analyses and recommendations for site grading and foundations are
contained in the narrative section of the report. 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, and we would
appreciate the opportunity to provide the materials engineering-testing and
geotechnical observation services during the construction phase of this project.
Please contact us if you have any questions or need any additional services.
Respectfully Submitted,
or.'~. w
L. C. An
Staff Geologist
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Rodolfo L mas, P.E.
Geotechnical Engineer
TABLE OF CONTENTS
PaQe
. INTRODUCTION..................................................................................................................... 1
FIELD AND LABORATORY INVESTIGATIONS... ...... ....... ............ ............ ............. ........ ........ 1
GENERAL SITE CONDITIONS.................................. ............................................................. 2
ANALYSIS AN D RECOMMEN DA TIONS ................................................................................ 3
RECOMMENDATIONS FOR THE PLACEMENT OF CONTROLLED EARTHFILL .............. 8
CONSTRUCTION OBSERVATIONS ...................................................................................... 9
REPORT CLOS U RE.............................................................................................................. 1 0
APPENDIX A
Plate
BORING LOCATION DIAGRAM.. .......................... ..... ................. ......................... ................ A.1
LOGS OF BORINGS .... .................... ................ ..... ....... .................. ...... ............ ............ A.2-A.12
UNIFIED SOIL CLASSIFICATION SYSTEM.. ....... .......................... ..... ...... ..... .................... A.13
KEY TO CLASSIFICATIONS AND SYMBOLS ...................... .............. ...... ...... .............. ..... A.14
SWELL TEST RESULTS....... ....................... ......... ........... ...................... ...................... ....... A.15
APPENDIX 8
Paqe
FI ELD OPERA TI ONS ............................................................................................................ B-1
LABORATORY TESTING ....... ......... ...... ............. .... ......... ....... ..... ..... ..... ... ........ ..... ....... .... ..... B-2
WATER PRESSURE INJECTION......................................................................................... B-3
GEOTECHNICAL ENGINEERING REPORT
PROPOSED OFFICE BUILDING
POINT WEST No.1
COPPELL, TEXAS
INTRODUCTION
The proposed project will consist of developing a new three-story office building covering a plan
area of 54,250 square feet, with associated paved parking and drives. The project is located about
1,100 feet north of the northwest intersection of Interstate 635 and Belt Line Road in Coppell, Texas.
At the time of this investigation, the site was relatively flat and undeveloped, with commercial
office/warehouse buildings to the north. The general location and orientation of the site are shown
on the Boring Location Diagram, Plate A.1, in the Appendix section of this report.
The principal purposes of this investigation were to evaluate the general soil conditions at the
proposed site and to develop geotechnical recommendations for the design and construction of
foundations. To accomplish its intended purposes, the study was conducted in the following phases:
(1) drill sample borings to evaluate the soil conditions at the boring locations and to obtain soil
samples; (2) conduct laboratory tests on selected samples recovered from the borings to establish the
pertinent engineering characteristics of the foundation soils; and (3) perform engineering analyses,
using field and laboratory data, to develop foundation design criteria.
FIELD OPERATIONS AND LABORATORY TESTING
Soil conditions were determined by a total of 12 sample borings. Eight borings were drilled to depths
of 35 to 50 feet below grade within the footprint of the proposed building. Boring B-1 was extended
deeper to locate the depth of shale within the building. Four borings were drilled to a depth of 10 feet
to aid in pavement design. The borings were drilled in November 2006 and their approximate
locations are shown on Plate A.1. Sample depth, description of soils, and classification (based on
the Unified Soil Classification System) are presented on the Logs of Boring, Plates A.2 through
A.13. Keys to terms and symbols used on the logs are shown on Plates A.14 and A.15.
Laboratory soil tests were performed on selected samples recovered from the borings to verify visual
classification and determine the pertinent engineering properties of the soils encountered.
Project No. 06-12445
Page 1
Classifications test results are presented on the Logs of Boring. Swell test results are shown on
Plate A.16.
Descriptions of the procedures used in the field and laboratory phases of this study are presented in
the Appendix of this report.
GENERAL SITE CONDITIONS
Subsurface Soil Conditions
Geologically the site is located within the Eagle Ford Shale formation. Descriptions of the various
strata and their approximate depths and thickness are shown on the boring logs. A brief summary
of the stratigraphy indicated by the borings is given below.
The borings generally encountered dark brown and brown clay from the surface to depths of about 2
to 6 feet, followed by tan gray shaley clay to a depth of about 48 feet at Boring B-1, and to the
termination depth of the remaining borings (10 and 35 feet). At Boring B-1, gray clayey shale
followed to the termination depth of 50 feet.
The Plasticity Index of the clay samples tested ranged from 35 to 54, indicating high to very high soil
plasticity. A high Plasticity Index is generally associated with a high potential for swelling.
Groundwater
The borings were advanced using auger drilling and intermittent sampling methods in order to
observe groundwater seepage levels. Groundwater was encountered at depths of about 16 to 27
feet during drilling at some borings, and it was measured at depths of about 23 to 31 feet upon
completion of drilling the boring locations.
Future construction activities may alter the surface and subsurface drainage characteristics of this
site. It is difficult to accurately predict the magnitude of subsurface water fluctuations that might
occur based upon short-term observations. The risk of encountering seepage is increased during
and after precipitation. Groundwater conditions are summarized in the table below.
Project No. 06-12445
Page 2
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8-9, 8-1 0 , 8- 1 1 and 8-1 2 Dry Dry
ANAL VSIS AND RECOMMENDATIONS
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 content of the subsurface soils. Swell test results were
also used in the estimation of the PVR.
The Potential Vertical Rise (PVR) calculated using the referenced method, and the conditions
encountered at the borings, is about 5 inches based on in-situ soil being at a dry antecedent
condition. At the time of drilling, the soils at the borings were in,a slightly dry to moist condition.
Foundation System
8ased on the borings and our experience, underreamed drilled pier foundations can be used for
support of the building. As an alternative, straight shaft drilled piers bearing in gray shale can also
be considered. As discussed above, gray shale was encountered at a depth of about 48 feet at one
boring location (the boring was extended to locate the depth to shale). Additional borings would be
required to locate the depth to shale at other locations within the building and to obtain sufficient
penetration into the bearing stratum for design purposes. We would be pleased to perform
additional borings if desired.
Detailed geotechnical recommendations for underreamed drilled piers are presented below.
Project No. 06-12445
Page 3
Drilled Pier Foundations
Drilled pier foundations (auger-excavated, underreamed, steel reinforced, cast-in-place concrete
piers) bearing in native clay are recommended for support of the building. The underreamed piers
should be founded in the shaley clay at a depth of 17 feet beneath the existing site grade. The piers
may be proportioned using a net allowable end bearing pressure of 4,000 pounds per square foot.
This bearing pressure is based on a safety factor of 3 against shear failure of the foundation bearing
soils. Foundation settlement for drilled piers constructed as described above should be less than 1
inch.
The uplift force on the piers due to swelling of the active clays can be approximated by assuming a
uniform uplift pressure of 2,200 psf acting over the perimeter of the shaft to a depth of 12 feet. The
shafts should contain sufficient full length reinforcing steel to resist uplift forces. The uplift force can
be ignored for the portion of the shaft extending through non-expansive fill used in the building area.
The uplift force can be resisted by the dead load on the shafts plus the uplift resistance provided by the
undereamed portion of the piers. For underreamed piers, the piers should be provided with an
underream diameter to shaft diameter ratio not less than 2 to 1, and not greater than 3 to 1. For uplift
considerations, piers should not be spaced closer than 2 underream diameters (edge to edge) based
on the diameter of the larger underream. Closer pier spacings may result in reduced uplift capacity.
We should be contacted to review closer pier spacings on a case by case basis.
Construction Considerations for Drilled Piers
The construction of all piers should be observed as a means to verify compliance with design
assumptions and to verify:
(1) the bearing stratum;
(2) underream size;
(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 encountered during at depths of about 16 to 27 feet drilling, and it was
measured at about 23 to 31 feet upon completion of drilling the borings. There is a risk of groundwater
seepage occurring during pier excavation, especially during or after periods of precipitation or following
water-injection. In addition, the shaley clay soils are slickensided in nature and there is a risk of
underream collapse if left open for a considerable time. Concrete should be placed in the shafts as
soon as possible after excavation to reduce the risk of groundwater seepage, deterioration of the
foundation-bearing surface, and underream collapse. We should be contacted for further evaluation
Project No. 06-12445
Page 4
and recommendations if groundwater seepage and/or underream collapse occurs.
Temporary or permanent steel casing may be required to prevent groundwater seepage (if
encountered) and side wall cave-in during construction. 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.
Grade Beams
Grade beams should be structurally connected into the top of the piers. A minimum void space of 10
inches should be provided beneath the grade beams and the underlying soil between piers. This void
space allows movement of the soils below the grade beams 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 grade beams, since this reduces the void space.
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 to prevent the aforementioned soil intrusion. On-site soil then may
be placed against the sides of the grade beams.
Floor System
As discussed above, potential ground movement could be about 5 inches at this site. We understand
it is desired to support the floor on treated subgrade to reduce the potential soil movements to 1 inch or
less. We further understand that water injection with a lime-treated clay cap is the preferred subgrade
treatment. In general, placing at least 6 inches of lime treated clay in conjunction with twelve (12) feet
of water pressure injection within the building area could reduce potential floor movements to about 1
inch. Guidelines and suggested specifications for injection are included in the appendix of this report.
Water pressure injection should extend 10 feet beyond the building lines and under any adjacent
f1atwork (Le., sidewalks, patios, etc.). Soils under adjacent f1atwork should be treated to the same
depth and in the same manner as the soils under the building (as described above).
Lime treatment of clay cap is required to prevent moisture loss from the injected subgrade. We
recommend a minimum of 7 percent lime (by dry soil weight) to a depth of 6 inches. Lime
stabilization should be performed in accordance with Item 260, current Standard Specifications for
Construction of Highways, Streets, and Bridges, Texas Department of Transportation (TxDOT) or
applicable standards.
Project No. 06-12445
Page 5
There is a strong potential for the subgrade to dry out after the injection is performed. To minimize
this risk, we recommend that water pressure injection occur immediately prior to construction of the
building. Placement of the lime treated clay cap should immediately follow the injection process.
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. We
recommend paving/sidewalks be placed adjacent the structure perimeter to reduce seasonal drying
of the water injected clays near the perimeter of the structure.
Very stiff to hard clays may be encountered during dry periods of the year. These clays can be
difficult to penetrate, and may require heavy duty injection equipment and/or a reduction in injection
rods to achieve the recommended injection depth. In some cases the desired moisture levels and/or
injection depths cannot be achieved, and this can result in an increase in potential movements.
A moisture barrier should be used beneath the slab foundation in areas where floor coverings will be
utilized (such as, but not limited to, wood flooring, tile, linoleum, and carpeting).
Pavement Design Recommendations
The following pavement sections are a minimum recommended for this project based on a 20-year
life design. They are based on our engineering judgment and experience with environmental
factors, including temperature, humidity, rainfall and swell characteristics of the soils.
We understand it is desired to have a S-inch section of Portland cement concrete (PCC) for
automobile parking areas and a 7-inch section for drive lanes and areas receiving light to medium
volume truck traffic over conventionally compacted subgrade. Concrete with a minimum 28-day
compressive strength of 4,000 pounds per square inch is recommended.
All topsoil, existing pavement and structures, 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 the pavement subgrade is
established. Areas of loose or soft subgrade encountered in the proofroll should be removed and
replaced with engineered fill, or moisture conditioned (dried orwetted, as needed) and compacted in
place. "
Project No. 06-12445
Page 6
The clay 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.
The final grades must be such that drainage is facilitated, and access of surface water to the
subgrade materials is prevented.
Water can be introduced beneath the pavement through granular materials used for aggregate bases
and utility line embedment, and this water can cause differential movement in the pavement.
Aggregate base or a granular leveling course should not be used beneath pavements, and all utilities
should have clay plugs substituted for granular embedment material at the edges of the pavement to
reduce the risk of moisture access and possible swelling.
General
All grade supported slabs, outward swinging doors, outside stairs, etc. should be designed to
accommodate anticipated potential movements as presented in the section titled "Potential Vertical
Soil Movements" earlier in this report.
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 allowing 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 "Recommendations for the Placement of
Controlled Earth Fill" 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
Project No. 06-12445
Page 7
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 structure.
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 floors, 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.
RECOMMENDATIONS FOR THE PLACEMENT OF
CONTROLLED EARTH FILL
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 building. Inadequate drainage around
structures built on-grade will cause excessive vertical differential movements to occur.
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. All vegetation should be removed
and the exposed surface should be scarified to an additional depth of at least 6 inches. 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.
All areas to be filled should be disced or bladed until uniform and free from large clods, brought to a
moisture content between optimum and 4 percentage points above the optimum moisture value, and
compacted to between 95 and 100 percent of optimum density in accordance with ASTM 0 698.
Project No. 06-12445
Page 8
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 1 a-inch loose lifts.
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 D 698.
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 surface. If the materials fail to
meet the density specified, the course should be reworked as necessary to obtain the specified
compaction.
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 borings.
However, during construction quite often anomalies in the subsurface 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
Project No. 06-12445
Page 9
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. Experience 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.
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 borings are representative of the subsurface conditions throughout the site; that is, the
subsurface conditions everywhere are not significantly different from those disclosed by the borings
at the time they were completed. If during construction, different subsurface conditions from those
encountered in our borings 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 recommendations
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.
Project No. 06-12445
Page 10
This report has been prepared for the exclusive use of Duke Realty Corporation and its 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.
Project No. 06-12445
Page 11
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PLATE A.1
BORING LOCATION DIAGRAM
PROPOSED OFFICE BUILDING
POINT WEST NO.1
COPPELL, TEXAS
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PROJECT NO.:
FILE NAME:
DRAWING BY:
REVISED BY:
REVISED BY:
APPROVED BY:
06-12445.00
0612445.DWG
OF DATE: 11/21/06
DATE:
DATE:
RL DATE: 11/21/06
Project No. I Boring No. Project -
Proposed Office Building
06-12445 B-1 Point West No.1
Location Water Observations
Coppell, Texas Groundwater was not encountered during drilling, and it was measured
Completion I Completion at about 23 feet upon completion of drilling.
Depth 50.0' Date 11-17-06
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LOG OF BORING NO. B-1 PIa te A.2
Rone Engineering
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Proposed Office Building
06-12445 B-2 Point West No.1
Location Water Observations
COD Dell, Texas Groundwater was encountered at a depth of about 16 during drilling,
Completion \ Completion and it was measured at about 24 feet upon completion of drilling.
Depth 35.0' Date 11-17-06
Surface Elevation Type
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LOG OF BORING NO. B-2 Plate A.3
Rone Engineering
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Rone Engineering -
Project No.
06-12445
T Boring No.
I B-3
Project Proposed Office Building
Point West No.1
Water Observations
Groundwater was encountered at a depth of about 16 during drilling,
and it was measured at about 25 feet upon completion of drilling.
Location
Coppell, Texas
Completion. I Completion
Depth 35.0' Date 11-17-06
Surface Elevation
Type
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LOG OF BORING NO.
B-3
PIa te AA
Project No.
06-12445
\ Boring No.
B-4
Location
Coppell, Texas
Completion \ Completion
Depth 35.0' Date 11-17-06
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Water Observations
Groundwater was not encountered during drilling, and it was measured
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Plate A.5
Project No.
06-12445
Location
T Boring No.
I B-5
Rone Engineering-
Project Proposed Office Building
Point West No.1
Water Observations
Groundwater was encountered at a depth of about 16 during drilling,
and it was measured at about 24 feet upon completion of drilling.
Coppell, Texas
Completion \ Completion
Depth 35.0' Date 11-17-06
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LOG OF BORING NO.
B-5
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Plate A.6
Project No.
06-12445
T Boring No.
I B-6
Location
Coppell, Texas
Completion \ Completion
Depth 35.0' Date 11-17-06
Surface Elevation
Type
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Point West No.1
Water Observations
Groundwater was encountered at a depth of about 19 during drilling,
and it was measured at about 24 feet upon completion of drilling.
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LOG OF BORlNG NO.
B-6
Plate A.7
Project No. I Boring No. -
Project Proposed Office Building
06-12445 B-7 Point West No.1
Location Water Observations
Connell, Texas Groundwater was encountered at a depth of about 27 during drilling,
Completion I Completion and it was measured at about 31 feet upon completion of drilling.
Depth 35.0' Date 11-17-06
Surface Elevation Type
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LOG OF BORING NO. B-7 Plate A.8
Rone Engineering
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Rone Engineering -
Project No.
06-12445
\ Boring No.
B-8
Project Proposed Office Building
Point West No.1
Water Observations
Groundwater was encountered at a depth of about 16 during drilling,
and it was measured at about 23 feet upon completion of drilling.
Location
Coppell, Texas
Completion \comptetion
Depth 35.0' Date 11-17-06
Surface Elevation
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LOG OF BORING NO.
B-8
Plate A.9
Project No. I Boring No. Project 1-
Proposed Office Building
06-12445 B-9 Point West No.1
Location Water Observations
Coppell, Texas Groundwater was not encountered during driling or upon completion of
Completion I Completion drilling.
Depth 10.0' Date 11-17-06
Surface Elevation Type
Auger ...,C
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LOG OF BORING NO. B-9 Plate A.10
Rone Engineering
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Project No.
06-12445
Location
\ Boring No.
B-lO
Rone Engineering -
Project Proposed Office Building
Point West No.1
Water Observations
Groundwater was not encountered during driling or upon completion of
drilling.
Coppell, Texas
Completion !ComPletion
Depth 10.0' Date 11-17-06
Surface Elevation
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LOG OF BORING NO.
B-I0
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Plate A.II
Project No.
06-12445
\ Boring No.
B-ll
Location
Coppell, Texas
Completion I Completion
Depth 10.0' Date 11-17-06
Surface Elevation
tt "0 ~
.d .c-a
C. ~ F=
c'S rn ~
Rone Engineering -
Project Proposed Office Building
Point West No.1
Water Observations
Groundwater was not encountered during driling or upon completion of
drilling.
Type
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Stratum Description
CLAY, dark brown to brown. Very stiff.
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Plate A.12
Project No.
06-12445
Location
I Boring No.
B-12
Coppell, Texas
Completion I Completion
Depth 10.0' Date 11-17-06
Surface Elevation
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Rone Engineering -
Project Proposed Office Building
Point West No.1
Water Observations
Groundwater was not encountered during driling or upon completion of
drilling.
Type
Auger
Stratum Description
CLAY, dark brown to brown. Very stiff.
SHALEY CLAY, tan gray, slickensided. Very stiff.
LOG OF BORING NO.
B-12
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Plate A.13
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Grp,
Sym.
Typical Names
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GW
Well-graded gravels, gravel-
sand mixtures, little or no
fines
GP
Poorly graded gravels, gravel-
sand mixtures, little or no
fines
GM
GC
SW
SP
Poorly graded sands;
gravelly sands, little or no
, fines
SM
SC
ML
Inorganic silts and very fine
sands, rock flour, silty or
clayey fine sands, or clayey
silts with slight plasticity
Inorganic clays of low to
medium plasticity, gravelly
clays, sandy clays, silty clays,
and lean clays
CL
OL Organic silts and organic silty
clays of low plasticity
MH
Inorganic silts, micaceous or
diatomaceous fine sandy or
silty soils, elastic silts
CH
Inorganic clays of high
plasticity, fat clays
OH
Organic clays of medium to
high plasticity, organic silts
pt
Peat and other highly organic
soils
UNIFIED SOIL CLASSIFICATION SYSTEM
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Laboratory Classification Criteria
060 (030)2
Cu= - greater than 4: Cc= between 1 and 3
010 010 X 060
Not meeting all gradation requiremen~s for GW
Liquid and Plastic limits
below "A" line or p,l.
greater than 4
Liquid and Plastic limits
above "A" line with p,l.
gr~ater than 7
Liquid and plastic limits
plotting in hatched zone
between 4 and 7 are
borderline cases
requiring use of dual
symbols
060 (D3i
Cu = -- greater than 6: Cc= -- between 1 and 3
010 010 X 060
Not meeting all gradation requirements for SW
Liquid and Plastic limits
below "A" line or p,l. less
than 4
Liquid and Plastic limits
above "A" line with P.1.
greater than 7
CL
30
40
50
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mixtures . 'iij
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clay mixtures 'ffi ~
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sands, little or no fines ~ ~
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mixtures 2 ~ gj
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liquid Limit
Plasticity Chart
Liquid and plastic limits
plotting between 4 and 7
are borderline cases
requiring use of dual
symbols
CH
/
/
V
/
/
OH a d MH
60
70
80
90
100
PLATE A.14
SOIL OR ROCK TYPES
. .
. · e SANDY
.
SHALE
LEAN CLAY
LIMESTONE
HIGHLY
PLASTIC CLAY
CLAYEY
CONGLOMERATE
Shelby
Tube
Auger
Split
Spoon
Rock
Core
Cone
Pen
No
Recovery
SILT
SILTY
.
. ~: SANDSTONE
TERMS DESCRIBING CONSISTENCY, CONDITION, AND STRUCTURE OF SOIL
Fine Grained Soils (More than 50% Passing No. 200 Sieve)
Descriptive Item Penetrometer Reading, (tsf)
Soft 0.0 to 1.0
Firm 1.0 to 1.5
Stiff 1.5 to 3.0
Very Stiff 3.0 to 4.5
Hard 4.5+
Coarse Grained Soils (More than 50% Retained on No. 200 Sieve)
Penetration Resistance Descriptive Item
(blows/foot)
o to 4
4 to 1 0
10 to 30
30 to 50
Over 50
Relative Density
Very Loose
Loose
Medium Dense
Dense
Very Dense
o to 20%
20 to 40%
40 to 70%
70 to 90%
90 to 100%
Soil Structure
Calcareous
Slickensided
Laminated
Fissured
Interbedded
Contains appreciable deposits of calcium carbonate; generally nodular
Having inclined planes of weakness that are slick and glossy in appearance
Composed of thin layers of varying color or texture
Containing cracks, sometimes filled with fine sand or silt
Composed of alternate layers of different soil types, usually in approximately equal proportions
TERMS DESCRIBING PHYSICAL PROPERTIES OF ROCK
Hardness and Degree of Cementation
Very Soft or Plastic Can be remolded in hand; corresponds in consistency up to very stiff in soils
Soft Can be scratched with fingernail
Moderately Hard Can be scratched easily with knife; cannot be scratched with fingernail
Hard Difficult to scratch with knife
Very Hard Cannot be scratched with knife
Poorly Cemented or Friable Easily crumbled
Cemented Bound together by chemically precipitated material; Quartz, calcite, dolomite, siderite,
and iron oxide are common cementing materials.
Degree of Weathering
Unweathered Rock in its natural state before being exposed to atmospheric agents
Slightly Weathered Noted predominantly by color change with no disintegrated zones
Weathered Complete color change with zones of slightly decomposed rock
Extremel Weathered Complete color change with consistency, texture, and general ap earance approaching soil
KEY TO CLASSIFICATION AND SYMBOLS PLATE A.15
SWELL TEST RESULTS
PROPOSED OFFICE BUILDING
POINT WEST No.1
COPPELL, TEXAS
RONE PROJECT NO. 06-12445
Boring Sample Depth Liquid Plastic Plasticity Initial Final Load Swell
(ft) Limit Limit Index MC (%) MC (%) ( psf) (%)
B-1 8-2 2-4 62 22 40 25 27 375 0.0
B-3 8-3 4-6 66 25 41 20 30 625 3.5
B-4 8-4 6-8 63 23 40 18 28 875 0.7
B-6 8-5 8-10 74 26 48 26 31 1125 2.2
B-7 8-4 6-8 79 27 52 26 30 875 2.3
Plate A.16
FIELD OPERATIONS
Subsurface conditions were defined by 12 sample borings located as shown on the Boring Location
Diagram, Plate A.1. The borings were advanced between sample intervals using continuous flight
auger drilling procedures. The results of each boring are shown graphically on the Logs of Boring,
Plates A.2 through A.13. 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.14 and A.15.
Relatively undisturbed samples of cohesive soils were obtained with Shelby tube samplers in general
accordance with ASTM 0-1587 at the locations shown on the Logs 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 pulldown 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+.
The shale encountered was evaluated using a modified version of the Texas Cone Penetration test at
selected locations. Texas Department of Transportation (TxDOT) 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'
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 and 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 1 00 blows
is recorded at the respective testing depths on the boring logs.
B-1
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 boreholes were backfilled from the top and
plugged at the surface.
B-1
LABORATORY TESTING
General
Laboratory tests were performed to define pertinent engineering characteristics of the soils
encountered. The laboratory tests included moisture content, Atterberg limits determination
unconfined compression, dry unit weight, free swell 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 and natural moisture content determinations are
presented at the respective sample depths on the Logs of Boring.
Strength Tests .
Unconfined compression tests were performed on selected samples of cohesive soils. In the
unconfined compression test, a cylindrical specimen is subjected to axial load at a constant rate of
strain until failure occurs. Test procedures were in general accordance with ASTM D 2166. Strengths
determined by this test are tabulated at their respective sample depths on the logs of borings. Results
of natural moisture content and dry unit weight determinations are also tabulated at the respective
sample depths on the logs.
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.
B-2
WATER PRESSURE INJECTION
Purpose
The purpose of these recommendations is to obtain a relatively uniform, moist, stable zone of soil
beneath the proposed structure. Due to the wide variation in quality of injection subcontractors,
water pressure injection is not recommended as a stabilization technique unless a full-time
laboratory inspector of Rone Engineering Services, Ltd. is retained.
Material
1. Water shall be potable.
2. A nonionic surfactant (wetting agent) should be used according to manufacturer's
recommendations.
Application
1. Provide injection work after the subgrade has been under cut to the desired depths and prior
to fill placement, installation of underground utilities and pavement.
2. Injection vehicle should have injection pipes spaced on 5-foot center, and each injection
pipe should be capable of exerting a minimum penetration force of 10,000 psi. Force
injection pipe into the soil; do not wash down by scouring action of fluid. Furnish track-
mounted injection vehicle in order to traverse the ground under its own power, or if rubber
tire-mounted vehicle is used, provide a track-mounted machine where necessary to pull
injection vehicle through mud.
3. Continue injection of fluid until refusal at all probes (Le., until soil will not take any more and
fluid is running freely on the surface, either out of previous injection holes or has fractured
the ground in several places around refusal. If this occurs around any probe, cut this probe
off so that water can be properly injected through the remaining probes until refusal occurs
for all probes.
4. Injection pipes should penetrate the soil in approximately 12-inch intervals, injecting to
refusal at each interval to a total depth of 12 feet.
B-3
5. Lower portion of injection pipe should consist of a hole pattern that will uniformly disperse
fluid throughout the entire depth. Injection vehicle should be fitted with individual cutoff
valves for each probe. At each 12-inch interval, each valve should be cut off and on to
assure that each probe is not blocked and that injection fluid is flowing. If one or two probes
are blocked, cut the others off so that the added pressure will clear out the blockage.
6. Do not exceed five feet on center each way for injection spacing. Each consecutive injection
should be five feet in center and spaced 2-1/2 feet offset in two orthogonal directions from
the previous injection.
7. Adjust injection pressures to inject the greatest quantity of fluid possible within a pressure
range of 50 - 100 psi. In order to assure that pressure is within this specified range, equip
each injection vehicle with an accurate pressure gauge attached to the manifold (the pipes
fitting on which the probe valves are attached).
8. Extend injection five feet outside the perimeter of the structure.
9. At a minimum, three water injection passes should be performed prior to testing.
10. The swell potential, moisture content, and other soil properties will be evaluated to determine
acceptance of injected areas. The test results should be used to determine if additional
water injections are required.
11. Repeat injections with water and surfactant five feet on center. Each consecutive water and
surfactant injection should extend to depths of 12 feet, injected as described above.
12. A minimum of 24 hours should elapse between each injection application in anyone area to
allow for moisture absorption.
13. Upon completion of the final pressure injection, scarify the upper six inches of the surface
soil and recompact to 92 to 96 percent of the maximum dry density at a workable moisture
content at least 4 percentage points above the optimum value.
Observation and Testing
1. A full-time laboratory technician should be present throughout the injection operations.
B-3
Undisturbed samples should be taken at one-foot intervals to the total depth injected from
one test hole per 5,000 square feet of injected area, or a minimum of two test holes for
injected areas less than 5,000 square feet. Adjustments in the testing program should be at
the discretion of the testing engineer.
2. A minimum of three free swell tests should be performed per test hole. Samples will be
tested at the approximate overburden pressure of the sample depth. The water pressure
injections can be terminated when the results of the free swell tests extrapolated over a
depth of 12 feet indicate that post-construction movement in the injected zone will be limited
to 1 inch or less.
B-3