stabilization of black cotton soil by using limestabilization of black cotton soil by using lime...
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STABILIZATION OF BLACK COTTON SOIL BY USING LIME
STONE
B.JAYA PRAKASH REDDY1, S.AANDAVAN2
1Final Year Student, Department Of Civil Engineering, SAVEETHA SCHOOL OF ENGINEERING,
SIMTS, CHENNAI, INDIA.
2 Associate Professor, Department Of Civil Engineering, SAVEETHA SCHOOL OF ENGINEERING,
SIMTS, CHENNAI, INDIA.
Abstract: The black cotton soil is expansive type of soil that expand suddenly and start swelling once it comes in-tuned with
wet. due to this property the strength and completely different properties of soil are very poor. Expansive type of soil shows
unpredictable behavior with completely completely different quite stabilizers. Soil stabilization is also a technique to treat a
soil to require care of, alter or improve the performance of soil. during this study, the potential of marble dust (by-product of
marble industry) and lime stone powder as useful additives to expansive soil is evaluated. The analysis involves the
determination of the advance at intervals the strength properties of expansive soil in its wild still as once mixed with varied
proportion of marble dirt and lime stone powder. The marble dirt in experimental program is obtained from cutting of marble.
The environmental degradation due to marble mining is way however the environmental degradation caused by the waste
from marble method plants. many researchers have reportable that marble has very high lime (CaO) content up to fifty fifth
by weight. The unconfined compression check is conducted by making the specimens of black cotton soil by adding the
variable percentages of marble mud and lime stone powder and square measure cured for 3, seven and fourteen days. The
fascinating modification at intervals the strength properties of the soil square measure discovered.
Key Words: Black cotton soil, lime stone powder, stabilization, compaction.
1. Introduction
For any land-based structure, the inspiration is
incredibly necessary and has got to be sturdy to
support the whole structure. so as for the inspiration
to be sturdy, the soil around it plays a really essential
role. So, to figure with soils, we'd like to own correct information concerning their properties and factors
that have an effect on their behavior. the method of
soil stabilization helps to attain the desired properties
during a soil required for the development work.
From the start of construction work, the need of
enhancing soil properties has come back to the
sunshine. Ancient civilizations of the Chinese,
Romans and Incas used varied ways to boost soil
strength etc., a number of these ways were therefore
effective that their buildings and roads still exist. In
India, the fashionable era of soil stabilization began
in early 1970’s, with a general shortage of fossil fuel
and aggregates, it became necessary for the engineers
to seem at suggests that to boost soil aside from
exchange the poor soil at the vacant lot. Soil stabilization is that the method of sterilization some
soil properties by totally different strategies,
mechanical chemical so as to supply associate
improved soil material that has all the specified
engineering properties. Soil stabilization was used
however owing to the employment of obsolete
strategies and conjointly owing to the absence of
correct technique, soil stabilization lost favour. In
recent times, with the rise within the demand for infrastructure, raw materials and fuel, soil
stabilization has began to take a replacement form.
With the supply of higher analysis, materials and
instrumentation, it's rising as a preferred and cost-
efficient methodology for soil improvement.
Here, during this project, soil stabilization has been
finished the assistance of admixtures like waste
marble dirt powder and lime stone powder. The
engineering properties and strength characters of the
soil are studied. the development within the shear
strength parameters has been stressed upon and
comparative studies are distributed victimization
totally different strategies of shear resistance
measure.
2. SCOPE OF INVESTIGATION
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2.1 To determine the effects of Lime stone
powder and Lime stone powder as a stabilizing
agent on Black cotton soil.
2.2 To improve the compaction characteristics
of Black cotton soil by addition of 10%, 15%
and 20% of Lime stone powder powder.
2.3 To evaluate the strength characteristics of
Black cotton soil with different percentages of
Lime stone powder powder with different
proportions.
2.4 To improve the engineering properties of the
Black cotton soil and make it suitable for
construction.
2.5 To increase the bearing capacity of soil.
2.6 To reduce the swelling and shrinkage behavior of
soil.
3. NEED FOR STABILIZATION
3.1 Soil Stabilization is the cost-effective, long-
term physical and chemical alteration of soils to
enhance their physical properties.
3.2 It can improve shear and unconfined
compressive strengths, and permanently lower
the soil’s permeability to water.
3.3 Soil stabilization helps increase the strength
of the existing soil to improve its capacity for
load bearing and allows increase and evenly
distributed support to the structure.
3.4 Soil stabilization helps improve, the bearing
capacity of the foundation and its strength,
water tightness, resistance to washout.
4. NEED FOR STABILIZATION
4.1 Soil Stabilization is the cost-effective, long-
term physical and chemical alteration of soils to
enhance their physical properties.
4.2 It can improve shear and unconfined
compressive strengths, and permanently lower
the soil’s permeability to water.
4.3 Soil stabilization helps increase the strength
of the existing soil to improve its capacity for
load bearing and allows increase and evenly
distributed support to the structure.
4.4 Soil stabilization helps improve, the bearing
capacity of the foundation and its strength,
water tightness, resistance to washout.
5. ADVANTAGES OF SOIL STABILIZATION
5.1 Substantial Savings
Stabilizing the present subgrade, the prices related to
excavating the present soil, removing it from the
positioning, and commutation it with appropriate
materials are eliminated. this may end in substantial
savings to the owner.
5.2 Reduces Weather Related Delays
In areas wherever the climate and climate stop
website work throughout sure times of the year, soil
stabilization is also used to treat unstable soils so as
to continue website work. this could impact
construction schedules Associate in Nursing
exceedingly in a very positive means and translate
during a price savings for an owner WHO doesn't
have to be compelled to look ahead to weather to
continue work on the project.
5.3 Eliminates Supply Problems
In spaces wherever replacement of existing material
is problematic principally if the positioning is found
in an exceedingly remote area wherever combination
provide is price preventative to import, soil
stabilization becomes a price effective different.
5.4 Additional Material Reduction
In road sections or parking areas, the sections of base
material and asphalt paving is also reduced if the
prevailing subgrade is stabilised so as to make decent
strengths. This reduction within the sections of base material and asphalt paving can even produce price
savings to the owner.
6. APPLICATIONS OF SOIL STABILIZATION
6.1 Soil stabilization is employed in several sectors of
the development trade. Roads, parking heaps, field
runways, building sites, landfills and soil redress all
use some style of soil stabilization.
6.2 The use of soil stabilization for slope protection,
dam and dam cores, resistant liners and maintenance
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accessibility are possible supported each economical
and repair life issues.
6.3 Other applications embody waterway
management, mining and agriculture.
6.4 Pavements, particularly versatile pavements,
square measure perpetually below dynamic
conditions, therefore they're inherently unstable.
Water infiltration weakens the underlying soil
condition and variable loading moves those
conditions throughout the pavement structure. the
utilization of chemical stabilization in road style
speaks on to these problems with long-run life-cycle
stability.
6.5 Synthetic Sports Fields: The new artificial sports
fields area unit standard for his or her high sturdiness
and low maintenance options. one among the most
important installation wants of artificial fields is
associate degree acceptable system. These turf
systems permit water to permeate through the surface to be collected by either a blanket or manifold
system. A stabilised mat structure underneath a
blanket drain system or integrated into a manifold
system permits for associate degree resistant, high-
strength soil structure that's maintained even once
saturated over time.
7. MATERIALS
7.1 BLACK COTTON SOIL
Fig. 7.1(a) Black cotton soil
Black cotton soils contain minerals like clays that
area unit capable of fascinating water. after they
absorb water they increase in volume. The a lot of water they absorb the a lot of their volume will
increase. this modification in volume will exert
enough force on a building or alternative structure to
cause injury. Black cotton soils will shrink after they
dry out. This shrinkage will take away support from
buildings or alternative structures and lead to
damaging subsidence. Fissures within the soil also
can develop. These fissures will facilitate the deep
penetration of water once wet conditions or runoff
happens. This produces a cycle of shrinkage and
swelling that places repetitive stress on structures.
Soils with a high share of swelling clay have a really
high affinity for water part attributable to their little size and part attributable to their positive ions. Soils
with a high share of swelling clay have a really high
affinity for water part attributable to their little size
and part attributable to their positive ions.
7.1.1 PROPERTIES OF BLACK COTTON SOIL
Rich proportion of montmorillonite is found in Black
cotton soil from mineralogical analysis. High share of
montomoriillonite renders high degree of
expansiveness. These property results cracks in soil
with none warning. These cracks might generally
extent to severe limit like ½” wide and 12” deep. thus building to be founded on this soil may suffer severe
damage with the change of atmospheric conditions.
As malleability index and linear shrinkage minimized
with the rise of lime content, a mix of each lime and
cement is critical for adequate stabilization of road
bases for serious wheel masses on the black cotton soils. antecedently derived results from African and
Indian black cotton soils are matched with these
results.
7.2.2 Structure We have already noticed that of black cotton soil of
different region show considerable variation of properties.so while explaining any property, we will
try to mention region where the tests were conducted.
7.1.3 Infiltration rate Black cotton soil shows high
bulk density in dry condition and low worth at
swollen stage. counting on wet condition bulk density
of those soils is also (1~2) gm/cm3 .Black cotton soil
of yankee origin have bulk density starting from
(1.81~2.08) gm/cm3. once more some researchers
suggested to correct bulk density of black cotton soil for explicit wet content [25% w/w]. It facilitates to
scale back errors ascertained attributable to initial wet
content in these soils. Following table helps U.S.A. to
comprehend this truth.
7.1.4 Adsorption
We know water molecule behaves as electrical
dipoles, of that charge is placed close to atoms 2
element and have electric charge close to gas atom.
this permits water molecules to interact/attract
neighbour charged particles. The mechanism of
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conterminous water molecules with clay crystals is
termed as sorption.
Montmorillonite is that the key compound of black
cotton soil which might absorb great amount of water
molecules. The adsorbable water takes place their
position between crystal sheets of montmorillonite
that yields massive volume modification because of
presence of water.
7.1.5 Shrinkage Black cotton soil is sometimes glorious a pricy soil;
however the mass that expand underneath wetting
can shrink when drying. The shrinkage method
typically related to cracking. The shrinkage method
typically related to cracking. once structural issue
cares shrinkage is a lot of damaging than swelling.
Swelling method affects to lighter building than
heavier one. As vertical growth is also lessened by
mass of structure. however shrinkage is harmful to
any or all style of structures and careful style and
generally limitation of loading is also required to be
obligatory. looking on moisture-volume relation, 3
stages shrinkage ar outlined (Ritchie , 1980); these
are:
a. Structural shrinkage; in this stage water is lost due
to air drying from large pores in soil i.e. no volume
change is occurred.
b. Normal shrinkage, this shrinkage facilitates us to
determine COLE (coefficient of linear expansion).
Water is lost due to matric potentials of (-0.3~ -15)
bars
c. Residual shrinkage, admittance shrinkage potential
conjointly accountable for this shrinkage however
vary is -15 bars to -20 bars. Water is lost from crystal
of montmorillonite. No important amendment in
volume is occurred as air fills inter-crystalline areas.
d. That is, initial and last stage of wet loss doesn’t
contribute to important volume amendment. different
structural volume changes in these soils ar
slickensides, gilgais etc.
7.1.6 PH
Black cotton soils have consistent chemical properties and that don't seem to be abundant
influenced by their formation. The chemical tests on
these soils of Sudan, Ethiopia, Asian country and
plenty of different regions of Australia and continent
show that their pH varies among ranges of 7.5 ~ 8.5
(variation is also region to region or among profiles
with increase in depth). PH is attributed to profile
attributable to presence of CaCo3; metal and Mg
bases dominate in these soils. In some tropical areas
exchangeable atomic number 11, as a result of
irrigation or below natural gravity flow (area situated
at valleys), could also be accumulated over prime surface of soil. once underlying soil is black cotton
soil containing high proportion of montmorillonite
pH could reach to nine.5 which can destroy soil
structure.
Table 7.1 Physical properties of the Black
cotton soil used in the present study
Fig. 7.2(a) Lime stone powder Powder
7.2 LIME STONE POWDER
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Marble may be a shining stone that is recognized for
its uniform and sleek texture, colour, moderate
hardness and its ability to be quarried into huge
blocks, shiny and sleek polished surface which
supplies a satiny feel. In earth science terms, it's a
stone that is formed by the geologic process of the
lime stone beneath extreme thermal and pressure
energy. the most states that area unit according for
the marble existence area unit Rajasthan, Haryana,
Gujarat, Jammu and Jammu and Kashmir etc.
Waste lime powder is that the by - product of the
marble trade that is generated throughout cutting and
grinding of marble. The waste generation is about
four-hundredth of the entire marble handled once a
year.it has connexion as a result of annually
regarding sixty eight million of marble is factory-
made everywhere the globe. The waste is created
from the industries within the sort of each solid and
suspension. The solid waste is generated on the mine
sites or at the process units and suspension is within
the semi- liquid type generated throughout sawing
sharpening operations. The disposal of marble dirt
within the open ground creates serious threats for the
general public health and for the surroundings. it
should additionally percolate through the soil and
affects the bottom water.
7.2.1 ENGINEERING APPLICATIONS
OF LIME STONE POWDER
a. Finely ground marble or carbonate powder may be
a part in paper, and in client product like dentifrice,
plastics and paste.
b. It is employed as a coating pigment for paper as a
result of its high brightness and as a paper filler as a
result of it's strengthens the sheet and imparts high
brightness.
c. It is employed in paints as a result of it's a decent
filler and extender and it's weather resistant.
7.2.2 SCIENTIFIC RESEARCH
The main purpose of the analysis is Associate in
Nursingalyze the likelihood of utilizing marble mud
cutting and sprucing method in marble factories and
RHA is an agricultural waste material and super
pozzolonic material and reduced the price. an honest
method of utilizing this material is to use it for
creating high performance concrete which suggests
high workability and high strength and term
sturdiness of concrete.
8. METHODOLOGY
The following laboratory tests have been
carried out according to the specification
of IS: 2720.
8.1 Moisture content test
8.2 Specific gravity test
8.3 Particle size distribution
8.4 Liquid limit test
8.5 Plastic limit test
8.6 Shrinkage limit test
8.7 Compaction test
8.8 Unconfined compression test
8.1 MOISTURE CONTENT TEST
Definition: Moisture content is the ratio of the mass
of water in a sample to the mass of solids in the
sample, expressed as a percentage.
Procedure:
8.1.1 The number of the container is recorded,
cleaned, dried and weighed.(W1)
8.1.2 About 15-30 g of soil is placed in the container
and the weight of soil with the sample is
recorded.(W2)
8.1.3 The can with the soil is placed in oven for
24hours maintained at a temperature 1050 to 1100C.
8.1.4 After drying the container is removed from the
oven and allowed to cool at room temperature.
8.1.5 After cooling the soil with container is
weighed.(W3).
Calculation:
water content =(W2 − W3)
(W3 − W1)∗ 100%
W1=Mass of container, g
W2=Mass of container and wet soil, g W3=Mass of container and dry soil, g
8.2 SPECIFIC GRAVITY TEST
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Definition: It is defined as the ratio of the
unit weight of substance to that of water at
constant temperature.
Procedure:
8.2.1 Clean and dry the pycnometer bottle.
8.2.2Weigh the empty bottle with its cone tightly
screwed on (W1).
8.2.3 Take about 200g of oven soil sample which is
cooled in a desiccators. Transfer it to the bottle. Find
the weight of the pycnometer bottle and soil (W2).
8.2.4 Fill the bottle completely with distilled water,
place the cone and screw it and keep the bottle under
constant temperature water baths.
8.2.5 Take the pycnometer bottle and wipe it clean
and dry note. Now determine the weight of the bottle
and the contents (W3).
8.2.6 Now empty the pycnometer bottle and
thoroughly clean it. Fill the bottle with only distilled
water and weigh it. Let the weight be W4.
Calculation:
𝐬𝐩𝐞𝐜𝐢𝐟𝐢𝐜 𝐠𝐫𝐚𝐯𝐢𝐭𝐲 =(𝐖𝟐 − 𝐖𝟏)
[(𝐖𝟐 − 𝐖𝟏) − (𝐖𝟑 − 𝐖𝟒)]
W1 = Empty weight of pycnomete
W2 = Weight of pycnometer + soil
W3 = Weight of pycnometer + soil + full water
W4 = Weight of pycnometer + full water
8.3 PARTICAL SIZE DISTRIBUTION
A sieve analysis (or gradation test) could be a apply
or procedure used to assess the particle size
distribution (also known as gradation) of a granular
material. the scale distribution is commonly of
important importance to the means the fabric
performs in use. A sieve analysis are often performed
on any sort of non-organic or organic granular
materials as well as sands, gravel, clays, granite,
feldspars, coal, soil, a large vary of factory-made
powders, grain and seeds, all the way down to a minimum size looking on the precise technique.
Being such a straightforward technique of particle
size, it's in all probability the foremost common.
The method of distribution of particles is expressed
quantitatively by the proportion by weight of the
varied sized particles within the soil within the
decreasing magnitude the results of grain size
analysis is given within the style of grain size
distribution curve during which additive share finer
than identical grain size ar planned against these size
the later being on ordered series.
8.3 LIQUID LIMIT
The liquid limit of a soil is that the water content at
that the soil behaves much sort of a liquid, however
has tiny shear strength. it's outlined because the
minimum water content at that the soil remains within the liquid state, however has tiny cutting
strength against flowing.The Liquid Limit of Soil is
decided as per IS: 2720 (Part-V).It flows to shut the
groove in precisely twenty five blows in
Casagrande’s liquid limit device.As it is tough to
induce precisely twenty five blows in a very take a
look at, three to four take a look ats square measure
conducted and therefore the range of blows (N)
needed in every test is decided. A semi-log plot is
then drawn between log N and therefore the water
content (w). The liquid limit is that the water content
admire N=25, as obtained from the plot.
8.4 PLASTIC LIMIT
The plastic limit is outlined because the wetness content at that soil begins to behave as a plastic
material. A plastic material is formed into a form and
therefore the material can retain that form. If the
wetness content is below the plastic limit, it's
thought-about to behave as a solid, or a non-plastic
material. because the wetness content will increase
past the plastic limit, the liquid limit are approached.
The Plastic limit of soil is decided as per IS: 2720
(part V), Specification. it's the water content below
that the soil mass stops behaving sort of a plastic material. It begins to broken, once rolled into a thread
of 3mm in diameter. At this water content, the soil
loses its physical property and passes to a semi solid
state. atiny low increase in wetness on top of the
plastic limit can destroy the cohesion of the soil.
8.5 SHRINKAGE LIMIT
As the soil loses wetness, the degree is additionally reduced by the decrease in water content. But, at a
specific limit the wetness reduction causes no more
volume amendment. A shrinkage limit take a look at
provides a quantitative indication of what proportion
wetness will amendment before any important
volume amendment and to conjointly indication of
amendment in volume. The shrinkage limit is
beneficial in areas wherever soils bear giant volume
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changes once hunting wet and dry cycles.The
shrinkage limit of soil is decided as per IS: 2720 (part
V). it's the water content wherever more loss of
wetness won't end in any longer volume reduction.
The shrinkage limit is way less unremarkably used
than the liquid and plastic limits. it's the minimum water content at that a soil remains in saturated
condition.
8.5 COMPACTION TEST
Indian normal light-weight compaction tests ought to
be performed as per provisions in IS:2720 part-6
(1974). The tests are conducted for numerous
combine proportions of soil and rice husk ash and
lime sludge as admixtures in several proportions. Dry
density v/s wet content graphs square measure
planned and therefore the most dry density and
optimum wet content were determined for every
combine.
This experiment provides a transparent relationship
between the dry density of the soil and therefore the
wet content of the soil. The experimental setup
carries with it (i) cylindrical metal mould (internal
diameter – ten.15 cm and internal height eleven.7
cm), (ii) detachable base plate, (iii)collar (5cm
effective height), (iv) ram (2.5kg). Compaction
method helps in increasing the majority density by
driving out the air from the voids. the speculation
employed in the experiment is that for any
compactive effort, dry density depends upon the wet
content within the soil. the utmost dry density (MDD)
is achieved once the soil is compacted at
comparatively high wet content and the majority the
air is driven out, this wet content is termed optimum
wet content (OMC). when plotting the info from the
experiment with water content as cartesian coordinate
and dry density because the ordinate, we will acquire
through OMC and MDD.
8.7UNCONFINED COMPRESSION TEST
The unconfined compressive strength is defined as the compressive stress at that Associate in Nursing
unconfined cylindrical specimen of soil can fail
during a simple compression check. The unconfined
compressive strength tests ought to be conducted on
soil, soil-RHA, soil-lime sludge, soil-RHA-lime
sludge proportions, as per IS 2720 half X (1973). All
the samples area unit ready by static compaction at
optimum wetness content and most dry density to
take care of same initial dry density and water
content. The check was conducted underneath a
relentless strain rate of 1.5mm/min. The purpose of this check is to work out the shear strength parameters i.e., Angle of cutting off
resistance and cohesion of a given soil sample.
The equipment consists of a sq. brass box split horizontally at the amount of the centre of sample
that is control between grills or porous plates. the
traditional load is applied by a lever system. Shear
load at a notable strain rate applied to at least one
portion of box and displacement measured by a dial gauge.
8.5.1 Preparation of test Specimen
a. Sample is also ready by compacting the soil at
the specified water content and dry density very
compaction mould so cut by the sampling tube.
b. Alternatively remolded specimen is also ready directly within the split mould.
8.8.2 Testing procedure: a. Measure the initial length and diameter of the
specimen.
b. Place the specimen on the lowest plate of the
loading device.
c. Adjust the higher plate to create contact with
the specimen.
d. Set the load dial gauge (proving ring) and
strain dial gauge to zero.
9. RESULTS AND DISSCUSION
9.1 COMPACTION TEST
The compaction curve is planned between wet
content and dry density. the height worth of the
density is termed most dry density and admire this,
the wet content is termed optimum wet content.
Compaction method helps in increasing the majority
density by driving out the air from the voids. the idea
utilized in the experiment is that for any compactive
effort, dry density depends upon the wet content
within the soil. the utmost dry density (MDD) is
achieved once the soil is compacted at comparatively
high wet content and the majority the air is driven
out, this wet content is named optimum wet content
(OMC). when plotting the info from the experiment
with water content as cartesian coordinate and dry
density because the ordinate, we are able to get the OMC and MDD and a few of the equations to
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calculate the wet density, wet content and dry density
square measure given below:
𝒘𝒕. 𝒅𝒆𝒏𝒔𝒊𝒕𝒚 =𝒘𝒕.𝒐𝒇 𝒘𝒆𝒕 𝒔𝒐𝒊𝒍 𝒊𝒏 𝒎𝒐𝒖𝒍𝒅
𝒗𝒐𝒍.𝒐𝒇 𝒎𝒐𝒖𝒍𝒅 𝒊𝒏 (𝒈/𝒄𝒎3)
𝐦𝐨𝐢𝐬𝐭𝐮𝐫𝐞 𝐜𝐨𝐧𝐭𝐞𝐧𝐭 (%) =𝐰𝐭. 𝐨𝐟 𝐰𝐚𝐭𝐞𝐫
𝐰𝐭. 𝐨𝐟 𝐝𝐫𝐲 𝐬𝐨𝐢𝐥∗ 𝟏𝟎𝟎
𝒅𝒓𝒚 𝒅𝒆𝒏𝒔𝒊𝒕𝒚 =𝒘𝒆𝒕 𝒅𝒆𝒏𝒔𝒊𝒕𝒚
𝟏+% 𝒐𝒇 𝒎𝒐𝒊𝒔𝒕𝒖𝒓𝒆 𝒄𝒐𝒏𝒕𝒆𝒏𝒕 𝒊𝒏 (𝒈/𝒄𝒎3)
9.1.1 COMPACTION TEST RESULT FOR
BLOCK COTTON SOIL ALONE
Above graph shows that the coordinate axis
represents the water content in command of and
coordinate axis represents the dry density in g/cm3. It
represents the compaction results of Black cotton soil
alone with the most dry density of 1.85 g/cm3 at the
corresponding optimum wet content of 24%.
9.2 UNCONFINED COMPRESSION TEST
Fig. 9.2(a) Unconfined compression test specimen
before and after test.
The strength properties of soil may be determined by
experimental investigation. within the gift study
Unconfined Compression check is conducted. The
black cotton soil has been stable with completely
different percentages of Marble mud powder, Lime
stone powder and tested for unconfined compression
strength.
Unconfined compressive strength tests were
conducted to research the consequences of Marble
mud powder and Lime stone powder on the strength
and mechanical behavior of black cotton soil and
black cotton soil treated with these admixtures on an
individual basis and for the mixtures too. Black
cotton soil with and while not reinforcement,
additives were ready at most capacity measure weight and optimum wetness content determined from
compaction take a look at. Specimens were ready at
every compression take a look at with the chosen
content and additives. Extreme care was taken in
making ready the specimens, natural process the
specimen and conducting the take a look at thus on
keep the specimens intact. that the specimens used
were 38mm diameter and 87mm height. Observation
of failing unreinforced clayey soil specimen
unconcealed shear failure plane and with the addition
of reinforcing additives the specimen bulged in compression. These failure modes were discovered
all told specimens. This unconfined compressive
strength is continual for natural process days of
immediate, once zero day, 3 days , seven days and
fourteen days at the loading rate of one.25mm/min
till the samples failing in take a look at.
10. MIX PROPORTION:
10.1 Black cotton soil with a varying percentage of
lime stone powder:
a. BC SOIL +5% LIME
b. BC SOIL +10% LIME
c. BC SOIL +15% LIME
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d. BC SOIL +20% LIME
10.4 Unconfined compressive test results on
black cotton soil varying percentage of lime
stone powder on immediate day:
Above graph indicates the unconfined compressive
strength results on black cotton soil alone and
different composition of BC soil with lime stone
powder respectively. Once the reading are obtained
plot a graph for shear stress(kg/cm²) v/s displacment
as shown above. The strength of soil is maximum for
the combination of BC soil+20%lime of about
2.49Kg/cm² for a immediate period.
10.5 Unconfined compressive test results on black
cotton soil varying percentage of lime stone
powder on third day:
Above graph indicates the unconfined compressive
strength results on black cotton soil alone and
different composition of BC soil with lime stone powder respectively. Once the reading are obtained
plot a graph for shear stress(kg/cm²) v/s displacment
as shown above. The strength of soil is maximum for
the combination of BC soil+15%lime of about
2.38Kg/cm² for a immediate period.
10.6 Unconfined compressive test results on black
cotton soil with varying percentage of lime stone
powder on seventh day:
Above graph indicates the unconfined compressive
strength results on black cotton soil alone and
different composition of BC soil with lime stone
powder respectively. Once the reading are obtained plot a graph for shear stress(kg/cm²) v/s displacment
International Journal of Pure and Applied Mathematics Special Issue
319
as shown above. The strength of soil is maximum for
the combination of BC soil+15%lime of about
1.97Kg/cm² for a immediate period.
10.7 Unconfined compressive test results on black
cotton soil with varying percentage of lime stone
powder on fourteenth day:
Above graph indicates the unconfined compressive
strength results on black cotton soil alone and
different composition of BC soil with lime stone
powder respectively. Once the reading are obtained
plot a graph for shear stress(kg/cm²) v/s displacment
as shown above. The strength of soil is maximum for
the combination of BC soil+15%lime of about 4.31Kg/cm² for a 3 days period.
11. CONCLUSION
The following conclusions can be drawn from
the experimental results on Stabilization of
Black cotton soil with and Lime stone powder
with varying percentages.
11.1 It can be concluded that there is an
improvement of all the geotechnical properties
of and lime stone powder treated black cotton
soil.
11.2 From the results of unconfined compression test it is observed that the
maximum unconfined compression strength is
obtained by addition of 15% lime to the Black
cotton soil.
11.3 The unconfined compression strength of
the soil increased as the curing period of the
specimen increases.
11.4 A reduction in plasticity index causes a
significant decrease in swell potential .This
results confirm that the mix (lime15%) hardens,
such that it possesses less damage to the
building in site due to settlement. when the soil
is mixed with these percentage as compare to
the soil strata.
11.5 From the economic analysis it is found
that, a substantial save in cost of construction is
possible by making use of two waste materials like lime stone powder can be utilized to
strengthen the Black cotton soil.
11.6 It can be concluded that the soil treated
with lime stone powder can be utilized as a soil stabilizer which minimize the settlement
problems and the same can reduce the
environmental issues.
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