ST0003-LR031110RECEIVED
NOV 14 2003
Huitt-Zollars
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
DE03-118 TERRA-MAR
TERRA MAR
i~~~~~
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 Tel. 214-871-3311
Dallas, Texas 75204-2489 Fax 214-871-0757
_ Re: Geotechnical Report
Coppell 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.
Nasir~H. Syed, P.E.
Project Manager
NASIR H. SYED
...........................
~•.. 83797 ::c
__ ~ _...
Roger K. So orth, P.E.
Project Manager
11050 Ables Lane, Dallas, Texas 75229 Phone: 972.488-8800 Fax: 972-488-8080
TABLE OF CONTENTS
PAGE
1.0 INTRODUCTION --------------------------------------------------------------------------------------1
1.1 PROJECT DESCRIPTION ----------------------------------------------------------------1
1.2 PURPOSE AND SCOPE ------------------------------------------------------------------1
2.0 FIELD EXPLORATION------------------------------------------------------------------------------1
3.0 LABORATORY TESTING---------------------------------------------------------------------------2
4.0 SUBSURFACE CONDITIONS ---------------------------------------------------------------------2
--2
4.1 SOIL CONDITIONS-----------------------------------------------------------------------
4.2 GROUNDWATER CONDITIONS --------------------------------------------------------3
5.0 PAVEMENT RECOMMENDATIONS----------------------------------------------------------`-3
5.1 PAVEMENT SECTION---------------------------------------------------------------------3
5.2 PAVEMENT SUBGRADE PREPARATION -------------------------------------------3
5.3 LIME STABILIZATION----------------------------------------------------------------------4
5.4 PAVEMENT CONSIDERATIONS -------------------------------------------------------4
6.0 CONSTRUCTION MONITORING AND TESTING --------------------------------------------5
7.0 LIMITATIONS ------------------------------------------------------------------------------------------5
ILLUSTRATIONS
FIGURE
PLAN OF BORINGS -------------------------------------------------------------------------------------------1
LOGS OF BORINGS ---------------------------------------------------------------------------------------2 - 9
KEY TO DESCRIPTIVE TERMS AND SYMBOLS---------------------------------------------------- 10
RESULTS OF SOLUBLE SULFATE TESTS---------------------------------------------------------` 11
RESULTS OF PI- LIME SERIES--------------------------------------------------------------------------12
DE03-118 I tKKH-IVIHK
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 Coppell 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 I tKKH-IVIHK
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. API-lime series was
perfromed to determine the optimum lime dosage for lime treatment of the subgrade soils.
Results of the Pt-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-8. 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)
DE03-118 PAGt. 'L ~ ~rtrt..-rv~r~~~
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 D, 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 rlSk t0
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
- DE03-118 Nw~t s ~ "•~.^-~.,^..
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.
DE03-118 PACit 4 1 CRRe+-IYIMR
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.
DE03-118 PAGE 5 TERRA-MAR
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 1 tKKA-MHK
ILLUSTRATIONS
DE03-118 TERRA-MAR
EDINauacH JANE =~ ~-- MATC H LINE
B-1° i '
-I __
-tY
R DR
E
- ARCHE
N
l ~ _
I
- .^ _
~
kf '_
-
~ ~
__ IiY
-
1
~-` x
RUBY ROAD PLANTATION DRNE
'
G
7
NORTH
~ 6
. -
~ -
~
•
__
1 0 loo 200 i
\
1
f
*
~
MK GROVE ORNE
~- LEGEND -=
Approximate
L ~ __ ~ Boring ~
B~3 _ Location
~ ~•
-
-
-~ ~ -
.- I'
,I ~
,.~'
-=
' ~-cy~ RAPE STREET
,F -
~I! -
w / .
i'
a -
lo
~ _
\
_
U
L- ~
~\
~
I~ ~' ."
~ COOPER UNE
~
PARK UNE - e
~f \~
u I
~i='-_
~:- /~
MATCH LINE
TERRA-MAR Coppell Road ReconsVuction
Cooper Lane to Sandy Lake Road
PLAN OF BORINGS FIGURE
_
- ° a
L Coppell, Texas
11050 Abler
n.
' Dallea, TX 75229
9]2388-8500
Drawn try
AKH
Date
06NOV03
Ravisetl
--
Scale
t inch = 200 feet
Prolact No.
DE03-1'IB (53850)
LOG OF BORING B-1
Project: Coppell Road Reconstruction -Coppell, Texas Project No.: DE03-118
Date: 10/0612003 Elev.: 4941 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: NIA
EIEVATINNI SNIL SYMNOlS MC LL Pl ~iNO NN P.PEN UNCNN Strain
DEPTH SAMPIFRSYMSNLS DESCRIPTION % % % P' % pvl Lpr t.1 %
pnp SFIElO TEST NATA
r° ~~ FILL -Hard tan, gray & brown sandy CLAY w/gravel (CL-SC)
d.5
I 492.5
Hard brown to tan sandy CLAY (CL)
11 SB 13 1T 4.5~
N I I I I I I d.5.
Y I I I I I 14.51
m
1zs
t5
rzs
~ Notes: Completion Depth: 10.0'
TERRA-MAR. INC.
d.s.
FIGURE 2~
LOG OF BORING B-2
Project: Coppell Road Reconstruction -Coppell, Texas Project No.: DE03-118
Date: 1 010 612 0 0 3 Elev.: 5141 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: NIA was: NIA
ELEVAIIDNI SDIL SYMSOl3
S
DESCRIPTION MC
% LL
% PL
%
Pi 300
% DD
pct P.PEN
bl DNCDN
bl Strain
%
DEPFH SAMPLER SYMBOL
Ifeetl &flELO TEST DATA
- - - - - - - - - - - - - - - - - - - - -
0 °'t-° ; 9" Concrete Pavement
tr.9 .1,Y.
y'9 ~P..
__________
_
FILL -Very stiff dark brown, tan & gray sandy CLAY wl gravel Dzs
(CL)
s1z,a
2s ---------------------
Very stiff brown sandy CLAY (CL)
21 63 20 23 2.5
51o Very stiff to hard brown to tan CLAY wl some sand, calcareous
nodules & fne gravel (CL-CH)
5 19 3.75
507.5
15 d.5~
7.5
Hard tan sandy CLAY w/calcareous nodules (CL)
505 ds.
70
502.5
125
500
15
497.5
17.5
Notes: Completion Depth: 10. 0'
FIGU RE 3
MAR
INC
ERRA
,
.
T
-
LOG OF BORING B-3
Project: Coppell Road Reconstruction •Coppell, Texas Project No.: DE03-118
Date: 1 010 612 0 0 3 Elev.: 5141 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: NIA
ElU[FTIHD SAA1PlEflYSYMBOI] DESCRIPTION uD x % PI ~zwoo ~D r.PEN UNWN 31%in
Ileetl &FlfLD iEBT DATA
0 - - - - - - - - - - - - - - - - - - - - -
=; FILL -Tan sandy GRAVEL wl clay (GP)
51s's Stiff dark gray to gray CLAY wl trace to some sand (CL)
z] n z° n z.o
2.5
510 zz 1.7s
5
Very stiff tan & light gray CLAY wl trace to some sand (CL) 30 z.s
so7s
7.5
31 ].D
505
10
502.5
12.5
SOG
15
497.5
17.5
Notes: Completion Depth: 10.0'
FIGURE 4
TERRA-MAR, INC.
LOG OF BORING B-4
Project: Coppell Road Reconstruction -Coppell, Texas Project No.: DE03.118
Date: 10/0612003 Elev.: 5141 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: NIA
EL DEPiIN MI gAMPIEP SYMBOLS DESCRIPTION %g % % pl 300 FD P.1 ;N UN;ON 3triln
Itxdl b FIELD TEST DATA
0 .....................
6" Asphalt Pavement _ _ _ _ _ _ _ _ _ _ _ _
FILL -Stiff brown & dark gray sand~CLAY w/gravel
10 75 75 33 1.5
(CL-SC)
512.5
2.5
Stiff to hard tan & gray sandy CLAY (CL) s5 ''S
sm
10 7.5
5
507.5
tg d.5
Z5
d.35
505
10
502.5
t2S
500
15
497.5
17.5
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: 10/0612003 Elev.: 5141 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: NIA
ELEVATIBNI SBII SYMBOLS MC LL PL QBB DO P.PEN NNCSN Strain
BEPTX SAMPIEBSYMBBL3 DESCRIPTION x sc x PI sc Pcl +.t +.+ s
Ileeq & FIELB TEST BATA
° aP'<> 7" Concrete Pavement
?.R'a __ ______ ______ Z.N
Stiff dark gray & brown sandy CLAY (CL)
512.5
Very stiff to hard tan & light gray sandy CLAY w/calcareous zN s+ +3 Sz ss 5.0
zs nodules & occasional sand seams (CH)
is ds
5t0
5
d.5~
507.5
7.5
z.Ts
5D5 .. .. ---------------------
Tan c~ev SAND (SC)
m
sots
125
Soo
15
497.5
1Z5
Notes: Completion Depth: 10.0'
FIGURE 6
TERRA-MAR, INC.
LOG OF BORING B-6
Project: Coppell Road Reconstruction -Coppell, Texas Project No.: DE03-118
Date: 10/0612003 Elev.: 513± Location: See Figure 1
Depth to water at completlon of boring: Dry
Depth to water when checked: During Drilling was: Dry
Depth to caving when checked: N/A was: NIA
EI BEPTIX NI 6AMPLERrBYMBBl6 DESCRIPTION %B % % PI qap ~~ P",N NN"N Smin
ifeetl &FIEID TEST BATA
° 4.5_Concrete Pavement _ _ _ _ _ _ _ _ _ _ _
512.5 1.15
Gray clayey SAND w/ sandy clay layers (SC-CL)
1fi 61 ]T 24 O ].5
2.5
i soT
16 4.5
Very stiff tan sand~CLAY w/calcareous nodules (CL)
is zss
z.s
so5-$T 5 Tan SAND w/ clay seams (SP) -
10
1s
ns
Notes: Completion Depth: 10.0'
TERRA-MAR, INC.
FIGURE 7
LOG OF BORING B-7
Project: Coppell Road Reconstruction -Coppell, Texas Project No.: DE03-118
Date: 1010612003 Elev.: 515.St 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' NIA was: NIA
EIEVATISNI SNII SVMSOl3 MC LL PL 300 OD P.PEN UNCSN Strain
UEPTN SAMPLfN STMSOl3 DESCRIPTION % % % P' % pal tat .ar %
IIeeO &FlELU TEST DATA
° 4" Asphalt Pavement _ _ _ _ _ _ _ _ _ _ _ _
s1s :; FILL -Tan sandy GRAVEL (GP)
w
FILL -Brown, gray & tan CLAY wl sand (CH-CL)
2,5
slze Hard tan & gray sandKCLAY wl clayey sand seams 14 :a so ac 4s 4s.
(CH)
5 d.5.
510
t1 as.
7.5
507 5
4.5.
10
505
12.5
502.5
15
500
17,5
497.5
Notes: Completion Depth: 10.0'
FIGURE 8
TERRA-MAR, INC.
LOG OF BORING B-8
Project: Coppell Road Reconstruction -Coppell, Texas Project No.: DE03-118
Date: 1 010 612 0 0 3 Elev.: 51St 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: NIA
ElEVA710X1 SDII SYMBOLS MC LL Pl 3D0 00 P.PEN UNODN Svsin
DEPTH SAMPLfRSYMBDL3 DESCRIPTION % X X P~ X ppl Ipl lal %
Hxq BFIEL0 TE57 DATA
s1s~o 6"Gravel Road6ase - ----------
FILL -Tan sandy GRAVEL (GP)
FILL -Dark gray clayey SAND wl gravel (SC)
I 512,5-1-2.5
I 510
u zs 1z Td
Hard dark gray sandy CLAY (CL)
iz
10
d.s
d.s.
d.A
I 507.5
502.5
Notes: Completion Depth: 10.0'
Hard tan & light gray sandy CLAY (CL)
TERRA-MAR. INC
6.5~
FIGURE 9
KEY TO LOG TERMS & SYMBOLS
Symbol Description
Soil Samalexa
Thin Wall
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 o£ test9 conducted on samples recovered are reported on the
boring logs. Abbreviations used are:
DD = natural dry density (pcf) LL = liquid limit (8)
MC = natural moisture content (8) PL = plastic limit (9)
Vncon.= unconfined compression (ts£) PI = plasticity index
P. Pen.= hand penetrometer (tsf) -200 = percent passing #200
9. Rock Cores
AEC = (Recovery) sum of core sample recovered divided by length
of run, expressed as percentage.
RqD = (Rock quality Designation) sum of core sample recovery 4"
ox greater in length divided by the run, expressed as
percentage.
Symbol Description
Strata evmbola
Fill
CLAY,
sandy
a v' Concrete
e~e'.v r pavement
p::p :v, p
v e.a,
~'+~:' GRAVEL,
.i ~!' sandy
• .
4 i.
CLAY
^ Asphaltic
Paving
SAND.
clayey
SAND
• ~~ GRAVEL
i ~~
Shelby Tube
FIGURE 10~
RESULTS OF SOLUBLE SULFATE TESTS
BORING DEPTH
(FEET) LIQUID LIMIT
(%) PLASTICITY INDEX
(%) SOLUBLE SULFATE CONTENT
(PPM*)
B-1 3' - 4' NA NA 892
B-2 3' - 4' 48 28 519
B-3 2' - 3' 47 27 267
B-4 1' - 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
COOPER LN TO SANDY LAKE RD - COPPELL, TEXAS
RESULTS OF SOLUBLE SULFATE TESTS
TMI JOB#: DE03-118 FIGURE 11
RESULTS OF LIME SERIES
so
70 _ _ _ _ _ _ _ __
so _ _ _
x-50 _ _.. ._._ _.... _ _ ... ___
c
a
c
0
a
w '.
'
~30 ,
,.
_ _.._ _.. _._. __ ........ _
20 _... _. __. __ _..._ ... _.._ _.....
10 _ _.... _. _.... _... _._ _ ___
0
0 2 4 6 8 10 12
Lime Additive (%) ~-Liquid Limit -~-Plastic Limit
40
35 _..... _._. ~ _ ___ __.__ ...__ _.. _. _. __.
30 __ _.. __ ~' _. __.. _.. _.. _.
v 25 - __... __ __ _. __. _... _. i-- _._- -___ ___.. ___ _..
c ',, ',,, ',.
U
m 15 _... _._ _.... _. _.. _.. __.
'
a ...
10 _..__ _.~. ..... __._ '__. _. ____._. __ _...
0
0 2 4 6 8 10 12
Lime Additive (% )
COPPELL ROAD RECONSTRUCTION
Soil Description: Tan & gray sandy CLAY COOPER LN TO SANDY LAKE RD - COPPELL, TEXA
RESULTS OF PI LIME SERIES
BORING: B-7 ;DEPTH: 3'-4'
TERRA-MAR, /NC. TMI JOB#: DE03-118
11050 Ables Ln -Dallas, Tx 75229 FIGURE 12