ST0003-SY031110
GEOTECHNICAL REPORT
COPPELL ROAD RECONSTRUCTION
COOPER LANE TO SANDY LAKE ROAD
CITY OF COPPELL, TEXAS
TMI REPORT NO. DE03-118
Prepared for
HUITT-ZOLLARS, INC.
DALLAS, TEXAS
Prepared by:
TERRA-MAR, INC.
DALLAS/FORT WORTH/HOUSTON/AUSTIN
NOVEMBER 10, 2003
RECEIVED
NQV 14 2003
Huitt-Zollars
DE03-118
TERRA-MAR
TERRA-MAR
Consulting Engineers. Geotechnical. Environmental. Construction Materials Testing
DALLAS · FORT WORTH · HOUSTON · AUSTIN · LONGVIEW
November 10, 2003
Mr, Kenneth A. Roberts, P.E.
Huitt-Zollars, Inc.
3131 McKinney Avenue, Suite 600
Dallas, Texas 75204-2489
Tel. 214-871-3311
Fax 214-871-0757
Re: Geotechnical Report
Cop pel! Road Reconstruction
Cooper Lane to Sandy Lake Road
City of Coppell, Texas
TMI Report No. DE03-118
Dear Mr. Roberts:
The attached report presents the results of the geotechnical investigation performed for project
referenced above. This report presents the results of boring and laboratory tests together with
recommendations for a concrete pavement section and subgrade preparation for the Coppell Road
reconstruction. This study was performed in accordance with TMI Proposal No. P03-1530 dated
February 20, 2003.
We appreciate the opportunity to have been of service. If you have any questions or require
additional information, please do not hesitate to contact us.
Sincerely,
TERRA-MAR, INC.
./'
11050 Ables Lane, Dallas, Texas 75229 Phone: 972-488-8800 Fax: 972-488-8080
TABLE OF CONTENTS
PAGE
1 .0 I NTRO DU CTI 0 N --------------------------------------------------------------------------------------1
1.1 PROJECT DESCRIPTION ----------------------------------------------------------------1
1.2 PURPOSE AND SCOPE __n____________________________________________________----------1
2.0 FIE LD EXP L 0 RAT ION ------------------------------------------------------------------------------- 1
3.0 LABO RA TO R Y TE ST IN G --------------------------------------------------------------------------- 2
4.0 SUB SUR FA C E CO N 0 IT ION S --------------------------------------------------------------------- 2
4. 1 SO I L CO N 0 ITI 0 N S ------------------------------------------------------------------------- 2
4.2 G R 0 UN OW ATE R CO N 0 IT ION S -------------------------------------------------------- 3
5. 0 PAVE M E NT RE CO M MEN OAT ION S ------------------------------------------------------------- 3
5. 1 PAVE ME NT SECT ION --------------------------------------------------------------------- 3
5.2 PAVEMENT SUBGRADE PREPARATION ------------------------------------------- 3
5.3 LI M E S TAB I L I ZA T ION --------------------------------------------------------------------- 4
5 .4 PAVE M E NT CO N SID E RAT ION S ------------------------------------------------------- 4
6.0 CONSTRUCTION MONITORING AND TESTING ____________________________________________5
7.0 L I M ITA TI ON S ______________________________________________________------------------------------------ 5
ILLUSTRATIONS
FIGURE
PLAN 0 F BO R I N G S ______________________________________________________------------------------------------- 1
LOG S 0 F 80 R IN G S ________________________________________________________------------------------------- 2 - 9
KEY TO DESCRIPTIVE TERMS AND SYMBOLS---------------------------------------------------- 10
RESULTS OF SOLUBLE SULFATE TESTS -----------------------------------------------------------11
RE S U L T S 0 F P 1- LI ME S E R IE S -------------------------------------------------------------------------- 12
DE03.118
TERRA-MAR
GEOTECHNICAL REPORT
COPPELL ROAD RECONSTRUCTION
COOPER LANE TO SANDY LAKE ROAD
CITY OF COPPELL, TEXAS
1.0 INTRODUCTION
1.1 PROJECT DESCRIPTION
The project includes reconstruction of about 3,500 linear feet of Coppell Road from about 150
feet south of Cooper Lane to about 350 feet south of Sandy Lake Road in Coppell, Texas.
The existing Cappel! Road is a 2-lane roadway with a flexible pavement section. The existing
roadway is about 22 feet wide and has a drainage ditch on both sides of the roadway. The
bottom of the drainage ditch is about 2 to 6 feet below the top of existing pavement.
The new widened roadway will be about 34 to 37 feet wide with one lane in each direction and
a parking or a turning lane. The new roadway will have a reinforced concrete pavement
section. The City of Coppell's standard pavement section for "Type C-2U" roadway is
planned. The City of Coppell typically requires lime treatment of subgrade soils.
1.2 PURPOSE AND SCOPE
The purpose of this investigation was to provide recommendations for reconstruction of the
planned section of Coppell Road. Our scope of services included the following:
1. Explore the subsurface conditions along the proposed Coppell Road alignment.
2. Provide recommendations for a concrete pavement section based on the City of Coppell's
standard pavement section.
3. Provide recommendations for pavement subgrade preparation and subgrade treatment.
4. Discuss potential construction problems, such as groundwater and presence of soft
subgrade soils.
2.0 FIELD EXPLORATION
Eight borings were drilled for this project to depths of 10 feet. The borings were continuously
sampled to the boring termination depths. Soil samples were obtained with standard, thin-
walled, seamless tube samplers. Groundwater level observations were made at each boring
location at completion. Borings were backfilled after water level measurements. Where
DE03-118
PAGE 1
TERRA-MAR
applicable, the top 4 to 6 inches of the boring was patched with quick setting concrete or cold
mix asphalt to match the existing pavement.
The borings were drilled at the approximate locations shown on the Plan of Borings, Figure 1.
The results of the field investigation are presented on the attached Logs of Borings, Figures 2
through 9. A key to the descriptive terms and symbols used on the logs is presented on
Figure 10. Elevations shown on the logs were provided by Huitt-Zollars.
3.0 LABORATORY TESTING
A laboratory-testing program was implemented to evaluate the pertinent engineering
properties of the soil formations. Laboratory testing included moisture content, liquid and
plastic limits, percent passing the No. 200 sieve, and hand penetrometer tests. The laboratory
test results are presented on the Logs of Borings.
Soluble sulfate tests were performed to evaluate the potential for lime-sulfate induced heave.
Results of the soluble sulfate tests are presented on Figure 11. A PI-lime series was
perfromed to determine the optimum lime dosage for lime treatment of the subgrade soils.
Results of the PI-lime series are presented on Figure 12.
4.0 SUBSURFACE CONDITIONS
4.1 SOIL CONDITIONS
Descriptions of the subsurface conditions encountered in the borings, including descriptions of
the various strata and their depths and thickness, are presented on the Logs of Borings. A
brief summary of the conditions encountered in the borings is presented below. The depths
discussed in the report are referenced to the ground surface that was present at the time the
borings were drilled. Boundaries between the various soil types are approximate.
Most borings were drilled in the existing pavement of intersecting streets. The borings were
drilled about 5 to 15 feet from the edge of the existing Coppell Road pavement. Fill soils were
encountered in all borings except Borings B-5 and B-6. Fill soils extended to depths of 1.5 to
3 feet in the borings and consisted primarily of sandy clays and clayey sands with varying
amounts of gravel. Sandy gravel fills extended to depths of 1 to 2 feet in Borings B-3, B-7 and
B-8. A sample of sandy clay fill exhibited a liquid limit of 38 percent and a plasticity index (PI)
PAGE 2
TERRA-MAR
DE03-118
of 23 percent. The clay fill soils were stiff to hard in consistency exhibiting hand penetrometer
readings ranging from 1.5 to 4.5 tsf.
Natural soils in the borings consisted of clays, sandy clays and clayey sands. A layer of sand
was encountered in Boring B-6 in a depth range of 8 to 10 feet. The clayey soils were
moderately to highly plastic exhibiting liquid limits ranging from 41 to 56 percent and PI's
ranging from 24 to 36 percent. The surficial clays are stiff to hard in consistency exhibiting
hand penetrometer readings ranging from 1.5 tsf to in excess of 4.5 tsf.
The pavement subgrade clays exhibited soluble sulfate contents ranging from 260 to 892
parts per million.
4.2 GROUNDWATER CONDITIONS
Groundwater was not encountered in the borings at the time of this investigation. However, it
is not possible to accurately predict the magnitude of subsurface water fluctuations that might
occur based upon short-term observations. The subsurface water conditions are subject to
change with variations in climatic conditions and surface water runoff.
5.0 PAVEMENT RECOMMENDATIONS
5.1 PAVEMENT SECTION
The new widened roadway will be about 34 to 37 feet wide with one lane in each direction and
a parking or a turning lane. The City of Coppell's standard "Type 0, C-2U" pavement section
is planned for the roadway. The planned pavement section consists of 6 inches of Portland
cement concrete pavement underlain by a 6-inch lime stabilized subgrade. The pavement
concrete will have a 7-day flexural strength of 650 psi.
5.2 PAVEMENT SUBGRADE PREPARATION
Cuts and fills of less than 3 feet will be required to develop the pavement vertical alignment.
The on-site clays exhibited soluble sulfate contents ranging from 260 to 892 parts per million
(PPM). These levels of sulfate content in subgrade soils are not considered to pose a risk to
lime induced heave upon lime treatment.
Fill soils should consist of on-site clays and sandy clays or their equal having a PI between 10
and 40. Sandy or gravelly soils having a PI of less than 10 should not be allowed within 2 feet
PAGE 3
TERRA-MAR
DE03-118
of the pavement surface for lime treatment of subgrade soils and in order to provide a uniform
pavement support. If on-site soils are not used as fill, the soluble sulfate content of the fill
soils should be determined.
Pavement subgrade preparation should consist of removing any topsoil, vegetation, and any
other deleterious materials from the construction area. The subgrade should then be
proofrolled under the observation of the project geotechnical engineer or a representative of
the engineer. Proofrolling should be performed prior to placing fill after removing topsoil,
vegetation, and any other deleterious materials from the site.
Proofrolling can generally be accomplished using a heavy (25 tons or greater total weight)
pneumatic tired roller making several passes over the areas. Soft or compressible zones
should be removed to a firm subgrade and replaced with compacted fill. The over-excavation
backfill should consist of on-site clays and sandy clays compacted to at least 95 percent of the
standard Proctor maximum dry density at a moisture content between -1 and +3 percentage
points of optimum.
5.3 LIME STABILIZATION
Following the recommended pavement subgrade preparation, the pavement subgrade should
be lime stabilized. The subgrade should be stabilized with a minimum lime content of 6
percent by dry weight (27 pounds per square yard per 6-inch depth). The lime stabilization
may be performed in accordance with Item 4.6 of the North Central Texas Standard
Specifications for Public Works and Construction.
5.4 PAVEMENT CONSIDERATIONS
The soils at the site are moderately active and differential heave of the pavement section is
expected. The pavement service life may be reduced due to water infiltration into subgrade
soils through heave induced cracks in the pavement section. This will result in softening and
loss of strength of the subgrade soils. A regular maintenance program to seal pavement
cracks will help prolong the service life of concrete pavement.
The life of the pavement can be increased with proper drainage. The site should be graded to
prevent ponding adjacent to curbs and pavement edges. Backfill materials capable of holding
water behind the curb should not be permitted.
PAGE 4
TERRA-MAR
DE03-118
6.0 CONSTRUCTION MONITORING AND TESTING
Many problems can be avoided or solved in the field if proper inspection and testing services
are provided. It is recommended that pavement subgrade preparation, fill placement and
compaction be monitored by experienced geotechnical engineering technicians. Inspection
should be performed prior to and during concrete placement procedures.
7.0 LIMITATIONS
The professional services, which have been performed, the findings obtained, and the
recommendations prepared were accomplished in accordance with currently accepted
geotechnical engineering principles and practices. The possibility always exists that the
subsurface conditions at the site may vary from what is shown at the boring locations. If there
are any unusual conditions differing significantly from those described herein, Terra-Mar, Inc.
should be notified to review the effects on the performance of the pavement structure.
The recommendations given in this report were prepared exclusively for the use of City of
Coppell, Huitt-Zollars, Inc. and their consultants. The information supplied herein is applicable
only for the design of the previously described development to be constructed at the project
site and should not be used for any other structure, location, or for any other purpose.
Further, subsurface conditions can change with passage of time. Recommendations
contained herein are not considered applicable for an extended period after the completion
date of this report. It is recommended our office be contacted for a review of the contents of
this report for construction commencing more than one year after completion of this report.
All contractors referring to this geotechnical report should draw their own conclusions
regarding excavations, trafficability etc. for bidding purposes. Terra-Mar, Inc. is not
responsible for conclusions, opinions or recommendations made by others based on these
data. This report is intended to guide preparation of project specifications and should not be
used as a substitute for the project specifications.
Recommendations provided in this report are based on our understanding of information
provided by the Client about characteristics of the project. If the Client notes any deviation
from the facts about characteristics of the project, our office should be contacted immediately
since this may materially alter the recommendations.
PAGE 5
TERRA-MAR
DE03-118
We will retain the samples acquired for this project for a period of 30 days subsequent to the
submittal date printed on the report. After this period, the samples will be discarded unless
otherwise notified by the owner in writing.
DE03-118
PAGE 6
TERRA-MAR
ILLUSTRA TIONS
DE03-118
TERRA-MAR
EDINBURGH LANE : "
-2
t
~~~l
NORTH
o 100 200
U""".....- _ I
APPROXIMATE SCALE (IN FEET)
LEGEND
::-
Approximate
~ Boring
Location
~
8-4
PARK LANE
I
I - ~
MATCH LINE
TERRA-MAR
Coppell Road Reconstruction
Cooper Lane to Sandy Lake Road
Coppell, Texas
Drawn by
AKH
Date Revised
06NOV03
---..-
...
~:
L
-=.
/'
"
.."....-
iJ":rJ:I,- ,//
jll;. ,
,- /'
FIGURE
PLAN OF BORINGS
1
Scale Project No.
1 inch = 200 feet DE03-118 (53850)
LOG OF BORING B-1
Project: Coppell Road Reconstruction - Coppell, Texas
Date: 10/06/2003 Elev.: 494:f: Location: See Figure 1
Depth to water at completion of boring: Dry
Depth to water when checked: During Drilling
Depth to caving when checked: N/A
ELEVATlONI
OEPTH
111111
492.5
490
4875
485
4825
480
477.5
SOIL SYMBOLS
SAMPLER SYMBOLS
81 fiElD TEST DATA
DESCRIPTION
o
---------------------
7.5
Hard brown to tan sandy CLAY (CL)
FILL - Hard tan, gray & brown sandy CLAY wI gravel (CL-SC)
---------------------
2.5
10
12.5
15
17.5
Notes: Completion Depth: 10.0'
TERRA-MAR, INC.
Project No.: DE03-118
was: Dry
was: N/A
MC Ll PL PI .200 DD P.PEN UNCON Stroln
111111 II pol III III II
4.5
11 38 16 22
4.5+
4.5+
4.5+
4.5+
FIGURE 2
LOG OF BORING B-2
Project: Coppell Road Reconstruction - Coppell, Texas Project No.: DE03.118
Date: 10/06/2003 Elev.: 514:1: Location: See Figure 1
Depth to water at completion of boring: Dry
Depth to water when checked: During Drilling was: Dry
Depth to caving when checked: N/A was: N/A
ElEVATION/
DEPTH
(1..11
SOIL SYMBOLS
SAMPLER SYMBOLS
.. FIELD TEST DATA
512,5
2,5
510
507,5
7,5
505
10
502,5
12,5
500
15
497.5
17,5
Notes: Completion Depth: 10.0'
DESCRIPTION
---------------------
9" Concrete Pavement
---------------------
FILL - Very stiff dark brown, tan & gray sandy CLAY wI gravel
(CL)
---------------------
Very stiff brown sandy CLAY (CL)
---------------------
Very stiff to hard brown to tan CLAY wi some sand, calcareous
nodules & fine gravel (CL-CH)
---------------------
Hard tan sandy CLAY wi calcareous nodules (CL)
TERRA-MAR, INC.
Me II Pl PI .200 DO P.l'EN UNCON Strain
" "" "pol III III II
3.25
21 48 20 28
2.5
19
3.75
15
4,5+
4.5+
FIGURE 3
LOG OF BORING B-3
Project: Coppell Road Reconstruction - Coppell. Texas Project No.: DE03-118
Date: 10/06/2003 Elev.: 514:t Location: See Figure 1
Depth to water at completion of boring: Dry
Depth to water when checked: During Drilling was: Dry
Depth to caving when checked: N/A was: N/A
ELEVATION/
DEPTH
(ftttl
512.5
510
507.5
505
502.5
500
497.5
SOIL SYMBOLS
SAMPLER SYMBOLS
& FIELD TEST DATA
o
DESCRIPTION
MC lL PL .ZOO DO P.PEN UNCON SUlin
1\ 1\ 1\ PI '1\ p.f td td 1\
2.5
7.5
10
12.5
15
17.5
---------------------
FILL - Tan sandy GRAVEL wI clay (GP)
---------------------
Stiff dark gray to gray CLAY wI trace to some sand (CL)
Z3 47 20 27
2.0
22
1.75
---------------------
20
2.5
Very stiff tan & light gray CLAY wI trace to some sand (CL)
21
3.0
Notes: Completion Depth: 10.0'
FIGURE 4
TERRA-MAR, INC.
LOG OF BORING 8-4
Project: Coppell Road Reconstruction - Coppell. Texas Project No.: DE03.118
Date: 10/06/2003 Elev.: 514:1:: Location: See Figure 1
Depth to water at completion of boring: Dry
Depth to water when checked: During Drilling was: Dry
Depth to caving when checked: N/A was: N/A
ELEVATION!
OEPTH
(inti
512.5
510
507.5
505
502.5
500
497.5
SOIL SYMBOlS
SAMPLER SYMBOLS
"FIELD TEST DATA
o
DESCRIPTION
MC LL PL PI .200 OD P.PEN UNCDN Strain
\I \I \I % pof tlf III \I
2.5
7.5
10
12.5
15
175
---------------------
6" Asphalt Pavement
---------------------
FILL - Stiff brown & dark gray sandy CLAY wi gravel
(CL-SC) 20 38 15 23
1.5
---------------------
25
1.75
Stiff to hard tan & gray sandy CLAY (eL)
20
1.5
18
4.5
4.25
Notes: Completion Depth: 10.0'
FIGURE 5
TERRA-MAR, INC.
LOG OF BORING B-5
Project: Coppell Road Reconstruction - Coppell, Texas Project No.: DE03-118
Date: 10/06/2003 Elev.: 514:t Location: See Figure 1
Depth to water at completion of boring: Dry
Depth to water when checked: During Drilling was: Dry
Depth to caving when checked: N/A was: N/A
ElEVATION!
OEPTH
(Ioetl
512.5
510
507.5
505
502.5
soo
497.5
SOil SYMBOLS
SAMPLER SYMBOLS
&FIELD TESTOATA
2.5
Notes: Completion Depth: 10.0'
5
7.5
10
12.5
15
17.5
DESCRIPTION
---------------------
7" Concrete Pavement
---------------------
Stiff dark gray & brown sandy CLAY (CL)
---------------------
Very stiff to hard tan & light gray sandy CLAY wI calcareous
nodules & occasional sand seams (CH)
---------------------
Tan clayey SAND (SC)
TERRA-MAR, INC.
Me LL PL PI .2DD DO P.PEN UNCON Strlin
,.,.,. llo pol III tll \I
2.0
20 51 19 32 55
3.0
15
4.5
4.5+
2.75
FIGURE 6
LOG OF BORING B-6
Project: Coppell Road Reconstruction. Coppell, Texas
Date: 10/06/2003 Elev.: 513:t Location: See Figure 1
Depth to water at completion of boring: Dry
Depth to water when checked: During Drilling
Depth to caving when checked: N/A
ElEVATION I
DEPTH
Ifltt)
SOIL SYMBOLS
SAMPLER SYMBOLS
. FIELD TEST OAT A
DESCRIPTION
o
---------------------
2.5
Tan SAND wI clay seams (SP)
512.5
4.5" Concrete Pavement
-------------------
Gray clayey SAND wI sandy clay layers (SC-CL)
510
---------------------
5
Very stiff tan sandv CLAY wI calcareous nodules (CL)
507.5
7.5
---------------------
505
10
502.5
12.5
500
15
497.5
17.5
495
Notes: Completion Depth: 10.0'
TERRA-MAR, INC.
Project No.: DE03.118
was: Dry
was: N/A
MC Ll PL PI .200 DO P.PEN UNCON Str.in
\\\\% % pol III III %
1.75
16 41 17 24 47 3.5
16
4.5
15
2.75
2.5
FIGURE 7
LOG OF BORING B-7
Project: Coppel! Road Reconstruction. Coppell, Texas Project No.: DE03-118
Date: 10/06/2003 Elev.: 515.5:t Location: See Figure 1
Depth to water at completion of boring: Dry
Depth to water when checked: During Drilling was: Dry
Depth to caving when checked: N/A was: N/A
ELEVA TIONI
DEPTH
Ifllt}
515
512.5
510
507.5
505
502.5
500
497.5
SOIL SYMBOLS
SAMPLER SYMBOLS
8< FIELD TEST DATA
o
DESCRIPTION
Me LL PL PI .200 DO P.PEN UNCON Strain
%%% ,. pol III tlf %
2.5
7.5
10
12.5
15
17.5
---------------------
4" As~ha.!!.Pavem~L _ _ _ _ _ _ _ _ _ _ _ _
FILL - Tan sandy GRAVEL (GP)
---------------------
FILL - Brown, gray & tan CLAY wI sand (CH-CL)
---------------------
14 56 20 36 49
4.5+
Hard tan & gray sandy CLAY wI clayey sand seams
(CH)
4.5+
11
4.5+
4.5+
Notes: Completion Depth: 10.0'
FIGURE 8
TERRA-MAR, INC.
LOG OF BORING B-8
Project: Coppell Road Reconstruction - Coppell, Texas Project No.: 01:03-118
Date: 10/06/2003 Elev.: 515:t Location: See Figure 1
Depth to water at completion of boring: Dry
Depth to water when checked: During Drilling was: Dry
Depth to caving when checked: N/A was: N/A
ELEVATION/
DEPTH
(INti
515 0
512,5 25
510 5
507.5 7,S
50S 10
502,5 12,S
500 15
497,S 17,S
SOIL SYMIOLS
SAMPLER SYMBOLS
& fiELD TEST DATA
DESCRIPTION
MC LL PL PI ,200 DO P .PEN UNCON Str.i.
%%% % pel III ts! %
---------------------
6" Gravel Road Base
---------------------
FILL - Tan sandy GRAVEL (GP)
---------------------
FILL - Dark gray clayey SAND wI gravel (Se)
12 26 12 14
4.5
---------------------
Hard dark gray sandy CLAY (CL)
12
4,5+
14
4.5+
---------------------
Hard tan & light gray sandy CLAY (Cl)
4.5+
Notes: Completion Depth: 10.0'
FIGURE 9
TERRA-MAR, INC.
Symbol Description
Strata symbols
~ Fill
[2d CLAY,
... .
sandy
Concrete
Pavement
GRAVEL,
sandy
0 CLAY
. Asphaltic
Paving
~ SAND,
. . .
clayey
. . .
. -'. .
[2J SAND
..... .
.... .
..... .
.... ..
GRAVEL
KEY TO LOG TERMS & SYMBOLS
Symbol Description
Soil Samplers
I
Thin Wall
Shelby Tube
Notes:
1. Exploratory borings were drilled on dates indicated using truck
mounted drilling equipment.
2. Water level observations are noted on boring logs.
3. Results of tests conducted on samples
boring logs. Abbreviations used are:
DO = natural dry density (pcf)
MC = natural moisture content (%)
Uncon.= unconfined compression (tsf)
P.Pen.= hand penetrometer (tsf)
recovered are reported on the
LL
PL
P:I
-200
liquid limi t (%)
plastic limit (%)
plasticity index
percent passing #200
4. Rock Cores
REC
RQD
(Recovery) sum of core sample recovered divided by length
of run, expressed as percentage.
(Rock Quality Designation) sum of core sample recovery 4"
or greater in length divided by the run, expressed as
percentage.
FIGURE 10
TERRA-MAR,INC
RESUL TS OF SOLUBLE SULFATE TESTS
BORING DEPTH LIQUID LIMIT PLASTICITY INDEX SOLUBLE SULFATE CONTENT
(FEET) (%) (%) (PPM*)
B-1 3' - 4' NA NA 892
B-2 3' - 4' 48 28 519
B-3 2' - 3' 47 27 267
B-4 l' - 2' 38 23 317
B-5 2' - 3' 51 32 260
B-6 2' - 3' 41 24 854
B-7 3' - 4' 56 36 722
B-8 2' - 3' 26 14 294
* Parts Per Million or mg/kg
COPPELL ROAD RECONSTRUCTION RESULTS OF SOLUBLE SULFATE TESTS
COOPER IN TO SANDY lAKE RD - COPPEll, TEXAS TMI JOB#: DE03-118 I FIGURE 11
RESULTS OF LIME SERIES
80
70
60
'0
~50
'E
Gl
'E
o
040
Gl
...
.a
I/)
'030
::!!
20
10
o
o
2
4
6
8
10
12
Lime Additive (%)
I ---- Liquid Limit - Plastic Limit I
40
35
30
~ 25
"C
.E
~20
'u
:;::;
~ 15
0:
10
5
o
o
2
4
6
Lime Additive (%)
8
10
12
Soil Description: Tan & gray sandy CLAY
COPPELL ROAD RECONSTRUCTION
COOPER IN TO SANDY lAKE RD - COPPEll, TEXA
RESULTS OF PI LIME SERIES
BORING: B-7 ; DEPTH: 3'-4'
TERRA-MAR, INC. TMI JOB#: DE03-118
11050 Ables Ln - Dallas, Tx 75229 FIGURE 12