ritika report for projfbddect.docx

8/14/2019 ritika report for projfbddect.docx

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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


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


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


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


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

http://www.indianetzone.com

http://www.automotive-eetimes.com

http://www.bomag.comhttp://www.tva.gov

http://www.google.co.in/search
http://wiki.answers.com/Q/Where_are_black_cotton_soils_found_in_Indiahttp://wiki.answers.com/Q/Where_are_black_cotton_soils_found_in_Indiahttp://www.indianetzone.com/http://www.indianetzone.com/http://www.automotive-eetimes.com/http://www.automotive-eetimes.com/http://www.bomag.com/http://www.bomag.com/http://www.tva.gov/http://www.tva.gov/http://www.tva.gov/http://www.bomag.com/http://www.automotive-eetimes.com/http://www.indianetzone.com/http://wiki.answers.com/Q/Where_are_black_cotton_soils_found_in_India

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