This document discusses soil stabilization techniques using lime and fly ash additions. It begins with an introduction to soil stabilization and describes how lime treatment improves soil properties like plasticity, compaction, and bearing capacity. It discusses the chemical reactions that occur with lime stabilization over time. The objectives of the project are outlined as exploring using fly ash in road construction and studying the effects of lime and fly ash on properties of clayey soil like density, moisture content, consistency limits, and CBR value. Finally, the literature review summarizes previous studies that found additions of waste plastics and lime increased the strength and load bearing capacity of soils.

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CHAPTER 1
INTRODUCTION
1.1 GENERAL
Improving on site soil’s engineering properties is called soil stabilization. Soils
containing significant levels of silt or clay, have changing geotechnical characteristics: they
swell and become plastic in the presence of water, shrink when dry, and expand when
exposed to frost. Site traffic is always a delicate and difficult issue when projects are carried
out on such soils. In other words, the re-use of these materials is often difficult, if not
impossible. Once they have been treated with lime, such soil can be used to create
embankments or sub grade of structures, thus avoiding expensive excavation works and
transport. Use of lime significantly changes the characteristics of a soil to produce long-term
permanent strength and stability, particularly with respect to the action of water and frost.
The mineralogical properties of the soils will determine their degree of reactivity with lime
and the ultimate strength that the stabilized layers will develop. In general, fine-grained clay
soils (with a minimum of 25 percent passing the #200 sieve (74mm) and a Plasticity Index
greater than 10) are considered to be good candidates for stabilization. Soils containing
significant amounts of organic material (greater than about 1 percent) or sulfates (greater than
0.3 percent) may require additional lime or special construction procedures.
The processes and techniques of S/S matured into an accepted, and important, part of
environmental technology. How this came about is both interesting and instructive for those
working this discipline as well as others fascinated by a technical area that is still part art and
part science. With few exceptions, the history of S/S for use on hazardous waste residues
dates only from about 1970, when the EPA was established. Most of the impetus for S/S of
hazardous wastes was provided when the Resource Conservation and Recovery Act was
passed in 1976, although real implementation did not occur until after 1980 with the
promulgation of regulations for a Federal hazardous waste management system under
Subtitle C of RCRA. With the passage of the HSWA in 1984 and the subsequent LDR
regulations beginning in 1985, and CERCLA and SARA and their regulations, most of the
present regulatory system came into being. The most recent, and far reaching, ramifications
of regulation with respect to S/S are due to the Land Disposal Restrictions (LDR) under the
RCRA. From 1990 until the present time can be considered the maturation period for S/S
technology.

2. 3
Soil is the basic foundation for any civil engineering structures. It is required to bear
the loads without failure. In some places, soil may be weak which cannot resist the oncoming
loads. In such cases, soil stabilization is needed .Numerous methods are available in the
literature for soil stabilization. But sometimes, some of the methods like chemical
stabilization lime stabilization etc. adversely affect the chemical composition of the soil. In
this study, fly ash and lime were mixed with clay soil to investigate the relative strength gain
in terms of unconfined compression, bearing capacity and compaction. The effect of fly ash
and lime on the geotechnical characteristics of clay-fly ash and clay-lime mixtures was
investigated by conducting standard Proctor compaction tests, un confined compression
tests,CBR tests and permeability test. The tests were performed as per Indian Standard
specifications.
1.2 LIME
Lime for the study is locally available. it imparts much strength to the soil
by pozzolanic reaction which is explained later in the report. In this test program, without
additives clay was tested to find the optimum moisture content, CBR value, plasticity index
and unconfined compression strength. Fly ash and lime were added in varying percentages
and that fraction for which maximum strength is obtained was found out. The mixture is
cured for 3,7and 14 days. Soil stabilization is one such method. Stabilizing the sub grade with
appropriate chemical stabilizer quicklime, Portland cement, Fly Ash or Composites) increases
sub grade stiffness and reduces expansion tendencies, it performs as a foundation (able to
support and distribute loads under saturated conditions). This report contains a summary of
the performance of lime and polythene used with clay soil. To explore the possibility of using
fly ash in road construction program. To study the effect of lime and on proctor’s density
and OMC of clayey soil. To study the effect of lime and fly ash on the consistency limits of
clayey soil. To study the changes in CBR of soil by the addition of lime and fly ash5.To study
the effect of curing period on the properties of clayey soil.
Lime stabilization is done by adding lime to soil. This is useful for the stabilization of clayey
soil. When lime reacts with soil there is exchange of in the adsorbed water layer and a
decrease in the plasticity of the soil occurs. There material is more friable than the original
clay, and is more suitable as sub grade. Lime is produced by burning of limestone in kiln. The
quality of lime obtained depends on the parent material and the production process. And
there are basically5 types of limes

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1. High calcium, quick lime (Ca O)
2. Hydrated high calcium lime [Ca(OH)
3. Dolomite lime [Ca O + Mg O]
The process of reducing plasticity and improving the texture of a soil is called soil
modification. Monovalent action such as sodium and potassium are commonly found in
expansive clay soil and these actions can be exchanged with actions of higher valencies such
as calcium which are found in lime and the ion exchange process takes place almost rapidly,
within a few hours. The calcium cations replace the sodium actions around the clay particles,
decreasing the size of bound water layer, and enable the clay particle to flocculate. The
flocculation creates a reduction in plasticity, an increase in shear strength of clayey soil and
improvement in texture from a cohesive material to a more granular, sand-like soil. The
change in the structure causes a decrease in the moisture sensitivity and increase the
workability and constructability of soil. Soil stabilization includes the effects from
modification with a significant additional strength.
1.3 POLYTHENE
In some cases, the production of solid waste is experiencing an uncontrolled and
continuous increase, especially wastes from plastic products. Given that the process of

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transforming plastic waste into raw material involves high energy consumption, plastic can
be used in geotechnical engineering works. This paper is based on comparing two solutions
to improve the soil parameters. The first solution is to improve the soil with plastic waste
material and the second solution is to improve the soil with cement. Ongoing tests, performed
as a part of the research program have shown the effect of the polyethylene waste material
and cement on soil mechanical parameters, cohesion and internal friction angle.
1.4 .CHEMISTRY OF LIME TREATMENT
Drying: If quicklime is used, it immediately hydrates (i.e., chemically combines with
water) and releases heat. Soils are dried, because water present in the soil participates in this

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reaction, and because the heat generated can evaporate additional moisture. The hydrated
lime produced by these initial reactions will subsequently react with clay particles
(discussed below). These subsequent reactions will slowly produce additional drying
because they reduce the soil’s moisture holding capacity. If hydrated lime or hydrated
lime slurry is used instead of quicklime, drying occurs only through the chemical changes in
the soil that reduce its capacity to hold water and increase its stability. In fig.1 water content
W n is reduced to W ’n after treatment with lime.
1) Modification: After initial mixing, the calcium ions (Ca++) from hydrated lime
migrate to the surface of the clay particles and displace water and other ions. The soil
becomes friable and mgranular, making it easier to work and compact. At this stage the
Plasticity Index of the soil shown in fig. 1 decreases dramatically, as does its tendency to
swell and shrink. The process, which is called “flocculation and agglomeration," generally
occurs in a matter of hours.
2) Stabilization: When adequate quantities of lime and water are added, the pH of
the soil quickly increases to above 10.5, which enables the clay particles to break down.
Silica and alumina are released and react with calcium from the lime to form calcium-
silicate-hydrates (CSH) and calcium- aluminate -hydrates (CAH). CSA and CAH are
products similar to those formed in Portland cement. They form the matrix that contributes
to the strength of lime-stabilized soil layers. As this matrix forms, the soil is transformed
from a sandy, granular material to a hard, relatively impermeable layer with significant load
bearing capacity. The process begins within hours and can continue for years in a properly
designed system. The matrix formed is permanent, durable, and significantly impermeable,
producing a structural layer that is both strong and flexible.
1.5 SOIL IMPROVEMENT
1. A reduction in the plasticity index: The soil suddenly switches from being plastic
(yielding and sticky) to being crumbly (stiff and grainy). In the latter condition it is easier to
excavate, load, discharge, compact and level.
2. An improvement in the compaction properties of the soil: The maximum dry density
drops, while the optimal water content rises, so that the soil moves into a humidity range
that can be easily compacted. This effect is clearly advantageous when used on soils with a
high water content, A treatment with quicklime therefore makes it possible to transform a

6. 7
sticky plastic soil, which is difficult to compact, into a stiff, easily handled material. After
compacting, the soil has excellent load-bearing properties.
3. Improvement of bearing capacity: In most cases, two hours after treatment, the CBR
(California Bearing Ratio) of a treated soil is between 4 and 10 times higher than that of an
untreated soil. This reaction greatly relieves on-site transportation difficulties.
1.6 MEDIUM TERM EFFECT : SOIL STABILIZATION
When lime comes into contact with a substance containing soluble silicates and
aluminates and silt), it forms hydrated calcium aluminates and calcium silicates. As
with cement, this gives rise to a true bond upon crystallization. Called a pozzolanic
reaction, this bonding process brings about improved resistance to frost and a
distinct increase in the soil’s compressive strength and CBR. In general, in non-
winter conditions, the soil develops sufficient strength after three to six
months. A slow curing process during road construction is a marked advantage, as it
allows greater flexibility when working with the treated soil. The long-term hardening
facilitates the design of foundations for industrial platforms. The stabilizing effect
gives load-bearing qualities to the treated soil.
1.4 SCOPE OF THE PROJECT
The soil used in the study is natural clay brought from Kumarakom.Pavement sub
grade over there is composed of clayey soil whose bearing capacity is extremely low.
Due to this reason, the roads require periodic maintenance to take up repeated
application of wheel loads. This proves to be costly, and at the same time, conditions
of road during monsoon seasons are extremely poor. Therefore, at on how to enhance
the stability of roads by means demands appraisal. Soil stabilization can be done using
different additives, but use of fly ash which is a waste material from thermal power
plants, at the same time difficult-to- dispose material will be much significant.
1.5 OBJECTIVESOF THE PROJECT
The major objectives of the project are:
1. To explore the possibility of using fly ash in road construction program.
2. To study the effect of lime and fly ash on proctor’s density and OMC of clayey soil.

7. 8
3. To study the effect of lime and fly ash on the consistency limits of clayey soil.
4. To study the changes in CBR of soil by the addition of lime and fly ash5.To study the
effect of curing period on the properties of clayey soil.

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CHAPTER-2
LITERATURE REVIEW
Dr. A.I. Dhahran: In 2015 after reviewing performance of plastic waste mixed soil
as a geotechnical material, It was observed that for construction of flexible pavement to
improve the sub grade soil of pavement using waste plastic bottles chips is an alternative
method. In his paper a series of experiments are done on soil mixed with different
percentages of plastic (0.5%, 1%, 1.5%, 2%, 2.5%) to calculate CBR. On the basis of
experiment that he conducted using plastic waste strips will improve the soil strength and can
be used as sub grade. It is economical and eco-friendly method to dispose waste plastic
because there is scarcity of good quality soil for embankments and fills.
AKSHAT MALHOTRA AND HADI GHASEMAIN: In 2014 studied the effect of
HDPE plastic waste on the UCS of soil. In a proportion of 1.5%, 3%, 4.5% and 6% of the
weight of dry soil. HDPE plastic waste was added. They concluded that the UCS of black
Cotton soil increased on addition of plastic waste.
CHOUDHARY, JHA AND GILL: In 2010 demonstrated the potential of HDPE to
Convert as soil reinforcement by improving engineering properties of sub grade soil. From
Waste plastic HDPE strips are obtained and mixed randomly with the soil and by varying
Percentage of HDPE strips length and proportions a series of CBR tests were carried out on
Reinforced soil. There results of CBR tests proves that inclusion of strips cut from reclaimed
HDPE is useful as soil reinforcement HDPE is useful as soil reinforcement in highway
application.
RAJKUMAR NAGLE: In 2014 performed CBR studied for improving engineering
performance of sub grade soil. They mixed polyethylene, bottles, food packaging and
shopping bags etc as reinforcement within black cotton soil, yellow soil and sandy soil. Their
study showed that MDD and CBR value increases with increase in plastic waste. Load
bearing capacity and settlement characteristics of selected soil materials are also improved.
MERCY JOSEPH POWETH: In 2013 investigated on safe and productive disposal
of quarry dust, type waste and wastes-plastic by using them in the pavements sub grade. In
their paper a series of CBR and SPT test were carried out for finding the optimum

9. 10
percentages of waste plastics, quarry dust in soil sample. The results shows only quarry dust
should be mixed with the soil plastic mix, to increase its maximum dry density and is suitable
for pavement sub grade. Types alone are not suitable for sub grade. They concluded that Soil
plastic mixed with quarry dust maintains the CBR value within the required limit. Soil type
mixed with quarry dust gives lesser CBR value than soil plastic quarry dust mix but it can be
used for pavement sub grade.
ACHMAD FAUZI: In 2016 calculated the engineering properties by mixing waste
Plastic High Density Polyethylene (HDPE) and waste crushed glass as reinforcement for sub
Grade improvement. The chemical element was investigated by Integrated Electron
Microscope and Energy-Dispersive X-Ray Spectroscopy (SEM-EDS). The engineering
Properties PI, C, OMC values were decreased and ф, MDD, CBR values were increased
When content of waste HDPE and Glass were increased.
CHEBET: In 2014 did laboratory investigations to determine the increase in
Shear strength and bearing capacity of locally available sand due to random mixing of strips
Of HDPE (high density polyethylene) material from plastic shopping bags. A visual
Inspection of the plastic material after tests and analysis indicates that the increased
Strength for the reinforced soil is due to tensile stresses mobilized in the reinforcement.
The factors identified to have an influence on the efficiency of
Reinforcement material were the plastic properties (concentration, length, width of the strips)
soil properties (gradation, particle size, shape).
HATEM NSAIF: In 2013 concluded by mixing plastic waste pieces with two types
Soil (clayey soil and sandy soil) at different mixing ratios (0,2 ,4,6,8)% by weight
There is significant improvement in the strength of soils because of
Increase in internal friction. The percentage of increase in the angle of internal friction
Sandy soil is slightly more than that in clayey soil, but there is no significant increase in
cohesion for the two types of soils. Also, it was concluded that due to low specific
Gravity of plastic pieces there is decreases in MDD and OMC of the soil.
RAMAJ: A.E. (2012). “A Review on the Soil Stabilization Using Low-Cost
Methods”. Journal of Applied Sciences Research, 8(4), 2193-2196.The objective of this study
is to review the stabilization of soil using sustainable methods. These methods consist of

10. 11
stabilization with soil replacement, chemical additives, moisture control, rewetting, surcharge
loading, compaction control and thermal methods. It is concluded that all the methods due to
ineffectiveness and expensiveness. Based on study is concluded that the Portland cement,
scrap tire, lime and polythene and are less expensive and effective to soil stabilization.
ALHASSAN (2008).“Potentials of rice husk ash for soil stabilization”. Assumption
University Journal of Technology, 11(4),246-250. The present study made an attempt to
enhance the geotechnical properties of a soil replaced with industrial wastes having Soil is
replaced with lime in 2%, 4% and 6% to dry weight of soil. It is observed that soil replaced
with 4% is the optimum for the soil used in this study from geotechnical point of view. To
know the influence of fly ash, soil is further replaced with lime A along with 4% poly theneIt
is found that results of soil replacement by both RHA and FA proved to be soil modification
and not the improvement. It concluded that a cost-effective accelerator like lime is used for
further replacing the above soil. The optimum lime content is found to be 8%.
MUNTHOAR and HANTORA.G. (2002), “Influence of Lime on Engineering
Properties on a Clayey Sub - grade ”,,Electronics Journal of Geotechnical Engineering, Vol.
5.In India, the soil mostly present is Clay, in which the construction of sub grade is
problematic. Keeping this in view stabilization of weak soil in situ may be done with suitable
admixtures to save the construction cost considerably. The present investigation has therefore
been carried out with agricultural waste materials like Rice Husk Ash which has mixed with
soil to study improvement of weak sub grade in terms of compaction and strength
characteristics

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CHAPTER-3
METHODOLOGY
Collection of materials
Preparation of representative sample
Mix design
Testing methods
Analysis
Results and conclusions

12. 13
Scarification and Initial Pulverization: After the soil has been brought to line and grade,
the sub grade can be scarified to the specified depth and width and then partially
pulverized. It is desirable to remove non-soil materials larger than 3 inches, such as
stumps, roots, turf, and aggregates. Scarification is done because a scarified or pulverized
sub grade offers more soil surface contact area for the lime at the time of lime application.
Fig 1. Scarification before lime application
A. Lime Spreading: the soil is generally scarified and the slurry is applied by distributor
truck. Because lime in slurry form is much less concentrated than dry lime, often two or
more passes are required to provide the specified amount of lime solids. To prevent
runoff and consequent non-uniform lime distribution, the slurry is mixed into the soil
immediately after each spreading pass. Fig 2.

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B. Preliminary Mixing and Watering: Preliminary mixing is required to distribute the lime
throughout the soil and to initially pulverize the soil to prepare for the addition of water to
initiate the chemical reaction for stabilization. During this process or immediately after,
water should be added to ensure the complete hydration and a quality stabilization
project.
Fig 3.Adding water after dry lime application
C. Final mixing and pulverization: To accomplish complete stabilization, adequate final
pulverization of the clay fraction and thorough distribution of the lime throughout the soil
are essential.
Fig 4.Mixing and pulverization

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D. Compaction: Initial compaction is usually performed as soon as possible after mixing,
using a type roller or a vibratory pad foot roller. After the section is shaped, final
compaction can be accomplished using a smooth drum roller. The equipment should be
appropriate for the depth of the section being constructed.
F. Final curing: Before placing the next layer of sub base (or base course), the compacted sub
grade (or sub base) should be allowed to harden until loaded dump trucks can operate without
rutting the surface. During this time, the surface of the lime treated soil should be kept moist
to aid in strength gain. This is called “curing” and can be done in two ways:
1) Moist curing, which consists of maintaining the surface in a moist condition by light
sprinkling and rolling when necessary, and
2) Membrane curing, which involves sealing the compacted layer with a bituminous
prime coat emulsion, either in one or multiple layer.

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CHAPTER-4
EXPERIMENTAL INVESTIGATIONS
4.1 LAB TESTING
The various tests conducted on the sample are the following:
1. Aterberg limits
2. Specific gravity
3. Direct shear test
4. Proctor compaction test
5. CBR test
6. Unconfined compression test (UCS)
Thereafter, certain percentages of lime and polythene are added to the clay sample to
stabilize it. And the percentages of the above additives which produce the optimum strength
to the soil are chosen by conducting UCS test on them.
4.2 SOIL PREPARATION
The soil was collected from site in large sacks. It is brought to the lab and is dried in
oven for 24 hours in large pans. This soil due to loss of water formed big lump which is
broken to smaller pieces or even fine powder and is sieved according to the needs of different
experiments.
4.3 COMPACTION TEST
Compaction is the densification of soil by reduction of air voids. The purpose of a
laboratory compaction test is to determine, the quantity of water to be added for field
compaction of soil and resultant density expected. When water is added to dry fine grained
soil, the soil absorbs water. Addition of more water helps of particles over each other. This
assists the process of compaction. Up to certain point, additional water helps in reduction of
air voids, but after relatively high degree of saturation is reached, the water occupies the
space, which could be filled with soil particles, and the amount of entrapped air
remainsessentially constant. there is an optimum amount of water for a given soiland
compaction process, which give rise to maximum dry density. Compaction of clay, clay-lime
and clay-flyash mixtures was carried out using standard proctor test with three layers on each
25 blows. Samples for conducting compaction tests were prepared using moulds of

16. 17
dimensions 10 cm diameter and 15 cm height. In this study, lime is added for about 10% and
cured for 3, 7, and 14 days. Also, fly ash is added for about 14% and is cured for 3,7 and14
days. The values of optimum moisture content and maximum dry density are obtained in a
plot of dry density versus moisture content.
4.4 UNCONFINEDCOMPRESSION TEST
This test is conducted on undisturbed or remolded cohesive soils that are normally
saturated. This test may be considered as a special case of tri axial compression test when the
confining pressure is zero and the axial compressive stress only is applied to the cylindrical
specimen. The stress may be applied and the deformation and load readings are noted until
the specimen fails. The area of cross section of specimen for various strains may be corrected
assuming that the volume of the specimen remains constant and it remains cylindrical. The
following equations were used:
Axial strain (ε) =∆L/L0
L0=initial length of sample (cm)
Corrected area of cross section (A) =A0/1-ε
A0=initial area of cross section of the sample (cm2
Axial stress (q u) =P/A (kg/cm2)
P=axial load (kg)
Graphs are plotted between axial strain ( ε) Vs axial stress( q u),% of fly ash and lime Vs
axial stress and curing period VS axial stress. The maximum value of axial stress is the
unconfined compressive strength of soil sample .Samples for conducting unconfined
compression test were prepared using moulds of dimensions 10cm diameter, 20cm height.
Soil sample without additives were tested to find out the optimum moisture content based on
compressive stress. In this study fly ash is added in 12% and 14% and lime 5% and 10%
respectively. The stress is applied and the deformation and load readings are noted until the
specimen fails. The maximum axial strain is noted.
4.5 CALIFORNIA BEARING STRENGTH
California state highway department developed the California bearing ratio test , (CBR)test
in 1938 for evaluating soil sub grade and base course materials for flexible pavements. Just
after World War 2, the U.S corps of Engineers adopted the CBR test for use in designing base

17. 18
courses for airfield pavements. California bearing ratio (CBR) is the ratio of force per unit
area required to penetrate a soil mass with a standard circular piston at the rate of 1.25
mm/min to that required for corresponding penetration in the standard material. Load that has
been obtained from the test in crushed stone (Standard material) is called standard load. The
standard material is said to have a CBR value of 100%.Smooth curves are plotted between
penetration (mm) Vs load (kg).The curve in most cases is concave upwards in the initial
portions .A correction is applied by drawing a tangent to the curve at the point of greatest
slope from the corrected load penetration graph obtained the loads at 2.5mm and 5mm
penetration. The standard loads for these penetrations can be Table
Standard loads for CBR tests
Penetration depth (mm) Standard load (kg) Unit load (kg/cm2)
2.5 1370 70
5.0 2055 105
7.5 2535 130
CBR value= (Test load/Standard load) X100
Samples for conducting CBR tests were prepared using moulds of dimensions 15cm diameter
and 17.5cm height. The weight of soil used is 5kg passing through 20mm sieve. The samples
were prepared at OMC and varying lime and fly ash .In this study, lime is added at 10% and
fly ash at 14%
4.6 DIRECT SHEAR TEST
The shear strength of a soil is its maximum resistance to shear stresses just before the
failure. Shear failure of a soil mass occurs when the shear stresses induced due to the applied
compressive loads exceed the shear strength of the soil. Failure in soil occurs by relative
movements of the particles and not by breaking of particles. Shear strength is the principal
engineering property which controls the stability of the soil mass under loads. Shear strength
determines bearing capacity of soils, stability of slopes of soils, earth pressure against
retaining structure etc. Direct shear test is conducted on a soil specimen in a shear box which
can split into two equal halves and is covered with porous grid plates on either sides. Normal
load is applied for a constant stress and shear load is applied at a constant rate of 0.02

18. 19
mm/minute. The test is repeated for different stress and failure stress is noted .A failure
envelope is obtained by plotting shear stress with different normal stress and is joined to form
a straight line from which angle of shear resistance and cohesion is obtained.
A. Materials Used:
1. Clay
The below properties of untreated clay samples were taken from based on the laboratory
works. Table – 1
Physical Properties of Clay
Particular Physical properties of clay
Specific gravity 2.08
Water absorption % 18.3
Fine material 5.9
Fineness modulus 3.07
Los angles -
Practical size distribution in (mm) - -
19 mm -
12.5mm -
9.5 mm -
4.75 mm 100
2.36mm 80.5
1.18 mm 52.2
600um 33.5
300um 21.6
150 um 8.7

19. 20
Silicon dioxide / silica (SiO2) : 60.34-72.6
Aluminum oxide/alumina (Al2O3) : 4.67-6.5
Calcium oxide : 1.75- 3
Magnesium oxide : 5.98-7.3
Sodium oxide : 8.56-9.1
Manganese : 0.127- 0.26
Fig. 5: untreated soil sample
B. TestResults on Untreated Samples:
The tested samples were taken has prescribed in the standard laboratory procedures in
various testing. In untreated samples involve
Testing and results are concluded below. In the each laboratory tests are conducted in at least
minimum a 3 trial bases
1. Specific gravity test
TRIAL 1 2 3
Specific gravity value 2.58 2.56 2.54
2. plastic limit test
TRIAL 1 2 3

20. 21
Water content % 18 20 22
3. liquid limit test
TRIAL 1 2 3
Water content % 30 32 34
Flow Index, If = ( 1 − 𝑊2 )𝑙𝑜𝑔10𝑁2𝑁1
4. shrinkage limit
Shrinkage limit 5.11
Shrinkage ratio 2.75
Shrinkage index 28.5
Shrinkage Limit, Ws = W - ( −𝑉𝑑 )𝛾𝑤𝑊𝑑 × 100
Shrinkage Index, Is = WL – WS
Shrinkage Ratio, SR = 𝑊𝑜
𝑉𝑜𝛾𝑤
C.TEST RESULTS ON TREATEDSAMPLES
In this laboratory test the various percentage of mix proportion add like 4%, 6%, 8% of
lime and 5%, 10%, 15% POLYTHENE and combination of 8%L+5%R, 8%L+10%R,
8%L+15%R. after 20 days as per code provision the treated samples are conducted prescribed
various tests and results are found to be tabulated and graphically.
1.Geotechnical Properties of Treated Samples
The test results for clay soil treated with different percentages of additives are presented
in the table.

21. 22
Fig. 6: SHRINKAGE LIMIT

22. 23
Fig. 7 :PLASTIC LIMIT
Fig. 8: UNCONFINED COMPRESSION TEST

23. 24
Fig. 9: LIQUID LIMIT
Fig. 10: FREE SWELL

24. 25
CHAPTER-5
RESULTS AND GRAPHS
1.Unconfined compressionstrength
Mixes code LL PL SL PI Free
swell
UCC
KN/M2
Untreated
soil
S 58 20.3 5.3 37 47.23 105
Soil+5%
of lime
L1 44 26.5 8.5 14 38.22 123
Soil+
10% of
lime
L2 56.5 28.4 6.55 16 25.33 133
Soil+15%
of lime
L3 58 36.5 NS 13.62 12.3 144
Soil+5%
of
polythene
P1 36 32.5 9.6 13.25 10.55 156
Soil+11%
of
polythene
P2 35.5 30.2 10.2 12.65 9.25 166
Soil+14%
of
polythene
P3 59.6 25.3 12.3 11 10.58 178
Soil+5%
of
lime+5%
of
polythene
LP1 36.21 36.5 NS 10.65 10 198
Soil+10%
of
LP2 45.36 38.5 NS 8.55 9.36 -

25. 26
lime+11%
of
polythene
Soil+15%
of
lime+14%
of
polythene
LP3 58.25 46.2 NS 7.45 9.25 -

26. 27
2. Directshear test

27. 28
3. California bearing ratio test

28. 29
ADVANTAGES
 The most successful method to minimize the heaving accompanying ettringite
formation is to force deleterious reaction to occur prior to compaction through the
following steps:
 Increase the optimum water content required to achieve the maximum dry density
by 3 to 5%.
 Increase the mellowing time periods from as low as 24 h to as much as 7 days on
the basis of the percentage of soluble sulfate in the soil
 The method involves adding lime into two increments, mixing soil with the first
increment and leaving the mixture to settle for three to seven days to provide
adequate time for ettringite formation before compaction. Then, the soil is mixed
with the second lime increment. This method is cost effective
 These recommendations were divided according to the sulfate level in the soil.
NLA proposed progressive (double) application of lime to minimize the heave
effect.
DISADVANTAGES
 The reviewed literature indicated the advantages of soil-lime mixture. However,
a number of disadvantages that are inherent to lime-treated soil can be identified
as follows inherent to lime treated soil.
 Volume change (increase) because of ettringite formation, which possesses
higher volume than the elementary reactive materials.
 Water adsorption by ettringite's high surface area and high surface potential.
 Flow of water caused by osmosis (Willet al., 1993; Nair and Little, 2011)

29. 30
CHAPTER-6
CONCLUSION
 Lime is used as an excellent soil stabilizing materials for highly active soils which
undergo through frequent expansion and shrinkage.
 Lime acts immediately and improves various property of soil such as carrying
capacity of soil, resistance to shrinkage during moist conditions, reduction in
plasticity index, increase in CBR value and subsequent increase in the compression
resistance with the increase in time.
 The reaction is very quick and stabilization of soil starts within few hours.
 The graphs presented above give a clear idea about the improvement in the properties
of soil after adding lime.
 The study has been successfully conducted to assess the improved geotechnical
properties of expansive clay treated with Lime
 soil and lime altered the texture and properties of clay soil through pozzolanic
reaction.
 Lime and polythene reduces the value of liquid limit and increases the value of plastic
limit. Hence the plasticity index is reduced.
 Also the free swell index values are reduced with the addition of lime and lime This
indicates the reduction the swelling -
 Shrinking and plasticity properties of the clay.
 Clay treated with 6% lime shows considerable decrease in plasticity index about 81%
and free swell index about 30%. Also it
 Shows appreciable increase in shear strength from 65kN/m2to 439.47 KN/m2.
Hence the optimum percentage of lime for
 Improving the property of clay is 6%.
 Clay treated with 5% lime has considerable decrease in plasticity index about 48%
and decrease in free swell index about
 18% when compared to other proportions and also it has gained an appreciable shear
strength from 65 k N/m2 to 174
 KN/m2. Hence it taken as optimum proportions.

30. 31
 Clay treated with 8% lime + 5% polythene has considerable decrease in plasticity
index about 58% free swell index about 41%.
 Also it has greater shear strength value of 198.23 k N/m2 compared to other
proportions.
 Therefore polythene can be effectively used in the stabilization of clay along with
lime.

31. 32
REFERENCES
1. Chad dock, B. C. J., (1996), “The Structural Performance of Stabilized Road Soil in
Road Foundations,” Lime stabilization. a. Thomas Telford.
2. Evans, P., (1998). “Lime Stabilization of Black Clay Soils in Queensland, Australia,”
Presentation to the National Lime Association Convention, San Diego, California.
3. Graves, R. E, J. L., and Smith, L. L., (1988). “Strength Developed from Carbonate
Cementation of Silica-Carbonate Base Course Materials,” Transportation Research Record
No.1190
4., A. A., and Toner, E. R., (1991), “Effect of Lime on Volume Change and Compressibility
of Expansive Clays,” Transportation Research Record No. 1295.
5. Dawson, R. F., and McDowell, C., (1961), “A Study of an Old Lime-Stabilized Gravel
Base,” Highway Research Board, Lime Stabilization: Properties, Mix Design, Construction
Practices and Performance, Bulletin 304.
6. Doty, R., and Alexander, M. L., (1968) “Determination of Strength Equivalency for
Design of Lime-Stabilized Roadways,” Report No. FHWA-CATL- 78-37.Dumbleton, M. J.
(1962) “Investigations to Assess the Potentialities of Lime for Soil Stabilization in the United
Kingdom”, Technical Paper 64, Road Research Laboratory, England.
7. E.A. Basho, R.Hashim, H.B.Mahmud and A.S Muntohar, 2005, “Stabilization of residual
soil with rice husk ash and cement, Journal of construction and
Building materials, Volume 19(6), July 2005.
8. “Soil mechanic and Foundation engineering” by A.K. Aroma.
9. IS: 1498 – 1970 Indian Standard Classification and Identification of Soils for general
engineering purposes.
10. IS: 2720(Part XL1) – 1977 Indian Standard Method of test for soils and Measurement of
Swelling Pressure of soils.