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International Journal of Scientific Research Engineering & Technology (IJSRET), ISSN 2278 – 0882
Volume 4, Issue 7, July 2015
SOIL STABILIZATION USING INDUSTRIAL WASTE AND LIME
M.ADAMS JOE1, A.MARIA RAJESH2
Associate Professor, Department of Civil Engineering, Middle East Engg College, Oman
2
Assistant Professor, Department of Civil Engineering, ACEW, Tamilnadu, India.
1
ABSTRACT
The project deals with stabilization of soil using industrial waste. Unsuitable highway sub grade soil requires stabilization
to improve its properties. Industrial waste sand is used as raw materials when the sand can no longer be reused in the
industry, it is removed from the industry and is removed from the industry and is termed as industrial waste sand.
Ingredients used are Copper slag, cement and lime. Copper slag is a by product of Copper industryLime was bought from
locally available chemical laboratories. The project are planned to conduct various experiment like Specific gravity, sieve
analysis, proctor compaction test, unconfined compressive strength and CBR test to increase strength properties and
behaviour of sub base. Then the results and graphs of various mixes are compared to see their effects in sub base
stabilization. The stabilization technique has an additional benefit of providing an environment friendly way to deal with
industrial waste sand.
Keywords: - Industrial waste sand, Lime, Atterberg limits, Unconfined Compressive Strength and California Bearing
Ratio Test
1. INTRODUCTION
The sub-base is an important layer in both flexible and rigid pavements. It mainly acts as a structural layer helping to
spread the wheel loads so that the subgrade is not over-stressed. It also plays a useful role as a separation layer betThe
projecten the base and the subgrade and provides a good working platform on which the other paving materials can be
transported, laid and compacted. It can also act as a drainage layer. The selection of material and the design of the subbase will depend upon the particular design function of the layer and also the expected in-situ moisture
conditions.Stabilised sub-bases can be used for both flexible and rigid road pavements, although the reasons for doing this
can vary. In order to identify the benefits of stabilising sub-bases, it is necessary to examine the role of the sub-base for
each pavement type. A stabilised, and therefore stiffer, sub-base provides greater load spreading ability and hence reduces
stresses imposed on the subgrade. When stabilised the sub-base provides much of the structural rigidity in the pavement,
and also assists during the compaction of the upper granular layers and hence increases their ability to withstand
deformation.
Indian Resource Council materials have been used successfully in stabilized base and subbase applications as the binder,
the pozzolanic material admixture or as both the fine and coarse aggregate. Slag materials have also been used in
stabilized layers. Slag cement can be used as the binder for stabilized base and subbase layers, while air cooled blast
furnace slag has been used very successfully as fine aggregate. Other Indian Resource Council materials that have been
used successfully in stabilized base applications include industrial waste sand, which have been used as a fine aggregate
and crushed concrete, which is used for both coarse and fine aggregate. One benefit of recycling concrete is that it keeps
high quality natural aggregates in use. In addition, Portland cement concrete pavements can be recycled on site, which
reduces project costs by eliminating the transportation costs associated with removing the old concrete.
The use of Indian Resource Council materials as aggregates in high volume applications like base and subbase
layers reduces the need for mining virgin aggregate and the associated use of water, fuel and reduces carbon dioxide
emissions, while also saving valuable landfill space. At the same time, the performance of these materials is as good or
better then natural materials, which provides added value to the project because of the reduced costs. In addition, the use
slag cement provides strong, cost effective pavement layers while reducing green house gas emissions and energy
consumption compared to cement.
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1.1 SCOPE OF THE WORK
It would have been a very good situation if common industrial wastes can be considered as an alternative to
conventional aggregate materials for highway construction with economical solution. On the basis of this the
Objective and Scope of Work of the Present Thesis has been considered.
Fig 1 : Study Area
Location 1: Tirunelveli
Location 2: Chennalpatti
Location 3: Thattarmadam
Location 4: Pettai
Location 5: Melakulam
2. MATERIALS USED
2.1 Industrial waste sand:
Industrial waste sand is high quality silica sand with uniform physical characteristics. It is a byproduct of
the ferrous and nonferrous metal casting industry, where sand has been used for centuries as a moulding material because
of its unique engineering properties. In modern foundry practice, sand is typically recycled and reused through many
production cycles. Industry estimates are that approximately 100 million tons of sand are used in production annually. Of
that, four (4) to seven (7) million tons are discarded annually and are available to be recycled into other products and
industries.
2.2 Lime:
Lime is a calcium-containing inorganic material in which carbonates, oxides and hydroxides predominate. Strictly
speaking, lime is calcium oxide or calcium hydroxide. The word "lime" originates with its earliest use as building mortar
and has the sense of "sticking or adhering." These materials are still used in large quantities as building and engineering
materials (including limestone products, concrete and mortar) and as chemical feedstock‟s, and sugar refining, among
other uses. The rocks and minerals from which these materials are derived, typically limestone or chalk, are composed
primarily of calcium carbonate. They may be cut, crushed or pulverized and chemically altered. "Burning" (calcinations)
converts them into the highly caustic material quicklime (calcium oxide, CaO) and, through subsequent addition of water,
into the less caustic (but still strongly alkaline) slaked lime or hydrated lime (calcium hydroxide, Ca(OH)2), the process of
which is called slaking of lime.
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3. EXPERIMENTAL WORK
In this project The project have conducted various experiment to find the stabilisation of the sub base using the
industrial waste and cement the various test conducted to find the stabilisation of the sub base based on the ASTM
procedure are listed below:
3.1 Liquid Limit (ASTM D 4318 – 05)
3.2 Plastic Limit (ASTM D 4318 – 10e)
3.3 Sieve Analysis (ASTM D 6913)
3.4 Specific Gravity (ASTM D 6473)
3.5 Standard Proctor Compaction Test (ASTM D 1557)
3.6 Unconfined Compressive Strength (ASTM D 2166)
3.7 California Bearing Ratio Test (ASTM D 1883)
3.1 LIQUID LIMIT:
Liquid limit is defined as the moisture content at
which soil begins to behave as a liquid material and
begins to flow. The importance of the liquid limit test is
to classify soils. Different soils have varying liquid
limits. Also, once must use the plastic limit to determine
its plasticity index.
Fig 2 Liquid limit equipment
3.2 PLASTIC LIMIT
Plastic limit is defined as the loThe projectst moisture
content and expressed as a percentage of the The
projectight of the oven dried soil at which the soil can be
rolled into the threads one-eighth inch in a diameter
without the soil breaking into pieces. This is also the
moisture content of a solid at which a soil changes from
a plastic state to a semisolid state.
Fig 3 Plastic limit equipmen
3.3 SIEVE ANALYSIS:
A sieve analysis is a practice or procedure
used assesses the particle size distribution of a
granular material.
Fig 4 Sieve Analysis equipment
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International Journal of Scientific Research Engineering & Technology (IJSRET), ISSN 2278 – 0882
Volume 4, Issue 7, July 2015
3.4 SPECIFIC GRAVITY:
Specific gravity is defined as the ration of
the unit The projectight of soil solids unit The
projectight of water. The specific gravity is needed
for various calculation purposes in soil mechanics,
e.g. void ratio, density and unit The projectight
Fig 5 Specific Gravity equipment
3.5 STANDARD PROCTOR COMPACTION TEST:
Compaction is the process of densification
of soil mass by reducing air voids under dynamic
loading. This test is conducted in order to find out the
optimum moisture content and maximum dry density
of the soil.
Fig 6 Standard proctor compaction equipment
3.6
UNCONFINED
COMPRESSIVE
STRENGTH:
The unconfined compression test is used to
measure the shearing resistance of cohesive soils
which may be undisturbed or remolded specimens.
An axial load is applied using either strain-control or
stress-control condition. The unconfined compressive
strength is defined as the maximum unit stress
obtained within the first 20% strain.
Fig 7 Compressive testing machine
3.7 CALIFORNIA BEARING RATIO TEST:
The California bearing ratio (CBR) is a
penetration test for evaluation of the mechanical
strength of road subgrades and base courses. The test
is performed by measuring the pressure required to
penetrate a soil sample with a plunger of standard
area. The measured pressure is then divided by the
pressure required to achieve an equal penetration on a
standard crushed rock material. The CBR rating was
developed for measuring the load-bearing capacity of
soils used for building roads.
Fig 8 California Bearing Ratio Equipment
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Volume 4, Issue 7, July 2015
4. RESULT AND DISCUSSION
4.1 Index Properties
Table : Index Properties of materials
Materials
Index Properties
Specific Gravity (G)
Liquid Limit
(WL)
Plastic Limit
(WP)
Shrinkage Limit (WS)
Sieve Analysis- Coefficient of
curvature ( Cc )
Soil
Lime
Copper slag
2.65 Kg/m3
39 %
28%
8%
2.5 Kg/m3
25 %
23 %
6%
2.22 Kg/m3
30%
25%
15 %
0.54
0.53
0.54
4.2 Mechanical Properties
4.2.1 Standard Proctor Compaction Test
Table 1 Standard proctor compaction test
Optimum
Dry
Location
moisture
density
content in %
in g/cc
Location 1
9.3
1.837
Location 2
11
1.730
Location 3
7.9
1.905
Location 4
10.6
1.806
Location 5
7.25
1.890
Location
Unconfined compressive
strength in kN/m2
Location 1
66
Location 2
180
Location 3
197
Location 4
152
Location 5
167
Fig. 13 unconfined compressive strength
unconfined compressive strength in
kN/m 2
4.2.2 UNCONFINED COMPRESSIVE STRENGTH
Table 2 Unconfined compressive strength
Fig 12 Water content in % Vs Dry density
250
197
180
200
167
152
150
100
66
Y-Values
50
0
0
2
4
locations
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International Journal of Scientific Research Engineering & Technology (IJSRET), ISSN 2278 – 0882
Volume 4, Issue 7, July 2015
4.2.3 CALIFORNIA BEARING RATIO TEST
Table 3 California bearing ratio test
Location
Fig 14 Penetration in mm Vs load
Bearing
Ratio in %
Location 1
25
Location 2
33
Location 3
17
Location 4
14
Location 5
25
5. CONCLUSION
From the study it is observed that there is an appreciable improvement in the optimum moisture content and
maximum dry density for the soil treated with industrial waste. In terms of material cost, the use of less costly Admixtures
can reduce the required amount of industrial waste. Soils had the greatest improvement with all soils becoming nonplastic with the addition of sufficient amounts of industrial waste. The study after conducting several experiments
revealed the following significances in using lime and industrial waste as a stabilizing agent. The addition of lime and
industrial waste mixes to sub base increases the unconfined compressive strength value more than that by ordinary
methods. The sub base stabilization with lime and industrial waste mixes improves the strength behaviour of sub base. It
can potentially reduce ground improvement costs by adopting this method of stabilization.
REFERENCE
[1] Achmad Fauzi, Zuraidah Djauhari And Usama Juniansyah Fauzi “ Soil Engineering Properties Improvement By
Utilization Of Cut Waste Plastic And Crushed Waste Glass As Additive ” Iacsit International Journal Of Engineering And
Technology, Vol. 8, No. 1, January 2016.
[2] Akshaya Kumar Sabat, Associate Professor, Subasis Pati Research Scholar Department Of Civil Engineering Institute
Of Technical Education And Research Siksha „O‟anusandhan University Khandagiri Square, Bhubaneswar, Or, India, “ A
Review Of Literature On Stabilization Of Expansive Soil Using Solid Wastes ”
[3] M Anjan Kumar, Giet,Rajamundry & G V R Prasada Raju, Department Of Civil Engineering,Jntu College Of
Engineering, “ Use Of Lime Stabilized Pavement Construction ” Indian Journal Of Engineering & Material Science
Vol.16, August 2009.
[4] Ankit Singh Negi, Mohammed Faizan, Devashish Pandey Siddharth, Rehanjot Singh, Dept.Of Civil Engineering,
University Of Petroleum And Energy Studies,Dehradun,India, “ Soil Stabilization Using Lime ” International Journal Of
Innovative Research In Science, Engineering And Technology.Vol. 2, Issue 2, February 2013.
[5] Dallas N. Little, Texas A&M University, Eric H. Males, National Lime Association, Jan R. Prusinski, Portland
Cement Association, Barry Stewart, “ Cementitious Stabilizaion, Lime Stabilization,Coal Fly Ash Stabilization, Portland
Cement Stabilization ” American Coal Ash Association A2j01: Committee On Cementitious Stabilization Chairman:
Roger K. Seals, Louisiana State University.
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International Journal of Scientific Research Engineering & Technology (IJSRET), ISSN 2278 – 0882
Volume 4, Issue 7, July 2015
[6] George Rowland Otoko Civil Engineering Department, Rivers State University Of Science And Technology, Port
Harcourt, “ A Review Of The Stabilization Of Problematic Soils ” International Journal Of Engineering And Technology
Research Vol. 2, No. 5, May 2014, Pp. 1 - 6, Issn: 2327 – 0349.
[7] Mandeep Singh & Anupam Mittal, , Department Of Civil Engineering, Nit, Kurukshetra, “ A Review On The Soil
Stabilization With Waste Materials ” International Journal Of Engineering Research And Applications (Ijera) Issn: 22489622
[8] Mukesh A. Patel,Dr. H. S. Patel “ A Review On Effects Of Stabilizing Agents For Stabilization Of The projectak Soil”
Civil And Environmental Research Issn 2222-1719 (Paper) Issn 2222-2863 Vol 2, No.6, 2012.
[9] Priti Mishra, Jha Ajachi R.B., Mohnish Satrawala, Harsh Amin “ Experimental Study On Waste Recycled Product
(W.R.P.) And Waste Plastic Strips (W.P.S.) As Pavement Sub-Base Material
[10] Swapan Kumar Bagui General Manager, “ Pavement Design For Rural Low Volume Roads Using Cement And Lime
Treatment Base ” Pavement, Material And Geotechnical Division, Intercontinental Consultants And Technocrats Private
Limited, A8 Green Park, New Delhi, India.
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SSRG International Journal of Civil Engineering- (ICRTCETM-2017) - Special Issue - April 2017
SOIL STABILIZATION USING LIME AND FLY ASH
N.Krithiga1, D.Pujitha *2,T. Palayam*3 , A.revathy*4
1
Assistant
Professor(civil
Eng),Department
of
Civil
Engineering,Sri
Muthukumaran Institute of Technology,*234 UG students, Department of Civil
Engineering,
ABSTRACT
Now a days, inefficient properties of soils are a critical issue in engineering
projects. In some cases, improve the characteristic of unsuitable soil is a
fundamental step for making construction.Pavement structures on poor soil sub
grades show early distress causing the premature failure of the pavement.
Clayey soil usually have the potential to demonstrate undesirable engineering
behaviour , such as low bearing capacity , high shrinkage and swell
characteristics and high moisture susceptibility.
Stablilsation of these soil is a usual practice for improving the
strength.Soil stabilization performed the use of technique to adding a binder to
the soil in order to improve the engineering performance of soil .This study
reports the improvement in the strength of a locally available cohesive soil by
addition of both lime and fly ash. Researches were illustrated that adding the
additives leads to progress in workability and mechanical behaviour of soil after
stabilization lime and fly ash as local natural and industrial resources were
applied for chemical stabilization.
Lime alone has traditionally been used in clay-bearing, highly cohesive
soil whereas fly ash has been used to bind non-cohesive soil, granular or poorly
cohesive soil. Fly ash is mainly used to stabilize the sub base or base course.
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1. INTRODUCTION
The swelling and shrinkage characteristic of expansive soil depend
upon the percentage of moisture content in it. So the expansive soil undergoes
volumetric changes due to the variation of water content in it. The finer particles
of the expansive soil lead to the water holding capacity. The percentage of
moisture content inside the expansive soil depends upon the seasonal variation.
The swelling and shrinkage characteristics of the expansive soil causes the
differential movement, resulting in severe damaged to the foundations,
buildings, roads, retaining structures, canal linings, etc. The expansive soil
losses its chemical strength during the expansion condition.
The fly ash generally produced by the combustion of coal of the
thermal power plant. The large numbers of power plant has been established
across the world to full fill the demand of power.
Chemical stabilization introduced the use of technique to add a binder to the
soil to improve the geotechnical performance of land such as mechanical and
chemical characteristics of soil. Some studies are reported that, different
additives such as cement, lime, fly ash, silica fume, and rice husk ash have been
used for chemical stabilization of soft soils. Chemical stabilization is applied as
a cost effective, environmental friendly and efficient method for soil treatment.
It is also well known that stabilizing soil with local natural, industrial resources
particularly lime and fly ash has a significant effect on improving the soil
properties. In soil stabilization with lime and fly ash, additives combined by
specific moisture content, then apply for improving the soil properties in
engineering projects. Investigator experiments on the physical and chemical
reaction of stabilized soil revealed that, lime, fly ash, and mixture of lime-fly
ash have short-term and long-term effect on the characteristic of soil.
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SSRG International Journal of Civil Engineering- (ICRTCETM-2017) - Special Issue - April 2017
Lime stabilization is a method of chemically transforming unstable soils
into structurally sound construction foundations. Lime stabilization is
particularly important in the construction of highway for modifying subgrade
soils, subbase materials, and base materials. The improved engineering
characteristics of materials which are treated with lime provide important
benefits to portland cement concrete (rigid) and asphalt (flexible) pavements.
Lime stabilization creates a number of important engineering properties
in soils which includes improved strength; improved resistance to fracture,
fatigue, and permanent deformation; reduced swelling; and resistance to the
damaging effects of moisture. The most substantial improvements in above said
properties are seen in moderately to soils with high plasticity, such as
heavy clays. Then soil stabilization occurs when lime is added to a reactive soil
to generate long-term strength gain through a pozzolanic reaction. That reaction
produces stable calcium silicate hydrates and calcium aluminate hydrates
as the calcium from the lime reacts with the aluminates and silicates solubilized
from the clay. This pozzolanic reaction can continue for a very long period of
time, even decades -- as long as enough lime is present and the pH remains high
(above 10). As a result of this, lime treatment can produce high and long-lasting
strength. Lime in the form of quicklime (calcium oxide – CaO), hydrated lime
(calcium hydroxide – Ca[OH]2), or lime slurry can be used to treat the soils.
Hydrated lime is created when the quicklime chemically reacts with water. It is
hydrated lime that reacts with particles of clay and permanently transforms
them into a strong cementious matrix.
Since, fly ash is a waste material from thermal power plants and shows
pozzolanic characteristics, it is always encouraged to use fly ash for
stabilization where easily and economically available.
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SSRG International Journal of Civil Engineering- (ICRTCETM-2017) - Special Issue - April 2017
Fly ash is extracted from flue gases of a furnace fired with coal and is nonplastic fine silt. Its composition varies according to the nature of coal burned.
Many efforts are being directed toward beneficial utilization of this waste
product in several ways. Fly ash has been used as a pozzolana to enhance The
improvements noticed in some of the geotechnical properties of clayey soils
only with fly ash are not adequate for its use in roadwork and foundation design
.However, lime which is considered to be a good stabilizing agent for clayey
soil may be added to fly ash in the stabilization of the soil to further improve the
properties. Fly ash is a waste product of a thermal power plant where as lime is
very cheap and readily available.
OBJECTIVES:
To explore the effective usage of fly ash.
To study the effect of lime and fly ash and increasing the bearing
capacity of soil.
To study the effects of lime and fly ash and decreasing the
permeability of soil.
To explore the possibility of using fly ash in road construction
programme.
To study the effect of lime and fly ash on proctor‘s density and
OMC of clayey soil.
To study the change in CBR of soil by the addition of lime and fly
ash.
To study the effect of curing period on the properties of clayey
soil.
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3.SELECTION OF MATERIALS
3.1RED SOIL
Red soils generally derived from crystalline rock. They are
usually poor growing soils, low in nutrients and humus and difficult to cultivate
because of its low water holding capacity. Red soils denote the third largest soil
group of India covering an area of about 3.5 lakhs sq.km over the peninsula
from Tamil Nadu in the south to Bundelkhand in the north and Rajmahal hills in
the east to kachchh in the west.
3.2ALLUVIAL SOIL.
The term alluvium is not typically used in situations where
the formation of the sediment can clearly be attributed to another geologic
process that is well described. This includes lakes sediments, river sediments or
glacially-derived sediments.
Alluvial soil is loose, unconsolidated soil or sediments
which has been eroded, reshaped by water in some form, and re deposited in a
non-marine setting.
3.3 CLAYEY SOIL
Clay soil is composed of tiny particles that are hard
and able to become easily compacted. This compaction makes it difficult to
plant or even shovel within the soil. Clay minerals are hydrous aluminium
phyllosilicates that may contain varying amounts of iron, magnesium and alkali
metals.
3.4 LIME
Hydraulic lime is a general term for varieties of
lime,or slaked lime, used to make lime mortar which set through hydration thus
they are called hydraulic.
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Hydraulic lime provides a faster initial set and higher compressive strength.
The terms hydraulic lime and hydrated lime are quite similar and may be
confused but are not necessarily the same material.
The two basic types of hydraulic limes are
Natural hydraulic lime
Artificial hydraulic lime
3.5 FLY ASH
Fly ash is a by-product from burning pulverized coal in
electric power generating plants. During combustion, mineral impurities in the
coal fuse in suspension and float out of the combustion chamber with the
exhaust gases.
Two types fly ash are commonly used in concrete.
Class c
Class F
Class c are often high-calcium fly ashes with carbon content
less than 2 %;whereas class F are generally low calcium fly ashes with carbon
content less than 5% but some times as high as 10%.In general, class c ashes
produced from burning sub-bituminous are anthracite coals.
Performance properties between class c and class f ashes are
varying depending on chemical and physical properties of the ash.
Many class c ashes when exposed to water will react and
become hard just like cement but not class f ashes. Most, if not all, class f ashes
will only react with the by-products formed when cement reacts with water.
Class c and class f fly ashes were used in this research project.
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4.TEST FOR SOIL SAMPLES
1)specific gravity,2) liquid limit & plastic limit, 3)standard proctor test, 4)direct
shear, 5)california bearing ratio, 6)california bearing ratio.
5.RESULT AND DISCUSSION
COMPRAISON OF VARIOUS SOIL SAMPLES
5.1CALFORNIA BEARING RATIO
CBR TEST
14
12
LOAD
10
8
Series1
6
Series2
4
Series3
2
0
type a
type b
type c
type d
PENETRATION
As per soil sample are tested in CBR test with lime and fly ash and the
result shows that’s clay soil , lime and fly ash soil good in stability.
5.2 DIRECT SHEAR:
DIRECT SHEAR
70
shear stress
60
50
40
Series1
30
Series2
20
Series3
10
0
type a
type b
type c
type d
Normal stress
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As per soil sample are tested in direct test with lime and fly ash and the result
show that’s red soil good in stability.
5.3 STANDARD PROCTOR TEST
standard proctor test
water content
6
5
4
dry density
3
dry density
2
dry density
1
dry density
0
type a
type b
type c
type d
dry density
As per soil sample are tested in Standard proctor test with lime and fly
ash and the result shows that’s clay soil good in stability.
1).The specific gravity test should be done for various types of soil. From the
result It is observed that it increase the strength by mixing the clay soil , lime
and fly ash
2). From the liquid limt it shows the increase in strength by mixing the
clay,lime and fly ash when compare red and alluvial soil.
3). From the plastic limt it shows the increase in strength by mixing the
clay,lime and fly ash when compare red and alluvial soil.
4). From the standard proctor test it shows the increase in strength by mixing
the clay,lime and fly ash when compare red and alluvial soil.
5). From the direct shear it shows the increase in strength by mixing the
clay,lime and fly ash when compare red and alluvial soil.
6). From the CBR test it shows the increase in strength by mixing the clay,lime
and fly ash when compare red and alluvial soil.
7). From the UCC test it shows the increase in strength by mixing the clay,lime
and fly ash when compare red and alluvial soil.
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CONCLUSION
From the results of the present study, it is concluded that, the soil
stabilization using lime and fly ash is a very effective process for the
strengthing of soil. During comparison the clay obtain maximum strength .
since lime and fly ash are low cost material it obtains high strength and
make the structure strong and durable.The test has been conducted in
various soils such as clay soil ,alluvial soil,and red soil among these the
clay soil is the best results and it can be used to strength the building
and roads. Due to stabilization the soil the bearing capacity of the soil
gets increasing and any foundation can be construction in the soil.
REFERENCES
1.Minnick, Lo Jo s Carson, Wo Ho, Hlller,(1950)
2.Chu, To Ho , Davidson, Do To , Goecker, W. I, Moh.(1955)
3.Punmia B.C for soil mechanic and foundation engineering (2005)
4.Jaleel,Z.T.(2011), Effect of Soaking on the CBR-Value of Subbase
5.Soil. Eng. and Tech. journal, vol.29
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Page 518
Defence Science Journal, Vol. 2, No. 4, October 1952, pp.208-217 ©1952, DESIDOC
Sol& STAB~LUA!~IO~
By Dr. K. Subba Rao, Defence Science Organisation, Ministry of Defence,
New Delhi
The subject of soil stabilization has been reviewed: The various stabilizing
agen-ts and the different methoas of soil stabilization have been considered.
Soil stability is dependent on the two important properties of soils-cohesion
and internal-friction. A proper adjustment of these two properties and also
wat?r proofing are the main lines of approach to the problem of soil stabiYaatio~.
The different methods of soil stabilization are based on the following principlea (1)Mechanical, (2) Physical, (3) Physico-chemicalaad Colloid-chemical. The
mechanical methods are drainage, compaction and vibration. The physical
methods are mixing of soils to improve grading, electmsmosis and freezing. The
physico-chemicaland colloid-chemid methods consist in the use of soil cements,
deliquesoents, bitumens, waxed parafib oils, resins, cement grout and sodium
silicate.
Introduction
Soil stabilization is the process by which certain properties of soil-are
improved in order to make the soil serve better as a foundation or construction
material. The stabilization process may be either physical or chemical.
Soil stabilization consists not only in improving the physical properties
euch as compressive strength and shearing resistance but also in providing a
defence mechanism against the detrimental effects of weather and microbial
activity.
Soil Stability
Soil stability in the engineering sense denotes the maintenance of a reasonably high bearing power. The bearing power connected with volume and shape
of a soil is a function of its shearing resistance. For sandy soils which are noes
cohesive, shearing resistance=normal pressure x coefficie~tof friction, whereas,
for clay soils which are cohesive, shearing resistance= cohesion. For intermediate soils however shearing resistance=cohesionf (normal pressure xcoefficient of friction).
Difterent methods of soil stabilization
Internal fric_tionin the engineering sense is a property of coarse grains such
as sand and gravel while cohesion is due to clay. Friction is practically indepecdent of moisture whereas cohesion is governed by it. Purely frictional
material has no stability unless it is under a conked pressure. Purely cohesive
material may have extremely high strength when dry and practically none when
wet. These facts indicate the main lines of approach to the problem of soil stabilization 1)Supplying cohesion t o purely frictional soils. 2) Supplying friction to purely cohesive soils. 3) Water-proofing of cohesive soils. In addition,
stabilization should provide a defence mechanism agabst the adverse effects of
climate.
208
DEBENCE SCIPNCE 3OURNAL
209
t
Classification of stabilization methods
Several attempts have been made to clas8y the soil stabilization methob
both from the engineering and scientific point of view (11). The dassi6cation
based on the following principles is however useful :(1) Mechanical.
(2) Physical.
(3) Physico-chemical and Colloid-chemical.
In practice every soil stabilization method may involve any one, two or all'the
three principles.
Uses of stabiliaed soil
Stabilied soil is used as surfacisg for low cost roads, farm y&ds and store
yards. It is also used as sub-base for roads, footpaths, cycle tracks, play
grounds, car parka, aerodrome runways, farm yards and store yards. Soil
stabilization is adopted for the formation of embankments, fillkg in behind
retaining walls, over arches and culverts.
Subgrade is the foundation for a pavement. When the virgin sod itself is
used as a support for the pavement, its surface is called subgrade. Sometimes
special subgrade layers are used. Ordinarily the subgrade is 1-3 feet thick for
highways and 1-6 feet thick for runways.
Requirements of a subgrade are strength, rigidity, incompressibility, freedom from swelling, shrinking and frost action. Strength and rigidity depend
upon dry density and water content. In cohesionless soils, water is of little
importance but in cohesive soils it has a marked influence.
\
Drainage
,
Water is the greatest enemy of subgrades and pavements, as it produces
loss of strength, increase in volume and the possibility of frost action. Entry
of water can be prevented by suitable drainage. Iptroduction of a layer of
coarse sand between subgrade and the underlying soil and between subgrade and
surface can prevent capillary rise i f water from below.
Drainage always improves the strength of saturated soils whereas dry soils
lose their strength by saturation. Therefore, the process of providing adequate
drainage could be a natural a ~ effective
d
process of improving the strength of
soils. , In providing drainage, it is necessary to prevent the water from carrying
away the soil with it, otherwise it leads to internal erosion. Suitable filters are
employed to oheck this erosion.
In the case of roads and runways it is very pecessary to have a dense subgrade before the pavement is built. Densscation is effected by the removal of
water by adequate drainage and evaporation. Many road' failures are due to
softening of the subgrade by water which occurs in the absence of proper
drainage.
- In the case of deep deposits the most effectiveway of dealing with the water
is to catch it in a ring of -wellsround the sit;e, This ~ e t h o dis very u~efulin es~avatingthe soil in the site,
210
SOIL STABILIZATION
Compaction
The strength of a soil depends on its water content and its pore volume.
Smaller the pore volume and lesser the water oonterit (up to a limit), the stronger
is the soil.
i
Compaction'generally increases the density of partially saturated soils.
This is followed by an increase in cohesion and internal friction. There is also a
decrease in pore volume and its accessibility to water.' Compactioa is usually
adopted in densifying the subgrades of roads, runways, embankments and it is
effected by rollers and rammers. For obtaining high density, the soil should be
compacted in thin layers.
Another important factor in compaction is the moisture content of the soil.
Figure I, indicates that there is an optimum value of the water content for which
maximum density can be obtained on compaction. For obtaining the greatest
efficiency, compaction must be effected by roller or r a m e r a t this optimum
water content. The optimum water content can be determined by the Proctor
test.
WATER
I
- CONTENT
- p.
C.
Moisture-Density curves for different compactive efforts.
For a given soil the greater the dry density s d e r is the pore volumeregardless of water oontent. So, maximum dry density is just another way of
expressing raillirnumpor~sit~.For aliy given water content, perfect compaction
would expel all air from the soil and produce saturation. If dry densities correspolrdiog to saturation a t different water contents are plotted, zero-$ore curve
is obtained. It represents the theoretical dcnsitim obtained by perfect compaction at different water content*,
211
DEFEHCE SCIENCE JOURNAL
If in the method of compaction, the compactive effort is ;aried, different
moisture-density curves are obtained in which the maximum for water shifts,
Greater the compaative effort, lesser is the optimum moisture for any soil. For
maximum compaction the compactive effortrequired depends upon the moisture
content.
Slightly cohesive soils are compacted by pressure which brings the soil
qrains closer together. If the force is too great it produces shear failure and a
loose soil. For sand and gravels the maximum density is at 8-10per cent water.
For cohesive soils it is roughly 3-4 per cerit lower than the plastic limit.
Compaction of a cohesive soil can also be effected by saturating the soil
with water and subsequent drying. The force of capillary tension usually brings
about compaction. However, this process results in extremely erratic compaction with soft soupy pockets and large cracks in the dried mass. Resides, the
method is very slow. Cohesive soils generally require very high pressures for
compaction.
Swelling, shrinkage and loss of strength are caused by changes in water due
to floodirig or prolonged wet or dry seasons.
In preparing the subgrade for roads and runways different types of rollers
such as smooth, rubber tyred and sheep's foot rollers are used. I n general, the
heavier the roller, the better the'compaction. For sandy sogs.vibrating rollers
have been developed. For bridge abutments soil compaction is effected by
rammers.
Vibration
I
Deep deposits of loose sands are diffioult materials to work with and these
may be stabilised by increasing the density by vibration. The vibration may
be caused either by explosives or pile-driving. With cohesive soils, vibration
method has little effect.
Cohesionless soils become dense when their' grains assume new position s
reducing the pore space between them. gtatic pressure is practically useless in
compacting cohesionless soils because the grains just 'wedge against one another
and refuse to move. Vibration accompanied by light pressure is very effective
and severe shocks produced by impact of a heavy object on the soil surface can
increase the density to depths of several feet. If the cohesionless soil is slightly
moist, the capillary tension of water film may prevent the effect of vibration.
Saturation of the sand however eliminates the capillary tension and permits
satisfactory oompaction.
Pile-driving is a, very effective way of compacting loose and cohesionless
soils over great depths. The method is slow,and expeisive.
The vibroflotation method for sands employs a gigantic vibrator, resembling
a concrete vibrator. Water jetted from within the vibrator loosens the sand
and the vibration compacts the loosened sand to very dense state..
Jetting and flooding have been used suocessfully in cohesio~lesssoib of
high permeability.
, .
I
212
BOIL KPABILIZATION
PHYSICAL METHODS
Mixing of soils to improve grading
Stability under both wet and dry conditions can be attained by a proper
blending of cohesive soils with granular soils (2). The shear strength of a graded
cohesionless soil containing coarse, medium and fine particles-isinvariably greater than that of a soil in which the particles are uniform in size, I n a graded soil
the smaller particles fill the pores between bigger particles and thus a high density results. Standard grading limits have been laid down by the American
Society of Testing Materials. Well graded soils compact easily and provide
high strength. If a soil is poorly graded, it is often possible to mix it up wit11
a soil from another source in order to bring the mixture to the standard grading.
Thus cohesionless soils can be stabilised by adding cohesive soils. Actually
in the mixture a crude clay concrete is formed cla,yacting as a binder. The proportion is fhed by actually testing the strength of the mixtures: To preserve
the stabilisation in dry weather, treatment with calcium chloride is necessary.
The biggest drawback is the extreme susceptibility of themixture to frost action.
Proper grading of soils is usually determined by employing sieves and
sedimentation. Similarity in the gradation of two soils as determined by sieving
and sedimentation does not give any information about such important properties as hardness and angularity of the coarse fractions or shape and minerological and chemical composition of the finer fractions. Hardness and angularity are important for the mechanical stability of sand and gravel whereas the
shape and mineralogical and chemical composition of the clay particles determine the water affiity and the swelling properties-of clay.
~
The method of mixing soils to improve grading is ordinarily limited t , surface deposits.
Electrosomos@
I n excavations in silty soils, stability can be qttained by causing the pore
wat6r to flow from the excavated area. On account of the low permeability
natural drainage is very slow. This can be hastened by electrosomosis. The
passage of electricity causes the soil water to flow from the anode to the cathode,
the latter of which is generally a perforated tube. As the water collects in the
tube it is pumped out. Several large scale instances of electmsomotic stabilization employed in Germany have been quoted by Casagrande. The method is
very interesting, cohzparatively inexpensive and is conveniently applicable
even to very deep deposits.
Freezing
I n the silt range, the porosity is very low and therefore the method of injecting stabilizing agentsinto the mil is not practicable. The ground may be
stabilized by freezing the pore water. This method is very costly and is also
slow, ordinarily requiring several months to freeze the ground. This method
can be aucces~fullyapplied to any saturated soil and is successful as long as the
ground is kept frozen. On account of its limitations, the method is restricted to
special oases.
.
PHYSXCO-CHEMICAL AND COLLOID-CHEMICAL ME!PHODB
oil cement
Soil cement is produced by mixing portland cement with natural soil (3).
The use of soil cement dates hack to Roman times when nat~lrallyoccurring
cements were mixed with soil to provide foundations for roads. When the
grading of a soil is poor the cement acts as a binder and the soil with cement will
have new properties.
I n fixing soil-cement ratio ?t is necessary to take into consideration the
water content, organic matter and sulphates present in the soil. To stabilize a
silty sand, a larger amount of cement is required than for sandy gravel. To
stabilize clay a large quantity of cement is required. I n fact, owing to the main
difficulty of mixing, no successful method of stabilizing clay has so far been developed.
The amount of cement ordinarily required for stabilization varies from 8-12
per cent. The amount of cement required is determined by crushing tests on
compacted samples containing different amounts of cements. The strength
increases with cement and the amount of cement giving a seven day strength of
250 lbslsq. inch is usually taken as the standard. Satisfactory compaction is
important. The water-cement ratio cannot be speczed as the amount of water
required in the soil for good compaction is very much greater than wliat is required in the making of good concrete.
Soil cement has been used successfullyin the construction of roads, air port
bases, as an excellent foundation for concrete pavements. Recently in India,
the Government have built over four thousand houses in East Punjab making
use of soil cement (6). An excellent account ofthe role of surface-chemical
factors in the hardening of soils by cement has been given by Winterkorn and
coworkers (13).
-
.
Deliquescents
Deliquescents like calcium chloride, tend to absorb moisture from the atmosphere. Additios of calcium chloride to soil consequently prevents drying
out and shrinkage of soil during summer months. In cohesionless soils like
sands and silts it produces m6isture films which improve the shear strength
whereas in cohesive soils it prevents dust. These effects however are temporary and the treatment will not prevent the soil from absorbing wa,ter and becoming soft during rainy mason.
Though pure calcium chloride is a deliquescent, as a part of soil it may
not retain this property fully because a portion may remain in solution as
calcium and chloride ions. Calcium may also undergo exchange reaction
with soil,
Sodium chloride and sea water when added to soil nbt only enhance water
retaining capacity but also disperse clay leading to increased density and decreased permeability.
Bituminous binde~s
Bituminous materials have been used to improve the shear strength and
reduce the sensitivity of the soil to changes in water (10,12).
Bitumen when used as a stabilizing agent may act as a binder or as a waterproofing material. Soil-bitumen systems have found the greatest use in the
, construction of road bases and surfaces.
If a soil is of the cohesive type it possesses satisfactory bearing capacity aC
low moisture contents. I n such a soil bitumen is incorporated as a water
proofing agent to maintain a low moisture and adequate bearing capacity. If a
soil is of non-cohesive granular type bitumen is incorporated to act as a binding
or cementing medium.
The bitumenous materials employed are elf two general types asphalt8 and
tars. These are introduced into soil either in solution or in the form of emulsion. Emulsion form is better than solution as ia the former form bitumen
adheres to the moist soil particles much better.
For stabilization and impermeabilization of foundations, levees and similar
structures, bitumen emulsioas may be incorporated by injection method. The
size and electrical properties of the bitumen globules should be in conformity
with the porosity of the soil.
Waxed Par& Oil
The petroleum oil containing about 4 percent paraffin wax has been used in
the-last few years for the stabilization of subgrades (9). The purpose of this
stabilizer is not to increase the shear strength but to maintain the existing
strength of the soil by water-proofing. Wgter-proofing is effected by the formation of an oil film of molecular thickness s t the air-water interface in the soil
pores. The film restricts the movement of water inkhe soil and thus prevents it
from softening in wet weather (4).
'
Resins
@
The use of finely.ground resins in soil stabilization is increasing during recent-years. The introduction of water-proofing material such as vinsol resin
into surfaces and subgrades to prevent changes in water content that destroys .
stability has proved successful.
Resins are ineffective in strongly a,Ikaline'soils but such alkalinity can be
corrected by the addition of a small quantity of aluminium sulphate. Resin
binders are spread or added to the soil in either powder or liquid farm. The
quantity required is smaller than portland cement and bitumen. Another advantage ~f resin as a stabiliyer is that the mixture of soil and resin is less affected
by weather.
The method however is expensive. With the discovery of cheaper and
more effective resins the method may become more widespread.
Cement Grout
The proceps of pumping cement grout has been successful in stabilizing
sandy and granular soils. This procees reduces the permeability and is applicable only to sandy soils as it is essential for the- cement to permeate freely
through the pores and fill them up. As the cement sets the shear strength increases and the ground is transformed into an artificial sandstone.
'The method of cement grouting is very useful in deep excav*tions such as
tunnels and in producing an impermeable curtain under dams founded on fissured rocks.
Cement grout injection method is applicable to eoils of @re size larger tha4
mm and can be adopted for deep deposits.
a 1
f
DEFENCE SCIENCE JOURN'AL
,
215
Sodium Silicate
The method of cement grouting is not applicable to soils which are Zem
sandy and inwbic'h th.e pores are fine. Cement has the tendency to agglomemfe
a t the poin$ of injection. Therefore for soils of low porosity, sodiumsilicate
(water-glass)has been used. Incorporated with sodium silicate is a second compound which precipitates silica gel after a short interva.1 of time. Alternatively
the two may be injected separately. The two-fluiq prooess gives the soil a
higher shearing strength than the "sgle fluid process. Like cement grout,
water glahs injection method is adoptable for stabilisption of deep deposits.
'
PAVEMENTS: OF ROADS AND RUNWAYS
The subject of roads and runway con~tmctioohas rapidly developed during recent years. A runway d,ifers from a, road in ha+ing a greaker thickness ~f
construction in order to enable it, to carry greater loads. The function of the
pavement is to distribute the stresses caused by the wheels such that shear failure and deformation of the subgrade are avoided. Obviously a week foundation needs a thick pavement. Therefore to save in the costly pavement, it is
economical to strengthen the sub-grade. Compaction of the subgrade would
be a good investment.
There are two common types of pavements the "rigid " and the "flexible".
The former of these is of concliete and the latter of macadam. The importance of
soil stabilizstion in the construction of aerodrome runways all over the world
has resulted in a great increase of research in this subject.
FBOST HEAVE
In soils exposed to extreme climates, frost will have serious effect on
foundation soils. When the temperature is below 0' e the pore water freezes.
The expansion causes rise of the ground surface and this is known as frosted
heave. Subsequent thawing is equally harmful.
In a long cold spell of winter the frost may extend down to depth of 12
hches in the ground. The frost heave in such a case is not merely due to the
' expansion of frozen water in tbis layer but also due to larger expansion caused
by the formation of ice lenses in the soil. The lenses develop horizontally and
may be ordinarily few inches thick. The extra water required for the formation of these lenses is sucked from below the zone of freezing.
The mechan'ism of the formation of these ice lenses is interesting. In a
fine grained soil, as the freezing commences from the top, water is d r a m from
the water table below and ice lenses begin to grow. One important condition
favourable for the formation of the ice lenses is that the soil should be fine grained in order to allow the capillary water to rise. In coarse sand and gravel the
capillary effect is negligible and therefore there is no ice lense formation. I n
clay the permeability is poor. It retards the passage of water in the limited
period of cold spell. Silts and fine sands are the most likely to be effected by
frost.
The remedy against frost heave is to replace the soil in the formation layer
which is usually about 12 inches in thickness. The alternative method is to
keep the ground water level as low as possible by good drainage. Yet anothet
method in the case of roads is to place a layer of gravel between the silt an.d the
water table.
'
The main damage of frost heave i~ not during the ice lense farmation Bnt it
is during the subsequent thawing. As 'the lense melts the whole foundation
loosens. Frost act;- shvukl be guarded against in the con.strud~ionsdroads
runways, refainkg wall@eCc.
1x1pplaeea like Alaska and Siberia, soil remains h z e n penmanev,tlyto deptb
of several hundred feet +n.d only the top few feet over thaw. Important etructures in such plaees must, be founded deep in the permanently frozen pound.
In northern parts of United StvtatesfrB8t hawe ir,as great as 60 inches. The
amoxtat of heave is rarely uniform and the form me&d by the e x p a r f i g soil
map lift roads, walls and buildings. Frost heave is pa~ticul~11y
damagin.g to
highways and sir field pavements w they are generally built directly on the
ground. Unequal heaves can crack concrete pavement slabs.. Heave beneath
flexible pz,vemen%scauses b u q s and waves on the surface. Small strmtuaa
with shallow 1"oundation.sauch s s small bridges, cdv&,
walls, 8emr inlets,
and light buildicgs often suffer if their foundations are aleeve wili which are
subject 4w frost heave,
By the rapidly growing need for m e aerodromes and highways during
the war year8 and the expansion of civil avidiaai5n
is3 tihe following period, research
into the methods of soii stabiiimtion and dimevery af new and more &8et%ve
stabilizing agents was largely stirnugated by the joint efforts of the scientists and
epgineers. The discovery of more powerful stabilising agents has out down proporiionakely the bulk of the material involved and this in turn has i q r o v s d
the case of tran,sporta.tion,
t
Abo& the use of inorganic and organic chemicals like sodium silicahe and
ealts of bi and trivalent cations, there is digereme of opinion about their effiwp.
They are however satisfactory for deep foundations m d treatment of szrth
dams bat unsuccessful for shallow soil stabilization.
The more interesting development is in activating bituminous materials
and maki~e;them better stabilising agents by adding small amounts of desivatives of rosin, natural and synthetic resins.
Injection methods have the advapntage ~f e$ec.tigg stabilidion at . g a t
depths for which the usual methods of surface stabilization are not easily applicable. Injection methods we more for reducing pel-meability b adding
strength. Injection stabiliztition is-a highly tecka~ll-tyye
laf d.
An esroellent treaGse on .the .theory and p ~ m t i c ecrf iajection :stthMkatioazh s been pabsished by K@llbru= and Bkttner (5).
,
D$BZNOE SCIENCf JOURNAL
217
References
1. Alexander Jerome
Colloid Chemistry, Theoretical and Applied. Vol.
VI. Reinhold Publishing Corp~ration,New York,
1946.
Granulax Stabilized Roads.
2. &&way Research
Board.
Wartime Road Problems No. 5,1943.
Use of soil cement mixture^ BOP b a e eorirsw.
3. Highway Research
Board.
Wartime Road Problems No. 7, 1943.
Recent developments in connection with t3ie appli4. Jackson JS.
cation of soilmechanics ia practice. J. Soc. Chem.
Ind: Transactions and Commun.ication 63, (6)
. 1944.
Injectio~s-Stabilization and densification of perv. 6. Kollbrunner, C.P.,
ious soils hsured rock, porous walk, concrete ~ t c .
Rlattner C,
Report No. 4. Sooieity for Soil Reeeemh and &oil
Mechaniw, Zurich, 1941.
Uea of m m e i i cement soil in large scale house con6. Mehra, S.R.
etruction in East Punjab. Proc. 2nd Int. Cod.
on Soil Mech. 6,145 Rotterdam, 1948.
The elements of soil mechanics in theory and practice.
7. K. Ll., Nash
Constable and Company Ltd., London, 1951.
8. Sowers G.B. and
Introdudion to soil mechanics av.d foundations.
Sowers C.B.
The Maemillan Compibny, New York, 1951.
9. Winterkorn H.F.
Oiling of earth roads, application of surfwe chcmi~trg.. Industrial and Esgineering Cbmbtry
26,815419,1934.
,
10, Winterkorn, H.F.
Surface chemical aspects of the bond ferm&bn
between bituminous materials and mineral surfaces.
Proc. A. Asph, t a v , Tech. 1936, 79-85.
11. Winterkorn, H.F.
Recent developmenti in soil stabilization. Proo.
Nonhana. Nat, Bit, Conference 1939, 125-138.
12. W~nterkom,H.F.
Bitumin~usk i l Sbabilizaztian T~meaef.Pan Amti
eaa Road Congrem Lima, Perm, 1944.
13. Winterkorn H.F., Surface chemical factors of impo&anm in the hardenBibbs H,J., Yehrmac, k g of soils by m e w of portbad c e m n k . Prm.
R.G.
Highway Research Board
1942, 385-414.
Available online at www.sciencedirect.com
ScienceDirect
Procedia Engineering 161 (2016) 595 – 599
World Multidisciplinary Civil Engineering-Architecture-Urban Planning Symposium 2016,
WMCAUS 2016
Stabilization of Clay with Using Waste Beverage Can
Hanifi Canakcia,*, Fatih Celika, Mohammed O. A. Bizneb, Media O. A. Biznea
a
Department of Civil Engineering, University of Gaziantep, Turkey
b Department of Civil Engineering, University of Mississippi, USA
Abstract
This work presents an investigation of the effect of waste aluminum beverage cans strips on strength and swelling properties of
lean clay. Waste beverage cans (WBC) were cut into 5 mm strips and mixed with soil in 2, 4, 6, 8, and 10 % (dry weight of soil)
before use. Three standard tests were carried on the prepared samples: compaction, free swelling, and California Bering Ratio
(CBR). Test results showed that WBC significantly affected the compaction characteristics, swelling and strength properties of the
clay.
©
Published
by Elsevier
Ltd. This
© 2016
2016The
TheAuthors.
Authors.
Published
by Elsevier
Ltd.is an open access article under the CC BY-NC-ND license
(http://creativecommons.org/licenses/by-nc-nd/4.0/).
Peer-review under responsibility ofthe organizing committee of WMCAUS 2016.
Peer-review under responsibility of the organizing committee of WMCAUS 2016
Keywords: clayey soil, waste beverage can, CBR, stabilization;
1. Introduction
In the north of Iraq, many engineering problems were observed in structures, pavements, and slab-on-grade due to
the expansive behaviour of clayey soils. This behaviour of clayey soil was one of the most prevalent problems that
threaten the stability of structures and highways. Many methods have been used to improve the expansive soils by
stabilizing the soil with additives. There are many methods of stabilization, including:
Mechanical stabilization: This is the most common type and according to research, most likely the cheapest and
simplest method of soil stabilization. Soil could stabilize mechanically by applying dynamic effort to the soil. Applying
* Corresponding author. Tel.: +90-342-3172413
E-mail address:canakci@gantep.edu.tr
1877-7058 © 2016 The Authors. Published by Elsevier Ltd. This is an open access article under the CC BY-NC-ND license
(http://creativecommons.org/licenses/by-nc-nd/4.0/).
Peer-review under responsibility of the organizing committee of WMCAUS 2016
doi:10.1016/j.proeng.2016.08.703
596
Hanifi Canakci et al. / Procedia Engineering 161 (2016) 595 – 599
effort to the soil increases dry density and reduce moisture content thus increase performances of the soil by increasing
shear strength.
Chemical stabilization: This method involves mixing or injecting the soil with chemically compounds such as
Portland cement, lime, fly ash, calcium or sodium chloride or with viscoelastic materials such as bitumen. There are
many waste materials that can be used in stabilizing expansive clayey soils such as Jute, Palm fiber, nylon fiber,
aluminum residue, iron residue, fly ash, and coal. Recycled waste materials are used to stabilize expansive soils, and
it's the most important way to save cost and reduce environmental pollution, which has been attracting more and more
attention. These waste materials increase the strength and durability of the soils. Fiber reinforcement was also found
to increase the crack reduction significantly due to the increased tensile strength of the soil. The disposal of waste
material is one of the biggest challenges for developing countries due to the increase in solid wastes; therefore there
must be serious discussions about how to manage this problem. In this study the reused aluminium beverage cans
waste materials by dry weight of soil was taken as 2 %, 4 %, 6 %, 8 % and 10 % were taken and mixed with the soil
and examine its effect on OMC, MDD , CBR and Swelling properties of soil. Here are some reviews:
Mahasneh [1] studied the effect of aluminum residue on the expansive clayey soil and concluded that the addition
of aluminum residue and recycled asphalt materials to a silty clay soil with proper compaction would lead to an
increase in the bearing capacity and dry density. In addition, an increase in the unconfined shear strength and a decrease
in swelling and the shrinkage potential of the silty clay soil were also observed. Hainin et al. [2] investigated the use
of steel slag as an aggregate in the design of asphalt concrete for road construction. The best management option for
this by-product is recycling. This leads to reduction of landfills reserved for its disposal, saving natural resources and
attaining a cleaner environment. The purpose of this paper was to review the engineering properties of steel slag and
its utilization for road construction in different ways. Economically the steel slag may be cheaper if utilized in urban
roads, but it would be expensive for rural roads due to the transportation fees. Malekzadeh and Bilsel [3] studied the
effect of polypropylene fiber reinforcement on the improvement of physical and mechanical properties of clay soils.
The sample was obtained from an expansive clay deposit in Famagusta, North Cyprus. The soil specimens were mixed
with 0 %, 0.5 %, 0.75 %, and 1 % polypropylene fiber additives. therefore, The results of compaction, unconfined
compression, tensile strength and one dimensional swell test on 0 %, 0.5 %, and 1 % fiber were discussed. Despite the
difficulties encountered in representative specimen preparation due to random distribution of fiber filaments, it was
observed that there is a future prospect in the use of this environmentally friendly additive for soil improvement.
Sachin and Ankit [4] studied the influence of brick dust. Brick dust is a waste material that is widely available in large
quantity. To resolve the problem of swelling, they replaced the soil with a stabilizing agent that was 50 % of its dry
weight. For the analysis of stabilizer effect on soil, a comparison was done of the properties of 100 % black cotton soil
and the combination of 50 % clack cotton soil + 50 % brick dust. The comparison included all properties by carrying
out a compaction test, aaterberg limit test, and linear and swelling tests on both normal and stabilized soil. The abovementioned tests show a great decrement in soil swelling. Bairagi et al. [5] presented a study that used a Jute fiber. Jute
thread was collected from a grain market in Jabalpur India. The length of the jute fiber used in the study was
approximately 5 cm with an aspect ratio of 15/20. The study showed a significant decrease in the expansive behavior
of clayey soil. A remarkable increase in California bearing ratio was observed; it increased from 1.8 % to 4.1 %, and
unconfined compressive strength values increased from 1.09 kg/cm2 to 1.35 kg/cm2. Black cotton soil was blended
with jute fibers from 0 % to 5 % by weight of black cotton soil. And the results showed with increasing fibers content
swilling reduce enormously. Agarwal, et al. [6] used waste synthetic bag pieces in their study. Synthetic pieces were
obtained from waste synthetic cement bags, which are made of strong and flexible cast polypropylene. They found
that when waste synthetic bag pieces are mixed with soil, they improve the bearing capacity of soil. Waste synthetic
bag pieces of size 2 cm by 2 cm were used at a proportion of 0.1 %. Various tests were carried out to determine the
CBR value and other soil properties with and without using admixture and reinforcement. The maximum value of
CBR was found to be 23.82 % for 2.5 mm penetration and 22.21 % for 5 mm penetration. Agarwal [7] presented the
effect of stone dust, which is a kind of solid waste material that is generated from the stone crushing industry. This
material is abundantly available; it is estimated that 15 % to 20 % of each crusher unit’s product is stone dust. Adding
50 % of stone dust is effective in decreasing optimum moisture content of soils, which is advantageous in decreasing
quantity of water required during compaction. The study also reveals the fact that with an increase in the percentage
of stone dust, maximum dry density (MDD) of the soil increases. Mixing soil with stone dust was also found to improve
its CBR. Adding only 30 % of stone dust was found to increase the CBR of soil by nearly 50 %. Utami [8] studied the
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Hanifi Canakci et al. / Procedia Engineering 161 (2016) 595 – 599
effect of lime addition to the expansive soil. The results showed decreasing in the percentage of lime plasticity (liquid
limit, plasticity index). The average CBR value increased for the natural soil to percentages of 5 % and 10 % of lime,
while it decreased in 15 % lime. In terms of swelling, after 24 hours immersion 15 % lime showed a 45.28 % increase
in swelling compared to normal soil (i.e. 31.67 % to 17.33 %) So, in general, the best place for clay soil stabilization
is the Pakuwon area in Indonesia, where the addition of 10 % lime CBR values reduces swelling value.Therefore, in
this study the effect of waste aluminum beverage cans strips on strength and swelling properties of lean clay was
investigated.
2. The materials used in the study
2.1. Soil used in this study
Soil samples were taken from Shoraw site north of Kirkuk Iraq. The soil was taken at a depth of 1 m below ground
surface. Index properties of the soil were determined, and the soil classified according to ASTM Standards and
AASHTO and presented in the Table.1
Table1. Index properties of the soil used for this study
Value
Parameters
3
1- Specific gravity g/cm
2- Grain Size Distribution:
% Gravel
% Sand
% Silt and clay
% Silt
% Clay
3- Atterberg Limits:
Liquid limit LL %
Plastic limit PL %
Plasticity Index PI %
4- OMC
Maximum dry density (kN/m3 )
Optimum moisture content in percentage
Void ratio at maximum dry density and OMC
5- Classification:
ASTM
Unified Soil Classification System (USCS)
AASHTO Classification System
6- Bearing capacity
CBR at (MDD)
7- Free Swellingat(MDD)
8- Unconfined compressive strength (kPa)
2.72
0%
7%
93%
42%
51%
38.64
17.69
20.96
1.89
13%
0.449
lean
CL
clay
A-6
2.7%
4.3%
49
2.2. Used aluminium beverage cans as a waste material
Beverage cans waste material is a very light metal, with a specific weight of 2.6 to 2.8 (g/cm3), and 0 % absorption.
Aluminium beverage cans are globally produced. The main property of aluminium is high resistance to corrosion. The
mechanical and chemical property for uniform aluminium wires (5 mm width and the diameter of the cans length) as
shown in Fig.1, and had uniform distribution. Mixing them in certain percentage with clay soil could save money,
improve soil properties and making sure that the environment is safer and cleaner.
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Hanifi Canakci et al. / Procedia Engineering 161 (2016) 595 – 599
Fig.1 Preparation of stabilized material from waste beverage materials.
3. Experimental program
In order to determine maximum dry density (MDD) and optimum moisture content (OMC) of unstabilized and
stabilized soils, the Moisture-Density test was performed according to AAHSTO T 180/T 99 [9]. The CBR test and
swelling test were also performed according to specifications AAHSTO D 1883 [10]. The specific gravity was
determined regarding on ASTM D854 [11]. The Sieve and Hydrometer Analysis is based on ASTM D 422-63 [12].
4. Test Results and Discussions
4.1. Effect of aluminium waste material in soils on maximum dry density and optimum moisture content
(a)
(b)
Fig. 2. (a) Maximum dry density versus Aluminum, (b) Optimum moisture content versus Aluminum.
The MDD of soil was 1.89 g/cm³ for non-reinforced soil; however, results show MDD was 1.94 g/cm3 when adding
10 % aluminum Fig.2(a). On the other hand, results from same test shows optimum moisture content (OMC) being
13 % for non-reinforced soil; however, OMC was 9 % for reinforced soil with 10 % aluminum Fig.2(b).
4.2. Effect of aluminium waste material on CBR and swelling value
CBR values shows 2.7 % with 0 % aluminium content; however, CBR is 10.1 % at 8 % aluminium content and then
decreases to 10 at 10 % of aluminum waste materials as shown in Fig.3(a). Also the natural soil free swelling is 4.3
% while enormous improvement values are noticed with increased aluminium percentages in the mixture after curing
for 4 days. The results shows decrease potential swelling to 1.8 % at 10 % mixing aluminium content to the expansive
Hanifi Canakci et al. / Procedia Engineering 161 (2016) 595 – 599
599
soil. Fig.3(b) shows the effect of aluminium beverage cans waste on free swelling.
(a)
(b)
Fig. 3.(a) CBR value% versus Aluminum, (b) Swelling versus Aluminum.
5. Conclusions
Based on the experimental results, it can be concluded that. Adding aluminum beverage cans to the expansive soil
increase MDD; therefore less effort could be considered during compaction and stabilizing expansive soil. Adding
aluminum beverage cans to the expansive soil decrees OMC; therefore for specific project with low water content the
stabilized expansive soil with aluminum could be recommended. Stabilizing expansive soil with aluminium beverage
cans could be considered environment friendly way because no manufacturing is used with this technic Adding
aluminium with 6% of dry mass considered the effective percentage of aluminium could be used to get best CBR
improvement.
References
[1] B.Z. Mahasneh, Assessment of using Cement, Dead Sea Sand and Oil Shale in Treating Soft Clay Soil, European Journal of Scientific Research,
2015, 128(4):245-255.
[2] M. R. Hainin, M. M. A. Aziz, Z. Ali, R. P. Jaya, M. M. El-Sergany, H. Yaacob, Steel Slag as a Road Construction Material,JurnalTeknologi,
2015, 73(4): 33-38.
[3]M. Malekzadeh, H. Bilsel, Effect of polypropylene fiber on mechanical behavior of expansive soils, EJGE, 2012, 17: 55-63.
[4] N.B. Sachin, J.P. Ankit, Analysis of Swelling and Shrinkage Properties of Expansive Soil using Brick Dust as a Stabilizer, International
Journal of Emerging Technology and Advanced Engineering, 2014, 4(12): 303-308.
[5] H. Bairagi, R. Yadav, R. Jain, Effect of Jute Fibers on Engineering characteristics of Black Cotton Soil, Ratio, 15, 20 International Journal of
Enginerring Science and Research Technology, 2014, ISSN: 2277-9655.
[6] A. K. Agarwal, V. Rajurkar, P. Mokadam, Effect of waste synthetic bag pieces on the CBR value of expansive soil, Journal of Materials and
Engineering Structures, 2015, 2(1), 26-32.
[7] N. Agarwal, Effect of Stone Dust on Some Geotechnical properties Of Soil, IOSR Journal of Mechanical and Civil Engineering, 2015,12(1):6164.
[8] G. S. Utami, Clay soil stabilization with lime effect the value CBR and swelling, ARPN Journal of Engineering and Applied Sciences, 2014,
9(10):1744-1748.
[9] AASHTO Designation: T180-2010. T99-2010 for determined maximum dry density (MDD) and optimum moister content (OMC).
[10] AASTO Designation: D 1883-2005 for the CBR test and Swelling test.
[11]ASTM D 854 for the specific gravity is determined by Water Pycnometer.
[12] ASTM D 422-63 for the Sieve and Hydrometer Analysis.pplied Sciences, 9(10):1744-1748.
© 2017 IJEDR | Volume 5, Issue 3 | ISSN: 2321-9939
Stabilization of soil by using solid waste – A Review
1
Dinesh.A, 2Gokilavani.S, 3Ramya.G
1
Assistant professor, 2Student, 3Student,
Department of Civil Engineering, Sri Ramakrishna Engineering College, Coimbatore, India.
________________________________________________________________________________________________________
Abstract - Black cotton soil which is one of the major soil deposits in India becomes highly problematic because of its
property of higher degree of swelling and shrinkage. These soils are used in subgrade of pavement and also in
construction of structures. Hence in order to improve the properties of such soils many methods are available like soil
stabilization, soil replacement, moisture control, prewetting etc. In recent years, soil stabilization by using various
minerals like quarry dust, saw dust, copper dust and fly ash were most commonly used. These solid wastes are day by day
increasing in India, which is not environmental friendly hence they have to be recycled. Thus, a review is presented to
make use of those wastes in soil stabilization. In this paper, the study mainly focusses on stabilization of soil using solid
waste. To understand the performance of stabilized soil, its properties like Atterberg limits, compaction characteristics,
swelling, shear strength, CBR value and other Index & Engineering properties were discussed.
Keywords: Soil stabilization, Solid waste, CBR, Index & Engineering properties.
________________________________________________________________________________________________________
I. INTRODUCTION
Black cotton soils are inorganic clay of medium to high compressibility and form a major soil group of India. The black
colour in black cotton soil is due to the presence of Titanium oxide in small concentration. The Black cotton soil has a percentage
of clay which is predominantly montmorillonite structures and black or blackish grey in colour. They are characterized by high
shrinkage, low bearing capacity and swelling properties. Because of these properties, the Black cotton soil has been challenge to
the high way engineers. Black cotton soils are very hard when it dry but loses its strength completely when it wet condition. Soft
clays, expensive soils, weak soils, sand and organic deposits are unsuitable for all construction work due to bare engineering
properties.
Soil stabilization improves the engineering properties of soils and thus making it more stable. It is essential when the soil
accessible for construction is not suitable for the anticipated purpose. The term stabilization is generally restricted to the process
which alter the soil material itself for improvement of is properties a solid wastes or chemicals are added to a natural soil for the
purpose of stabilization.
The use of by-product materials to improve the soil properties varies with economic, environmental and technical points.
In this study, the solid wastes such as fly ash, copper slag, saw dust ash, paper sludge, quarry dust, stone dust, steel slag and brick
dust are utilized as cementitious material to stabilization the Black cotton soil.
II. REVIEW OF LITERATURE
Prof. Ranjendra kumar (2017) [1] had studied about the Black cotton soil blended with copper slag and fly-ash which are
added in different percentages. The soil properties like liquid limit, plastic limit, plasticity index, free swell, compaction test and
CBR (unsoaked) were determined. The results indicated that the dry density, CBR values were improved and swelling was
reduced due to addition of copper slag 30% and fly ash 10% (% by weight of soil) in the soil.
Prof. Ramesh babu (2017) [2] had investigated about the behaviour of black cotton soil with addition of copper slag and
steel slag. The soil samples are tested by compaction test, unconfined compression test and CBR. It is concluded that CBR,
optimum moisture content, maximum dry density and shear strength are increased when the soil is added with 20% of copper slag
and steel slag.
Prof. Wajid Ali Butt (2016) [3] had investigated about the Strength Behaviour of Clayey soil stabilized with sawdust ash.
The soil properties were determined by computing the Liquid limit, plastic limit, plasticity index, specific gravity, UCC and CBR.
He observed that the property of soil showed an acceptable value up to 4% replacement of sawdust ash. He had discovered that
sawdust ash acceptably act as a cheap stabilizing material for road pavement.
Prof. Tiza Michael (2016) [4] had reviewed about the stabilization using industrial solid wastes. In this paper, he studied
about the replacement of different materials such as Red mud, copper slag, brick dust, polyvinyl waste, ceramic dust, sawdust and
fly ash. The soil samples were tested by Atterberg limits, CBR and compaction test. He had concluded that almost all the
industrial wastes have the ability to improve the expansive soil with less cost compared to conventional soil.
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Prof. Ravi (2016) [5] had studied about the characteristics of clay soil by using copper slag stabilization. In this paper, he
tested the CBR and Max density, OMD relationship. He observed higher CBR values in 30% replacement of copper slag and this
was also served as good conformity for the flexible pavement with simultaneous reduction in the sub base course thickness. He
finally concluded that the addition of 30% copper slag with 70% BC soil was the suitable stabilization ratio which increased all
characteristics of sub grade requirements.
Prof. Paliwal (2016) [6] had experimentally studied about the stabilization of sub grade soil by using foundry sand waste.
In this paper he tested various properties like liquid limit, plastic limit, plasticity index, Standard proctor test, CBR and Direct
shear test. He concluded that the CBR value and angle of internal friction of soil was improved with addition of 20% foundry
dust. He also concluded that OMC shows a lower value for 10% replacement of foundry waste.
Prof. Summaya (2016) [7] had studied about the soil stabilization using tile waste. In this paper, tests were conducted on
UCC, CBR, liquid limit, plastic limit, compaction test and shrinkage limit. She concluded that there was reduction in value of
liquid limit, plastic limit and OMC and increase in the value of shrinkage limit, MDD, UCC, CBR on addition of tile waste up to
30%.
Prof. Mohammed (2015) [8] had investigated about the improvement in soil properties of Expansive soil by using copper
slag. The soil properties like Grain size analysis, liquid limit, plastic limit, plasticity index, compaction test, direct shear test and
CBR were determined. He concluded that copper slag 40% and Black cotton soil 60% was optimum and it showed the increase in
value of specific gravity and CBR. He finally concluded that such soil can be effectively used in road embankment sub base and
sub grade.
Prof. Ravi Shanker Mishra (2015) [9] had studied about the stabilization of black cotton soil by use of Fly ash, Ferric
chloride and Stone dust. The soil samples were tested for liquid limit, plastic limit, OMC with Maximum dry density and CBR.
He concluded that the liquid limit, plastic limit, Maximum dry density and CBR values are increased due to the adding of Ferric
chloride 2.5%, fly ash 15% and stone dust 25%. The results indicated the improvement in soil properties and reduction in
pavement thickness on road construction.
Prof. Jinka chandrshekher (2015) [10] had reviewed utilization of waste material “copper slag” in geotechnical
applications The soil sample was tested for specific gravity, grain size distribution, free swell index, compaction factor and CBR.
The results were observed for 60% copper slag and 40% black cotton and it was concluded that the sub grade, sub base and
engineering behaviour of soil was improved. And also the embankment construction, land reclamation of soil conditions was
increased.
Prof. Jayapal (2014) [11] had discussed about the comparison of different admixtures using weak soil stabilization. In this
paper, admixtures such as quarry dust, fly ash and lime were compared. The tests such as liquid limit, plastic limit, modified
proctor compaction, sieve analysis, differential free swell and CBR were conducted. He concluded that the addition of quarry
dust, lime and fly ash had not prevented the swelling nature. He also concluded that there was increase in the CBR value with the
partial replacement of 20% quarry dust which in turn reduced the pavement thickness of road construction.
Prof. George Rowland Otoko (2014) [12] had investigated about the stabilization of Nigerian Deltaic Laterites with saw
dust ash. The soil properties were identified by conducting tests of liquid limit, plastic limit, shrinkage limit, free swell index,
plasticity index, MDD with OMC, UCC and CBR. He finally concluded that physical properties and engineering characteristics
of Nigerian deltaic laterites were improved with addition of 4% of saw dust ash, and there was also increase in 14% of CBR and
UCC values. He also concluded that there was reduction in cost of construction because of the use of solid waste.
Prof. Tushal Baraskar (2014) [13] had studied about california bearing ratio of Black cotton soil. He partially replaced the
soil with waste copper slag in various percentages. He conducted various tests such as grain sieve analysis, compaction
characteristics and CBR. He concluded that the maximum CBR value is obtained in black cotton soil with 28% replacement of
copper slag. He also concluded that such soils can be effectively used as the sub base layer of road pavement.
Prof. Karthick (2014) [14] had studied about the soil stabilization by partially replacing red soil with Fly Ash. He
conducted various tests such as CBR, specific gravity, MDD with OMC, UCC, liquid limit and plastic limit. He finally concluded
that 9% partial replacement of fly ash in the soil results in improved properties and he also said that those soils showed good
bearing capacity.
Prof. Brajesh Mishra (2014) [15] had investigated about the engineering behaviour of black cotton soil and its stabilization
by use of lime. The tests were conducted for properties like atterberg limit, CBR value, free swell index and compaction factor.
He finally concluded that 5% partial replacement of soil with lime is optimum to stabilize the black cotton soil. He concluded that
5% partial replacement of fly-ash resulted in reduced liquid limit (15.27%) and swelling and it also increased the CBR values.
Prof. Dr. Gundaliya (2013) [16] had studied about the black cotton soil characteristics with partial replacement of cement
waste dust and lime. He computed the behaviour of those soils with various tests such as liquid limit, plastic limits and UCC. The
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results concluded that cement dust acted as a good stabilizing agent for Black cotton soil. He also concluded that compressive
strength was improved with partial replacement of cement with soil. He finally concluded that partial replacement with cement
dust only shows improved performance compared to lime and cement dust + lime.
Prof. Monica Malhotra (2013) [17] had investigated about stabilization of expansive soils by using low cost materials. In
this paper fly-ash and lime were added as stabilizing agents with varying percentages. He had conducted various tests like liquid
limit, free swell index and standard proctor test. He finally concluded that partial replacement of soil with both lime and fly-ash
showed a considerable increase in properties like unequal settlement. He also concluded that shrinkage and swelling
characteristics of the soil was reduced.
Prof. Lavanya (2011) [18] had studied about utilization of copper slag in geotechnical applications. In this paper, she
investigated about the Index properties, free swell index, compaction properties, CBR and UCC. She concluded that the partial
replacement of copper slag from 30% to 50% with black cotton soils, considerably showed the increase in properties of the soil.
She also concluded that partial replacement of copper slag with black cotton soil resulted in utilization of such soils in sub grade,
sub base and embankment of roads and it was also improved the sub grade soil condition.
Prof. Arpita V Patel (2011) [19] had investigated about the geotechnical properties of black cotton soil which are
contaminated by castor oil and stabilized by saw dust. Several Tests were conducted like specific gravity, Atterberg limits, MDD
with OMC, CBR (soaked and unsoaked) and UCC. He discussed about the index and engineering properties of contaminated
black cotton soil. Then he discussed, that the results were increased with 7.5% partial replacement of saw dust in contaminated
black cotton soil. He finally concluded that though soils were contaminated using castor oil, its properties were improved when
sawdust was added upto 10% to the soil.
Prof. Dr.Robert M. Brooks (2009) [20] had studied about the soil stabilization using fly ash and rice husk ash. He had
conducted tests such as Compaction test, UCS, CBR and free swell index. The test results concluded that, by increasing rice husk
ash to the soil results in increase of CBR value, UCS and swell deduction. With increased fly ash content, there was an increase in
the stress strain behaviour of confined compressive strength. He concluded that optimum fly ash and rice husk ash content was
found to be 25% and 12% respectively. He also concluded those soils can be highly recommended for strengthening the sub grade
of expansive soil.
III. CONCLUSION
Stabilization of soil had become the most unavoidable one because it simultaneous possessed two advantages, first it
increased the properties of the soil and also it reduced the industrial wastes dumped into the cultivable land. The advantage of soil
stabilization using industrial waste was become desirable all over the world. Twenty review papers on the stabilization of soil
using industrial waste products were discussed. From the review it was concluded that industrial wastes can be effectively used as
replacement material in the stabilization of soil. It also clearly showed that each industrial waste exhibited their own
characteristics and modified the index and engineering properties of the soil. These modifications of properties make the
stabilized soil as efficient material in the construction of structures.
REFERENCES
[1] E. Ravi, R. Udhayasakthi, T. Senthil Vadivel, “Enhancing the Clay Soil Characteristics using Copper slag
Stabiliation”,Journal of Advances in Chemistry, Vol.12, Issue No. 26, December 2016.
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Engineering and Innovative Technology, , Vol. 02, Issue No. 11, May 2013.
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Slag”, International journal of Advance Research in Engineering in Science and Technology, Vol.2, Issue No.07, July 2015.
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Stone Dust”, International Journal of Engineering and Science, Vol.5, Issue No. 10, PP- 20-25, October 2015.
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Applications”, International Journal for Innovative Research in Science and Technology, Vol. 1, Issue No.12, May 2015.
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comparative study”, International Journal of engineering research and technology, Vol 3, Issue No.10, October 2014.
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[7] George Rowland otoko, Braide K. Honest, “Stabilization of Nigerian deltaic laterites with saw dust ash”, International
Journal of scientific research and management, Vol 2, Issue No.8, August 2014.
[8] Tushal baraskar, S.K Ahirwar, “Study on California bearing ratio of black cotton soil use waste copper slag’, International
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Treated with Tile Waste”, International Journal of Civil Engineering, Vol. 3, Issue No. 03, March 2016.
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Slag and Fly Ash”, International Journal of Innovative Research in Science, Issue No.2, February 2017.
[12] Monica Malhotra, Sanjeev Naval, “Stabilization of Expansive Soils Using Low Cost Materials” International Journal of
Engineering and Innovative Technology, Vol. 02, Issue No. 11, May 2013.
[13] Dr. Ronert M. Brooks, “Soil Stabilization with Fly Ash and Rice Husk Ash”, International Journal of Research and Reviews
in Applied Science, Vol. 01, Issue No. 3, December 2009.
[14] A. Mohan chand, V Ramesh babu, B. Ramesh babu, K. Niveditha, “Behaviour of Black Cotton Soil with Addition of Copper
Slag and Steel Slag”, International Research Journal of Engineering and Technology, Issue No. 01, Jan-2017.
[15] Wajid Ali Butt, Karan Gupta, J.N Jha, “Strength behaviour of Clayey soil Stabilized with Saw Dust Ash”, International
Journal of Geo-Engineering, Issue No. 21 October – 2016
[16] Prashant Kumar, M.C. Paliwal, A.K. Jain,“Stabilization of Sub Grade Soil by using Foundry Sand Waste”, International
Journal of Engineering Science and Research Technology, September 2016.
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