PAVEMENT INVESTIGATION MIDWAY ROAD BELT LINE ROAD TO LINDBERGH DRIVE ADDISON, TEXAS HENLEY JOHNSTON & ASSOCIATES, INC. engineering geoscience consultants \(2 /4) 941·3808 fax (214) 943·7645
235 MOfganAue., Dallas. Texas 75203·1025 
PAVEMENT INVESTIGATION MIDWAY ROAD BELT LINE ROAD TO LINDBERGH DRIVE ADDISON, TEXAS For Town of Addison, Texas Through Shimek, Jacobs & Finklea, LLP. Dallas, Texas INTRODUCTION In general
accordance with notice to proceed and the authorization of our 8 March 1999 proposal, we have completed a Pavement Investigation of Midway Road from Belt Line Road to Lindbergh Drive
in Addison, Texas. Information relative to the scope of this project was provided through a meeting at the site and through discussions with Mr . . 'John W. Birkhoff, PE, of Shimek,
Jacobs & Finklea, L.l.P. We understand that this section of Midway Road has eXperienced difficulties with seepage through the joints in the pavement and vertical displacements at the
joints in a longitudinal direction. The pavement was milled to create a smooth surface within the last two or three years. The vertical displacements have re-occurred to the point that
many panels have vertical offsets of one inch. or more, at the present time. PURPOSE AND SCOPE The purpose of this investigation was to develop specific geotechnical data at the site
by means of subsurface exploration, laboratory testing and engineering and geologic analyses of the resultant data from six soil borings. Shallow (less than four feet) HENLEY JOHNSTON
& ASSOCIATES, INC. f't1!1ifl('('rin!} fj<'Oio/Cienci' ('on'<;IIIIQI!I.'i -1l 
PAVEMENT INVESTIGATION MIDWAY ROAD BELT LINE ROAD TO LINDBERGH DRIVE ADDISON, TEXAS HENLEY/if'!f/l JOHNSTON( & ASSOCIATES, INC. engineering geoscience consultants 
I groundwater observation elements were to be selin four boreholes to observe the water levels under the pavement and two monitor wells were to be set to observe water levels and provide
access for water sampling in the deeper strata at the site. This report presents the results of the basic field and laboratory data developed and provides findings and recommendations
to guide remediation of pavement. Recommendations to facilitate design and construction were made based on geological conditions encountered and geotechnical parameters obtained from
this investigation. The interpretation of these data is considered appropriate to the extent that the investigated locations are typical of conditions present at the project site. FIELD
INVESTIGATION The field or subsurface investigation conducted consisted of advancing six (6) soil borings to depths varying from about 3.5 to 20.5 feet below ground or pavement surfaces.
These borings were advanced by means of a truck-mounted rotary drilling rig which employs dry sampling techniques to advance the borings. Five (5) of the borings were drilled through
the pavement section of Midway Road; the concrete was cored using a 9-inch diameter diamond concrete coring bit. The drilling was performed by a Henley-Johnston & Associates, Inc., drill
crew. The approximate locations of the borings drilled are indicated on Plate 1. The borings were located on the site by an HJA Engineer, using a measuring wheel and measuring from eXisting
landmarks (roadways, railroads, curbs, etc.). The borehole locations indicated on Plate 1 are considered accurate to the degree implied by the method used. Samples of cohesive soils
and the upper strata of the weathered limestone were obtained using conventional Shelby-tube sampling techniques (ASTM D 1587) whereby a thin-walled tube is advanced into the formation
by a rapid, continuous thrust from balanced hydraulic rams on the drilling rig. Disturbed, representative samples of the weathered and unweathered primary limestone strata were obtained
from the auger cuttings. \ HENLEY JOHNSTON & ASSOCIATES, INC. ('11fjitw('6Ilfj g('O:>cience {'ollstdUlIlf." -2
All soil and limestone samples obtained from the borings were encased in polyethylene plastic to prevent changes in moisture content and to preserve in situ physical properties. All
samples were classified as to basic type and texture in the field by an experienced Engineering Geologist, labeled as to appropriate boring number and depth, and placed in core boxes
for transport to the laboratory. The concrete cores were returned to the laboratory where 2-3/4-inch diameter cores were cut for compressive strength testing of "1 the concrete. Groundwater
was not encountered during the course of this investigation. Upon completion of drilling, temporary groundwater observation elements were set in each open borehole. The risers and wellscreens
set in Boring Nos. MW-1 and MW-2 were sealed from surface infiltration of water by a 10-foot grout section over a 2-foot bentonite section. Below the grout/bentonite seal, the wellscreen
was surrounded by 20/40 silica sand. Valve covers were grouted over the tops of these installations. In the shallow borings (B-1 through B-4) through the pavement, the wellscreens extended
up to approximately the bottom of the pavement and were surrounded by 20/40 silica sand. Above that level, grout seals which also hold valve covers in place, were formed to prevent surface
water from accessing the observation units. Details depicting each specific installation are appended hereto following the report illustrations. LABORATORY TESTING All soil samples were
classified in accordance with the Unified Soil Classification System. Rock samples of the primary strata were described using standard geologic terms. Terms and symbols used on the boring
logs are described on the enclosed sheet entitled "Legend, Lithology, Soil Consistency & Relative Rock Hardness." To aid in the classification process, Atterberg Limits, Moisture Content
and Dry Unit WeighHests were performed on representative samples. All of the above test data are summarized on Plate 2. Atterberg Limits also are presented on the Plasticity Chart on
Plate 3. HENLEY JOHNSTON & ASSOCIATES, INC. ('IIf(!tU"'rillfl fJl'OSCi(!nC"t' ("ousldrariiS -3
. ., Compressive Strength tests were performed on cores from the concrete pavement at each boring located in the pavement section. The results of these tests are presented on Plate 4.
The strength of each cohesive sample was estimated using a hand penetrometer. The results of these estimates are tabulated on Plate 5. The strength properties of selected soil samples
were investigated by Unconfined Compression tests. In this test, axial load is applied to a laterally unsupported cylindrical sample until failure occurs within the sample. This test
is conducted fairly rapidly (failure within about 10 minutes) and generally conforms to ASTM D 2166. The Elastic Modulus values were interpreted from the stress-strain curves of the
Unconfined Compression tests using a tangent modulus at 50 percent of peak strength. The soil strength test data are summarized on Plate 5. Stress-strain data for the Unconfined Compression
tests are presented graphically on Plates 6 through 11. Water samples obtained from each boring location and from a nearby source of tap (municipal) water were tested by Southern Spectrographic
Laboratory, Irving, Texas. The results of those tests and a brief statement from Southern Spectrographic about the anticipated sources of the water are presented on Plate 12. SUBSURFACE
CONDiTIONS The site of this investigation is in Addison, Texas, along the northbound lanes of Midway Road between Belt Line Road to the south and Lindbergh Drive to the north, as shown
on Plate 1. A section of the "ADDISON" USGS quad sheet topographic map which includes this area is presented on Plate 13. This indicates that the roadway drops about 10 feet in elevation
from Belt Line Road to the creek/railroad track, and remains fairly level or slightly uphill from the railroad track to Lindbergh Drive. Primary sediments at the site have been identified
as limestone strata of the Austin Chalk Formation of Cretaceous Age. The specific types, depths, and thicknesses of materials penetrated by the borings are reflected on the individual
"Log of Boring" illustrations. L HENLEY JOHNSTON 8. ASSOCIATES, INC. l'llfjiIWCrlll{J 􀁧􀁬􀀧􀁯􀁾􀀨􀀢􀁴􀀨􀀧􀁮􀀨􀀧􀀨􀀾􀀠('()ftSl1itanls 
Five of the borings were drilled through the concrete pavement of Midway Road. The concrete was found to be between 0.65 and 0.7 feet in thickness. Fill materials were encountered below
the pavement in all borings except Boring No. B-1 and below ground surface in Boring No. MW-1. These fill materials extend to depths ranging from about 1.1 feet in Boring No. B-2 to
about 3.0 feet in Boring No. B·3. The upper portion of the fill in Boring No. B-3 and the fill in Boring No. B-4 is clay which is believed to have been lime-treated. The remaining fill
is silty clay with calcareous nodules, and probably is on site material which was relocated to fill low areas. Below the fill or pavement in Boring Nos. MW-1, B-1 and B-3 are thin zones
of silty clay which the Atterberg Limits indicate to be low to moderate plasticity materials. In Boring Nos. MW-2 and B-4, slightly silty clays were found below the fill materials. These
materials are indicated to be high plasticity clays; this may explain why these materials were lime-treated. All of the clay strata encountered are dark shades of brown or gray in color.
These materials are stiff to very stiff in consistency and contain varying amounts of calcareous nodules. Below the surficial clays, limestone strata of the primary formation (Austin
Chalk Formation of Cretaceous Age) were encountered. The uppermost portions of the limestone were found to be variably weathered, having been leached by percolating waters over time.
These weathered materials are generally severely to moderately weathered, jointed and fractured and contain occasional soft clayey seams. The weathered section is typically firm to moderately
hard in rock hardness and iight brown and tan in color. The weathered sections of limestone materials encountered ranged in thickness from about 8.5 feet in Boring No. MW-2 to about
14.5 feet in Boring No. MW-1. Unweathered limestone strata were encountered below the zone of differential weathering at depths varying from about 13 feet in Boring No. MW-2 to about
17 feet in Boring No. MW-1. Once encountered, the unweathered limestone strata continued to at least the 20.5-foot maximum depth explored. Data from other investigations nearby indicate
that the unweathered limestone is in excess of 30 feet thick in this vicinity. The I unweathered limestone is moderately hard to hard in rock hardness and gray in color. I l HENLEY JOHNSTON
8< ASSOCIATES, INC. c'r1Ui1w('rin{} geoS('i('nc(' <'OI!,''lI!l<mt:.; -5
Groundwater was not encountered during the course of this investigation prior to the installation of the water level observation elements and monitor wells. Groundwater in this vicinity
is typically perched on top of the unweathered limestone and is contained within joints and fractures present within the weathered limestone materials and within the silty clay overburden
soils. Groundwater levels at this site can be expected to fluctuate with seasonal variations in rainfall. Water levels were measured in each observation element installation. The following
table provides the results of these water level readings. Location 6-25-99 7-28-99 MW-1 8.9 9.5 B-1 2.6 2.6 B-2 0.5 1.6 B-3 0.4 0.8 B-4 0.7 0.7 MW-2 4.6 6.2 All of the elements, except
Boring No. B-1, were bailed to within a few inches of the bottom of the installation on 25 June 1999 after water level readings were obtained. The water found in the elements on 28 July
1999 had entered the installations since tne 25 June readings. WATER LEVELS AND SOURCES Based on approximate elevations from the topographic map on Plate 13. we estimate that the surface
elevation at Boring No. MW-1 is about Elevation 625 and the surface elevation at Boring No. MW-2 is about Elevation 622. The flow line of the creek south of the railroad is estimated
to be at about Elevation 610 to 620. The water level measurements in Boring Nos. MW-1 and MW-2 ("deep" installations) indicate that these levels are probably near the flow line elevation
of Rawhide Creek. HENLEY JOHNSTON & ASSOCIATES. INC. ('ngttH'('ring sJ{'Osc!("t1ce ('ollsulfWIt.'ll.. _--------------=--------'---""'------6
The water level observed in Boring No. B-1 has remained relatively constant, indicating that water has not been coming into the installation during the observation period. The other
three "shallow" installations have shown increases in water level during a time when little or no rain has fallen in the area; consequently, these elements indicate water infiltration
from sources other than rainfall. During the same period of time, the water levels in Boring Nos. MW-1 and MW-2 have decreased. The data from Southern Spectrographic indicate that the
chemistry of water found in Boring Nos. B-1, B-2, B-3, and B-4 is very close to that of the referenced tap (municipal) water. The elevated potassium levels, we understand, are generally
related to water migrating through fertilized areas (landscaped areas, etc.). The chemistry of water sampled from Boring No. MW-1 is similar to that of the tap water, but has higher
concentrations of sodium, chloride, and sulfate, and less fluoride than tap water. The chemistry of water from Boring No. MW-2 appears to be predominantly from some source other than
tap water. Based on the information from the water observation and sampling installations, water chemistry tests, and our observations at the site; it is our opinion that water which
has emitted from the joints in the pavement on Midway Road probably is related to tap water (irrigation or water from nearby businesses) or surface run-off. It would be advantageous
to be able to observe ihese instailations and obtain samples of water during a rainy period. Water has easy access to the subgrade soils through open joints in the pavement. Water can
flow from landscaped areas in the median or along the outside of the pavement through open joints in the curbs and pavement to the subgrade soils. We have observed water flowing into
the street from one of the businesses near Belt Line Road; this water flows downhill on Midway Road, encounters open joints and travels transversely until it can soak into the subgrade.
HENLEY JOHNSTON & ASSOCIATES, INC. l'HgilU'!'n"ng W'OSCiCI!c{' consullonl.'" 􀁾􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀽􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀁾􀁾􀁾􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭-7l

PAVEMENT ANALYSES Traffic counts on Midway Road for Tuesday and Wednesday, 30 and 31 March, 1999, were provided to us. The 24-hour traffic volume in one northbound lane (outside) was
divided into thirteen types of vehicles. We have used the program "Concrete Pavement Technology, Version 2.0" from the American Concrete Pavement Association to perform pavement analyses
based on available information from this investigation. This program is based on the 1986 "AASHTO Guide for the Design of Pavement Structures." We have used the following general design
parameters: Serviceability Initial 4.5 Terminal 2.25 Design Life 20 Years Reliability 90 percent Overall Deviation 0.35 Load Transfer 3.2 assuming edge support and aggregate interlock
for existing pavement 2.7 assuming edge support and dowelled reinforced pavement for future pavement Drainage Coefficient VariaDle for existing pavement -0.8, 1.0, 1.i For potential
future pavement -1.0 Traffic Growth Rate 0.325 percent/year For analysis of the existing pavement, we estimated the flexural strength of the concrete from the compressive strength values
of the concrete cores. These flexural strength values varied from about 640 to 700 psi. For concrete near the south end of the site, we used a value of 660 psi; for the pavement near
Lindbergh Drive, we used a value of 640 psi. For potential future pavement sections, we used a value of 650 psi. HENLEY JOHNSTON & ASSOCIATES, INC. ('ogint'f'ring fJ('osci(.'nC't' collsulrwt(s
-8
For analyses of existing and future pavement, we have assumed that the subgrade materials have a CBR value of about 3, and have used a Resilient Modulus of 4500 psi. For lime-treated
soils we have used a Resilient Modulus of 20,000 psi, and for asphalt treated base, we have used a Resilient Modulus of 350,000 psi. For 8-inch (0.65 to 0.7-foot) thick pavement, the
total ESAL's for 20-year life of the pavement is about 14,100,000 assuming the traffic volume indicated by the March traffic count. For eXisting conditions, with a Drainage Coefficient
of 0.8, indicating poor drainage as observed in place, the design life of the pavement is slightly more than one year. Assuming better drainage conditions with a Drainage Coefficient
of 1.0, the design life increases to about 2.3 years and with good drainage conditions, a Drainage Coefficient of 1.1, the design life increases to about 3.2 years. This indicates that
the traffic volume currently using Midway Road is significantly in excess of the volume that would be expected for a 20 or 30· year design life for the pavement in place. The moisture
contents of the near-surface soils (subgrade materials) are relatively high at all boring locations, Indications are that these soils have been saturated and remain saturated over long
periods of time. We believe that this has resulted in softening of the soiis 'at the south end of each pavement panel and settlement of that end of the paneL In some cases, this has
resulted in a reverse rocking of the panel and the creation of a void under the north end of the panel. Because of these physical movements of some of the panels and the deterioration
of the subgrade under the panels, we recommend that the existing pavement be removed, the subgrade be reworked and new pavement be placed. Recommendations for the replacement of this
pavement are contained in subsequent paragraphs. HENLEY JOHNSTON & ASSOCIATES, INC. {'llyinccn"flg geOSCience cOI1suUaHfs L 
Pavement analyses indicate that the following seCtions could be used as replacements for the pavement along Midway Road. 20-year Life lO-inch Reinforced Concrete Paving 12-inch Compacted
Lime-Treated Subgrade or 10-inch Reinforced Concrete Paving 4-inch Compacted Asphalt-Treated Base 30-year Life ii-inch Reinforced Concrete Paving 12-inch Compacted Lime-Treated Subgrade
or ii-inch Reinforced Concrete Paving 4-inch Compacted Asphalt-Treated Base An alternative to complete replacement is to provide remediation of the loss of support under the panels and
a concrete pavement overlay. Loss of support may be remediated by removal and replacement of the ends of the panels (with appropriate subgrade conditioning and compaction) or by selective
grouting under the ends of the panels. The concrete overlay should be jointed, reinforced concrele with a 9-inch overlay for 20-year life and a lO-inch overlay for 30-year life. This
will require transition zones where the pavement has to meet existing grades at intersections, railroad tracks and other features. In the event concrete is to be removed and replaced,
after the soil surface in each area has been brought to grade, the performance of pavement can be enhanced by treating the clay soils exposed at grade with lime-slurry for use as sub-base.
Subject to modification during construction, a lime content of six (6) percent by dry soil weight (approximately 6 pounds of lime per cubic foot of soil treated) would be expected to
effectively treat the subgrade soil. HENLEY JOHNSTON & ASSOCIATES, INC. l'lIfltm'crittg gf'o."-Ct{"rt('" ('r)llSt/iUlfIls -10I 
Soils treated with lime-slurry for use as sub-base 'should be compacted to a dry density at least 95 percent of the maximum dry density as defined by ASTM D 698 and at a moisture content
at least 2 percentage points above Optimum Moisture content. Good surface drainage and treatment of adjacent landscaping areas to control irrigation water are necessary to minimize moisture
changes in the subgrade. We recommend that the irrigation water be collected in a drain along the median and the sidewalk on either side of the pavement, and directed into storm drains
or Rawhide Creek, as permitted. Alternatively, a moisture barrier may be formed at the backside of the curb on both sides of the pavement. We recommend that such a barrier extend at
least two feet below grade. All joints should be sealed and the sealant maintained throughout the lifetime of the pavement. For reinforced concrete paving, it is essential that any and
all reinforcing be placed so as to insure a minimum of 1'/2-inches of cover. Selection of the the proper section should be based on antiCipated traffic loads, frequency and long term
maintenance, as well as project economics. EARTHWORK Earthwork recommendations are as follow: 1. Excavate and waste, or store for futUre use, surficial organic, deleterious, and concrete
materials encountered at the surface. 2. Scarify subgrade soils exposed in fil! areas and transitional areas (cut to fill and fill to cut) to a depth of approximately eight (8) inches,
add moisture (if required), mix and recompact to a density between 95 and 98 percent of maximum density obtained by a Standard Proctor Compaction Test (ASTM D 698). The moisture content
of the compacted soils should be maintained between optimum and plus four percent of the optimum value (determined by ASTM D 698) until covered by fill or pavement. HENLEY JOHNSTON &
ASSOCIATES, INC. l'1l[J!Ill'{'rifl,q {J('OSCI'('n('(' cons/lila/lIs\ -11
3. Place fill soils for pavement in loose lifts not exceeding eight (8) inches and compact to the moisture/density values specified in No.2 above. 4. We recommend that imported select
fill material consist of inert sandy clay (material with greater than 50 percent passing the No. 200 mesh sieve) with a Liquid Limit less than 35 and a Plasticity Index between 6 and
15, or flexible base materials meeting the requirements of Texas Department of Transportation Item 247, Type 1, Grade A. QUALIFICATIONS In the event that any changes in the nature, design
or location of the proposed pavement are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions
of this report modified or verified in writing. The analyses and recommendations sUbmitted in this report are based in part upon the data obtained from six borings. The nature and extent
of subsurface variations at the site may not become evident until construction. If variations then appear evident, it may be necessary to reevaluate the recommendations of this report.
It is recommended that the soil and foundation engineer be provided the opportunity for general review of final design drawings and specifications in order that earthwork and foundation
recommendations may be properly interpreted and implemented in the design drawings and specifications. HENLEY JOHNSTON & ASSOCIATES, INC. {'HYI1l('cring g('Osc"{('n('(' cc»"!suHanls
-12l 
We appreciate the opportunity to work with you on this phase of the project. Please call us When we can be of further service during later stages of design or during construction. Respectfully
submitted, John W. Johnston, P.E. Henley-Johnston & Associates, Inc. JWJ HJA No. 7025 9 September 1999 HENLEY JOHNSTON & ASSOCIATES, INC. (.'IIgin{·('ri.tg gNt.<;;clt.'ncc consuitant!>
·13· l 
LEGEND􀁾􀁌􀀠􀁾􀀠MONITOR WELLLINDBERGH 􀁄􀁒􀁉􀁾􀀠r-Etl CORE BORING SPRR 8-3 􀁾􀀠CENTURION 'iJ.l!L.. VlW-1 􀀧􀁾􀁾􀁉􀀠1181 BELT LINE ROAD __ 􀁾􀀠I IN MIDWAY ROAD ADDISON TEXAS BORING LOCATION
PLAN􀁾􀀠0 100 200 400 HENLEY-JOHNSTON & ASSOCIATES, INC. 􀁾.. I engineering geoscience consultants.SCALE FEET HJA No.: 7025 PLATE 1 DATE: SEPTEMBER 1999 
BORING NUMBER MW·l MW-l MW-l MW-l MW-l MW-l DEPTH (ft.) 0.0-1.8 1.8-2.5 2.54.0 9.0-10.0 14.0-15.0 19.0-20.0 MW-2 MI!V-2 MW-2 MW-2 MW-2 0.6-2.2 2.2-3.8 3.8-5.0 9.0-10.0 14.0-15.0 B-1
B-1 0.8-2.0 2.0-3.5 B-2 8-2 0.6-1.7 1.7-3.5 8-3 8·3 8-3 0.6-1.4 1.4·2.2 3.0-3.5 84 84 0.6-1.3 1.3-2.2 MIDWAY ROAD BELT UNE ROAD TO UNDBERGH DRIVE ADDISON, TEXAS SUMMARY OF INDEX PROPERTIES
LL PI MC DUW (%) (%) (pc!) 15.9 48 25 19.0 16.3 17.2 17.6 17.4 40.4 79.1 68 36 39.3 79.0 23.1 103.2 15.3 11.9 37 14 21.0 105.5 16.6 32 12 21.3 14.3 37.0 59 32 29.6 101.4 47 25 23.3 23.7
63 34 32.4 90.5 UNIFIED SOIL CLASSIFICATION CL CH CL CL CH CL CH HENLEY JOHNSTON & ASSOCIATES, INC. <'llgt1i('j'nllfJ g("(tscif"nr(' rou.o;;,dral!ls PLATE 2 
70 -" -,,' V /'60 ,," :/V :. '*'''',.-" -a:: 50 ,,:'-' " //X 􀀮􀁾􀁾􀀯/'V r0l!540 : z " .;/V V " 􀁾􀀠30 u .." F /,,"􀁲􀁾V 520 V " MH or ( H,,'a.. ./'v"V 10 /V " ,,/ML c r Ol/" I 0 0 10
20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (ll) SUMMARY OF ATTERBERG LIMITS BORING SAMPLE LIQUID PLASTICITY UNIFIED SOIL NUMBER DEPTH,ft. LIMIT INDEX CLASSIFICATION MW-1 1.8-2.5 48
25 CL MW-Z 2.2-3.B 69 36 CH 8-1 0.8-2.0 37 14 CL B-2 0.6-1.7 32 12 CL B-3 1.4-2.2 59 32 CH B-3 3.0-3.5 47 25 CL 8-4 1.3-2.2 63 34 CH MIDWAY ROAD ADDISON, TEXAS SUMMARY OF ATIERBERG LIMITS
HENLEY-JOHNSTON & ASSOCIATES,INC engineering -aetnroianca contluJtant. HJA NO.: 7025 PLATE 3 'DATE • 06/26/99 
MIDWAY ROAD BELT LINE ROAD TO LINDBERGH DRIVE ADDISON, TEXAS SUMMARY OF LABORATORY TESTS ON CONCRETE CORE PAVEMENT SAMPLE SAMPLE COMPRESSIVE BORING THICKNESS HEIGHT DIAMETER STRENGTH
NUMBER (in.) (in.) (in.) (psi) MW·2 7.8 5.594 2.777 5018 B·l 8.4 5.679 2.775 5610 B-2 7.8 6.094 2.778 5378 B·3 7.8 5.502 2.773 5728 8-4 7.8 4.114 2.772 6060 HENLEY JOHNSTON & ASSOCIATES,
INC. t'nfW1f'('riI19 gCOST'kttcl' canstdlnl1/:-; PLATE 4 l 
MIDWAY ROAD BELT LINE ROAD TO LINDBERGH DRIVE ADDISON, TEXAS SUMMARY OF LABORATORY STRENGTH TESTS POCKET PEAK FAILURE TANGENT BORING DEPTH PENETROMETER STRESS STRAIN MODULUS MATERIAL
NUMBER (ft.) (lsf) (psi) (%) (ksi) TYPE MW-2 0.6-2.2 3.0 9.6 3.7 0.35 CLAY, slightly silty, dark gray MW-2 2.2-3.8 3.0 16.0 12.0 0.15 CLAY, slightly silty, dark gray MW-2 3.8·5.0 4.5+
15.2 4.7 0.46 CLAY, slightly silty, dark gray B-1 0.8·2.0 3.5 (top) 22.1 3.0 0.94 CLAY, silty, brown 4.5 + (bottom) B-2 0.6-1.7 4.5+ LIMESTONE. weathered, light brown. brown, and tan
B-3 1.4-2.2 35.1 2.6 2.78 CLAY, silty, dark brown (FILL) B·3 2.2-2.6 4.5+ CLAY, silty. dark brown (FILL) B-4 1.3·2.2 3.0 25.8 14.3 0.94 CLAY, slightly sitty. dark gray B-4 2.2-3.8 3.75
CLAY, slightly silty, dark gray HENLEY JOHNSTON & ASSOCIATES, INC. PLATE 5 
BORING NO.: MW-2 DEPTH CFT): 0.6-2.2 CLAY, slightly silty, dark gray 12.5 􀁾􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀬􀀠10.0 "....,. (j) a.. '-.J 7.5 Ul Ul W 0::: Ui ...J 5.0« 􀁾􀀠2.5
TANGENT MODULUS AT 􀀵􀁾􀀠ULTIMATE STRESS: 0.35 KSI O.0 􀀭􀀫􀀭􀁾􀁾􀀭􀀮􀀮􀀭􀀭􀀭􀀭􀁲􀀭􀀭􀀭􀁲􀀭􀀭􀀭􀀭􀁲􀀭􀀭􀀭􀁲􀀭􀀭􀁲􀀭􀀭􀀭􀀭􀀧􀀭􀀭􀀭􀀢􀀢􀀭􀀭􀀭􀀧􀀧􀀭􀀭􀀮􀀭􀀭􀀮􀀭􀀭􀁲􀀭􀁲􀀭􀀭􀁲􀀭􀀭􀀧􀀧􀀧􀀭􀀭􀀧􀀧􀀧􀀭􀀬􀀮􀀮
􀀭􀀭􀀭􀁪􀀠0.0 2.0 4.0 6.0 8.0 10.0 AXIAL STRAIN (%) MIDWAY ROAD TEST TYPE; UNCONFlNED COMPRESSION TEST ADDISON, TEXAS(ASTM D 2166) UNCONFINED COMPRESSION TEST STRESS-STRAIN PLOT MOISTIJRE
CONTENT 􀀨􀁾􀀩􀀻􀀠40.4 HENLEY-JOHNSTON & ASSOCIATES,INCDRY UNIT WEIGHT (pc!"): 79.1 engineerin9 getlacienca conlrultantB HJA NO.: 7025 PlATE : 06 9 6 
BORING NO.: MW-2 DEPTH (FT): 2.2-3.8 CLAY, slightly silty. dark gray 20.0 -r----------------------, ----15.0 --\ -Ul en 􀁾􀀠10.0 t1 -l « -􀁾􀀠-5.0 ---TANGENT MODULUS AT 􀀵􀁾􀀠ULllMATE
STRESS: -0.15 KSI 0.0 0.0 .., 't-r 5.0 , 11 􀁾􀀠I' 10.0 I I .1 15.0 I I I I 20.0 AXIAL STRAIN (91)) TEST lYPE: UNCONFlNED COMPRESSION TEST (ASTM D 2166) MOISTURE CONTENT (zl: 39.3 DRY
UNIT WEIGHT (PCr'): 79.0 MIDWAY ROAD ADDISON, TEXAS UNCONFINED COMPRESSION TEST STRESS-STRAIN PLOT HENLEY-JOHNSTON Be ASSOCIATES,INC engineering 􀀢􀁥􀁯􀁦􀁴􀁣􀁩􀁥􀁮􀁾􀀠conftUlronbi HJA
NO.: 7025 IOATF TESlED, 05 􀁉􀁾􀁾􀀠Inn PLATE 7 
BORING NO.: MW-2 DEPTH (FT); 3.8-5.0 CLAY, slightly silty. dark gray 20.0 􀁾􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀮􀀠----15.0 -'"'-Ul Cl.. . Ul (IJ 􀁾􀀠10.0 ti -l « 􀁾􀀠-5.0
--TANGENT MODULUS AT 50s ULTIMATE STRESS: -0.46 KSI . 0.0 􀀭􀁉􀀭􀀭􀀭􀀬􀁾􀀬􀁾􀁾􀀬􀁾􀀠􀀬􀁾􀀧􀀭􀁾􀀱􀁾􀁉􀁾􀁴􀁾􀁜􀁾􀁉􀁾􀁉􀁾􀀮t-1c--''---''---Jr-r-,.,--,.,..---i, 0.0 2.0 4.0 6.0 8.0 10.0
AXIAL STRAIN (sg) MIDWAY ROAD TEST lYPE: UNCONFINED COMPRESSION TEST ADDISON, TEXAS(ASTM D 2166) UNCONFINED COMPRESSION TEST STRESS-STRAIN PLOT MOISTURE COmENT 􀀨􀁾􀁬􀀺􀀠23.1 HENLEY-JOHNSTON
& ASSOCIATES,INC.DRY UNIT WEIGHT (PCF): 103.2 engineering 9!1m1cienco c:on!IUltonbr HJA NO.: 7025 PLATEInATF • "C 8 
BORING NO.: B-1 DEPTH (FT): 0.8-2.0 CLAY, silty. brown 25.0 -,.-----------------------, 20.0 e:::ifJ .e::.. 15.0 (/) (/) wg; (/) <i! 10.0 􀁾􀀠5.0 TANGENT MODULUS AT 50,5 ULTIMATE STRESS:
0.94 KSI 0.0 -¥-...,.-,.--,---r-,...,.-,.--,---r-..-.--r---r-.,-.-r-r-.--.-r-r-r-l 0.0 1.0 2.0 3.0 4.0 5.0 AXIAL STRAIN (SK) TEST 1YPE: UNCONFlNEDCOMPRESSION TEST (ASTM D 2166) MOISTURE CONTENT 􀀨􀁾􀀩􀀺􀀠21.0 DRY UNIT WEIGHT (PCF): 105.5 MIDWAY ROAD ADDISON, TEXAS UNCONFINED COMPRESSION TEST STRESS-STRAIN PLOT HENLEY-JOHNSTON
& ASSOCIATES,INC engineoring 􀀹􀁾􀁣􀁩􀁥􀁮􀁃􀁴􀀡􀁬􀀠conJhfltanUs HJA NO.: 7025 PLATE D 9 
BORING NO.: B-3 DEPTH eFT): 1.4-2.2 CLAY, silty, dark brown (FILL) 40.0 .....-----------------------, 30.0 (f] (f] 􀁾􀀠20.0 tn -' <t: 􀁾􀀠10.0 TANGENT MODULUS AT 50!5 ULTIMATE STRESS:
2.78 KS! 0.0 􀀭􀁦􀀭􀀭􀁾􀁾􀀬􀀮􀀮􀀮􀀮􀀮􀀮􀀮􀀮􀀬􀁟􀁟􀀮􀁟􀁟􀁲􀁟􀁟􀁟􀁲􀁟􀁟􀁲􀁟􀀬􀀮􀀮􀀮􀀮􀀮􀀮􀀮􀀮􀀬􀁟􀁟􀀮􀁟􀁟􀁲􀁟􀁟􀁟􀁲􀁟􀀮􀀬􀀮􀀮􀀮􀁟􀁲􀁟􀁟􀁲􀁟􀀬􀀮􀁟􀁟􀀬􀁟􀀮􀁟􀁲􀁟􀀬􀀮􀀮􀀮􀀮􀀮􀀮􀀮􀀮􀀬􀁟􀁟􀀮􀁟􀁟􀁲􀁟􀀭􀀭􀁲􀀭
􀁬􀀠 0.0 1.0 2.0 3.0 4.0 5.0 AXIAL STRAIN (s:s) MIDWAY ROAD TEST lYPE: UNCONRNED COMPRESSION TEST ADDISON, TEXAS(ASTM D 2166) UNCONFINED COMPRESSION TEST STRESS-STRAIN PLOT MOISnJRE
CONTENT 􀀨􀁾􀀩􀀺􀀠29.6 HENLEY-JOHNSTON & ASSOCIATES,INC DRY UNIT WEIGHT (PCF): 101.4 engineering geoscience conzrultanbl HJA NO.: 7025 PLATE 10 
BORING NO.: B-4 Dt.PTH (FT); 1.3-2.2 CLAY, slightly silty, dark gray 30.0 -,..-----------------------, --. 020.0 -Cll e:. . 􀁾􀀠. W 􀁾􀀠....J « 􀁾􀀠10.0 --I TANGENT MODULUS AT 5016 ULnMATE
STRESS:-0.94 KSI 0.0 I I I I 􀁾􀀠I I • I ,I I I I I .I I I I I 0.0 5.0 10.0 15.0 20.0 AXIAL STRAIN (jig) MIDWAY ROADTEST 1YPE: UNCONFINED COMPRESSION TEST ADDISON, TEXAS(ASTM D 2166)
UNCONFINED COMPRESSION TEST STRESS-STRAIN PLOT MOISTURE CONTENT (l!»: 32.4HENLEY-JOHNSTON & ASSOCIATES,INCDRY UNIT WEIGHT (PCF): 90.5 enginettring 9tKn1ciance conlNtt:anbJ HJA NO.: 7025
IDATE • nF./?F./QQ PLATE 11 
!It.e. oox Ui3;4ti lIMN<:, TEXAS n;ol5o_ 'n!I.. (In) _17M! MIi'tJIo (tnJ _'W1 FA)( (J72j -.,.,.September 7, 1m HenJey Johnston & AMociates, Inc. Attn: John W. Johnston 235 Murgan Ave.
DaUaB, Tun 75103-108S Report#: 0737-28-160 ,.Re: Evaluation of _tel' sampIC>-' . Date Taken (7128199 ) MgII SampleID SosIhlm Potu.iam qlorid. Sulfate Ii"t!rorid. Iotal q!9rln. 7025 B-1
(06U) 19.1 15.3 17 4!l 0.6 <0.1 7015 B-2 (062.) 17.8 9.0 21 S6 0.4 -<: 0.1 7025 B-3 (0637) 17.7 4.0 17 53 1.0 <: 0.1 7025 B-4 (0703) 15.5 6.7 19 37 0.4 <: 0.1 7025 MW-l (0600) 22.S 3.2
24 68 0.3 '" 0.1 7025 MW-2 (0654) 168 S.O 17 351 0.8 <0.1 Reference Til P Water 12.1 3.9 17 3S 0.7 <0.1 Commenu The ab9ve lUted ion rauOlJ indicate that tbe water in ."mplet B-1, B-2.
B-3, & B-4 are very similar-to 􀁴􀁨􀁾olthe up water. MW-l appears to be re!tsonably .imilar to the tap water with the possibility of some evaporative cOllcentrstion and/or il1!1ul'!Ilce
from reddn.al soluble salts in the soU. Anoth".. sample from MW·l may show a dose match to the tap tap WlItu. MW-2 appean to be lUajorly [rom .. source other than tap water. PLATE 12

\ " '. \ \, \ Na"","; AOOISON .'!te: 911lW ,caie: 1 inch equals 1000 {eG! PLATE 13 
CLASSIFICATION CONSISTENCIES ANDABBREVIATIONSSYMBOLS HARDNESS DESCRIPTIONS SOIL Asphalt or LiQnite Concrete Fill ldicoceaus C!ays c>r , Dialomaceous Soil Fat Cloys Fal Organic 􀁃􀁬􀁡􀁾􀀠ROCK
Umeslone Shale Mart Sandstone Fracture Zone Weathered Zone abnt. ong. oren. org. bdd. bdg. bent. bldr. BT cole. corb. cbl. cgl. clst. em!. dio. dk. DUW EI. fossil. frac. gyp. incl. intbdd.
jnt. 10m. LL It. iI.c ME med. min. mod. nod. occ. pori.. Pen. phos. PI py. Qu Rec. mo. ROO sot. sept. sev. sil. sli. slk. T.D. v. wee. abundant ongulQr arenaceous argillaceous bedded
bedding bentani!e boulder Brazil Tensile 􀁣􀁯􀁬􀁣􀁣􀁲􀁾􀁯􀁵􀁳􀀠carbonaceous cobble conglomerate claystone cemenled diameter dQrk Dry Unit Weight elevQ\ion fossiliferous (racture gypsiterou.
inclusion interbedded joint laminated Liquid Limit light Moisture Content Modulus of Elosticity medium minutes moderately nodule occasional particle Penetrometer phosphatic Plosticity
Inde. pyritized Unconfined Compression recovery founded Rock Quolity Designation saturaled septarian severely siliceous slightly slickensided Total Depth very weathered FOR SANDS, GRAVELS,
& SANDY SILTS Peck, Hooson <I< Tharnburn (1974) Standard Penetration Consistency Resistance N Very Loose Less thQn 4 Loose 4 to 10 Medium 10 to 30 Dense 30 to 50 Very Dense Greoter than
50 FOR CLAYS & SANDY CLAYS (COHESIVE SOILS) P&ck. Hanson. & Thornburn (1974) Unconfined Standard Penetration Consistency Compression tsf Resistance N Very Soft Less than 0.25 Less than
2 Soft 0.25 tQ 0.5 2 to 4 Medium 0.5 to 1.0 4 to 8 Stiff 1.0 to 2.0 8 to 15 Very Stiff 2.0 to 4.0 15 to 30 Hard Greater than 4.0 Greater thon 30 RELATIVE HARDNESS MODIFERS (ROCK) (RELATED
TO FRESH SAMPLE) lJ04ified from SCS EWP. Tach Cuid6' No. -4 Hordness Rule of Thumb Test Soft Permits denting by finger pressure moderate Firm Resists denting by fingers but con be penetrated
by pencil point 10 medium to shallow depth (No. 2. pencil) Mod. Hard Very shallow penetration of pencil point. can be scratched by knife and in some instances cut with knife Hord No
pencil penetration, con be scratched with knifet con be broken by light to moderate hommer blows Very Hard Cannot be scratched by knife, con be broken by repeoted heavy hammer blows
MIDWAY ADDISON, ROAD TEXAS LEGEND, LITHOLOGY. SOIL CONSISTENCY. & RELATIVE ROCK HARDNESS HENLEY-JOHNSTON & ASSOCIATES. INC. engineering geoscience consultants HJA No.: 7025 DATE: SEPTEMBER
1999 
HENIlY-JCHNSTOO & ASSOCiIITl:S, INC. LOG OF BORING /WELL engineering g""oo."" consullonls MIDWAY ROAD DRILL 􀁄􀁁􀁾􀁏􀁾􀀭􀀧􀁗􀀺􀁕􀁔􀀠SPOON BELT LINE RD. TO LINDBERGH DR. METHOD: ID20's'
ADDISON, TEXAS MATERIAL DESCRIPTION 􀀱􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀁕􀁵􀀻􀀺􀁾􀀻􀀻􀁬􀁉􀀠weathered limestone fragments, and􀁾􀁾􀁉􀀯􀀠CLAY, silty, with calcareous nodules, M 􀁢􀁾􀁾􀀺􀁮􀀬􀁾􀁵􀀨􀁆􀁲􀁾􀀳􀀠stiff,
dark brawn and f2.5 􀁾1/i CLAY, silty, with occasional calcareousp:J1 II \ nodules, very stiff, brown 􀁴􀀽􀀽􀁾􀁾􀁾􀀫􀁉􀁬􀁉􀀮􀀮􀀬􀀮􀀮􀀡􀁾􀁉􀁉􀁉􀀬􀀭􀀭LIMESTONE, moderately to severely
􀀱􀀭􀀭􀀭􀀭􀀭􀀭􀀡􀁾􀀮􀀮􀀮􀁉􀀮􀀮􀀬􀀬􀀢􀀺􀀺􀀺􀀱􀁤􀁊􀀠weathered, with occasional soft clayey:::rs;: seams, firm to moderately hard, light -5.0 --P brown, brown. and tan 􀁾􀀠-7.5 􀀭􀁾􀀠-10.0
f12.5 -RJ f-15.0 17.5 -=? -L, 􀁾􀀯,-20.0 Y I-22.5 -LIMESTONE. moderately hard to hard, gray TOTAL DEPTH: 20.5' I r PROJECT No.: 7025 MW-lBORING No.: SHEET 1 of 1 􀁌􀁏􀁃􀁁􀁔􀁉􀁏􀁎􀀺􀁾􀀮􀁓􀁅􀁅􀀠PlATE
1 GROUND t.l :VAIION: z'g:...., . =l 􀁾􀀠. COMMENTS wI:;; 􀀳􀀺􀀰􀁾􀀠􀁴􀁾􀀧􀀭􀀺􀀠Valve cover I'" installed..'.. "'to'. Bentonite Seal 
HENlEY-JOONSTON & ASSOCIATES, INC. engtneering .geoscience ccn5ultonts LOG Of BORING I WElL MIDWAY ROAD DRILL DATE: 06/19/99 tdETHOD: SHtJJJf TUBE /SPUT SPOON BELT LINE RD. TO LINDBERGH
DR. 11.) 20.5' ADDISON, TEXAS MATERIAL DESCRIPTION 􀁾__􀁾􀁾􀀢􀂷􀀧􀁾􀀮􀁾􀁇􀁾􀁖􀁾􀁎􀁇􀀽􀁲􀁒􀁾􀁉􀁔􀁲􀁅􀁾__________________􀁾􀀠CLAY, lime treated 􀁳􀁾􀁹􀀬Y"<:o (Fit.) CLAY, slightly silty,
stiff, dark gray I2.5 􀀭􀁾􀀠􀁾􀁾􀁾􀁉􀀭􀁾􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀁾􀀠I5.0 􀁾􀀠-7.5 􀀭􀁾􀀠I-12.5 􀀭􀁾􀀠I-15.0 􀁾􀁉􀀯hI-17.5 􀀭􀁾􀀠1--_1-'I-20.0 􀁾􀀠I-22.S -LIMESTONE, moderately
to severely weathered, with occasional soft clayey seams, firm to moderately hard, light brown, brown, and ton LIMESTONE, moderately hard to hard, gray TOTAL DEPTH: 20.5' PROJECT No.:
7025 BORING No.: MW-2 SHEET 1 of ! , ru SEE PLATE 1 :VAIION: COMMENTS 1-:-: Valve cover I .. ·.. installed., 􀁾....' Bentonite Seal .01 a Slot Screen 
..... i.· HEll£f-J<lHNSfON & ASSOCIATES, INC. engineering gemaence consultants LOG Of BORING I MONITOR Will MIDWAY ROAD DRILL DATE: 05/19/99 METHOD: 91BJlY ruBE /SPUT SPOON 10 J.S' BELT
LINE RD. TO LINDBERGH DR. ADDISON, TEXAS MATERIAL DESCRIPTION 1----1,.' CONCRETE 􀁉􀀭􀀭􀀭􀀭􀁬􀁾􀀮􀁾􀀮􀀠I----l.. 􀁾􀀮􀀠1----1';., 􀁉􀀭􀀭􀀭􀀭􀀭􀁖􀁾􀀠-1.0 􀀭􀁾􀀠􀁉􀀭􀀭􀀭􀀭􀀭􀁲􀁾􀀢􀁉􀀭􀀭􀀭􀀭􀀭􀁖􀁾􀀠-1.5
􀀭􀁾􀀠􀁉􀀭􀀭􀀭􀁲􀁾􀀯􀀠􀁾􀀠2.0 h--'" p::; i2.5 􀀭􀁾􀀠CLAY, silty, with occasionol calcareous nodules, very stiff, brown LIMESTONE, mode.rate.ly to se.verely weathered. with occasional
soft clayey seams, firm to moderately hard, light brown, brown, and tan 􀁾􀀠􀀳􀁾􀀠􀁾􀁢􀁲􀁾􀁾______________􀁾􀀠TOTAL DEPTH: 3.5' 􀁾􀀠4.0 -I4.5 -PROJECT No.: BORING No.: 7025 B-1 SHEET
1 of 1 LOCA110N: SEE PLATE 1 GROUND ElEVATION: 
I-3.5 HEH!I'I-,lCHNSTOO & ASSOCli\TES, INC. engineering geoscience consuttonts DRILL DATE: 06/19/99 METHOD; SHElJl'( lUll[ /SPlIT SPOON 10 l.S' LOG OF BORING /MONITOR WELL MIDWAY ROAD
BELT LINE RD. TO LINDBERGH DR. , :r:,..., 1-.... 0..'" w.! 0 ....... ....J 0 m ::::;; G; f2 ....J 0.. ::::;; <1i . 40! , , . . ' :* I ,., .. i-0.5 -... .. .. I IJj CLAY, silty, with
colcareous nodules andI weathered limestone frogments, stiff, dark brown and brown (FILL) LIMESTONE, moderately to severely weathered, with occasional soft clayey scams, firm to moderotely
hard, light I brown, brown, and ton ADDISON, TEXAS MATERIAL DESCRIPTION CONCRETE Z 0 i ;::: 􀁾􀀠COMMENTS􀁾􀁾􀀠::I;::; w(/)....J.!w ....... ;0,"'; Valve cover installed I-:-:PROJECT No.:
7025 BORING No.: B-2 SHEET 1 of 1 LOCATION: SEE PlATE 1 GROUND ELEVATION: :z: 0 , 􀁾􀀠,:.1-Grout .... i1m1.0 -it-'-1 􀁾􀀠1.5 -IT t-'-1 􀁾􀀠'2.0 -􀁾􀀠!-l-, -!-l-, 2.5 -􀁾􀀠I-L, I-..L
3.0 -p;jrr !-l-, I,d:.., , t;;t TOTAL DEPTH: 3.5' I--4.0 1 I-4.5 
• I HENLEY-JCHNSTON (, ASSOCIATES. INC. engineenng 􀁾􀀵􀁤􀁥􀁮􀁣􀁥􀀠consultants LOG OF SORING /MONITOR WELL MIDWAY ROAD DRILL DATE: 06/19/99 I.lEn-lOD: SHELBY ruBE jSPUI SPOON TO .l.S'
BELT LINE RD. TO LINDBERGH ADDISON, TEXAS ::C..,.....1-0..'"w'"0':::;' >-----1 .. , 􀁉􀀭􀀭􀀭􀀭􀁬􀀮􀁾.,1-----1 I0.5 -'i. I1.5 -􀀬􀁾􀀠I':': 􀀬􀁾􀀠-2.0 -ffi 􀁾􀀭􀀭􀀸􀁬􀁭􀀠e,II I4.0 􀁉􀀭􀀭􀀭􀁟􀁾􀁩!
i1-----I4.5 -MATERIAL DESCRIPTION CONCRETE NOTE: 1/2" VOID UNDER PAVEMENT CLAY, lime treated subgrode (FILL) CLAY. silty, with calcareous nodules, limestone fragments. and gravel. very
stiff, dark brawn (FILL) I CLAY, silty, with occasional calcareous , nodules, very stiff. brown ! DR. PROJECT No.: 7025 B-3BORING No.: SHEET 1 of 1 LOCAll0N: SEE PLA11E 1 GROUND ELEVATION:
f--:< • COMMENTS Valve cover installed . "1-Grout. .>' .. pvc pipe '.:";, -_ ',', 20-40 􀀺􀀺􀀺􀀺􀀧􀀻􀀢􀁾􀀮􀀠-􀁾􀁾􀀺􀁾􀀠.. 􀁾􀀮􀀻􀀻􀀺􀀬􀀠-':;'",' Silica sand 􀀺􀁾􀀺􀁾􀀢􀁴􀀠=􀀺􀀺􀀻􀀮􀁾􀀢􀀠􀁩􀁾􀀠􀀡􀁾􀀠�
�􀀻􀁾􀁾􀀿􀁪􀀠:: 􀁾􀀾􀁾􀁾􀁾􀀺􀀠􀁾􀁾􀁦􀁦􀂰􀁳􀀧􀀻􀀻􀀬􀀻􀀻􀁏􀁜􀀠􀀧􀁾􀁩􀀧􀀠I 
I , , HENLEY-JOHNSlOO .I: ASSOCIATES. INC. 1.00 OF BORING /MONITOR WELL PROJECT No.; 7025 engineering geoscience consulwnb MIDWAY ROAD BORING No.: 8-4 DRILL DATE: 06/19/99 BELT LINE
RD. TO LINDBERGH DR. SHEET 1 of 1 I.!ETIiOD: SHEl.BY TUBE /SFUT SPOON ADDISON, TEXAS LOCATION: SEE PLATE 1 10 3.8' GROUND ELEVATION; z :z : -' (f) 0 􀁾w ;:::􀀺􀁲􀀺􀁾􀀠0 -' MATERIAL DESCRIPTION
􀁾􀁩􀀠COMMENTSf--.... CO 0.. :::l;:'!:0..'" :::::;: :::::;:w'" if; iJi w'"0':::" w.:::.. 3=Z 􀁾􀀠.; CONCRETE Valve cover .' .. installed " 􀀺􀁾􀀠-''', h;---;...' 􀁜􀁾-0.5 -' i ; 'I-Grout
" NOTE: 1/2" VOID UNDER PAVEMENT " ' 􀀬􀁾􀀠ill CLAY. lime treated subgrade (FILL) " 􀀭􀁾􀀠I 'tft, =􀀧􀀻􀀺􀀧􀀺􀁾􀀧􀀬􀀠11 : 􀁾􀁲􀁬-1.0 -1m: m 􀁉􀁾􀀠.. ",. -􀁾􀀢􀀠, 􀁾􀀠,C;,C' 􀀽􀁾􀁉􀀭2"
pvc pipeCLAY. slightly silty. stiff to very sUff. I1.5 dark gray 􀁾􀀠􀁾􀀠I2.0 􀁾􀀠􀁩􀀮􀀺􀀧􀁾􀁩􀀬􀀠=􀀦􀀺􀁾􀁜􀀻􀀠Silica sand 􀁾􀁌􀀡􀀠.. 􀁾I2.5 -􀁾􀀠􀁾􀀠,,;,<, -,,',,:,1-.010 S,oe I3,0
􀀭􀁾􀀠􀁾􀀠I-3.5 ! 􀁾􀀠TOTAL DEPTH: 3.8' I4,0 -! I4,5 -! i