STABILIZATION OF BLACK COTTON SOIL WITH SAND AND CEMENT AS A SUBGRADE PAVEMENT

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International Journal of Civil Engineering and Technology (IJCIET)
Volume 7, Issue 2, March-April 2016, pp. 341–351, Article ID: IJCIET_07_02_030
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ISSN Print: 0976-6308 and ISSN Online: 0976-6316
© IAEME Publication
STABILIZATION OF BLACK COTTON SOIL
WITH SAND AND CEMENT AS A
SUBGRADE PAVEMENT
V. Ramesh Babu
Asst. Professor, Department of Civil Engineering,
K.S.R.M.College of Engineering, Kadapa, AP
K. Niveditha
Asst. Professor, Department of Civil Engineering,
K.S.R.M.College of Engineering, Kadapa, AP
Dr. B. Ramesh Babu
Principal, Ananthalakshi College of Engineering,
Anantapur, AP
ABSTRACT
The present work is done in stabilizing the black cotton soil by using
cement and sand. the tests conducted for this work were atterberg limits,
specific gravity , standard proctor test , unconfined compression test ,
California bearing ratio.
All construction should rest on the soil. So, the soil bearing capacity plays
a vital role in constructions. All soils will not have good strength and bearing
capacity. So there is a need to increase the soil strength and bearing capacity.
The black cotton soils pose many problems in construction. So in this present
work, the black soil collected from chintakommadinne mandal has been
stabilized by using sand and cement.
The present work aims at determines the optimum percentage of sand and
cement addition to the black cotton soil in improving the strength
characteristics of the soil.
Key words: Unified soil classification system (USCS), CBR and Ordinary
Portland cement (OPC)
Cite this Article: V. Ramesh Babu, K. Niveditha and Dr. B. Ramesh Babu.
Stabilization of Black Cotton Soil with Sand and Cement as A Subgrade
Pavement, International Journal of Civil Engineering and Technology, 7(2),
2016, pp. 341–351.
http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=7&IType=2

V. Ramesh Babu, K. Niveditha and Dr. B. Ramesh Babu
1. INTRODUCTION
Soil is defined as sediments or other accumulation of mineral particles produced by
the physical (or) chemical disintegration of rocks plus the air, water, organic matter
and other substances that may be included. Soil is typically a non homogenous,
porous, earthen material whose engineering behavior is influenced by changes on
moisture content and density. Based on the origin, soil can be broadly classified as
organic and inorganic. Organic soils are mixture derived from growth and decay of
plant life and also accumulation of skeleton or shell of small organism. Inorganic soils
are derived from the mechanical (or) chemical weathering of rocks. Inorganic soil that
is still located at the place where it was formed is referred to residual soil. If the soil
has been moved to another location by gravity, water or wind, it is referred as
transported soil. Soil may remain at the place of its origin (or) it may be transported
by various natural agencies. It is said to be 'residual' in the earlier situation and
'transported' in the latter.
The clumping of the soil textural components of sand, silt and clay forms
aggregates and the further association of those aggregates into larger unit’s forms soil
structure called peds.
Major deposits of India
The soil deposits of India can be broadly classifies into the following: Red soils,
Laterite soils, Alluvial soils, Desert soils, Saline and Alkaline soils, Peaty and marshy
soils and Black cotton soils.
2. LITERATURE REVIEW
Mrs. Neetu B.ramteke, Prof. Anilkumar saxena, Prof . T.R.Arora (2014)(9)
did
theirwork on the stabilization of black cotton soil with sand and cement as sub grade
for pavement thus stabilization with cement is fairly independent of soil properties.
The improvement of strength and compressibility characteristics of soil. The soil is
then stabilized with sand and cement. The amount of sand for stabilization is taken in
the proportion of 10%, 20%, 30%, and 40% by dry weight of soil and the amount of
cement was taken as 2% by dry weight of soil. Using these proportions, mix samples
were prepared as given below and a set of laboratory tests were performed to
determine the index properties and CBR values of both natural soil and mixed
proportion samples.
Conducting sieve analysis test the soil is classified as: By AASHTO Classification
Chart, it lies under the range of A-7 group, A- 7-5 subgroup. And by Unified soil
classification system (USCS) and IS Classification system the soil is classified as MH
(Silt of High Compressibility). The Atterberg limits are a basic measure of the nature
of fine grained soil. Depending upon the water content of the soil, it may appear in
four states namely Soild, Semi solid, Plastic, Liquid. In each state the consistency and
behavior of the soil is different and thus so are its engineering properties. Thus, the
boundary between each state can be defined based on a change in the soil’s behavior.
To assess the amount of compaction and the water content required in the field,
compaction tests are done on the soil samples in the laboratory.. The study reveals
that the CBR value increases with the increase in sand content and reaches to a
desirable CBR value for sub grade of pavement. Normally soaked CBR value is
considered for pavement design. Experimentally it is found that the addition of sand
content in the soil results in the improvement of soaked CBR value from 1.93% to
7.39%. The maximum CBR is obtained while using 40% sand and 2% cement with

Stabilization of Black Cotton Soil with Sand and Cement as A Subgrade Pavement
the natural soil. Atterberg limits i.e. Liquid limit, plastic limit, plasticity index and
free swelling index goes on decreasing with the increase in sand content, whereas
moisture content goes on decreasing and maximum dry density increases with
increasing sand content. The black cotton soil after stabilizing with sand and cement
for higher MDD & CBR.
3. BLACK COTTON SOILS
In India, expansive soils are called as Black Cotton soil. The name “Black Cotton
soil” has an agricultural origin. Most of these soils are black in colour and are good
for growing Cotton and occurring in Maharashtra, Gujarat, Madhya Pradesh,
Karnataka, Parts of Andhra Pradesh and Tamilnadu. These are expansive in nature.
On account of high swelling and shrinkage potential these are difficult soils to deal
with in foundation design.
All the black soils are not expansive soils and all the expansive soils are not black
in colour. These soils passed high strength in summer and decreased rapidly in
winter. The soil has a swelling property due to the presence of montmorillonite
mineral. Blackcotton soils which has high expansive characteristics. These soils are
low shrinkage limit and with high optimum moisture content. It is highly sensitive to
moisture changes.
4. MATERIALS AND METHODOLOGY
In the present study, the following materials are used
1. Expansive soils
2. Sand and Cement
4.1. Expansive soils
Type of soil used in this investigation is of having high clay content, Black cotton
soil. The soil was air dried pulverized and passing through IS: 424 micron sieve was
taken for the study of properties. Different Engineering properties are soil initially can
be find by conducting corresponding the experiments according to IS code
specification.
4.2. Sand and Cement
Sand and cement is used and in which minimum % of cement with maximum % of
sand is added to black cotton soils. By utilizing this zero costing material for the
purpose of stabilization, we are in one way getting the strength of soil by using this
material. This soil is stabilized with the sand and cement. The cement is ordinary
Portland cement and the sand is passing through 425microns and retained on pan.
4.3. Methodology
In this work, the black cotton soil is stabilized with sand and cement, black cotton soil
is extracted from chintakommadinne area and different engineering and index
properties were studied to suggest the optimum percentage of sand and cement to
stabilize the expansive soil. Sand is added 10 % and cement is added 2 % up to 30 %
to the expansive soil at 10 % intervals.

The following are the different properties studied.
1. Specific gravity
2. Free swell index
3. Liquid limit
4. Plastic limit
5. Shrinkage limit
6. Standard proctor test
7. Unconfined compression test
Specific gravity (IS: 2720 (part II) 1980)
The specific gravity of solid is defined as the ratio of the mass of a given volume of
solids to the mass of an equal amount of water.
Specific gravity can be determined using a density bottle. Test is conducted as per
IS: 2720 (part II) 1980. Oven dried sample of 200 gm passing 4.75 mm IS Sieve is
poured into bottle and weighed (W3). The bottle is emptied and filled with distilled
water completely and weighed (W4).
Specific gravity is determined by the following formula:
G = (W2-W1)/[(W2 - W1) - (W3 -W4)]
Where G is the specific gravity
Figure 1 Specific gravity bottle
5. REMEDIAL MEASURES
The following section presents the some of the remedial measures for strengthening
the weak soils.
5.1. Stabilization
Stabilization aims at improving soil strength and increasing resistance to softening by
water through bonding the soil particles together water proofing the particles. Usually,
the technology provides an alternative provision structural solution to a practical
problem. The simplest stabilization processes are compaction and drainage (if water
drains out of wet soil it becomes stronger). The other process is by improving
gradation of particle size and further improvement can be achieved by adding binders
to the weak soils. All these methods fall into two broad categories:
 Mechanical stabilization
 Chemical stabilization

5.2. Stabilizing agents
These are hydraulic (Primary binders) or non-hydraulic (Secondary binders) materials
that when in contact with water or in the presence of pozzolanic minerals reacts with
water to form Cementations composite materials. The commonly used binders are:
1. Cement
2. Lime
3. Fly ash
4. Blast furnace slag
6. SAND AND CEMENT
6.1. Ordinary Portland cement
Ordinary Portland cement (OPC) is the most important type of cement. The OPC was
classified into three grades, namely 33 grade, 43 grade and 53 grade depending upon
the strength of the cement at 28 days when tested as per IS 4031- 1988. If the 28 days
strength is not less than 33N/mm2
, it is called 33 grade cement, if the strength is not
less than 43N/mm2
, it is called 43 grade cement, and if the strength is not less then 53
N/mm2
, it is called 53 grade cement.
It has been possible to upgrade the qualities of cement by using high quality
limestone, modern equipments, closer on line control of constituents, maintaining
better particle size distribution, finer grinding and better packing. Generally use of
high grade cements offer many advantages for making stronger concrete. Although
they are little costlier than low grade cement, they offer 10-20% savings in cement
consumption and also they offer many other hidden benefits. One of the most
important benefits is the faster rate of development Cross Section of Multi-
compartment Silos for storing different types of cement.
In the modern construction activities, higher grade cements have become so
popular that 33grade cement is almost out of the market. The manufacture of OPC is
decreasing all over the world in view of the popularity of blended cement on account
of lower energy consumption, environmental pollution, economic and other technical
reasons. In advanced western countries the use of OPC has come down to about 40
per cent of the total cements production. In India for the year 1998- 99 out of the total
cement production i.e., 79 million tons, the production of OPC in 57.00 million tons
i.e., 70%. The production of PPC is 16 million tons i.e., 19% and slag cement is 8
million tons i.e., 10%. In the years to come the use of OPC may still come down, but
all the same the OPC will remain as an important type for general construction. Sand
can be occurred from river beds and these are costly now days.
7. RESULTS & ANALYSIS
Table 1 SPECIFIC GRAVITY (0%)
SL.NO DESCRIPTION 1 2
1 Weight of density bottle W1 in gms 22.5 22.5
2 Weight of density bottle+ dry soil W2 in gms 42.5 42.5
3 Weight of density bottle+ soil+ water W3 in gms 87 88.5
4 Weight of density bottle+ water W4 in gms 75.5 76.5
5 Temperature of water T in c 29⁰ 29⁰
6 Specific gravity of soil solids G 2.35 2.5

RESULT
The average specific gravity of soil particles for density bottle method is 2.42
Table 2 STANDARD PROCTOR TEST (0%)
SL.NO DESCRIPTION 1 2 3 4
1 Weight of mould 2271 2271 2271 2271
2 Weight of mould +wet soil 4150 4349.5 4446 4370
3 Weight of wet soil 1879 2078.5 2175 2099
4 Container no 135 38 101 416
5 Weight of container 29.9 36.05 29.67 36.6
6 Weight o container + wet soil 119.85 126.3 144.12 177.5
7 Weight of container + dry soil 111.25 117.4 132 160.81
8 Weight of water 8.6 8.83 12.12 16.69
9 Weight of dry soil 81.35 81.42 102.33 124.21
10 Water content 10.57 10.84 11.84 13.43
11 Wet density 1.88 2.08 2.18 2.10
12 Dry density 1.70 1.87 1.94 1.85
Figure 2 SPT Analysis
RESULT
Optimum moisture content (OMC) = 11.8 %
Maximum dry density (MDD) = 1.94 g/cc
1.55
1.6
1.65
1.7
1.75
1.8
1.85
0 5 10 15 20 25 30
DRYDENSITY(ϒd)g/cc
water content (%)
SPT (0%)

Table 3 CALIFORNIA BEARING RATIO TEST (0%)
S.
No
Penetration dial
reading
Penetration in
mm
Proving ring dial readings
in divisions
Load in
kg
1 0 0 0 0
3 100 1.0 225 263.16
4 150 1.5 317 370.76
5 200 2.0 395 461.99
6 250 2.5 460 538.02
7 300 3.0 515 602.34
8 350 3.5 565 660.82
9 400 4.0 615 719.30
10 450 4.5 666 778.95
11 500 5.0 715 836.26
12 550 5.5 758 886.55
13 600 6.0 795 929.83
14 650 6.5 825 964.92
15 700 7.0 860 1005.85
16 750 7.5 897 1049.13
Figure 3 CBR Analysis
RESULT
CBR of the given sample = 38.92mm
0
200
400
600
800
1000
1200
0 1 2 3 4 5 6 7 8 9
PENETRATION(mm)
LOAD IN kg
CBR(0%)

Table 4 LIQUID LIMIT 30%
SL.NO DESCRIPTION 1 2 3 4
1 Container no 53 58 514 517
2 Weight of container 30.5 32.5 33.0 31.5
3 No .of blows 14 28 39 53
4 Weight of container + wet soil 36.5 39 41 39
5 Weight of container + dry soil 34.5 37 38.5 37
6 Weight of water 2 2 2.5 2
7 Weight of dry soil 4 4.5 5.5 5.5
8 Water content 50 44.44 39.6 36.36
RESULT
Liquid limit of soil (LL) = 43%
COMPARISON GRAPHS
Figure 3 LIQUID LIMIT
0
10
20
30
40
50
60
1 10 100 1000
Watercontent(%)
no of blows
Chart Title
Series1
0
10
20
30
40
50
60
1 10 100
watercontent
no of blows
Chart Title
LL - 10%
LL - 20%
LL - 30%

Figure 4 STANDARD PROCTOR TEST
Figure 5 UNCONFINED COMPRESSION TEST
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
2
0 5 10 15 20 25 30 35
DRYDENSITY(g/cc)
WATER CONTENT (%)
10%
20%
30%
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
0 0.02 0.04 0.06 0.08
STRESS(kg/cm2)
STRAIN
UCC - 10%
UCC - 20%
UCC - 30%

Figure 6 CALIFORNIA BEARING RATIO TEST
8. CONCLUSIONS
Black cotton soils were tested with sand and cement to ascertain the benefits of
stabilization. Minimum quantity of cement i.e., 2% and sand i.e., 10% was added to
target soils from 10% to 30% at 10% intervals. The tests conducted were: mechanical
properties, Atterberg limits, Proctor compaction, UCC and CBR.
The following trends are observed from the results of the experimental investigation:
 Specific Gravity: of the stabilized soil increased, in general, with increase in fly ash
content. Decrease must be takes place.
 Liquid Limit: of stabilized soil definitely decreased with increase in sand and cement.
However, there should be increase or decrease is marginal when increase in sand and
cement in black cotton soils.
 Plastic Limit: of the stabilized soil decreased with increase in sand and cement
content. However, the percentage decrease in plastic limit, at 20% sand and cement,
is not related directly to the initial plastic limit of the soils.
 Proctor Density: There is a decrease in OMC and increase in MDD when addition of
sand and cement for about 30%.
 Unconfined compressive strength: However, there is an gradual increase in 20% for
unconfined compressive strength and decrease in 30%. There is an decrease in shear
strength in 20% and increase in 30%.
 California Bearing Ratio: There is an decrease of CBR value for 20% and increase
value for 30%
0
50
100
150
200
250
300
350
0 1 2 3 4 5 6 7 8 9 10
LOAD(KG)
PENETRATION(MM)
CBR 10%
CBR - 20%
CBR - 30%

REFERENCES
[1] K.R.Arora (1987) Soil Mechanics and Foundation Engineering, Standard
Publishing Distributors. Page No: 1-2-3
[2] BOWLES, Engineering properties of soil and their measurement.
[3] TERZAGHI, Theoretical soil mechanics page No: 267
[4] IS 2720: Part 16: 1987 Methods of Test for soil - part 16: Laboratory
determination of CBR.
[5] IS 2720: Part 6: 1972 Methods of Test for soils - part 6: Determination of
Shrinkage factors.
[6] IS 2720: Part XL: 1977 Methods of tests for soils - Part -XL: Determination of
Free swell index of soils.
[7] IS 2720 - Part -17, Determination of water cement - Dry density relation using
Light Compaction.
[8] Determination of Liquid limit and Plastic limit. Indian Standard Methods for
testing of soils - IS 2720( a ) Indian Standard Institution New delhi, India, Part 5,
pp 109 - 144, 1985.
[9] Brijesh Kumar and Nitish Puri. Stabilization of Weak Pavement Subgrades
Using Cement Kiln Dust, International Journal of Civil Engineering and
Technology, 4(1), 2013, pp. 26–37.
[10] Umar Rashid Lone, Mohd Hanief Dar and Mohd Younus Ahanger. Effect of L/B
Ratio of Stone Column on Bearing Capacity and Relative Settlement of Sandy
Soil (An Experimental Study), International Journal of Civil Engineering and
Technology, 6(1), 2015, pp. 55–61.
[11] Ahmed Neamah Naji, Dr. V. C. Agarwal, Prabhat Kumar Sinha and Mohammed
Fadhil Obaid. Influence of Crude Oil Fouling on Geotechnical Properties of
Clayey and Sandy Soils, International Journal of Civil Engineering and
Technology, 5(3), 2014, pp. 60–70.
[12] Stabilization of black cotton soil with sand and cement as a sub grade for
pavement Mrs. Neetu B. Ramteke, (june2014), impact factor: 3.449

STABILIZATION OF BLACK COTTON SOIL WITH SAND AND CEMENT AS A SUBGRADE PAVEMENT

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