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A project report On
GEOTECTNICAL PROPERTIES OF LIME FIBRE
TREATED EXPANSIVE SOIL
SUBMITTED BY
1. SRIVASTAV RITIKA U.
2. SHAH PARTH N.
3. SAPARIYA PARESH V.
4. HADIYA PRATIK
B.E IV (7THSEM.) (CIVIL)
GUIDED BY-Prof. Priti A. Patel
NAME OF FACULTY
DESIGNATION
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C.K.Pithawalla College of Engineering &
Technology, Surat
CCeerrttiiffiiccaatteeThis is to certify that following students:
Sr No Enrolment No Name Of The Student1 090090106017 SRIVASTAV RITIKA U2 090090106011 SHAH PARTH N3 100093106007 SAPARIYA PARESH V4 080090106203 HADIYA PRATIK
of Final year, seventh semester Civil Engineering have submittedand presented the Industrial Defined Problem (IDP)/ Projectreport as per guidelines of Gujarat Technological University (GTU)on GEOTECTNICAL PROPERTIES OF LIME FIBRETREATED EXPANSIVE SOILThe work done by them is found satisfactory.Place:SuratDate:
Guide Examiner In charge ofDepartme
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INDEX
TABLE OF CONTENTS
1. Introduction1.1. Types of Soil1.2. Black Cotton Soil1.3. Where it is present in India?!1.4. Soil Stabilization1.5. Methods of Soil Stabilization1.6. Types Of Fibers
1.7. Lime Fibre Stabilization
2. Objectives of Work
3. Literature Review
4. Scope of work
5. Methodology5.1. Explanation Of Test5.2. Flow Chart
6. Experimental program
7. References
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1 :INTRODUCTION:
It has been observed that soil of Surat region possess typical properties like
high compressibility, low bearing capacity, swelling during saturated
condition and shrinking during dry weather condition. Such Expansive soilsundergo volumetric increase corresponding to increase in moisture content.
They also exhibit shrinkage when water evaporates from them. Thus, because
of swell and shrinkage in rainy and summer seasons, lightly loaded civil
engineering structures founded in them develop distress. Thus such Expansive
soils are the main cause of damages to many civil engineering structures such
as spread footings, roads, highways, airport runways, and earth dams
constructed with dispersive soils (Abduljauwad 1993).
Many innovative foundation techniques and stabilization methods have been
devised to counteract the problems caused by expansive soils. Stabilization by
chemical additives, pre-wetting, squeezing control, overloading, water contentprevention are general ground improvement methods that are used to mitigate
swelling problems. There has been a growing interest in recent years in the
influence of chemical modification of soils which upgrades and enhances the
engineering properties. Especially use of lime admixture has proved to have a
great potential as an economical method for improving the geotechnical
properties of expansive soils and alsoa wide range of reinforcements have
been used to improve soil performance to increase the soil strength. This has
caused increased interest in identifying new accessible resources for
reinforcement.
In the case of geotechnical engineering the idea of inserting fibrous materialsin a soil mass in order to improve its mechanical behavior has become very
popular. The concept of earth reinforcement is an ancient technique and
demonstrated abundantly in nature by animals, birds and the action of tree
roots. This reinforcement resists tensile stress developed within the soil mass
thereby restricting shear failure. Reinforcement interacts with the soil through
friction and adhesion. The practicing engineers are employing this technique
for stabilization of thin soil layers, repairing failed slopes, soil strengthen
around the footings and earth retaining structures. The inclusion of randomly
distributed discrete fiber increases strength parameters of the soil as in case of
reinforced concrete construction. One of the essential characteristics of
reinforced soil is that it is made with two types of elements, soil grains and
reinforcements.
In this experimental investigation, the aim is to study the effect of lime
polypropylene fiber reinforcement on the improvement of physical and
mechanical properties of a clay sample obtained from an expansive clay
deposit in Surat.
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1.1: DIFFERENT TYPES OF SOILS:
Alluvial soils:
All type of soils carried and deposited by water are known as
Alluvial soil.
Soils particles that are carried and deposited by rivers are called
Alluvial deposits Soil.
Soils particles that are carried by rivers while entering a lake,
deposited all the coarse particles because of sudden decrease in
velocity. Such coarse soil deposits are called by LakeDeltas Soil.
But the fine grained particles move to the centre of the lake and
settle when the water becomes quiet. Such lake deposits are called
Lacustrine deposit Soil. These deposits are weak and
compressible, and pose problem for foundations.
A large part of North India is covered with alluvial deposits the
deposits are generally of low density and are liable to liquefaction
in earthquake prone areas.
Marine soils:
Marine soils are formed when the flowing water carries soil to
ocean or sea.
These deposits are found all along the coast in narrow tidal plains
In the southwest coast of India, there are thick layers of sand above
deep deposits of soft marine clays.
The Marine clays are very soft and may contain organic matter.
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They possess low shear strength and high compressibility and
hence pose problems as a foundation material or as a construction
material.
The Marine clays are soft and highly plastic.
Colluvial soil:
Soils transported and deposited by gravity are called Colluvial soil.
Gravity can transport material for a short distance. As the
movement is limited, there is no appreciable change in the
materials moved.
They are also termed as Talus. They include the material at the
base of cliff and landslide deposits.
Talus consists of irregular coarse particles.
It is a good source of broken rock pieces and coarse grained soils
for many engineering works.
Gravel:
Gravel is a type of coarse-grained soil.
The particle size ranges from 4.75mm to 80mm.
They pass through 80mm sieve but retained on 4.75mm sieve
This subdivision includes
o Coarse: 80mm to 20mm sieve.
o Fine: 20mm to 4.75mm sieve
It is designated by symbol G.
They are mostly rounded to angular in shape and are bulk, hard,
rock particle.
Cohesion less soil:
The Cohesion less soil is composed of bulky grains is cohesion
less regardless of the fineness of the particles.
The rock flour is cohesion less even when it has the particle size
smaller 2 micron size.
Non plastic silts and coarse grained soils are cohesion less.
Sand and Gravel are Cohesion less.
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Black cotton soil:
It is a residual soil containing high percentage of the clay mineral
montmorillonite.
These soils have been formed from basalt or trap rocks.
It has very low bearing capacity.
These soils are quite suitable for growing cotton.
Black cotton soils are clays o high plasticity.
The soils have high shrinkage and swelling characteristics.
It is extremely difficult to work with such soils.
Sand:
It is a soil, having particle size between 0.075mm to 4.75mm.
They pass through 4.75mm sieve but retained on 75micron sieve. This subdivision includes
Coarse : 4.75mm to 2.0mm sieve.
Medium: 2.0mm to 425 micron sieve.
Fine : 425 micron to 75 micron sieve
They are mostly rounded to angular bulky in shape and are bulk,
hard, rock particle.
Organic soils:
Organic soils are formed by growth and subsequent decay of
vegetable matter.
The natural moisture content found in organic soils can vary
significantly in response to changes in the atmosphere.
This, combined with a dense, grainy texture, easily circulates water
throughout a soil environment.
These aspects of organic soils make for a poor construction
material in terms of providing a sound foundation for a building
structure.
Inorganic soils:
Inorganic soils are formed by the accumulation of fragments of the
inorganic skeletons or shells of organisms.
The inorganic materials found in soils account for about half of thetotal mass of most soil.
These inorganic materials take the form of sand, silt, and clay, and
are referred to commonly as dirt. They form as rocks are eroded by the forces of weather.
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1.2: BLACK COTTON SOIL:
Black soil is also called regur soil or cotton soil. Cotton is the most
important crop grown in these soils. After alluvial soils it occupies
largest areas in the country. It covers 16% area of the country. A soil order formed in regolith high in clay; subject to marked
shrinking and swelling with changes in water content; low in organic
content and high in bases.
It is a soil type formed by the breakdown of basaltic rock (volcanic
rock or lava) and is highly fertile.
These soils are rich in nutrient.
It develops cracks when dry which helps in aeration.
It has a self-ploughing quality.
It is agriculturally important because it is rich in lime, iron and potash. Because of high clay content, these soils expand when wet and
become difficult to plough.
During the dry season, the black soils shrink and develop big cracks
which help in air circulation.
The moisture-retentiveness makes them suitable for dry farming.
It contains Lime, iron, potash, aluminum, calcium and magnesium
carbonate. It is deficient in phosphorous, nitrogen and organic matter.
SAMPLE OFBlack Cotton Soil
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1.3: WHERE IS BLACK COTTON SOILS FOUND IN INDIA?
Black-cotton soil, which is also called Regular, is found in the Deccan
Lava Plateau, the Malwa Plateau, and interior of Gujarat.
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1.3.1: WHERE IS BLACK COTTON SOIL FOUND IN
GUJARAT?
Different types of soils Found in Gujarat region are shown in figure.
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1.4: SOIL STABILIZATION
Basically to avoid excessive volumetric changes in black cotton
soil there are various methods through which it can be overcome.
1. Replacing the black cotton soil with yellow soil.2. By improving it strength i.e. Soil Stabilization.
Soil Stabilization
The soil stabilization means the improvement of engineering characteristics
and performance of a soil or bearing power of the soil by the use of controlled
compaction, proportioning and/or the addition of suitable admixture or
stabilizers.
Basic Principles of Soil Stabilization.
Evaluating the properties of given soil
Deciding the lacking property of soil and choose effective and
economical method of soil stabilization
Designing the Stabilized soil mix for intended stability and
durability values
Need For Soil Stabilization:
The first and most obvious one is strength improvement
With dust control, the dust that is generated by the consistentuse of equipments and machinery can be eliminated, especially
in dry and arid weather.
The third purpose of soil stabilization, soil waterproofing,
preserves the natural strength of a soil by obstructing the entry
of surface water.
It provides more erosion control.
1.5: METHODS OF SOIL STABILIZATION
I. Mechanical Method II. Additive Method
1. Soil-Cement Stabilization
2. Soil-Lime Stabilization
3. Soil- Bitumen Stabilization
4. Lime Fly ash Stabilization
5. Lime Fly ash Bound Macadam
6. Fiber Reinforced soil Stabilization
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(1) MECHANICAL METHOD ECHANICAL METHOD
Mechanical stabilization is accomplished by mixing or blending soils
of two or more gradations to obtain a material meeting the required
specification.
This method involves the correctly proportioning of aggregates andsoil, adequately compacted to get mechanically stable layer
The blended materials then spread and compacted to required densities
byconventionalmeans. This method is suitable for low volume roads i.e. Village roads in low
rainfall areas.
(2) ADDITIVE METHOD Additive refers to a manufactured commercial product that,
when added to the soil in the proper quantities, willimprove the quality of the soil layer.
This includes the use of Portland cement, lime, lime-cement-fly
ash, and bitumen, etc. alone or in combination, as additives
to stabilize soils.
The selection and determination of the percentage of
additives depend upon the soil classification and the degree of
improvement in soil quality desired. Generally, smaller amounts of additives are required to alter
soil properties, such as gradation, workability, and plasticity,
than to improve the strength and durability sufficiently to
permit a thickness reduction design. After the additive has been
mixed with the soil, spreading &compacting are accomplished
by conventional means
Different types of Additive method:
1. Soil Cement Stabilization2. Soil Lime Stabilization
3. Soil Bitumen Stabilization
4. Lime Fly ash Stabilization
5. Lime Fly ash Bound Macadam.
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1. Soil Cement Stabilization
Soil Cement is an intimate mix of soil, cement and water,
compacted to form a strong base course
The Engineering properties that can be improved are the
following:
1. The soils Plasticity index can be reduced.
2. The soils C.B.R can be increased.
3. Material shearing strength can be increased.
4. Shrinkage or swelling characteristics for the soil can be
decreased.
5. The amount of fine grained material particles can be
reduced.
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2. Soil Lime Stabilization
Soil- Lime has been widely used as a modifier or a binder
Soil-Lime is used as modifier in high plasticity soils
Soil Lime also imparts some binding action even in granular soils
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1.6: TYPES OF FIBERS
Natural
AnimalAlpaca, Angora, Byssus, Camel hair, Cashmere,
Catgut, Chiengora, Guanaco, Human hair, Llama,
Mohair, Pashmina, Qiviut, Rabbit, Silk, Sinew,
Spider Silk, Wool, Vicuna, Yak.
Vegetable Abaca, Biogases, Bamboo, Coir, Cotton, Flax,
Linen, Hemp, Jute, Kapok, Kenaf, Pine, Raffia,
Ramie, Sisal, Wood.
Synthetic
Cellulose Acetate, Triacetate, Art Silk, Bamboo, Lyocell
Rayon, Modal, Rayon.
Mineral Glass, Carbon, Tenax, Basalt, Metallic.
PolymerAcrylic, Aramid, Twaron, Kevlar, Technora,
Nomex, Microfiber, Modacrylic, Nylon, Olefin,
Polyester, Polyethylene, Dyneema, Spectra,
Spandex, Vinylon, Vinyon, Zylon.
(1) NATURAL FIBER:
All fibers which come from natural sources (animals, plants, etc.) and
do not require fiber formation or reformation are classed as natural
fibers.
The natural fibers are vegetable, animal, or mineral in origin. Some of
the natural fibers like vegetable fibers are obtained from the various
parts of the plants. They are provided by nature in ready-made form.
It includes the protein fibers such as wool and silk, the cellulose fibers
such as cotton and linen and the mineral fiber asbestos.
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Stabilization Project in Progress
Live stake, coconut fiber roll and
erosion control blanketCoconut fiber roll and erosion
control blanket
Gabions and filter fabricGabions and rock riprap
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1.7: LIME FIBER REINFORCED SOIL STABILIZATION
The lime-fiber stabilized soils, improves the compression and shearstrength, swelling and shrinkage of soil In addition it is observed to
transfer the failure characteristic of soil from brittle to ductile failure. There are different types of natural and synthetic fiber. We will use
synthetic fiber in our project. Polyester, Polypropylene etc. are
different type of synthetic fibre
Polypropylene Polyester
Tree revetments
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Applications:
Some of the main applications of fibre reinforced soils are as follows:
1. Using it in evapotranspiration systems, placed on steep slopes, wouldnot only increase the stability of these slopes, but would also prevent
the soil from erosion or dehydration cracking.
2. By making the slopes steeper, material usage could be reduced.3. Stronger foundations could be achieved because of the increase in
bearing capacity.
4. When used as a backfill, the increased soil strength reduces the forcesexerted on a retaining structure, as well as providing a more cost
effective design.
There are certain advantages of using polypropylene fibers:
Low manufacturing costs;
Low moisture absorption;
Resistant to abrasion, degradation, acids and alkalis.
However, it has certain disadvantages:
Creeps under loading;
Strength reduces when temperatures increase;
Degrades under UV rays.
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More importantly, fibre reinforced soil exhibits greater toughness and
ductility and smaller loss of post peak strength, as compared to soil
alone. One of the main advantages of randomly distributed fibres is the
maintenance of strength isotropy and the absence of potential planes of
weakness that can develop parallel to oriented reinforcement.
4. S. BanuIkizler, Mustafa Aytekin, EmelTrker&Halil Ibrahim Yavuz
Effect of fibers on swelling characteristics of bentonite
In this paper, polypropylene fibers including fibrillated polypropylene
fiber (F) and multifilament fiber (M) were evaluated as potential
stabilizers in enhancing volume changes behavior of betonies.
Modified Consolidation Tests (Swelling Pressure Test) were conducted
to assess the feasibility of using small particles of fibers as blended
additive to mitigate the swelling potential of the betonies. These
experiments show that the betonies can be successfully stabilized by
two types of fibers. Test results were analyzed to establish optimum
dosage levels for each of the fiber stabilizers.
They concluded the following from the test results.
(1)Decrement in swelling pressures due to fiber treatments or
inclusions are observed in polypropylene treated soils when
dosage levels are about 0.2%.
(2)The treatment is more effective on reduction of swelling
pressures of bentonite for multifilament fiber (M) when
compared with fibrillated polypropylene fiber (F).
(3)Dosage level between 0.2% and 0.3% would be best for the
treatment of betonies on the reduction of swelling pressure.
(4)Effect of fibrillated polypropylene fiber (F) on the swelling
pressures is so small so that it should not be used for this
purpose.
5. Pradip D. Jadhao & P.B. Nagarmaik Performance Evaluation of FibreReinforced Soil Flyash Mixtures
In present study, the relative gain in strength and ductility was
evaluated by conducting a series of unconfined compression strength
tests (UCS). Specimens of soil fly ash mixtures were tested with 0, 0.5,
1.0 and 1.5 per cent polypropylene fibers with various lengths of
fibers.
The results presented show that the inclusion of randomly distributed
fibers significantly increased UCS, residual strength and absorbed
energy of soil fly ash mixtures. The increase in UCS, residual strengthand absorbed energy was function of fiber content and length. UCS,
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residual strength and absorbed energy increased with increasing fiber
content. With increasing fiber length, the contribution to UCS was
reduced, and energy absorption (i.e., ductility) increased.
6. Shah Kinjal, A.K. Desai & C.H. Solanki Experimental Study on theAtterberg limits of Expansive Soil
This paper reports the results of laboratory study performed on
expansive soil reinforced with polyester fiber and demonstrates that
randomly distributed fibers are useful in restraining the shrinkage
tendency of expansive soils. Polyester fibers of 12 mm size having
triangular cross section were used.
They concluded the following from the test results.
(1)Reinforcing expansive clay specimens with polyester fibers
reduce the shrinkage tendency.
(2)Optimum percentage fiber found as 0.5%.
7. Mona Malekzadeh & Huriye Bilsel published Effectof Polypropylene
Fiber on Mechanical Behaviour of Expansive SoilsEastern
Mediterranean University, Department of Civil Engineering, Gazimagusa,
Mersin 10, and Turkey.
In this experimental investigation, the aim was to study the effect of
polypropylene fiber reinforcement on the improvement of physical and
mechanical properties of a clay sample obtained from an expansive
clay deposit in Famagusta, North Cyprus.
The experimental program was carried out on compacted soil
specimens with 0%, 0.5%, 0.75%, and 1% polypropylene fiber
additives, and the results of one-dimensional swell and consolidation
tests.
The results indicate that primary swell and secondary swell
percentages decreased considerably with increase in fiber addition.
It can be concluded that there is a potential for use of polypropylene
fiber to reinforce expansive soils. 1% fiber content is suitable for thesoil in this study to have low amount of swell, compressibility, and
hydraulic conductivity.
8. Technical Note by R. Kumar, V.K. Kanauji and D. Chandra
Engineering Behaviour of Fibre Reinforced posh and silty sand
Geosynthetics International, Vol. 6, No. 6, pp. 509-518.
This note presents the results of laboratory investigations conducted
on silty sand and pond ash specimens reinforced with randomlydistributed polyester fibres.
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The test results reveal that the inclusion of fibres in soils increasesthe peak compressive strength, CBR value, peak friction angle,
and ductility of the specimens.
The compaction characteristics of fibre-reinforced silts sand andpond ash do not differ significantly from unreinforced specimens,
but fibre reinforcement, particularly at 0.3 to 0.4%, doessignificantly increase compressive strength and failure strain.
Similarly, in the range of 0.3 to 0.4%, fibre reinforcementsignificantly increases peak friction angle, cohesion, and CBR
values.
9. Rupal Katare, M.M. Pande, S.K .Jain researched onLime Stabilization
Method for Black Cotton Soil of Gwalior region department of Civil
Engg, Madhav Institute of Technology and Science, Gwalior.
The Volume instability of black cotton soils lead to damages to
structures supported on it.
Quantity of lime is varied by 2 to 4% of soil and corresponding
changes in properties are observed
The value of M.D.D increases with the increased percentage of
lime and the value of O.M.C and swelling pressure decreases with
increase in lime content.
Also the C.B.R value increases and the Liquid limit, Plastic limit
and Plasticity index decreases with increase in the content of lime
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4: SCOPE OF WORK:
The Black Cotton Soil sample was collected from the Vesu region of
Surat city in this semester and the literature required for the project wasobtained.
Experiments will be carried out in next semester which will consists
of controlled condition soil and with different composition such as Soil +
Lime , Soil + Fiber, Soil + Fiber + Lime. The following test will be will
carried later.
a) Specific Gravity
b) Sieve Analysis
c) Liquid Limitd) Plastic Limit
e) Shrinkage Limit
f) Unconfined Compression Test
g) C.B.R
h) Free Swell Index
After obtaining results from the experiments different equations will
be formed using Multiple Linear Regression Analysis
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5: METHODOLOGY:
For improving the geotechnical properties of Black Cotton Soil, we
will perform different experiments using additive lime & fiber in soil byvarying its content. The following test will be performe to find different
properties.
(1) Determination of Specific Gravity.
Procedure:
Determine and record the weight of the empty clean and drypycnometer, WP.
Place 10g of a dry soil sample (passed through the sieve No. 10) in thepycnometer. Determine and record the weight of the pycnometer
containing the dry soil, WPS. Add distilled water to fill about half to three-fourth of the pycnometer.
Soak the sample for 10 minutes.
Apply a partial vacuum to the contents for 10 minutes, to remove theentrapped air.
Stop the vacuum and carefully remove the vacuum line frompycnometer.
Fill the pycnometer with distilled (water to the mark), clean theexterior surface of the pycnometer with a clean, dry cloth. Determine
the weight of the pycnometer and contents, WB.
Empty the pycnometer and clean it. Then fill it with distilled water
only (to the mark). Clean the exterior surface of the pycnometer with aclean, dry cloth. Determine the weight of the pycnometer and distilled
water, WA.
Empty the pycnometer and clean it.
Data Analysis:Calculate the specific gravity of the soil solids using the following
Formula:
Specific Gravity, Gs = W0 / W0+ (WA-WB)
Where:
W0= weight of sample of oven-dry soil, gms = WPS- WP
WA= weight of pycnometer filled with water
WB= weight of pycnometer filled with water and soil
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(2) Sieve Analysis Test
Test Procedure:
Take a representative oven dried sample of soil that weighs about 500
gm If soil particles are lumped or conglomerated crush the lumped and not
the particles using the pestle and mortar.
Determine the mass of sample accurately.
Prepare a stack of sieves. Sieves having larger opening sizes (i.e. lowernumbers) are placed above the ones having smaller opening sizes (i.e.
higher numbers). The very last sieve is #200 and a pan is placed under
it to collect the portion of soil passing #200 sieve
Make sure sieves are clean; if many soil particles are stuck in theopenings try to poke them out using brush.
Weigh all sieves and the pan separately. Pour the soil from step 3 intothe stack of sieves from the top and place the cover, put the stack in thesieve shaker and fix the clamps, adjust the time on 10 to 15 minutes
and get the shaker going.
Stop the sieve shaker and measure the mass of each sieve + retainedsoil.
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(3) Determination of liquid limit
Preparation of sample
Air-dry the soil sample and break the clods, remove the organic matter
like tree roots, pieces of bark, etc. About 100g of the specimen passing through 425 micron IS sieve is
mixed thoroughly with distilled water in the evaporating dish and left
for 24 hrs.
Test Procedure
Place a portion of the paste in the cup of the liquid limit device.
Level the mix so as to have a maximum depth of 1 cm.
Draw the grooving tool through the sample along the
symmetrical axis of the cup holding the tool perpendicular to the
cup.
For normal fine grained soil: The Casagrande tool is used to cut
a groove 2mm wide at the bottom. 11mm wide at the top and
8mm deep.
For sandy soil : The ASTM tool is used to cut a groove 2mm
wide at the bottom,13.6mm wide at the top and 10mm deep.
After the soil plate has been cut by a proper grooving tool, the
handle is rotated at the rate of about 2 revolutions per second
and the no. Of blows counted, till the two part of the soil samplecome in to contact for about 10mm length.
Take about 10g of soil near the closed groove and determine its
water content.
The soil of the cup is transferred to the dish containing the soil
paste and mixed thoroughly after adding a little more water.
Repeat the test.
By altering the water content of the soil and repeating the
foregoing operation, obtain at least 3 readings in the range of 15
to 35 blows. Dont mix dry soil to change its consistency.
Liquid limit determined by plotting a flow curve on a semi
log graph, with no. Of blows as abscissa (log scale) and the water
content as ordinate and drawing the best straight line through the
plotted point.
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(4) Determination of plastic limit
Preparation of sample
Take about 30g airdried soil from a thoroughly mixed sample of the
soil passing through 425 micron IS sieves. Mix the soil with distilled
water in an evaporating dish and leave the soil mass for maturing. This
period may be up to 24 hrs.
TestProcedure
Take about 8g of the soil and roll it with fingers on a glass
plate. The rate of rolling should between 80 to 90 strokes per
minute to form a 3mm dia.
If the dia. Of the threads can be reduced to less than 3mm
without any cracks appearing, it means that the water content is
more than its plastic limit. Knead the soil to reduce the water
content and roll it in to a thread again.
Repeat the process of alternate rolling and kneading until the
thread crumbles.
Collect and keep the pieces of crumbled soil thread in the
container used to determine the moisture content.
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(5)Determination of Shrinkage limit:
Procedure:
Take about 100 gm of soil sample from a thoroughly mixed portion of
the material passing through 425 micron I.S sieve. Place about 30 gm the above soil sample in the evaporating dish and
thoroughly mixed with distilled water and make a creamy paste.
Use water content some were around the liquid limit.
Filling the shrinkage dish
Coat the inside of the shrinkage dish with a thin layer of Vaseline to
prevent the soil sticking to the dish.
Fill the dish in three layer by placing approximately 1/3 rd of the
amount of wet soil with the help of spatula. Tap the dish gently on afirm base until the soil flows over the edges and no apparent air bubble
exist. Repeat this process for 2nd and 3rd layer also till the dish is
completely filled with the wet soil. Strike off the excess soil and make
the top of the dish smooth. Wipe off all soil adhering to the outside of
the dish.
Weigh immediately the dish with wet soil and record the weight.
Air dries the wet soil cake for 6 to 8 hrs until the colour of the pat turns
from dark to light then oven dry those to constant weight at 105 0c to
1100c say about 12 to 16 hrs.
Remove the dried dish of the soil from oven. Cool it in a desiccators.
Then obtain the weight of the dish with dry sample.
Determine the weight of the empty dish and record.
Determine the volume of shrinkage dish which is evidently equal to
volume of the wet soil as follows. Place the shrinkage dish in an
evaporating dish and fill the dish with mercury till it over flow slightly.
Press it with plain glass plate firmly on its top to remove excess
mercury. Pour the mercury from the shrinkage dish in to a measuring
jar and find the volume of the shrinkage dish directly. Record this
volume as the volume of the wet soil pat.
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(6)Determination of C.B.R. value
Procedure:
Take about 4.5 to 5.5 kg of soil and mix thoroughly with the requiredwater.
Fix the extension collar and the base plate to the mould. Insert the
spacer disc over the base.
Place the filter paper on the spacer disc. Compact the mix soil in the
mould using either light compaction or heavy compaction.
For light compaction, compact the soil in 3 equal layers, each layer
being given 55 blows by the 2.6 kg rammer.
For heavy compaction compact the soil in 5 layer 56 blow to each
layer by the 4.89 kg rammer.
Remove the collar and trim off soil.
Turn the mould upside down and remove the base plate and the
displacer disc.
Weight the mould with compacted soil and determine the bulk density
and dry density.
Put filter paper on the top of the compacted soil and clamp the
perforated base plate on to it.
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(7)Compaction test:
Procedure:
Take 8 kg sample passing 4.75 mm sieve. Divide well mixed samplein to 4 equal parts. Estimate OMC for type of soil from table and add
7% less water if sample is sandy or 10% less in case it is clayey. Allow
adequate curing time
Clean and lubricate the mould as well as base plate on machine and
record mass of mould (m1) and volume of mould (v) without collar.
Take sample of soil and divide in to 3 equal parts. Place mould with
collar on base plate and keep one part of soil sample in the mould and
give 25 blows of hammer. Repeat the process for other two parts after
scratching surface of compacted mass. Remove the collar and chop offexcess soil. Weight the mould with soil (m2) on balance. Also take soil
in moisture dish for water content test.
Select the needle of proctor penetro meter note the area (A) push
penetro meter first 13 mm and then keep on pushing at rate of 12
mm/sec let it penetrate 62 mm record maximum resistance observed in
pressure gauge.
Repeat the test for 2rd, 3rdand 4rdsample with increasing water content
by about 2% each time. Continue the test till the trend of reduction of
observed in last two observation of mass of soil and mould (m 2)
compute density and water content. Plot the dry unit weight against the
water content. Find out optimum moisture content (OMC) and
maximum dry density (MDD). Also draw zero air void line 5% air void
line and penetration resistance Vs water content on the same plot.
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6: EXPERIMENTAL PROGRAME
6.1: SAMPLE COLLECTIONFor practical performance locally available soil from Vesu area of
Surat region was selected. Disturbed but representative soils were collected
from trial pits at a depth of about 2.0 m from ground level. The soil collected
from the site was pulverized with wooden mallet to break lumps and then air-
dried. The properties of the soil along with classification are presented in table
3.1 the soil falls under the CH category i.e clay of high compressibility as per
I.S classification system (IS 1498-1970).
TABLE 6.1.1 PROPERTIES OF SOIL
Characteristics Value
Specific gravity 2.50 - 2.58
Particle size distribution
Gravel (%)
Sand (%)
Silt + clay (%)
0
1
98
Liquid limit (%) 73Plastic limit (%) 23
Plasticity index (%) 49
Classification of soil CH
Swelling Index (%) 80
Shrinkage Limit (%) 13
Colour Black
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Lime that will be used for experimental work will be collected from
the local market in form of fine powder. The chemical composition of lime
and maximum limit of impurities in lime are presented in table3.2 and 3.3
TABLE 6.1.2 CHEMICAL COMPOSITION OF LIME
Chemical configuration Ca(OH)2Minimum assay (%) 90Specific gravity 0.48
TABLE 6.1.3 MAXIMUM LIMIT OF IMPURITIES IN LIME
Chloride (CL) (%) 0.01Sulphate (SO4) (%) 0.2Arsenic (AS) (%) 0.0004Lead (PB) (%) 0.001
Hydrochloric acid insoluble matter
(%)1.0
6 mm and 12mm length of polypropylene fiber and polyester fiber will
be used for the experimental work. Polypropylene fiber are
hydrophobic, non corrosive and resistant to alkalis, chemicals and
chlorides. Fiber was mixed with soil in different percentage (0.1%,
0.2% etc). Properties of fiber are shown in table 3.4
TABLE 6.1.4 PROPERTIES OF FIBER USED
Properties Polyester Polypropylene
Specific Gravity 1.34-1.39 0.90-0.91
Tensile Strength 33-160 20-100
Elastic Modulus 2500 500-700
Melt Point(c) 240 160
Water Absorption Nil Nil
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7: REFERENCES:
BOOKS:
1.GEOTECHNICAL ENGINEERING, B.C.Punamia, Khanna publication,
India
2.HIGHWAY ENGINNERING, Khanna S. K & Justo C.E.G,Nem Chand
&Bros, Roorkee, U.K. &India
REFERENCE RESEARCH PAPER:
1. Mona Malekzadeh & Huriye Bilsel published Effectof PolypropyleneFiber on Mechanical Behaviour of Expansive Soils Eastern
Mediterranean University, Department of Civil Engineering, Gazimagusa,
Mersin 10, Turkey.
2. Technical Note by R. Kumar, V.K. Kanauji and D. Chandra
Engineering Behaviour of Fibre Reinforced posh and silty sand
Geosynthetics International, Vol. 6, No. 6, pp. 509-518.
3. Rupal Katare, M.M. Pande, S.K .Jain researched on Lime Stabilization
Method for Black Cotton Soil of Gwalior regiondepartment of Civil
Engg, Madhav Institute of Technology and Science, Gwalior.
4. Bryan Gaw and Sofia ZamoraSoil Reinforcement with Natural Fibersfor Low-Income Housing Communities WORCESTER
POLYTECHINIC INSTITUTE
5. Louisiana Transportation Research Centre Evaluation of the Effect of
Synthetic Fibers and Non-woven Geotextile Reinforcement on the
Stability of Heavy Clay Embankments
6. P. V. KoteswaraRao, K.Satish Kumar & T. Blessingstone Performance
of Recron-3S fiber with Cement Kiln Dust in Expansive soil
7. Santhi Krishna K. &Sayida M.K. Behaviour of Black Cotton Soil
Reinforced with Sisal Fibre8. Prof.S.Ayyappan, Ms.K.Hemalatha&Prof.M.Sundaram Investigation of
Engineering Behavoiur of Soil, Polypropylene fibers and Fly Ash
Mixtures or Road Construction
9. Priya V.K. &Girish M.S Effect of Sisal Fibres on Lime treated Black
cotton soil
10.H. N. Ramesh K.V. Manoj Krishna &Meena Perfomance of coated coir
fibers on the compressive strength behavior of Reinorced soil
11.Technical Note by R. Kumar, V.K. Kanauji a and D. Chandra
Engineering Behaviour of Fibre Reinforced posh and silty sand
Geosynthetics International, Vol. 6, No. 6, pp. 509-518
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12.Rupal Katare, M.M. Pande, S.K .Jain researched onLime Stabilization
Method for Black Cotton Soil of Gwalior regiondepartment of Civil
Engg, Madhav Institute of Technology and Science, Gwalior.
13.Mona Malekzadeh & Huriye Bilsel published Effectof Polypropylene
Fiber on Mechanical Behaviour of Expansive Soils EasternMediterranean University, Department of Civil Engineering, Gazimagusa,
Mersin 10, Turkey.
14.Shah Kinjal, A.K. Desai & C.H. Solanki Experimental Study on the
Atterberg limits of Expansive Soil
15.Pradip D. Jadhao & P.B. Nagarmaik Performance Evaluation of Fibre
Reinforced Soil Flyash Mixtures
16.S. Banu 6Ikizler, Mustafa Aytekin, Emel Trker & Halil Ibrahim Yavuz
Effect of fibers on swelling characteristics of bentonite
17.S. Twinkle & M.K. Sayida Effect of Polypropylene Fibre and Lime
admixture on Engineering properties of Expansive soil
WEBSITE:
http://wiki.answers.com/Q/Where_are_black_cotton_soils_found_in_India
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