ST0102-SY020829PROJECT NO. 9323
AUGUST, 2002
GEOTECHNICAL INVESTIGATION
REALIGNMENT OF RUBY ROAD
FREEPORT PARKWAY TO COPPELL ROAD
COPPELL, TEXAS
Presented To:
DUKE REALTY CORPORATION
DALLAS, TEXAS
GEOTECHNICAL AND
ENVIRONHENTAL CONSULTANTS
August 29, 2002
Project No. 9323
Duke Realty Corporation
5495 Beltline Road, Suite 360
Dallas, Texas 75240
ATTN: Mr. Brook Barefoot
GEOTECHNICAL INVESTIGATION
REALIGNMENT OF RUBY ROAD
FREEPORT PARKWAY TO COPPELL ROAD
COPPELL, TEXAS
Gentlemen:
Transmitted herewith are copies of the referenced report. Should you have any
questions concerning our findings or if you desire additional information, do not
hesitate to call.
Geotechnical Engineering
Environmental Consulting
Construction Materials Testing
2424 STUTZ DR. · SUITE 400 · C)ALLAS, TX 75235 · TEL [214] 350 5600 · FAX [214] 350 0019
TABLE OF CONTENTS
PAGE
INTRODUCTION ................................................................................................... 1
Project Description ...................................................................................... 1
Authorization ............................................................................................... 1
Purpose and Scope ....................................................................................... 1
FIELD AND LABORATORY INVESTIGATIONS ........................................... 2
General ................................... ~ ...................................................................... 2
Field Investigation ....................................................................................... 2
Laboratory Testing ...................................................................................... 3
GENERAL SITE CONDITIONS ......................................................................... 4
Physiography and Geology ......................................................................... 4
Stratigraphy ................................................................................................. 4
Ground Water .............................................................................................. 5
ANALYSIS AND RECOMMENDATIONS .......................................................... 5
Roadway Subgrade ...................................................................................... 5
Pavement Section ......................................................................................... 6
Earthwork .................................................................................................... 6
Construction Observation ........................................................................... 7
ILLUSTRATIONS
PLATE
PLAN OF BORINGS .............................................................................................. 1
BORING LOGS ....................................................................................................... 2-7
KEYS TO TERMS AND SYMBOLS USED ........................................................ 8&9
LABORATORY TEST RESULTS ........................................................................ 10&l 1
-i-
INTRODUCTION
Project Description
This report presents the results of a geotechnical investigation performed for the realignment of
Ruby Road between Freeport Parkway and Coppell Road in Coppell, Texas.
orientation of the realignment is shown on the Plan of Borings, Plate 1
Illustrations.
The general
of the report
The project consists of realignment and re-paving of approximately 2,700 feet of roadway
designated as Ruby Road. The eastern portion of the roadway is scheduled for re-paving. The
western portion of the roadway is scheduled for realignment. It is understood that concrete
paving will be used and that the pavement section will be designed in accordance with the City
of Coppell specifications.
Authorization
This investigation was authorized by Mr. Brook Barefoot of Duke Realty Corporation by
approval of our Proposal No. 7-61 on July 25, 2001.
Purpose and Scope
The purpose of this investigation has been to evaluate the general subsurface conditions and
provide recommendations for:
· description of the soil and ground water conditions as they relate to the performance
and construction of the project;
· pavement subgrade conditions and recommended stabilization; and
· earthwork and testing recommendations.
Project No. 9323 - 1 - August 29, 2002
The investigation has included drilling sample borings, performing laboratory testing,
analyzing engineering and geologic data and developing geotechnical recommendations. The
following sections present the methodology used in this investigation.
Recommendations provided herein are site-specific and were developed for the project
discussed in the report Introduction. Persons using this report for other than the intended
pul~ose do so at their own risk.
FIELD AND LABORATORY INVESTIGATIONS
General
The field and laboratory investigations have been conducted in accordance with applicable
standards and procedures set forth in the 2002 Annual Book of ASTM Standards, Volumes
04.08 and 04.09, "Soil and Rock, Geosynthetics." These volumes should be consulted for
information on specific test procedures.
Field Investigation
Subsurface conditions were evaluated by six sample borings along the roadway centerline,
drilled to a depth of 10 feet in August 2002. The locations of the borings are shown on Plate 1
of the report Illustrations.
Borings were advanced between sampling intervals by means of an ATV-mounted drilling rig
equipped with continuous flight augers. Samples of cohesive soils were obtained with 3-inch
diameter Shelby robes (ASTM D-1587). Borings were backfilled at completion of drilling
operations.
Project No. 9323 - 2 -
August 29, 2002
Sample depth, description of materials, field tests, water conditions and soil classification
[Unified Soil Classification System (USCS), ASTM D-2488] are presented on the Boring Logs,
Plates 2 through 7. Keys to terms and symbols used on the logs are included as Plates 8 and 9.
Laboratory Testing
All samples were returned to the laboratory and visually logged in accordance with the USCS.
The consistency of cohesive soils was evaluated by means of a pocket penetrometer. Results of
the pocket penetrometer readings are presented on the boring logs.
Laboratory tests were performed to evaluate index properties, confirm visual classification and
evaluate the undrained shear strength of selected samples. Tests and ASTM designations are
provided in Table 1.
TABLE 1.
TESTS CONDUCTED AND ASTM DESIGNATIONS
Type of Test
ASTM Desiqnation
Atterberg Limits D-4318
Moisture Content D-2216
Soil Suction D-5298
The results of these tests are summarized on Plate 10.
Two lime series tests were performed on the upper clays to evaluate the potential for
stabilization. Test results are summarized on Plate 11.
Project No. 9323 - 3 - August 29, 2002
GENERAL SITE CONDITIONS
Physiography and Geology
Currently (August 2002), the western portion of the realignment is moderately to heavily
wooded, with an existing pond located near the western limit of the existing eastern portion of
the roadway.
The site is located within terraced alluvial soils overlying the Cretaceous Woodbine Formation.
The Woodbine Formation typically consists of variably stratified silty and sandy clays, clays,
silty and clayey sands, sands, sandstones and shales with occasional interbeds of lignite.
Stratigraphy
Subsurface conditions were consistent with the local geology and generally consisted of fill
underlain by clays and sandy clays. The eastern portion of the project is currently paved with
approximately five to six inches of asphalt concrete underlain by approximately six to seven
inches of granular base. The fill was limited to those areas of existing roadway. The fill
consisted of brown to dark brown, low to moderate plasticity (CL) clayey sand and sandy clay.
The fill was present to depths of two to three feet.
Underlying the fill beneath the existing roadway, and from the ground surface elsewhere, was
moderate plasticity (CL) clay and sandy clay. The clay and sandy clay were dark brown
changing with depth to brownish-yellow and light gray. Borings were terminated in the sandy
clays.
Project No. 9323 - 4 -
August 29, 2002
Ground Water
Free ground water was not noted in the borings at the time of this investigation (August, 2002).
The depth to and amount of ground water will fluctuate with variations in seasonal and yearly
rainfall.
ANALYSIS AND RECOMMENDATIONS
Roadway Subgrade
It is our understanding select areas of the western portion of the roadway will bear on fill. Fill
utilized at the site should consist of either site excavated or equal soil, or "select" fill placed and
compacted in accordance with the Earthwork section.
Lime stabilization of the roadway subgrade will be required. The amount of stabilization will
be dependent upon the specific materials exposed at completion of grading. Based on the
laboratory tests on the existing soils within the section, a minimum of 6 percent hydrated lime,
or the equivalent of 27 pounds of lime per square yard for a depth of 6 inches should be
anticipated for budget purposes.
Lime stabilization should be conducted in accordance with Texas Department of Transportation
(TxDOT) "Standard Specifications for Construction of Highways, Streets and Bridges," 1993
Edition, Item 260. Lime-stabilized soils should be compacted to a minimum of 98 percent of
maximum density as determined by TxDOT Test Method 113-E.
Project No. 9323 - 5 -
August 29, 2002
Pavement Section
Reinforced concrete is anticipated for the design pavement. The specific traffic loads and
frequency is undefined. Considering anticipated use, a minimum six-inch concrete section is
recommended. Concrete should have a minimum 28-day compressive strength of 3,000 pounds
per square foot (psi). The pavement should be reinforced in accordance with the City of
Coppell general specifications.
Earthwork
All vegetation and topsoil containing organic material should be cleared and grubbed at the
beginning of earthwork construction. Areas that will underlie fill should be scarified to a depth
of 6 inches and recompacted to a minimum of 95 percent of the maximum density, as
detexmined by ASTM D-698, "Standard Proctor". The moisture content should be at or above
optimum.
Site-excavated soils, where used as fill, should be placed in maximum eight-inch loose lifts and
compacted to the moisture and density requirements outlined above.
"Select" fill is defined as a uniformly blended clayey sand with a Plasticity Index (PI) of
between 4 and 15. Select fill should be placed in maximum 8-inch loose lites and compacted to
at least 95 percent of the Standard Proctor density, at a moisture content between -2 to +3
percentage points of optimum moisture.
Project No. 9323 - 6 -
August 29, 2002
Construction Observation
Field density tests should be performed by a representative of this office at a minimum rate of
one test per 5,000 square feet per lift for fill underlying paving. Utility trench backfill should
be tested at a minimum rate of one test per 150 linear feet of trench per lift.
Project No. 9323 - 7 -
August 29, 2002
COPPELL RD;
LIMIT
OF WORK
B.,5
EXIST.
IBY RD.
B-3
B-2
ULINE
UMIT
OF WORK
B-'I
Reali_enment Of Ruby Road
Freeport Pkwy. To Ruby Rd.
Coppell, Texas
PLAN OF BORINGS PLATE I
riced englpeerlng
GROUP
Realignment of Ruby Road
Project No. 9323 Freeport Parkway to Coppell Road
Date: 08-08-02- "L;oppelI' Texas Location: See Plate
Pocket Penetrometer Readings
uJ CORE Tons Per Sq, Ft.
~ .~ ~- ~ u~ Standard Penetration Tests
~ m ~ DESCRIPTION OF STRATA 61ows per Foot - +
LU ~ I 2 3 4 4.5+ 4.5+4
C2 ~ ~
~ -% ASPHALT (3")
GRAVEL 8 SAND (7")
CLAY, dark brown, very stiff to hard,
w/trace of fine sand S calcareous
nodules (CL)
"'" SANDY CLAY, brownish-yellow g brown,
hard, w/some calcareous deposits (CL)
lO-
Total Depth = I0 feet
Dry @ compeltion. Dry & blocked @ 10' on
08-10-02.
15-
BORING LOG B-1 PLATE 2
6EOTI~HNIC~. CONSULTANTS
rl~ed engineering
Realignment of Ruby Road
Project No. 9323 Freeport Parkway to Coppell Road
Bate: 08-28-02 Coppell, Texas Location: See Plate 1
~co CORE Pocket Penetrometer Readings
Standard Penetration Tests
~ ~- ~ ~_ DESCRfPT[ON OF STRATA Blows per Foot - ~
e I0 20 30 40 50 60
O-
SANDY CLAY, brown, hard,
w/calcareous nodules 6 some roots
(CL)
"'" SANDY CLAY, yellowish-brown, hard
(CL)
~/dJJ!' !" SANDY CLAY, yellowish-brown 6, light
5- ~ gray, hard (CL)
Total Depth: 10 feet
Dry @ completion.
BORING LOG B-2 PLATE 3
reed engineering
Realignment of Ruby Road
Proiect No. 9323 Freeport Parkway to Coppell Road
Date: 08-28-02 Coppell, Texas Location: See Plate
LU CORE Pocket Penetrometer Readings
P-~ >. 03 ~ Tons Per Sq. Ft. -~
~' ~3 Standard Penetration Tests
*~ ~ m .~I DESCRIPTION OF STRATA Bmows per Foot - +
~ ~ ~ 1 2 3 4 4~+
0-
~ CLAY, dark bFown, hard, w/calcareous
nodules S particles (CL)
~ SANDY CLAY, yellowish-brown, hard,
w/calcareous paFticles ~ nodules (CL)
lm
Total Depth = 10 feet
DFy Q compemtion.
15-
BORING LOG B-3 PLATE 4
reed engineering
.... s~ou~
, Realignment of Ruby Road
Proiect No. 9323 Freeport Parkway to Coppell Road
Bate: 08-12-02 Coppell, Texas Location: See Plate 1
tu CORE PocJ~et Penetror~eter Readings
> 03 Tons Per Sq.' Ft. --~
~- o ~ Standard Penetration Tests
"- ~ ~ DESCRIPTION OF STRATA e~ows per Foot -
LU "'"' ',1[' 1 2 3 4 4,5+ 4.5'H'
~ ~ ~ + 10 20 30 40 ~0 80
0-
ASPHALT (6")
GRAVEL (8")
CLAYEY SAND, brown, medium dense,
fine (Fill) (SC)
CLAY, dark brown, hard, w/fine sand
(CL)
-
SANDY CLAY, gray g dark brown, hard
.!.~ (CL)
~!~'/¢.'~ SANDY CLAY, light gray &
~!!!i! brownish-yellow, hard (CL)
lO-
Total Depth = 10 feet
Dry @ compeltion, Dry g blocked @ 10' on
08-10-02.
15-
BOR:INO LOG B-4 PLATE 5
~4~I~TRI~v~II~N_ [~NSULTANTS --
rl~d engineering
.... sRou~
Realignment of Ruby Road
Project No. 9323 Freeport Parkway to Coppetl Road
Bate: 08-12-02 Coppell, Texas Location: See Plate 1
~u CORE Pocket Penetrometer Readings
~ ~" ~D ~U Toas Per Sq. Ft.
,~ Standard Penetration Tests
~ m ~ DESCRIPTION OF STRATA Bows per Foot -
I.U n,' -It I 2 3 4 4.5+ 4.5++
0-
ASPHALT (6") .
GRAVEL (6'9
CLAYEY SAND, brown, medium dense,
fine (Fill) (SC)
:!~.~:!~
~ SANDY CLAY, dark brown, hard (CL) kkk
~/.~ SANDY CLAY, brown, hard (CL)
SANDY CLAY, light gray 6,
brownish-yellow, hard (CL]
lO-
Total Depth = 10 feet
Dry ~ compeltion. Dry & blocked ~ 8' on
08-10-02.
15-
BORING LOG B-5 PLATE 6
r~ed engineering
' '
Realignment of Ruby Road
Prelect No. 9323 Freeport Parkway to Coppell Road
Date: 08-12-02~ "u°ppell' Texas Location: See Plate
~u CORE Pocket Penetrometer Readings
i Tons Per Sq. Ft. -~
-~ ~ ~u Standard Penetration Tests
~ ~ ~ DESCRIPTION OF STRATA s~ows per Foot - +
LU '~ 1 2 3 4 4.5+ 4.5+4
C~ ~ ~ ~' I0 20 30 40 50 60
0-
ASPHALT {5")
GRAVEL (7")
SANDY CLAY, dark brown & brown, very /
· · · stiff, w/trace of gravel (Fill) (CL)
~.~~ SANDY(cL) CLAY, dark brown, very stiff ~ ~
SANDY CLAY, brownish-yellow S light
gray, very stiff (CL)
lotal Depth = lO leer
Dry @ compeltien. Dry & blocked @ I0' on
08-10-02.
BORING LOG B-6 PLATE 7
r'-J=OI'EQ~IICAL CONSULTANTS
-- reed engineering
CROUP
Il
reed engineering
Proiect No. 9323
Date: 08-08-02
BORTNG LOG B-1
Realignment of Ruby Road
Freeport Parkway to Coppell Road
Coppell, Texas
DESCRIPTION OF STRATA
ASPHALT (3")
GRAVEL S SAND (7")
CLAY, dark brown, very stiff to
hard, w/trace of fine sand S
calcareous nodules (CL)
SANDY CLAY, brownish-yellow ~
brown, hard, w/some calcareous
deposits (CL)
Total Depth = 10 feet
Dry ~ cornpeltion. Dry S blocked ~ 10' on
08-10-02.
GROUP
Location: See Plate 1
Pocket Penetrometer Readings
Tons Per Sq. Ft. -~
Standard Penetration Tests
Blows per Foot - +
~ I 2 3 4 4.5+ 4.5+--
+ I0 20 30 40 50 60
PLATE 2
Fill
Type of Fill
CLAY (CL)
(LL<50)
CLAY (CH}
(LL>50)
SILT (ML)
(LL<50}
SILT (MH)
(LL>50)
CLAYEY SAND
(SC)
SILTY SAND
(SM)
SAND
(SP-SW)
CLAYEY GRAVEL
IGC)
GRAVEL
(GP-GW)
(weathered)
SHALE
(unweathered)
(weathered)
LIMESTONE
(unweathered)
(weathered)
SANDSTONE
(unweathered)
UNDISTURBED ~ STANDARD
(Shelby Tube S PENETRATION
NX-Core) TEST
~ THO CONE
DISTURBED PENETRONETER
TEST
Water level at time of drilling.
Subsequent water level and date.
KEYS TO SYMBOLS USED ON BORING LOGS
PLATE 8
~EOTEC~ 1~3NSULTANT5 ·
-- re~d ~nglne~rlng
GROUP
OOHESIONLESS SOILS
SPT
N-Values Relative
(blows/foot) Density
0 - 4 ......................... very Loose
4 -10 ......................... Loose
10-30 ........................ Medium Dense
30-$0 ....................... Dense
50 + ......................... Very Oense
SOIL PROPERTIES
Pocket
Penetrometer
(T.S.F.) Consistency
<0.25 ..................... Very Soft
0.25-0.50 .............. Soft
0.50-1.00 ............... Medium Stiff
1.00-2.00~ .............. Stiff
2.00-4.00 ............. Very Stiff
4.00 + ................... Hard
ROCK PROPERTTES
~ DIAGNOSTIC FEATURES
Very Soft .......................... Can be dented with moderate finger pressure.
Soft .................................... Can be scratched easily with fingernail.
Moderately Hard ............. Can be scratched easily with knife but not with fingernail.
Hard ................................... Can be scratched with knife with some difficulty; can be broken by light to moderate
hammer blow.
Very Hard ......................... Cannot be scratched with knife; can be broken by repeated heavy hammer blows.
DEGREE OF WEATHERING DIAGNOSTIC FEATURES
Slightly Weathered .............. Slight discoloration inwards from open fractures.
Weathered ............................. Discoloration throughout; weaker minerals decomposed; strength somewhat less
than fresh rock; structure preserved. ·
Severely Weathered ........... Most minerals somewhat decomposes; much softer than fresh rock; texture becoming
indistinct but fabric and structure preserved.
Completely ~leathered .......Minerals decomposed to soil; rock fabric and structure destroyed (residual soil).
KEY TO DESCRIPTIVE TERMS ON BORING LOGS
PLATE 9
GEOTECHNICAL INVESTIGATION
REALIGNMENT OF RUBY ROAD
FREEPORT PARKWAY TO COPPELL ROAD
COPPELL, TEXAS
_Summary_ of Classification and Index Property. Tests
Boring
No.
B-1
B-3
B-4
B-6
Total
Moisture Liquid Plastic Plasticity Soil
Depth Content Limit Limit Index Suction
(feet) (%) (%) (%) (PI) (psf).
1.0 - 2.5 8.6 ...... 9,260
2.0 - 3.5 20.7 ...... 11,360
3.0 - 4.5 15.4 47 13 34 48,450
4.5 - 6.0 15.2 ...... 54,270
9.0 - 10.0 12.1 46 12 34 28,510
0.0 - 1.5 8.6 ...... 54,470
2.0 - 3.5 10.8 ...... 41,790
3.0 - 4.5 12.4 ...... 45,850
4.5 - 6.0 13.4 40 11 29 34,630
9.0 -10.0 7.4 ...... 41,510
1.0 - 2.5 9.5 ...... 3,970
2.0 - 3.5 21.1 ..... 18,290
3.0 - 4.5 15.3 43 11 32 16,370
4.5 - 6.0 16.1 ..... 19,130
9.0 -10.0 15.7 46 13 33 16,710
1.0 - 2.5 12.5 ...... 5,740
2.0 - 3.5 15.5 ...... 5,410
3.0 - 4.5 15.3 ...... 6,320
4.5 - 6.0 15.5 35 11 24 4,730
9.0 -10.0 14.0 ...... 4,110
SUMMARY OF LABORATORY TEST RESULTS PLATE 10
GEOTECHNICAL INVESTIGATION
REALIGNMENT OF RUBY ROAD
FREEPORT PARKWAY TO COPPELL ROAD
COPPELL, TEXAS
(Continued)
Summary_ of Lime Series Tests
Boring
NO.
B-1
B-4
Liquid Plastic Plasticity
Depth Lime Limit Limit Index
(feet) (%) (%) (%) (PI)
3.0 - 4.5 -- 47 13 34
3.0 - 4.5 4.0 43 38 5
3.0 - 4.5 6.0 41 35 6
3.0 - 4.5 8.0 41 34 7
3.0 - 4.5 -- 43 11 32
3.0 - 4.5 4.0 48 42 6
3.0 - 4.5 6.0 42 36 6
3.0 - 4.5 8.0 46 28 18
SUMMARY OF LABORATORY TEST RESULTS PLATE 11