ST9902-SY010416 GEOTECHNICAL ENGINEERING STUDY
WEST SANDY LAKE ROAD REFURBISHING
S.H. 121 TO DENTON-TAPP ROAD
COPPELL, TEXAS
-- Presented To:
Teague Nail and Perkins, Inc.
April 2001
PROJECT NO. 131-01-02
TEAGUE NALL AND PERKINS
ENGINEERS ~ SURVEYORS ~ CONSUL TANTS
April 26, 2001
Kenneth M. Griffin, P.E.
Director of Engineering & Public Works
City of Coppell
255 Parkway Boulevard
Coppell, Texas '75019
RE: West Sandy Lake Road Project- Geotechnical Study
Dear Ken:
The geotechnical engineering study has been completed for the West Sandy Lake Road
project. We are currently reviewing the report that was performed by CMJ Engineering, Inc. I
have provided a copy of this report for you to have on file and for your review. Please give
me a call if you have any questions or concerns in regard to the study.
Sincerely,
TEAGUE NALL AND PERKINS, INC.
Jed Sulak, P.E.
Attachment: Geotechnical Engineering Study
xc: File - CPL00243
CMl s
April 16, 2001
Report No. 131-01-02
Teague Nail and Perkins, Inc.
1100 Macon Street
Fort Worth, Texas 76102
Attn: Mr. Jed Sulak, P.E.
GEOTECHNICAL ENGINEERING STUDY
WEST SANDY LAKE ROAD REFURBISHING
S.H. 121 TO DENTON-TAPP ROAD
COPPELL, TEXAS
Gentlemen:
Submitted here are the results of a geotechnical engineering study for the referenced project.
This study was performed in general accordance with our Proposal No. 01-040 dated February
6, 2001. The geotechnical services were authorized by Mr. Michael A. Jones of Teague Nail
and Perkins, Inc. on February 28, 2001.
Engineering analyses and recommendations are contained in the text section of the report.
Results of our field and laboratory services are included in the appendix of the report. We
would appreciate the opportunity to be considered for providing geotechnical engineering
services for any future projects.
We appreciate the opportunity to be of service to Teague Nail and Perkins, Inc. and their
consultants. Please contact us if you have any questions or if we may be of further service at
this time.
,- Respectfully submitted,
. · eeeeeeeeee~eee~
- _
~ ----~~~~~A[ ~~resident
~ JAM/amm ~ ot Texas No. 46088
copies submitted: (3) Mr. Jed Sulak, P.E.; Teague Nail and Perkins, Inc.
7636 Pebble Drive Phone: (817) 284-94~
~ Fo~ Womb, Texas 76118 Metro: (817) 58~9992
r ~.cmjengr.com Fax: (817) 58~9993
TABLE OF CONTENTS
" Page
1.0 INTRODUCTION .................................................................................... 1
2.0 FIELD EXPLORATION AND LABORATORY TESTING .................................. 3
3.0 SUBSURFACE CONDITIONS .................................................................... 6
,-- 4.0 PAVEMENTS ......................................................................................... 8
5.0 BRIDGE FOUNDATIONS ........................................................................11
,-
6.0 EARTHWORK ...................................................................................... 15
7.0 LATERAL EARTH PRESSURES ............................................................... 18
8.0 CONSTRUCTION OBSERVATIONS ......................................................... 22
9.0 REPORT CLOSURE ............................................................................... 23
APPENDIX A
'- Plate
PLAN OF BORINGS ............................................................................. A.1
UNIFIED SOIL CLASSIFICATION SYSTEM ............................................... A.2
KEY TO CLASSIFICATION AND SYMBOLS ............................................. A.3
_ LOGS OF BORINGS ............................................................................ A.4-A.25
LIME SERIES TEST RESULTS ................................................................A.26
APPENDIX B
Plate
PAVEMENT THICKNESS CALCULATIONS'. .............................................. B. 1 -B.2
1.0 INTRODUCTION
1.1 Project Description
This report presents the results of a geotechnical engineering study for the proposed
widening and refurbishing of approximately 11,000 feet of West Sandy Lake Road
from S.H. 121 to Denton-Tapp Road in Coppell, Texas. In addition, approximately
1,300 feet of Royal Lane south of Sandy Lake Road will be refurbished. The project
will include a new bridge over Cottonwood Creek and typical drainage improvements.
The vertical alignment of the new road will be 2 to 5 feet below existing pavement
grade.
1.2 Purpose and Scope
'- The purpose of this geotechnical engineering study has been to determine the general
_ paving and subsurface conditions, evaluate the engineering characteristics of the
subsurface materials encountered, develop recommendations for the type or types of
pavement subgrade preparation and stabilization, provide pavement thickness
-- recommendations, and recommend foundations suitable for the proposed bridge.
To accomplish its intended purposes, the study has been conducted in the following
phases: (1) drilling sample borings to determine the general subsurface conditions and
to obtain samples for testing; (2) performing laboratory tests on appropriate samples to
determine pertinent engineering properties of the subsurface materials; and (3)
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performing engineering analyses, using the field and laboratory data, to develop
"" geotechnical recommendations for the proposed construction.
The design is currently in progress and the locations and/or elevations of structures
could change. The recommendations contained in this report are based on data
-- supplied by Teague Nail and Perkins, Inc. during February and March 2001. Once the
final design is near completion (80- to 90-percent stage), it is recommended that CMJ
Engineering, Inc. be retained to review those portions of the construction documents
pertaining to the geotechnical recommendations, as a means to determine that our
recommendations have been interpreted as intended.
1.3 Report Format
-- The text of the report is contained in Sections 1 through 9. All plates and large tables
are contained in Appendix A. The alpha-numeric plate and table numbers identify the
appendix in which they appear. Small tables of less than one page in length may
appear in the body of the text and are numbered according to the section in which
_ they occur.
Units used in the report are based on the English system and may include tons per
-- square foot (tsf), kips (1 kip -- 1,000 pounds), kips per square foot (ksf), pounds per
square foot (psf), pounds per cubic foot (pcf), and pounds per square inch (psi).
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2.0 FIELD EXPLORATION AND LABORATORY TESTING
'- 2.1 Field Exploration
Subsurface materials at the project site were explored by twenty-two borings drilled to
depths of 8 to 55 feet in and near the existing pavement areas. The borings were
drilled using continuous flight, hollow-stem, and hand augering methods at the
,- approximate locations shown on the Plan of Borings, Plate A.1. Due to water and
caving soils encountered in Borings B-14 and B-15, hollow-stem auger drilling methods
were used for these borings. Also, due to poor accessibility due to moist surface soils,
-- 12 borings were drilled using hand-augering methods. The method of drilling for each
boring is denoted in the boring logs. The boring logs are included on Plates A.4
through A.25 and keys to classifications and symbols used on the logs are provided
on Plates A.2 and A.3.
Undisturbed samples of cohesive soils were obtained with nominal 3-inch diameter
thin-walled (Shelby) tube samplers at the locations shown on the logs of borings. 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 soil 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 limit loss of moisture.
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Disturbed samples of the noncohesive granular or stiff to hard cohesive materials were
obtained utilizing a nominal 2-inch O.D. split-barrel (split-spoon) sampler in conjunction
with the Standard Penetration Test (ASTM D 1586). This test employs a 140-pound
hammer that drops a free fall vertical distance of 30 inches, driving the split-spoon
sampler into the material. The number of blows required for 18 inches of penetration is
recorded and the value for the last 12 inches, or the penetration obtained from 100
blows, is reported as the Standard Penetration Value (N) at the appropriate depth on
the logs of borings.
To evaluate the relative density and consistency of the harder formations, a modified
version of the Texas Cone Penetration test was performed at selected locations. 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 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 Icg. 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.
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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
,- relatively undisturbed sample at a constant rate to a depth of 0.25 inch. The results of
these tests, in tsf, are tabulated at respective sample depths on the logs. When the
capacity of the penetrometer is exceeded, the value is tabulated as 4.5 +.
2.2 Laboratory Testing
Laboratory soil tests were performed on selected representative samples recovered
from the borings. In addition to the classification tests (liquid limits, plastic limits, and
_ percent passing No. 200 sieve), unconfined compressive strength, unit dry weight, and
moisture content tests were performed. Results of the laboratory classification tests,
strength tests, unit dry weight, and moisture content tests conducted for this project
'- are included on the boring logs.
Two Eades and Grim Lime Series tests were performed on specimens from selected
samples of the proposed roadway areas. The results of the Lime Series tests are
,. presented on Plate A.26.
The above laboratory tests were performed in general accordance with applicable
ASTM, PCA, or U.S. Army Corps of Engineers procedures, or generally accepted
practice.
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3.0 SUBSURFACE CONDITIONS
3.1 Subsurface Stratigraphy
Specific types and depths of subsurface strata encountered at the boring locations are
shown on the boring logs in Appendix A. The generalized subsurface stratigraphy
'- encountered in the borings is discussed below.
Concrete and asphaltic paving was encountered in Borings B-1 though B-8, B-14 and
B-15.The concrete and asphalt paving ranged in thickness from 7¥2 to 8 inches, and 5
-- to 9 inches, respectively. The paving was underlain by flex base which varied from 6
inches to 18 ¥2 inches thick in most borings.
Near-surface soils consist of dark brown, brown, light brown, tan, dark gray, gray,
reddish brown, and reddish tan clayey sands, sandy clays, clays, and sand of Iow to
high plasticity. The clayey soils are generally firm to very stiff (soil basis) with pocket
penetrometer values ranging from 1.25 to 3.75 tsf. Tested liquid limit and plasticity
index values varied from non-plastic to 59, and non-plastic to 40, respectively.
Percent passing the no. 200 Sieve ranged from 17 to 63 percent. Unit dry weight and
unconfined compressive strength values varied from 99 to 127 pcf and 2,750 to
3,900 psf, respectively.
The overburden soils were underlain by gray shale and sandy shale. The shale was
encountered in Borings B-14 and B-15 at depths of 33 feet. The shale encountered
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was hard to very hard with THD Cone Penetrometer values of 1 ¼ to 1 ~/2 inches of
penetration per 100 blows.
The sandy shale was encountered at depths of 37 to 38 feet in Borings B-14 and B-
15. The sandy shale was very hard with THD Cone Penetrometer values of ¼ to ~
inch of penetration per 100 blows.
3.2 Ground-Water Observations
All borings were advanced using auger drilling methods in order to observe ground-
water during and after drilling. All borings were dry at completion of drilling except
Boring B-16 and B-20 which experienced seepage during drilling of 7 and 3 feet
respectively and Borings B-14 and B-15 which experienced seepage at depths of 12 to
13 feet. Subsequent readings in Borings B-14 and B-15 included water at 12Y2 feet,
and caved to 16 to 19 feet at completion.
Fluctuations of the ground-water level can occur due to seasonal variations in the
-- amount of rainfall; site topography and runoff; hydraulic conductivity of soil strata; and
other factors not evident at the time the borings were performed. The possibility of
ground-water level fluctuations should be considered when developing the design and
-- construction plans for the project. The possibility exists that perched water may occur
atop clays through more granular seams, particularly after periods of heavy or
extended rainfall.
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Due to the variable subsurface conditions long-term observations would be necessary
to more accurately evaluate the ground-water level. Such observations would require
installation of piezometers or observation wells which are sealed to prevent the
influence of surface water.
- 4.0 PAVEMENTS
4.1 General
It is our understanding that the new pavement will be 2 to 5 feet below existing
-- pavement grade. At this depth, the average subgrade soil varies from non-plastic
sands to highly plastic clays. The general trend is for more clayey soils west of Boring
B-10 and more clayey sandy soils east of Boring B-10. The success of the pavement
subgrade is subgrade soil strength and control of water. Adequate subgrade
-- performance can be achieved by stabilizing existing soils. Stabilization of the subgrade
soils can be accomplished with the addition of Portland cement in sandy soils and
hydrated lime in clayey soils.
_ 4.2 Subgrade Improvement
A cement-treated subgrade east of Boring B-10 or lime-treated subgrade west of
Boring B-10 are appropriate options for the variable subgrade soils. Utilization of 7
-- percent Portland cement or hydrated lime to stabilize these materials at a minimum
application rate of 32 pounds of Portland cement/lime per square yard of surface area
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for the 6-inch subgrade thickness is recommended. The estimated application rate is
based on a soil unit dry weight of 100 pcf and 7 percent Portland cement/lime.
The treated subgrade should extend a minimum of 12 inches outside the curb line or
pavement edge. This will improve the support for the edge of the pavement and also
,- lessen the "edge effect" associated with shrinkage during dry periods. The use of sand
as a leveling course below pavement in expansive clay areas should be avoided. The
sand can pipe out through joints or at the pavement edge by erosive action and leave
cavities beneath the pavement.
Construction of the lime-treated or cement-treated subgrade should follow Items 262
or 275, respectively, of the Texas Department of Transportation (TxDOT) Standard
-- Specifications for Construction of Highways, Streets, and Bridges (TxDOT Standard
Specifications) or equivalent specification.
The treated subgrade should be compacted to a minimum of 95 percent of Standard
_ Proctor density (ASTM D 698) at a moisture content ranging from optimum to 4
percentage points above optimum. The moisture content and density of the completed
subgrade section should be maintained until the paving is complete. If the subgrade
-- will be exposed for a period of time in excess of 7 days or during very dry weather, an
asphalt emulsion should be applied to the subgrade to limit moisture loss and to help
protect the surface from loss of material due to traffic.
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4.3 Pavement Thickness Calculations
4.3.1 General
The following data has been assumed in the pavement thickness calculations.
· Traffic (95% passenger vehicles and 5% trucks)
· 95% passenger cars/light trucks (one 2.0-kip single-axle load and
one 4.0-kip single-axle load each)
1% garbage trucks (one 8-kip single-axle load and one 34-kip
tandem-axle load each)
... · 1% school buses (one 8-kip single-axle load and one 20-kip
tandem-axle load each)
-- · 2% 80-kip multi-axle trucks (one 8-kip single-axle load and two
34-kip tandem axles)
-- ' 1% delivery trucks (one 6-kip single-axle load and one 12-kip
single axles)
· 80 percent of traffic travels in the design lane
_. · No growth factor.
· Fair drainage.
· A 7-day, 52-week year for the determination of the equivalent single
axle load (ESAL) traffic repetitions.
· A 20-year service life.
· Initial serviceability, Po of 4.5 and a terminal serviceability, Pt of 2.0.
_ · An assumed CBR value of 3 for subgrade soils and an assumed CBR
value of 15 for the treated subgrade.
The assumed two-way traffic of 14,000 vehicles per day equates to 2,646,000
"- equivalent 18-kip single-axle loads for a 20-year design life in the design lane.
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4.3.2 Pavement Thickness
" Pavement thickness calculations utilized the American Association of State Highway
and Transportation Officials (AASHTO) method and the above assumptions. The
following minimum pavement sections laid over the prepared subgrade soil should
provide 20 years of service.
7.5 inches Portland Cement Concrete
(flexural strength = 550 psi)
-- (15-foot joint spacings)
6.0 inches Compacted Lime or Portland Cement Stabilized Subgrade
If traffic volumes increase to over 2,736,000 equivalent 18-kip single-axle loads,
concrete pavement thickness needs to increase to 8 inches.
5,0 BRIDGE FOUDNATIONS
5.1 Drilled Piers
-- Auger excavated, reinforced concrete straight-sided drilled shafts (piers) will provide a
suitable means of transmitting structural loads to the bearing material. The piers should
be founded in the gray very hard sandy shale occurring at depths of approximately 37 to
38 feet below the surface. The drilled piers may be designed for an allowable end bearing
_ capacity of 40.0 ksf. In addition, an allowable side friction for compression loads of 6.0
ksf of pier shaft side area in direct contact with the sandy shale, below a minimum
penetration depth of three feet, may be used in design.
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Regardless of loads, all piers should penetrate a minimum of 3 feet or 2 pier diameters,
whichever is greater into the sandy shale. The end-bearing and side friction values
include a factor of safety of 3 for dead loads plus live load with respect to shear failure.
Piers proportioned for these values should experience 1 inch or less of settlement after
construction. The weight of the pier below the final ground surface may be neglected in
determining the design loads.
A lateral load analysis of the drilled pier foundations was not included in the scope of
services for this study. These services can be provided as additional services upon
.- request.
Expansive soil movement relative to pier foundations is discussed in Section 5.3.
5.2 Drilled Pier Construction
Drilled pier construction should be monitored by a representative of the geotechnical
engineer to observe, among other things, the following items:
_ · Identification of bearing material.
· Adequate penetration of the shaft excavation into the bearing layer.
· The base and sides of the shaft excavation are clean of loose cuttings.
-- · If seepage is encountered, whether it is of sufficient amount to require the
use of temporary steel casing. If casing is needed it is important that the
field representative observe that a high head of plastic concrete is
maintained within the casings at all times during their extraction to prevent
the inflow of water.
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Precautions should be taken during the placement of reinforcing steel and concrete to
prevent loose, excavated soil from falling into the excavation. Concrete should be placed
as soon as practical after completion of the drilling, cleaning and observation. Excavation
for a drilled pier should be filled with concrete before the end of the workday, or sooner if
required to prevent deterioration of the bearing material. Prolonged exposure or inundation
of the bearing surface with water will result in changes in strength and compressibility
characteristics. If delays occur, the drilled pier excavation should be deepened as
necessary and cleaned, in order to provide a fresh bearing surface.
Ground-water seepage will be encountered in some areas of the site during drilled pier
construction and the use of casing should be anticipated. If this occurs, good results
have been achieved in areas of comparable subsurface conditions by scheduling the
concrete placement to closely follow the drilling operation, to help in minimizing the
seepage. Rapid placement of reinforcing steel and concrete will be required under
these conditions. The complete installation of a drilled pier should be accomplished as
rapidly as possible in order to limit seepage problems and deterioration of bearing
surfaces.
The concrete should be placed in a manner to prevent the concrete from striking the
-- reinforcing cage or the sides of the excavation. Concrete should be tremied to the bottom
of the excavation to control the maximum free fall of the plastic concrete to less than 1 0
feet.
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A drilling rig of sufficient size and weight will be necessary for drilling and/or coring
" through the hard layers to reach the desired bearing stratum and achieve the required
penetration.
In addition to the above guidelines, the specifications from the Association of Drilled
.- Shaft Contractors, Inc. "Standards and Specifications for the Foundation Drilling Industry
as Revised 1999 or other recognized specifications for proper installation of drilled shaft
foundation systems should be followed.
5.3 Expansive Soil Considerations for Foundations
The drilled piers for the bridge will be subjected to uplift pressures and tensile forces
caused by expansion within the surrounding soils, as the soils undergo seasonal moisture
-- changes. Accordingly, each shaft should include reinforcing steel to counteract these
tension forces. Uplift pressures are estimated to be approximately 0.7 ksf of pier shaft
side area for a depth of 1 2 feet. For straight sided piers, the allowable side friction of 4.5
ksf of shaft side area below the 3-foot penetration depth, may be used to counteract the
_ uplift pressures. The dead Icad of the pier also may be considered for resistance to uplift.
The dead Icad of the super structures should not be considered for counteracting the
uplift pressures because the uplift could occur during construction, prior to the full dead
load of the structures being applied.
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6.0 EARTHWORK
· - 6.1 Site Preparation
The subgrade should be firm and able to support the construction equipment without
displacement. Soft or yielding subgrade should be corrected and made stable before
-- construction proceeds. The subgrade should be proof rolled to detect soft spots, which
if exist, should be reworked to provide a firm and otherwise suitable subgrade. Proof
rolling should be performed using a heavy pneumatic tired roller, loaded dump truck, or
similar piece of equipment. The proof rolling operations should be observed by the
-- project geotechnical engineer or his/her representative. Prior to fill placement, the
subgrade should be scarified to a minimum depth of 6 inches, its moisture content
adjusted, and recompacted to the moisture and density recommended for fill. In areas
-- of perched water or pumping subgrade atop shallow rock, it may be necessary to
_ install sub-pavement drains or edge drains. This decision should be made during
construction to verify the need.
6.2 Placement and Compaction
Fill material should be placed in loose lifts not exceeding 8 inches in uncompacted
thickness. The uncompacted lift thickness should be reduced to 4 inches for structure
backfill zones requiring hand-operated power compactors or small self-propelled
compactors. The fill material should be uniform with respect to material type and
moisture content. Clods and chunks of material should be broken down and the fill
material mixed by disking, blading, or plowing, as necessary, so that a material of
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uniform moisture and density is obtained for each lift. Water required for sprinkling to
" bring the fill material to the proper moisture content should be applied evenly through
each layer.
The fill material should be compacted to a minimum of 95 percent of the maximum dry
-- density determined by the Standard Proctor test, ASTM D 698. In conjunction with the
compacting operation, the fill material should be brought to the proper moisture
content. The moisture content for general earth fill should range from 2 percentage
-- points below optimum to 5 percentage points above optimum (-2 to + 5). These
_ ranges of moisture contents are given as maximum recommended ranges. For some
soils and under some conditions, the contractor may have to maintain a more narrow
range of moisture content (within the recommended range) in order to consistently
-- achieve the recommended density.
Field density tests should be taken as each lift of fill material is placed. As a guide, one
field density test per lift for each 5,000 square feet of compacted area is
_ recommended. For small areas or critical areas the frequency of testing may need to
be increased to one test per 2,500 square feet. A minimum of 2 tests per lift should
be required. The earthwork operations should be observed and tested on a continuing
-- basis by an experienced geotechnician working in conjunction with the project
geotechnical engineer.
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Each lift should be compacted, tested, and approved before another lift is added. The
purpose of the field density tests is to provide some indication that uniform and
adequate compaction is being obtained. The actual quality of the fill, as compacted,
should be the responsibility of the contractor and satisfactory results from the tests
should not be considered as a guarantee of the quality of the contractor's filling
-- operations.
6.3 Excavation
The side slopes of excavations through the overburden soils should be made in such
a manner to provide for their stability during construction. Existing structures, pipelines
or other facilities, which are constructed prior to or during the currently proposed
construction and which require excavation, should be protected from loss of end
-- bearing or lateral support.
Temporary construction slopes and/or permanent embankment slopes should be
protected from surface runoff water. Site grading should be designed to allow drainage
at planned areas where erosion protection is provided, instead of allowing surface
water to flow down unprotected slopes.
Trench safety recommendations are beyond the scope of this report. The contractor
must comply with all applicable safety regulations concerning trench safety and
excavations, including, but not limited to OSHA regulations.
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6.4 Erosion and Sediment Control
-- All disturbed areas should be protected from erosion and sedimentation during
construction, and all permanent slopes and other areas subject to erosion or
sedimentation should be provided with permanent erosion and sediment control
facilities. All applicable ordinances and codes regarding erosion and sediment control
-- should be followed.
7.0 LATERAL EARTH PRESSURES
7.1 General
The exterior walls of below grade structures will serve as earth retaining walls, as
backfill is placed. Therefore, the wall must be designed for lateral pressures including,
but not necessarily limited to, earth, water, surcharge, swelling, and vibration. In
addition, the lateral pressures will be influenced by whether the backfill is drained or
undrained, and above or below the ground-water table.
-- 7.2 Equivalent Fluid Pressures
The following equivalent fluid pressures (triangular distribution) may be used for the
horizontal backfill, non-surcharged condition. The geotechnical design parameters for
non-expansive earth fill are provided in Table 7.2-1. The geotechnical design
parameters for general earth fill are provided in Table 7.2-2. The earth pressure values
given for general earth fill site do not include potential swell pressures. The active
condition occurs when the structure moves away from the soil by tiling or translation.
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A lateral movement of approximately 0.008 times the height of the structural member
(e.g., wall, foundation, etc.) in direct contact with the earth fill may be required to
achieve active pressure. The at-rest condition occurs for a rigid structure where
essentially no relative movement occurs between the structure and the soil. The
passive condition occurs when the structure moves toward the soil by tilting or
translation. A lateral movement of approximately 0.05 times the height of the
structural member in direct contact with the earth fill may be required to develop full
passive pressure. An angle of internal friction of 26 degrees, a cohesion value of zero,
a wet unit weight of 125 pcf, and a saturated unit weight of 130 pcf have been
assumed for the non-expansive earth fill, compacted as recommended in Section 6.0
EARTHWORK. An angle of internal friction of 20 degrees, a cohesion value of 200
psf, a wet unit weight of 120 pcf, and a saturated unit weight of 1 28 pcf have been
assumed for the general earth fill from the site compacted as recommended in Section
6.0 EARTHWORK. The use of clay backfill, not meeting the requirements for non-
expansive fill, can cause excessive swell pressures against below-grade walls, and
should therefore be avoided.
TABLE 7.2-1
Non-Expansive Earth Fill - Lateral Earth Pressure Coefficients
Equivalent Fluid Pressure psf/ft of Backfill Depth
Condition Coefficient Above Water Table*
Below Water Table
Drained Saturated
Active KA = 0.39 49 51 89
At-Rest Ko = 0.56 70 73 100
Passive Kp = 2.56 320 333 236
* Refer to subsection 7.5 for drainage requirements.
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TABLE 7.2-2
'- General Earth Fill - Lateral Earth Pressure Coefficients
Equivalent Fluid Pressure psf/ft of Backfill Depth
.. Condition Coefficient Above Water Table*
Below Water Table
Drained Saturated
Active KA = 0.49 59 63 96
At-Rest Ko -- 0.66 79 85 106
,.. Passive Kp= 2.04 816* * 832* * 767* *
· Refer to subsection 7.5 for drainage requirements.
· * Includes cohesion
7.2 Additional Lateral Pressures
The location and magnitude of permanent surcharge loads (if present) should be
determined, and the additional pressure generated by these loads such as the weight
-- of construction equipment and vehicular loads that are used at the time the structures
are being built must also be considered in the design. The equivalent fluid pressures,
given here, do not include a safety factor. Analysis of surcharge loads (if any) should
be performed on a case-by-case basis. This is not included in the scope of this study.
_ These services can be provided as additional services upon request.
7.4 Passive Earth Pressure and Friction Factor for Wall Foundations
Passive earth pressures acting against the toe of wall foundations, keys or similar
structural members should not be considered when designing the wall; however,
friction on the base of the wall foundations may be considered to provide resistance to
lateral forces tending to cause translational sliding.
Report No. 131-01-02 CMJ ENGINEERING, INC.
20
Passive earth pressures on the toe of wall foundations, keys or similar structural
" members should be considered for counteracting lateral forces only if the member is
-- placed in direct contact with undisturbed stiff to hard cohesive soils in a "neat cut"
excavation. If the foundation is constructed by using forms, lean concrete may be
placed between the footing and the undisturbed wall of the adjacent excavation (after
-- removal of the forms) in order to provide the direct contact required to consider
passive pressure for counteracting lateral movement. The lean concrete should have a
minimum depth of 3 feet below the lowest adjacent grade. An allowable passive
pressure 200 pounds per square foot (psf) per foot of depth can be used in design
calculations for undisturbed stiff to hard cohesive soil. A safety factor has been
applied to the full passive pressure such that the lateral movement required to mobilize
the allowable passive pressure of 200 psf per foot of depth is reduced to
-- approximately 0.02 times the height of the structural member in full contact with the
undisturbed stiff to hard cohesive soil. A friction factor of 0.4 for mass concrete on
undisturbed stiff to hard cohesive soils can be used in design for those portions of the
foundation. Only long-term dead loads should be considered in calculating the
_ available friction on the foundation base.
7,5 Below-Grade Drainage Requirements
-- In order to achieve the "above water table" condition for lateral earth pressure for Iow-
permeability walls (concrete, masonry, etc.), a vertical drainage blanket or
geocomposite drainage member must be installed adjacent to the wall on the backfill
side. The drainage must be connected to an outlet drain at the base of the wall, or a
Report No. 131-01-02 CMJ ENGINEERING, INC.
21
sufficient number of weep holes must be provided in the wall. Design or specific
" recommendations for drainage member is beyond the scope for this study. These
services can be provided as an additional service upon request. Pervious wall, (e.g.,
gabion walls, etc.) will not require the drainage member, but will require a geotextile
for separation between the backfill and the back face of the wall. In order to achieve
· - the "drained" condition, the entire backfill material must be free draining, or the
backfill-wall geometry must be such that the backfill will not become saturated from
rainfall, ground water, adjacent water courses, or other sources. It should be noted
that non-expansive earth fill and general earth fill are not-free draining
8.0 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 borings. However, quite often during construction
_ anomalies in the subsurface conditions are revealed. Therefore, it is recommended that
CMJ Engineering, Inc. be retained to observe earthwork and pavement installation and
perform materials evaluation 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.
Report No. 131-01-02 CMJ ENGINEERING, INC.
22
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 or the
owner's design engineers 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.
9.0 REPORT CLOSURE
The borings for this study were selected and staked by CMJ Engineering, Inc. using
approximate taping methods from existing topographic features. The actual boreholes
were placed as close as practical to the staked locations by CMJ Engineering, Inc.
The locations and elevations of the borings should be considered accurate only to the
degree implied by the methods used in their determination. The boring logs shown in
this report contain information related to the types of soil encountered at specific
locations and times and show lines delineating the interface between these materials.
The logs also contain our field representative's interpretation of conditions that are
believed to exist in those depth intervals between the actual samples taken. Therefore,
these boring logs contain both factual and interpretive information. Laboratory soil
classification tests were also performed on samples from selected depths in the
borings. The results of these tests, along with visual-manual procedures, were used to
generally classify each stratum. Therefore, it should be understood that the
classification data on the logs of borings represent visual estimates of classifications
Report No. 131 -O1-02 CMJ ENGINEERING, INC.
23
for those portions of each stratum on which the full range of laboratory soil
classification tests were not performed. It is not implied that these logs are
· - representative of subsurface conditions at other locations and times.
With regard to ground-water conditions, this report presents data on ground-water
· -- levels as they were observed during the course of the field work. In particular, water
level readings have been made in the borings at the times and under conditions stated
in the text of the report and on the boring logs. It should be noted that fluctuations in
the level of the ground-water table can occur with passage of time due to variations in
,_ rainfall, temperature and other factors. Also, this report does not include quantitative
information on rates of flow of ground water into excavations, on pumping capacities
necessary to dewater the excavations, or on methods of dewatering excavations.
"- Unanticipated soil conditions at a construction site are commonly encountered and
cannot be fully predicted by mere soil samples, test borings or test pits. Such
unexpected conditions frequently require that additional expenditures be made by the
owner to attain a properly designed and constructed project. Therefore, provision for
_ some contingency fund is recommended to accommodate such potential extra cost.
The analyses, conclusions and recommendations contained in this report are based on
"- site conditions as they existed at the time of our 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
Report No. 131-01~02 CMJ ENGINEERING, INC.
24
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 CMJ Engineering, Inc. be retained to review those portions of
-- the plans and specifications for this particular project that pertain to earthwork and
pavements 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 pavements as recommended in the report, and such
other field observations as might be necessary.
The scope of our services did not include any environmental assessment or
investigation for the presence or absence of wetlands or hazardous or toxic materials
in the soil, surface water, ground water or air, on or below or around the site. The
Report No. 131-01-02 CMJ ENGINEERING, INC.
25
scope of services also did not include any assessment of the site for suitability for the
"- proposed construction or use, related to items or conditions other than those
,.. specifically addressed in this report.
This report has been prepared for use in developing an overall design concept.
· -- Paragraphs, statements, test results, boring logs, diagrams, etc. should not be taken
out of context, nor utilized without a knowledge and awareness of their intent within
the overall concept of this report. The reproduction of this report, or any part thereof,
supplied to persons other than the owner, should indicate that this study was made for
,- design purposes only and that verification of the subsurface conditions for purposes of
determining difficulty of excavation, trafficability, etc. are responsibilities of the
contractor.
This report has been prepared for the exclusive use of Teague Nail and Perkins, Inc.
and their consultants for specific application to design of this project. The only
warranty made by us in connection with the services provided is that 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 other
warranty, expressed or implied, is made or intended.
Report No. 131-01-02 CMJ ENGINEERING, INC.
26
Appendix A
0
~ 0
SANDY LAKE ROAD
B-1 B-5 B-6 B-7 B-9 B-1 B-12
B-8 B-11 B-13
B-3
B-19 B-20
B-4
'"" B-16 B-17 B-18 B-21
O "'
~ .-I =I-
UJ
NORTH
SCALE: 1" = 2000'
,-- WEST SANDY LAKE ROAD REFURBISHING -COPPELL, TEXAS PLAN OF BORINGS
131-01-02 PLATE A.1
Grp. Typical Names Laboratory Classification Criteria
Major Divisions Sym.
,_ ~ .~- Well-graded gravels, gravel-
_~ -~ ~='-~ GW sand mixtures,fines little or no ,~'e L;.- ...... DioDe° greater than 4: Cc- ............... D~o(D3°}2x Deo between 1 and 3
-- ~ o
~ ~ ~ GP sand mixtures, little or no B ~ Not meeting all gradation requirements for GW
· - ~ ~ o~.~ UquidandPlasticlimits
~ 0 ~ ~ Silty gravels, gravel-sand-silt
o o ' · Liquid and plastic limits
¢ : GM . or,.,.
~d~-~ ~= ~ mixtures ~ e~'~ : : ~: : a greater than4 plotting in hatched zone
. ¢ between 4 and 7 are
-- ~ borderline cases
c : ~ ~ ~ ~ ~ ~ :: ~ Liquid and Plastic limits
= : o "A" requiring use of dual
Gc C a e r ve s, rav -s nd- = ,n. with.. .
~ ~ ~ ~ ~ clay mixtures '~ ~ ~ ~ greater than 7
~ ~ < ~z :
~ .~ = ~ ~ Well-graded sands, gravelly -- _ = e D~ (D~?
~ m m ~ ~ SW ...... greater than 6: Cc ............. be~een 1 and 3
~ ~ ~ E c ~ sands, little or no fines ~ ~ : Cu D,o D,o x D~
~ --- ~ ~ ~ :
._ e e e Poorly graded sands; ~
~ ~ SP gravelly sands, liEle or no = v c ~ Not meeting all gradation requirements for SW
c ~ fines ~
~ ~ o ~ ~ ~ ~ ~ ~ Liquid and Plastic limits
~ ~ ~ ~ ~ SM Sil~ sands, sand-silt mixtures c e ~ ~ below"A" line or P.I. less Liquid and plastic limits
~ ~ E · ~ ~ ~ ~ than4 plotting between4and7
-- ~ are borderline cases
~ ~ m ~ roquirin~ uso of dual
.~ m Uquid and ~lastic limits
~ · symbols
~ ~ ~ SC Clayey sands, sand-clay '~ ~ ~ above 'W' line with ~.1.
o ~ ~ mixtures ·
~ < ~ ~ ~ greater than 7
Inorganic silts and vew fine
sands, rock flour, silty or
~ ML
~ clayey fine sands, or clayey
_ c silts with slight plasticity
~ = 60
e - inorganic clays of Iow to
~ · medium plasticity, gravelly
'a -- CL clays, sandy clays, sil~ clays, ,
~ = = and lean clays
d
-B CH
z
~ 2 I Organic silts and orflanic silty
~ clays of Iow plasticity ~
~ ~ ~ Inorganic silts, micaceous or o
'~ .~ ~ MH diatomaceous fine sandy or ~
~ ~ c ~ ~,~ OHardMH
~ '~= ~ silty soils, elastic silts
B ~ ~ Inorganic clays of high
~ ~ ~ CH plasticity, fat clays
c ~ ~ 7 CL~ML'-. ~;;~ ML a ~d OL
~ ~ 4
~ ~ Organic clays of medium to 0
~ OH 0 ~0 20 30 40 50 60 70 80 90 ~00
~ ~ high plasticity, organic silts
~ Liquid Limit
~- ~c=~¢ Pt Peat and othersoilshighly organic Plasticity Chad
%O
UNIFIED SOIL CLASSIFICATION SYSTEM PLATE A.2
SOIL OR ROCK TYPES
..,, .,. GRAVEL LEAN CLAY LIMESTONE ~/
-' · · · SAND · '· SANDY SHALE ~ /
SILT SILTY . ' : SANDSTONE __
HIGHLY ~ Shelby Split Rock Cone No
PLASTIC CLAY CLAYEY CONGLOMERATE Tube Auger Spoon Core Pen Recovery
'//
' 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 Relative Density
(blows/foot)
- 0 to 4 Very Loose 0 to 20%
4 to 10 Loose 20 to 40%
10 to 30 Medium Dense 40 to 70%
_ 30 to 50 Dense 70 to 90%
Over 50 Very Dense 90 to 100%
_ Soil Structure
Calcareous Contains appreciable deposits of calcium carbonate; generally nodular
Slickensided Having inclined planes of weakness that are slick and glossy in appearance
- Laminated Composed of thin layers of varying color or texture
Fissured Containing cracks, sometimes filled with fine sand or silt
Interbedded 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 cementin~ 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
Extremely Weathered Complete color change with consistency, texture, and general appearance approaching soil
KEY TO CLASSIFICATION AND SYMBOLS PLATE A.3
Project No. ] Boring No. Project West Sa ndy Lake Road CMJ E~Or~EERr~O MC. -]
131-01-02 t B-1 Coppell, Texas
,,-- Location Water Observations
See Plate A.I Dry at completion
Completion Completion
Depth 8.0' Date 3-8-01
Surface Elevation Type
Auger
Stratum Description
ASPHALT, 6" thick
FLEXBASE, 18" thick
CLAY, dark gray, w/some sand and gravel, very stiff
(fill to 4')
- dark gray, 4' to 7.5'
- .r_brown, 7.5' to 8'
o~ r~oG OF BORrNG NO. B-1 PLATE A.4
Project No. Boring No. Project West Sandy Lake Road CM.~ ENGINEERING INC. -
131-01-02 B-2 Coppell, Texas
Location Water Observations
See Plate A. 1 Dry at completion
Completion Completion
Depth 8.0' Date 3-8-01
Surface Elevation Type
Auger
- - ~ CLAY, dark gray w/some brown, stiff (possible fill 2.0 27
to 4') 2.5 28 99
~ 2.0 57 18 39i 30
5 - d~k gray w/reddish bro~ ~d brom, 4' to 8' 2.5 29
[oo OF ~O~ ~O. B-2 PLATE A.5
Project No. I Boring No. Project West Sandy Lake Road I,~ivIJ Er~umeeRlr~ ~r~c. -
131-01-02 8-3 Coppell, Texas
Location Water Observations
See Plate A.1 Dry at completion
Completion Completion
Depth 8.0' Date 3-8-01
Surface Elevation Type
Auger
~ Stratum Descr on ~ ~ ~ ~ ~ ~ ._~ e~ ~e~
_ _' r..:: ~ CONCRETE 7.5" ~ick
~ FLEXBASE, 16.5" ~ick ~ ~ ~ 12
- - ~ CLAY, d~k brown, brown, ~d reddish bro~, tim 1.5 26
to stiff ¢ossible fill) 1.5 25
· ~ ~/abund~t s~d lenses~ T to 4' ~ 10
-- 5 -- '~: :.::~ SAND, reddish brown
1.75 21
~ SHALY CLA~, brown ~d reddish brown, w/some r~
~limestone ~agme~stiff
[o~ OF ~O~ ~O. B-3 PLATE A.6
Project No. Boring No. Project West Sandy Lake Road (~3MJ ENG[NEER[NG [NC -
131-01-02 B-4 Coppell, Texas
,... Location Water Observations
See Plate A. 1 Dry at completion
Completion I Completion
Depth 8.0' Date 3-8-01
Surface Elevation Type
Auger
= ~, StratumDescr tion ~ ~ ~ .~'=- ~ ~.=.._===_~:.
~.~ ~ ~oo
~'::'~:::~'.'z: CONCRETE 8" ~ick
- - ~ LIME~EATED CLAY d~k a stiff ~ 2.0 35
CLAY, d~k ~ay, stiff 2.0 25
~ - w/s~d lenses, 3' to 4' 2.25 57 19 38 27
5 -- - brom, gray, ~d d~k gray, 4' to 8' 2.0 29
~ ~ 2.5 30
~ [o~ OF ~O~ ~O. B-4 PLATE A.7
Project No. Boring No. Project West Sandy Lake Road L~MJ ENOr~eER~O ~C, -
131-01-02 a-5 Coppell, Texas
Location Water Obse~ations
See Plate A. 1 Dry at completion
Completion Completion
Dep~ 8.0' Date 3-8-01
S~face Elevation Type
Auger
~ StratumDescr tion ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
_ _ ~ ASPHALT 6" thick ~
_ ~ FLEXBASE, 18" thick 4
_ _' ~.~ ::':. SAND, brown, w/clay, ~phalt, ~d flexb~e (fill) 4.0 17
~ CLAY, brom, reddish brown, ~d gray, w/some 4.0 21
5 -- grovel ~d sand, stiffto ve~ stiff 2.75 54 16 38 21
.... 3.25 20
[o~ OF ~O~ ~O. B-5 PLATE A.8
Project No. I Boring No. Project West Sandy Lake Road UMJ ENGINEERING
131-01-02 g-6 Coppell, Texas
Location Water Observations
See Plate A.1 Dry at completion
Completion I Completion
Depth 8.0' Date 3-8-01
Surface Elevation Type
Auger
~ ~ Stratum Description
....
- ASPHALT 5.5"thick
FLEXBASE, 18.5" thick 4
- - ~ SANDY CLAY, brown and reddish brown, w/ 4.0 35 13 22 15
calcareous nodules, very stiff 4.5+ 14
-- 5 - 4.5+ 14
~ CLAy, dark gra~, somewhat shaly, stiff 2.0 21
LOa OF 8o~rNa ~o. B-6 PLATE A.9
Project No. [ Boring No. Project West Sandy Lake Road CM.I
131-01-02 B-7 Coppell, Texas
Location Water Observations
See Plate A. 1 Dry at completion
Completion Completion
Depth 8.0' Date 3-8-01
Surface Elevation Type
Auger
~ Stratum Description
_ _ :~ ~sea~ 7" thick
FLEXBASE, w/some clay, 17" thick 6
- - ~ CLAY, ~ay w/some reddish brown, stiff 2.0 23
SANDY CLA~, brown, d~k brown, ~d ~ay, w/ 3.0 30 14 16 15
5 some s~d deposim, stiffto ve~ stiff 1.75 21
.
CLAY, brown to light brom, w/abmd~t calc~eous
- - I nodules md ironstone nodules, veu stiff 3.0 17
[oo oF ~o~m~ ~o. B-7 PLATE A. 10
Project 131-01-02 No. Boring~o -8 Project West Coppell, Sandy Texas Lake Road CMJ ENOmSERnm INC. --
Location Water Observations
See Plate A. 1 Dry at completion
Completion I Completion
Depth 8.0' Date 3-8-01
Surface Elevation Type
Anger
~ o~ o ~ ~o.
ip -'- '~x
~ ASPHALT5" ~ick
~FLEXBASE, w/some clay, 13" ~ick ~ 5
- - CLAY, d~k bro~ brown, ~d reddish brown, w/ 2.5 16
s~d deposiB, stiff (possible fill to 3') 3.0 18
- brown ~d gray w/some reddish brown, w/abundant 3.25 47 14 33 18
-- 5 -- ~ calc~eous nodules, ve~ stiff, 3' to 7'
_ - 1~ brow~, w/abund~t ironstone nodules, 7' to 8' 3.75 18
LOG OF 8OR~G NO. B-8 PLATE A.11
Project No. Boring No. Project West Sandy Lake Road CMJ eNol~EERr~o Mc -
131-01-02 B-9 Coppell, Texas
Location Water Observations
See Plate A. 1 Dry at completion
Completion I Completion
Depth 8.0' Date 3-31-01
Surface Elevation Type
Hand Auger
~ StratumDescr on ~ ~ ~ ~ ~ ~ ~ ~ . ~
_ _ " xSAND/CLAYEY SAND, brown ~d light reddish
X brown ~ 16
19
CLAY, dark gray and reddish brown, w/r~U 45 13 32 18
~ 18
-- 5 ~ SANDY CLAY, light gray ~d reddish brown, 17
- ~ somewhat sil~ 10
[o~ OF ~O~ ~O. B-9 PLATE A.12
Project No. I Boring No. Project West Sandy Lake Road CMJ ENOnq~ER~O n~c.
131-01-02 I g-10 Coppell, Texas
,..- Location Water Observations
See Plate A. 1 Dry at completion
Completion Completion
Depth 8.0' Date 3-31-01
Surface Elevation Type
Hand Auger
Stratum Description
CLAYEY SAND/SANDY CLAY, light brown,
reddish brown, w/roots
~" SANDY CLAY. reddish brown
CLAYEY SAND/SAND, reddish brown
- reddish tan, 5' to 8'
LOG OF BORING NO. B-10 PLATE A.13
Projectl31.01.02No. [ BoringB_lNO. 1Project WeStcoppell,SandYTexasLake Road ~lwo .............. -
,-- Location Water Observations
See Plate A. 1 Dry at completion
Completion Completion
Depth 8.0' Date 3-31-01
Surface Elevation Type
Hand Auger
ipti ~ ~"~ ~
~ ~ ~ StratumDescr on ~ ~ ~ ~, ~- ~.~ ~.~ . =~
_ SANDY CLAY, light brown ~d d~k brown 35 12 23 17
- '~':':':':.' SAND/CLAYEY SAND, grayish brown, w/rooB 16
::::..: 14
~ -- 5 -- ~ CLAY/SANDY. brown CLAy, li~t brown and reddish 1187
~ CLAYEY SAND, brown ~d t~
~- ~ ' ~md~ySA~Y SILTY__ CLAY, light brown, reddish brom, ~ ~ 15
- [o~ OF ~O~I~ ~O. B-11 PLATE A. 14
Project No. t Boring No. Project West Sandy Lake Road CNIJ eNor~eER~o ;Nc. -
131-01-02 8-12 Coppell, Texas
Location Water Observations
See Plate A. 1 Dry at completion
Completion ] Completion
Depth 8.0' Date 4-2-01
Surface Elevation Type
Hand Auger
~ Stratum Descr on ~ ~ ~ ~ ~ e ~ e~. a '~'
_ _ /..' SILTY CLAYEY SAND, bro~ and d~k ~ay, w/ 18
study clay deposi~ ~d roots 35 22 15 7 17
- brown and gray, 2.5' to 4' 16
5 -- - t~ and gray, 4' to 7' 13
_ _ 7:'~ ~ ~ :""/' SAND, reddish t~, w/trace of clay 8
[OOOF~O~NO. B-12 PLATE A. 15
Project131-01-02N°' t BoringB_NO.1 3 Project WeStcoppell,SandYTexasLake Road L~MJ E~G~EERr~O r~C. -
,..- Location Water Observations
See Plate A. 1 Dry at completion
Completion I Completion
Depth 8.0' Date 4-2-01
Surface Elevation Type
Hand Anger
ipti o~ ~ ._o .
~, Stratum Descr on ~ ~ ~ ~ ~ ~ ~ ~ g~
SILTY CLAY, brown and light brown, w/calcareous 17
- - ~ ~ nodules and sandy deposits 40 13 27 21
~ 17
SILTY CLAYEY SAND, light brown and brown, w/ 14
-- 5 -- calcareous nodules
'-' ~o~ oF ~oP, r~ ~o. B-13 PLATE A.16
Project No. I Boring No. Project West Sandy Lake Road CMJ ENaf~EE~O ,~C. -
131-01-02~ B--14 Coppell, Texas
Location Water Observations
See Plate A. 1 Seepage at 13' during drilling; water at 12.5' and caved to 19' at
Completion Completion completion
Depth 55.0' Date 3-10-01
"" Surface Elevation Type
Hollow-Stem Auger
ipti ~ '~ ~
,~ ~ StratumDescr on ~ ~ ~ z~ ~ ~ ~ .~. ~ _~..
~ASPHALT~ 9" thick
CLAYEY SAND, brown and reddish brown, w/ 4.0 7
--~ m'avel, vc~ stiff (possible fill) ~-- 3.0 12 123 3890
,., SANDY CLAY, brown and reddish brown, w/gravel,
· very stiff (possible fill) 4.25 13
-- 5 - w/wood fragments, 4' to 9' 3.0 13
.- I - stiff, 7' to 13' 2.5 12
--10 I - dark brown, w/sand seams, 9' to 13' 2.0 18
_ _ 7~9"/~ CLAY, gray and reddish brown, w/gravel, asphalt,
--15--~ and sandstone, very stiff (possible fill to 16') 3.75 16
,--. -20-- ~ 2.75 17 119 3270
__ ~i~! CLAYEY SAND, light brown, w/gravel, loose/soft
'" -25-- ~ 7 39 25 13 12 22
-30-- ~ 7
"' _- -- SHALE, gray, hard
--35--- -- 100/1.5"
· -- _ .___ SANDY SHALE, gray, very hard
~40--'---- 100/0.5"
--45-- _____ 100/0.25,
~ -5o- '---- ~ 100/0.5"
" ~55--.--_ _ 100/0.5"
- ~ ~OaOF~O~rNaNO. B-14 PLATE A. 17
Project No. Boring No. Project West Sandy Lake Road CMJ ~,Gn~EERn~a tNC -
131-01-02 B-15 Coppell, Texas
Location Water Observations
See Plate A. 1 Seepage at 12' during drilling; water at 12.5' and caved to 16' at
Completion I Completion completion
IDepth 55.0'I Date 3-10-01
Surface Elevation Type
Hollow-Stem Auger
~ ~ Stratum Descr on ~ ~° ~ ~'~ ~'
ipti
_ _ ~ ~ ~ASPHALT~ 6" ~ick
~ '~FLEXBASE, 6" thick f 4.5+ 13
.:?:i.: -~SANDY CLAY, ~ay ~d r~dish brown, w/ f 4.5+ 6 127 3900
' - ~ ~ ab~d~t s~d ~d gravel deposit, ve~ stiff (fill)
~ ~SAND/CLAYEY SAND, brown ~d reddish bro~, /
1
.25
1
1
- 5 --'~' ~~ ve ~iff ossible fill f 1.25 14
~CLAYEY SAND, brown ~d gray~ fi~ /
I SANDY CLAY, brown and d~k brown, stiff 2.25 16
- 10-- I - w/sand seams ~d deposits, 9' to 12' 2.75 18 109 2750
~ - light ~ay ~d reddish bro~, 12' to 16'
~ CLAYEY SAND, light brown, w/~avel, ]oose/so~
-- - L SANDY SHALE, gray, ve~ h~d
--40--'~ ] 100/0.5" 41 23
--45~ '~ ~ 100/0.5"
_s0E?E~ ~00/0.:~'
~55-- ~ 100/0.25'
~oa o~ BO~O ~O. B-15 PLATE A.18
Project No. Boring No. Project West Sandy Lake Road CMJ ENGINEERING INC. -
131-01-02 B-16 Coppell, Texas
Location Water Observations
See Plate A. 1 Seepage at 7' during drilling; dry at completion
Completion I Completion
Depth 8.0' Date 3-31-01
Surface Elevation Type
Hand Auger
ipti ~
~ ~ Stratum Descr on ~ ~ ~ ~ ~ ~ ~ ~
_ _ '~ SILTY SANDY CLAy, brown ~d d~k gay, w/ 13
gravel ~d roots (fill) 26 12 14 15
- w/s~d deposit, gravel, ~d room, 2' to 4' 45 17
18
SILTY SAND, light brown ~d t~, w/some clay 14
- -~ANDY CLAY brown ~d ra
- - ] SILTY CLAYEY SAND~ light brown and ~ay, w/ 14
-'- ~abund~t ~avel
[o~ OF ~O~I~ NO. B-16 PLATE A. 19
Project No. t Boring No. Project West Sandy Lake Road CMJ ENGINEERING INC.
131-01-02 B- 17 Coppell, Texas
Location Water Observations
See Plate A. 1 Dry at completion
Completion I Completion
Depth 8.0' Date 3-31-01
Surface Elevation Type
Hand Auger
~' Stratum Description ~ ~ (~ z~ ~ ~.-_~ ~E ~
_ _ ~ ~SANDY CLAY, brom ~ 21
CLAY, light brown and grayish brown, w/calcareous 24
nodules ~d roo~
- reddish brown, light brown, and gray, 2' to 8' 21
5' 20
- w/s~d seres, 6.5'+ 40 13 27 18
[o~ oF ~O~N~ ~O. B-17 PLATE A.20
Project No. Boring No. I Project West Sandy Lake Road CMJ ENc~ERr~a ~NC. -
131-01-02 B- 18 Coppeil, Texas
Location Water Observations
See Plate A. 1 Dry at completion
Completion I Completion
Depth 8.0' Date 3-31-01
Surface Elevation Type
Hand Auger
~ ~ Stratum Description
_ _ ~ CLAY/SANDYd~k gray, w/r~CLAY' brom, reddish brown,, and 63 1919
36 12 24 21
_ _~ SANDY CLAY, brown, reddish brown, ~d gray 2 I
--5 19
- - ~ CLAY, brom ~d gray, w/trace of s~d
~_ ~ 17
[o~ OF ~O~ ~O. B-18 PLATE A.21
Project No. Boring No. Project West Sandy Lake Road CMJ ENG"~EER~O r~c. -
131-01-02 B-19 Coppell, Texas
Location Water Observations
See Plate A.I Dry at completion
Completion I Completion
Depth 8,0' Date 3-31-01
Surface Elevation Type
Hand Auger
ipti "- ~ ~ ~'~
3 ~ ~ StratumDescr on ~ ~ ~ ~ ~ ~.~ ~ =~
~ CLAYEY SAND/SANDY CLAY, brown, light 19 i
":':~:? - brom ~d d~k a ~ 12
_ _~ '~SAND' brom and reddish brown, w/gravel ~d ~ 40 13 27 2120
~ILTY CLAY brom ~d ra w/some smd ~ 22
~ ~ SANDY SILTY CLAY, brown and gray
_
~o~ OF ~O~I~ ~O. B-19 PLATE A.22
Project No. I Boring No. Project West Sandy Lake Road CMJ e~On~EERr~o mc -
131-01-02 B-20 Coppell, Texas
Location Water Observations
See Plate A. 1 Seepage at 3' during drilling; dry at completion
Completion I Completion
Depth 8.0' Date 3-31-01
Surface Elevation Type
Hand Auger
c~ ~ StratumDescr tion ~ ~ ~ .~ ~.~ ~ ~o.~ ~
~ ~/~//~ ~SILTY CLAY, d~k ~ay ~ 19
_ ~ X SANDY CLq, ~ay, grayish bro~, md reddish ~ 19
- X brom 41 15 26 21
~ ~CLAY, brown ~d d~k gray ~ 23
- - SILTY CLAY, brown ~d dark gray, w/some sand
~o~ OF ~O~ ~O. B-20 PLATE A.23
Project No. [ Boring No. Project West Sandy Lake Road CMJ ENGINEERING INC --
131-01-02 B-21 Coppell, Texas
Location Water Observations
See Plate A.1 Dry at completion
Completion Completion
Depth 8.0' Date 4-2-01
Surface Elevation Type
Hand Auger
ipti ~'- '
~ StratumDescr on ~ ~ ~ z~ ~ ~:~ ,~ ~
~//~ SANDY CLA[, brown and d~k brown, w/sand 30 10 20 16
?::....' -~ deposi~ ~ 9
- :~:..'}." SAND, brown to light brown 25 8
- - ~ ~:. ' CLAYEY SA~/SANDY CLAY, mottled brown,
~ -~li~t b~ow~d reddish brown, w/sand seams ~ 16
[o~ oF ~o~ ~o. B-21 PLATE A.24
Project No. t Boring No. Project West Sandy Lake Road CMJ ENGINEERING [NC -
131-01-02 B-22 Coppell, Texas
Location Water Observations
See Plate A. 1 Dry at completion
Completion I Completion
Depth 8.0' Date 4-2-01
Surface Elevation Type
Hand Anger
~ ~ Stratum Description ~ ~ ~z~ z~ ~ ~ ~ ~ . ~
~::~? SI[TYCL~YEYS~ND, d~kbrown, w/gravel
18
_ 27 12 15 17
~ 5 -- - brown, light brown, md ~ay, 4' to 6.5' 15
- w/smd deposit, 5.5'+
- light brom, t~, and reddish brown, 6.5'+ 15
[o~ OF ~O~ ~O. B-22 PLATE A.25
LIME SERIES TEST RESULTS
" Boring No. B-3 Depth: 3' - 4'
Percent
PH
"' Hydrated Lime
0 7.6
2 12.2
4 12.4
6 12.5
8 12.5
10 12.5
'" Boring No. B-9 Depth: 2' - 3'
Percent
PH
'- Hydrated Lime
0 7.1
_ 2 12.4
4 12.5
6 12.5
8 12.5
10 12.5
PLATE A.26
Appendix B
WinPAS
Pavement Thickness Design According to
993 AASHTO Guide for Design of Pavements Structures
American Concrete Pavement Association
Rigid Design Inputs
Project No.: 131-01-02
Project Name: West Sandy Lake Road
Location: Coppell, Texas
Date: April 11, 2001
Comments: Assumes Traffic equals 14,000 vehicles per day
Rigid Pavement Design/Evaluation
PCC Thickness 7.47 inches Load Transfer, J 2.70
Design ESALs 2,646,000.00 Mod. Subgrade Reaction, k 150 psi/in
Reliability 85.00 percent Drainage Coefficient, Cd 1.00
Overall Deviation 0.35 Initial Serviceability 4.50
Modulus of Rupture 550 psi Terminal Serviceability 2.00
Modulus of Elasticity 3,400,000 psi
"" CMJ Engineering, Inc. Plate B.1
WinPAS
Pavement Thickness Design According to
1993 AASHTO Guide for Design of Pavements Structures
American Concrete Pavement Association
Rigid Design Inputs
Project No. · 131-01-02
Project Name' West Sandy Lake Road
Location: Coppell, Texas
Date' April 11, 2001
Comments · Assumes Traffic equals approximately 14,500 vehicles per day
Rigid Pavement Design/Evaluation
PCC Thickness 8.00 inches Load Transfer, J 2.70
Design ESALs 2,736,300.00 Mod. Subgrade Reaction, k 150 psi/in
Reliability 85.00 percent Drainage Coefficient, Cd 1.00
Overall Deviation 0.35 Initial Serviceability 4.50
Modulus of Rupture 550 psi Terminal Serviceability 2.00
Modulus of Elasticity 3,400,000 psi
"- CMJ Engineering, Inc. Plate B.2