research article open access 5 experimental …

International Conference on Emanations in Mordern Engineering Science & Management (ICEMESM-2018)

ISSN: 2395-1303 http://www.ijetjournal.org

5 EXPERIMENTAL INVESTIGATION OF SOIL STABILIZATION ON

LOCALLY AVAILABLE SOIL BY USING FLY ASH AROUND DIGHORI,

NAGPUR Amrapali D. Shende

1, Aniket T. Kayarkar

2 , Sonali V. Somnathe

3

1(Department of civil, RTMNU/ Smt. Radhikatai Pandav College of Engineering Nagpur)

2(Department of civil, RTMNU/ Smt. Radhikatai Pandav College of engineering Nagpur)

3(Department of civil, RTMNU/ Smt. Radhikatai Pandav College of engineering Nagpur)

I. INTRODUCTION

The aim of this reconstruction work is to keep land

available locally available in nagpur district. Soil

stabilization is the process of improving the

engineering properties of the soil and thus making it

more stable. It is required when the soil available

for construction is not suitable for the intended

purpose. In its broadest senses, stabilization include

compaction, pre-consolidation, drainage and many

other such process. However, the term stabilization

generally restricted to the process which alter the

soil material it self for improvement of its

properties. A cementing material chemical is added

natural soil for the purpose of stabilization. Soil

stabilization is used to reduce the permeability and

compressibility in soil mass in earth structures and

to increase its shear strength.

Soil stabilization is required to increase the bearing

capacity of foundation soil. However , the main use

of stabilization is to improve the natural soil for

construction for highways and airfields. The

principles of the soil stabilization are used for

controlling the grading of soils and aggregates in

the construction of bases and sub-bases of the

highway and airfields. soil stabilization is also used

to make and area trafficable within a short period of

time for military and other emergency purposes.

Sometimes, soil stabilization is used to for suburban

streets to make them more noise-absorbing. This

paper deals with soil stabilization and there effect

on the engineering properties of the soil.

II. LIITERATURE REVIEW

1)Cokca,E.(2001), “ soil stabilization expensive for

by using of fly ash. Geotechnical and Geo-

environmental engineering. In this paper the author

has investigated that fly ash was studied with the

effect of flying flies of extended soil, which

included hallow spheres of silicon, alluminium and

iron oxides and unoxified carbon.

they are two types of fly ash ,Fly Ash, class C an

class F. Earlier antheracite or bitinus is produced

from coal burning and the latter product is from

burning lignite and all bituminous coal. The class of

bothe fly ash and pohlalan, which defined as masses

and aluminum mass.

Thus due to the dispersion of fish particle, fly

cisterns can be placed in the ionic position of the

RESEARCH ARTICLE OPEN ACCESS

Abstract: Soil stabilization is the adding some material like fly ash will increase the chemical and physical properties

of soil. In soil stabilization fly ash used then soil is more stable. This material adding in soil, the soil property is

increase and improving the stability of soil. Soil stabilization is increase the bearing capacity of soil. If soil is unstable

then create problems for structure. For good stability of soil necessary the soil stabilization techniques, it can the load

is successfully sustained in superstructure in case highly active soil. This paper deals with the complete experimental

study of the improvement of soil properties and its stabilization using fly ash.



cortex and the triangle, so that the mass particle

disperse the soil particle. Thus mineral soil cal can

be stabilized by a fatty fashion asshole in the form

of a flashy ashes, they are soy fly ash and 0 to 25%.

The fly ash cured after 7 days and 28 days, after

which treatment was done in a bullion-free bules

test, and its experimental finding include

microscopic particles of plasticity infections

activity and samples of TRAT hats, so that %

stabilizer and the optimum material fir drying and

lung cover is 20%. As a result of a bacterial effects

of particulate matter particle effects of particulate

matter and some of the particle size of aditonal

form, chemical process increase the molecule and

pozzolanic and self drying properties gradually and

increase the ashes and concluded that both high

calcium time blocked calcium clusters fly ash fly.

As expensive soil correction agents can be

recommended as ashes. Increase the capacity of soil

using fly ash.

2)Bhuvaneshwari,,S.Robinson,R.G.,Gandhi,S.R.(2005),” Stabilization in expensive soils by using

fly ash, “fully ash sub system program phaul,

TIFAC DST”. In this paper, ARTHUS has

discovered that the effects of expensive land and

engineering properties by experimental program.

Improvement in project such as highway, railway,

water reservoir, for infrastructure. Required in very

large quantity the site of the dam is not easily

available in the urban area which must be pulled

from the distance. In most areas a large area is

covered with highly plastic and elaborate soul,

which is not suitable for such purpose. Various

experiment have been conducted in various

experimental laboratories and after solidification in

the sand, lime, fly ash axis, there has been shown

beneficial effect of applying for such extensive soil.

Fly freely avalible , in the area of thermal power

plant, on the zircon project, if it is used for

stabilization.

The study is described in the present paper. Various

trial and fieled test in laboratories have been

examine for improvement in the properties of the

oceon in fly ash and the result have been found in

this paper.

One of the major difficulties in a field application is

the mixture of two material ( expensive soil and fly

ash) in the required quantity to crate a

homogeneous mass. Paper describe this as a tool to

keep this material in a thickness and to run a “disk-

horrow”. In the natural test, the construction of the

30-lane 0.6m high structure was constructed

successfully, so that the dams, proves for the

purpose, filling the place of the low cold etc.

3) Pandian, N.S., Krishna, K.C .and

Leelavathamma,B., (2002), “ As a result of fly ash

on CBR on soil under the possession of Indian

geotechnical conference allahbad in this paper the

selter has studied the effect of two types of fly ash

richti fly ash (class F) and neyveli fly ash class c

black cotton soil CBR charectesics shallow fly ash

increase from 0 to 100 % general CBR/ strength

mens contributed by its integration and friction.

In conjuction with the CBR of BC soil, which

consist of preliminary of particles. The fly ash is

contributed by the fraction factor of the CBR,

which consist mainly of the organisms. BC low

CBR is endogenous less energy joe clay is due to

the dominents of contraction. The first optimum

level of fly ash, due to the struggle against the

excesive fly ash against the BC deaths.

.

III. LABORATORY TESTS

According to IS-2720, the following laboratory

test have been conducted. Both of the are on normal

water and stable soil.

1. Atterbergs limit for soil and fly ash.

2. Specific gravity test

3. Grain size analysis

4. Standard procter compaction test for soil

and fly ash.

5. California Bearing Ratio value (CBR) test

6. Unconfined Compressive strength (UCC)

test

7. Direct shear test



• ATTERBERGS LIMI

1. Liquid Limit :- As per (IS- 2720_PART-V-

1985)

The table are displayed directly in the table.1 of

running

Table 1. LIQUID LIMIT VALUES FOR

SOIL WITH FLY ASH

% OF

FLY ASH

LIQUID

LIMIT (%)

%

PLASTICITY

INDEX

LIQUID

LIMIT (%)

%

PLASTICITY

INDEX

10 49 23.74

20 43 45.30

30 46 40.88

2.Plastic limit :- As per ( IS -2720-PART-V-1985)

The table are displayed directly in the table.2 of

running

Table 2: PLASTIC LIMIT VALUES FOR

SOIL WITH FLY ASH

% OF FLY

ASH

PLASTIC

LIMIT (%)



10 26.98

20 37.89

30 60

2. Shrinkage limit:- As per ( IS-2720-PART-

VI-1972)

The underground tends are as follows: soil power

limit with fly ash table.3.

Table 3: SHRINKAGE LIMIT VALUES FOR

SOIL WITH FLY ASH

% OF

FLY

ASH

SHRINKAGE

LIMIT (WS)

( %)

SHRINKAGE

RATIO (SR)

VOLUMETRIC

SHRINKAGE,

VS

10

4.31 2.6 52.O8

20

4.38 2.78 65.90

30

5.22 2.09 43.13

3. STANDARD PROCTER COMPACTION TEST



.

The table given are respectively shown in table.4 is an

OMC fly ash.

Table 4: OMC VALUES FOR FLY ASH

% OF FLY ASH OPTIMUM MOISTURE

CONTENT (%)

10 10

20 10

30 10

Table 5: MAXIMUM DRY DENSITY

The table below shows the following : table.5 is given

due to the fertility of the dead.

% of

fly ash

Maximum dry

density (kg/m3)

10 0.18

20 0.28

30 0.11

IV. CONCLUSION:

Based on the data from above research

following result has been made. As result of this

paper the soil structure available locally changes.

When there is ash the soil, the liquid is reduced by

mixing fly ash.

The plastic index is decreases by the fly ash. As the

number of dead people increases, improvements in

clarity are low, dry vitamins and root serve index

and caloria content increases. This claims that fly

ash is an effective way to void evenly soul and

especially shrinkage hegen and the issue of unique

settlement.

In the result of this paper the above table shows the

maximum limit of liquid limit plastic limit ,

shrinkage limit and optimum moisture content

(omc%) of soil and fly ash and soil maximum dry

density.

This paper is concluded that the fly ash is mixing

in specific proportion with the locally available soil

is an effective way to tackle the problem of

shrinkage, swelling and unequal settlement. Also in

this paper result shown in above table table liqid

limit, plastic limit, shrinkage limit , and optimum

moisture content (OMC%) of soil and fly ash, and

maximum dry density of soil.

REFERENCES:

[1]Cokca,E.(2001), “Use Of Class-C Fly Ashes For

The Stabilization Of Expansive Soil”, Jl Of

Geotechnical land Geo-environmental engg.vol.127,

pp.568-573.

[2]Bhuvaneshwari,S.,

Robinson,R.G.,Gandhi,S.R.(2005), “Stabilization

Of Expansive Soils Using Fly Ash”, FLY ASH

UTILIZATION PROGRAMME , FAUP, TIFAC,

DST, Vol. 8, pp 5.1-5.9.



[3] Pandian, N.S., Krishna, K.C .and

Leelavathamma,B., (2002), “Effect Of Fly Ash On

The Cbr Behaviour Of Soils”, Proceedings of

Indian Geotechnical Conference, Allahabad,

vol.1,pp.183-186.

[4] Phanikumar, B.R. and Sharma,R.S.,(2004),

“Effect of fly ash on engineering properties of

expansive soils”, Jl.of Geotechnical and

Geoenvironmental engg.,vol.130(7),pp.764-767.11.

Shivapullaiah, P.V.P.

[5]Karthik, S., Kumar, Ashok., Gowtham,P.,

Elango,G., Gokul,D., Thangaraj,S. (2014),“Soil

Stabilization By Using Fly Ash”, IOSR Journal of

Civil and Mechanical Engineering, IOSR-JMCE,

Vol. 10, pp 20-26.

[6] Ahmed, AfafGhaisAbadi (2014), “Fly Ash

Utilization In Soil Stabilization”, International

Conference on Civil, Biological and

Environmental Engineering, CBEE, pp 76-78.

.

[7] Robert M, Brooks. (2009), “Soil Stabilization

With Fly Ash And Rice Husk Ash”,

International Journal of Research and Reviews in

Applied Sciences, Vol. 1, pp 209-217.

research article open access 5 experimental …

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