Analysis of Swelling & Shrinkage Properties of Expansive Soil using Brick Dust as a Stabilizer

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International Journal of Emerging Technology and Advanced Engineering

Website: www.ijetae.com (ISSN 2250-2459, ISO 9001:2008 Certified Journal, Volume 4, Issue 12, December 2014)

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Analysis of Swelling & Shrinkage Properties of Expansive Soil

using Brick Dust as a Stabilizer

Sachin N. Bhavsar

1

, Ankit J. Patel

2 1

Lecturer, Civil Department, Shankersinh Vaghela Bapu Institute of Technology, Gandhinagar, India

2_{Assistant Professor, Civil Department, Shankersinh Vaghela Bapu Institute of Technology, Gandhinagar, India} Abstract—The expansive soil is also known as a black

cotton soil or clayey soil. This has a unique swell-shrink behavior with various amounts of moisture and expansiveness. Due to this characteristics engineering properties and behavior of clayey soil or black cotton soil has been changed drastically. Based on many research we can conclude that the changes in properties and behavior are due to reaction with water that may reduce the strength and can damage the structure. Also the large amount of black cotton soil is available all around the world which leads us to a major investment over construction projects or a maintenance which gives an option to avoid the use of such land. So in this present paper we have performed stabilization on expansive type of soil with marble dust which is a waste material and also widely available in large quantity. To resolve the problem of swelling and shrinkage we have replaced the soil by stabilizing agent of its 50% dry weight. For the analysis of effect of stabilizer on soil the comparison has done of properties of 100% black cotton soil and the combination of 50% clack cotton soil + 50% brick dust. The comparison includes total properties consideration by carried out compaction test, atterber’s limit test, linear shrinkage test, and swelling test on both normal & stabilized soil. From the above mentioned test It has been observed great decrement in swelling and shrinkage of soil.

Keywords— expansive soil, black cotton soil, expansiveness, swell-shrink behavior, engineering properties, stabilization

I. INTRODUCTION

Black cotton soil occupies about 3% of the world land area (i.e., about 340 million hectares). They are found mainly in Africa, in the Gezira cotton fields of the southern black cotton plains of Sudan, South Africa, Ethiopia and Tanzania. In Asia they are found extensively in the Indian Decca Plateau. They could also be found in Australia, West Indies and in vast areas of Russia. In India which occupy about 20% of its surface area. In India these, soils are predominant in the states of Gujarat, Maharashtra, Madhya Pradesh, Andhra Pradesh, Karnataka and Tamilnadu. [1]

Expansive soils contain the clay mineral montmorillonite with claystones, sedimentary and residual soils are absorbing great amount of water and expand.

The expansive nature of the clay is less near the ground surface where the profile is subjected to seasonal and environment changes. Expansive soils also shrink when they dry out. Fissures in the soil can also develop. These fissures help water to penetrate to deeper layers when water is present. The more water they absorb the more their volume increases. This produces a cycle of shrinkage and swelling that causes the soil to undergo great amount of volume changes. This movement in the soil results in structural damages especially in lightweight structures such as sidewalks, driveways, basement floors, pipelines and foundations. [2]

The effect of cyclic swell-shrink on the swelling behavior of natural soil is studied by many researchers (Popesco 1980; Chen and Ma 1987; Subba Rao and Satyadas 1987; Dif and Blumel 1991; Day 1994; Al Homoud et al 1995; Bilsel 2002; Tripathy 2002). Some investigators studied the swelling characteristics of expansive soils after repeatedly wetting-drying cycles. Chen et al (1985), Chen and Ma (1987), Subba Rao and Satyadas (1987), Dif and Bluemel (1991) concluded that when soils were subjected to full swell and allowed to shrink to their initial water content, they showed less expansion due to the fatigue of clay after Popesco (1980), Day (1994) and Guney (2007) concluded that swelling potential increased with the number of cycles. Al Homoud et al (1995) stated that cyclic wetting-drying resulted in particle aggregation. He supported his findings by the reduction in clay content and the plasticity index values of the soils after the increasing number of cycles. This inevitably caused reduction in the swelling characteristics (awfiq, 2009). [3]

Black cotton soil is one of the major regional soil deposits in India, covering an area of about 3.0 lakh sq.km. The annual cost of damage to the civil engineering structures is estimated at £150 million in the UK, $1000 million in the USA and many billions of pounds worldwide. [1]

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The amount of swell generally increases with increase in the plasticity index. The swelling potential depends on the type of clay mineral, crystal lattice structure, cation exchange capacity, ability of water absorption, density and water content. [4]

II. LITERATURE

A Effect Of Lime On The Index Properties Of Black Cotton Soil And Mine Tailings Mixtures [5]

H.N.Ramesh (Professor, Department of Civil

Engineering, UVCE, Bangalore University, Bangalore-560056, India)

A.J.Krishnaiah (Research scholar, Dept. of Civil Engineering, UVCE, Bangalore University)

S.Shilpashet (Former P.G Student, Department of Civil Engineering, UVCE, Bangalore University)

In the present investigation an attempt has been made to utilize the mine tailings in geotechnical applications and to evaluate the index properties of black cotton soil and mine tailings mixture treated with lime. The test results indicate that the progressive decrease in liquid limit, decrease in plastic limit and increase in shrinkage limit with curing time.

B Swell-Shrink Behavior of Expansive Soils, Damage and Control [2]

Masoumeh Mokhtari (Department of civil engineering, University of Hormozgan, Bandar abbas, Iran)

Masoud Dehghani (Assistant professor, Department of civil engineering, University of Hormozgan, Bandar abbas, Iran)

The paper gives detail information about the identifying the black cotton soil, about its swell – shrink behavior, factors affecting swelling and shrinkage , reasons of swell – shrink behavior and the controlling measures. The author has listed three methods to resolve this problem of swelling and shrinkage of clayey soil. They also described their conclusion that Control of the swell-shrink behavior can be accomplished in several ways, for example by Replace existing expansive soil with non-expansive soil, Maintain constant moisture content and Improve the expansive soils by stabilization from which stabilization is a better option to choose as per economic and improvisational consideration.

C Expansive Soil Stabilization Using Marble Dust [6]

Vinay Agrawal (Assistant Prof., Structural Engg. Department, MNIT, JAIPUR-302017)

Mohit Gupta (M.Tech, Structural Engg. Department, MNIT, JAIPUR-302017)

The evaluation involves the determination of the swelling potential of expansive soil in its natural state as well as when mixed with varying proportion of marble dust (from 0 to 30%). The marble dust in experimental program is obtained from cutting of Makrana marble. The environmental degradation due to marble mining is much less than the environmental degradation caused by the waste from marble processing plants. Many researchers have reported that marble has very high lime (CaO) content up to 55% by weight. Thus, stabilization characteristics of Makrana marble dust are mainly due to its high lime content. Marble dust finds bulk utilization in roads, embankment and soil treatment for foundation. Particle size distribution, consistency limits, specific gravity, swelling percentage, and rate of swell were determined for the samples.

Addition of marble dust decreases liquid limit, plasticity index and shrinkage index, increase plastic limit and shrinkage limit. Also experimental results shows that the swelling percentage decreases and rate of swell increases with increasing percentage of marble dust in expansive soils. Specimens have been cured for 7 and 28 days. The rate of swelling and swelling percentage of the stabilized specimens was affected by curing in a positive direction such that effectiveness of the stabilizer increases.

III. METHODOLOGY AND MATERIALS

AMethodology

Collection of sample Establishing Properties of soil

1) Particle size distribution

2) Atterberg’s limits

 Plastic limit

 Liquid limit

 Plasticity index 3) Swelling index

4) Linear shrinkage

5) Modified proctor test

 Optimum moisture content

 Maximum dry density Re-establishing

properties of soil after stabilization

1)50% black cotton soil + 50% Brick dust

Observations & Interpretation

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BMATERIALS

BRICK DUST

Burnt brick powder is a waste powder generated from the burning of bricks with the soil covered by surroundings. Due to burning of soil bricks it hardened and at the time of removal the set up we get the powder form of brick. It has red colour and fine in nature. It has great ability to reduce the swelling potential of black cotton soil.

FIGURE IBRICK DUST

BLACK COTTON SOIL

The black cotton soil has been collected from the nearby area himmatnagar highway for the evaluation of soil properties. The properties of soil are as follow.

FIGURE IIBLACK COTTON SOIL WITH EXCESS MOISTURE

FIGURE IIIBLACK COTTON SOIL WITH SHRINKAGE CRACKS

TABLE I

Values for engineering properties of black cotton soil [7]

Property description value Liquid Limit (%) 43

Plastic Limit (%) 16.897 Plasticity Index (%) 26.1

MDD (g/cc) 1.71 OMC (%) 18.08 Shrinkage ( % ) 23.7 Free swell index ( % ) 50.50%

IV. TEST PROCEDURE

All tests are conducted as per IS code specifications which are given in table below

TABLE II

IS codes for test procedure consideration

Grain Size Analysis IS 2720 ( part IV ) 1985

Atterberg’s Limits IS 2720 (Part V) 1985

Modified Proctor Test IS 2720 ( Part VII ) 1983

Linear Shrinkage IS 2720 ( Part 20 ) 1992

Free Swell IS 2720 ( Part 40 )1977

V. OBSERVATIONS AND INTERPRETATION

A Particle size distribution:-

TABLE III Sieve analysis data

Grain description Amount in %

Gravel 0

Coarse sand 0.3

Medium sand 3.02

Fine sand 24.34

Silt & clay 72.34

[image:3.612.59.270.240.376.2] [image:3.612.48.295.426.643.2] [image:3.612.331.558.508.654.2]

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B Atterberg;s limits:-

[image:4.612.346.536.154.289.2]

FIGURE IV DETERMINATION OF ATTERBERG’S LIMITS

TABLE IV Attereberg’s limit values

DISCRIPTION black cotton soil BC + 50% BD

Liquid Limit (%) 43 29.3

Plastic Limit (%) 16.897 11.43

Plasticity Index

(%) 26.1 17.86

FIGURE V GRAPH FOR ATTERBERG’S LIMITS VALUE

By the replacement of black cotton soil from the brick dust it is identified that the values of attereberg’s limits are decreasing. Above figure shows that the by replacing soil by 50% brick dust liquid limits reduced 13.7%, plastic limit reduced 5.467% and plasticity index reduced by 8.24% than the value of black cotton soil.

C Proctor compaction

[image:4.612.50.288.155.259.2]

FIGURE VI DETERMINATION OF MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT

TABLE V Compaction test values

CONTENT black cotton soil BC + 50% BD

MDD (g/cc) 1.71 1.937

OMC (%) 18.08 11.69

[image:4.612.46.293.298.542.2] [image:4.612.321.566.335.567.2]

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FIGURE VIII GRAPH FOR OPTIMUM MOISTURE CONTENT VALUES

From the above results it is identified that for the replacement of soil by stabilizing with 50% brick dust the value of maximum dry density is increased by 13.27% where optimum moisture content reduced by 6.39% as compare to black cotton soil

D Linear shrinkage limit: -

[image:5.612.329.558.130.239.2] [image:5.612.60.290.137.280.2]

FIGURE IXSHRINKAGE OF BLACK COTTON SOIL

FIGURE XSHRINKAGE OF 50% BLACK COTTON SOIL +50% BRICK DUST

TABLE VI

Values of shrinkage for 50% brick dust

mix proportion black cotton soil BC + 50% BD

shrinkage % 23.7 7.3

FIGURE XI GRAPH FOR SHRINKAGE FOR 50% BLACK COTTON SOIL + 50% BRICK DUST

From the above results it’s clearly identified that for the replacement of soil by stabilizing with 50% brick dust the linear shrinkage is reduced by 16.4% than the value of black cotton soil.

E Free swell index:-

FIGURE XII BLACK COTTON SOIL FIGURE XIII50% SOIL +50% B.D

TABLE VII Values of free swell index

free swell

index mix proportion

black cotton

soil BC + 50% BD

1 The initial volume 10ml 10 ml

2 The final volume 15.05ml 10 ml

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Table shows that for stabilization with 50% brick dust 0% swelling is measured which conclude that it is a perfect stabilizer to reduce swelling.

VI. CONCLUSION

From the above observations it is clearly identified that the engineering properties are improving after stabilizing it with Brick Dust by 50% of its dry weight. It has shown a great reduction in swelling and shrinkage behaviour of expansive soil.

REFERENCES

[1] Works Department Pune/ Integrated Public Works Division,

Pune.M/s H.J.Tekawade, Taluka-Purandhar, District-Pune

―WOVEN GEO TEXTILE TFI 5300 FOR SUBGRADE STABILIZATION‖.

[2] Masoumeh Mokhtari & Masoud Dehghani ―Swell Shrink Behavior of Expansive Soils, Damage and Control‖. EJGE Vol. 12 (2012) http://www.ejge.com/2012/Ppr12.225alr.pdf

[3] Salma Tawfiq and Zalihe Nalbantoglu ― Swell-shrink behavior of expansive clays‖ 2nd International Conference on New Developments in Soil Mechanics and Geotechnical Engineering, 28-30 May 2009, Near East University, Nicosia, North Cyprus http://zm2009.neu.edu.tr/extra%20kno/Papers/04%20Soil%20Chara cterisation%20033-052/036.pdf

[4] ―Soil mechanics ―by- Dr. K. R. Arora.

[5] H.N.Ramesh, A.J.Krishnaiah, S.Shilpashet ―EFFECT OF LIME ON

THE INDEX PROPERTIES OF BLACK COTTON SOIL AND MINE TAILINGS MIXTURES‖ UVCE, Bangalore University, Bangalore-560056, India

[6] Vinay Agrawal, Mohit Gupta ―Expansive Soil Stabilization Using Marble Dust‖ M.Tech, Structural Engg. Department, MNIT, JAIPUR-302017.

http://www.researchgate.net/publication/228836328_Expansive_Soil _Stabilization_Using_Marble_Dust

[7] TABLE I values for engineering properties of black cotton soil Sachin N. Bhavsar, Hiral B. Joshi, Priyanka k. Shrof, Ankit J. Patel ―EFFECT OF BURNT BRICK DUST ON ENGINEERING PROPERTIES ON EXPANSIVE SOIL‖ IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308, Volume: 03 Issue: 04 | Apr-2014, http://www.ijret.org

[8] IS 2720 (Part 4)-1985, ―Method of Test for Soil (Grain Size Analysis)‖.

[9] IS 2720 (Part 5)-1985, ―Method of Test for Soil (Determination of Liquid and Plastic Limit)‖.

[10] IS 2720 (Part 20)-1992, ―Method of Test for Soil (Determination of Linear Shrinkage)‖.

[11] IS 2720 (Part 40)-1977, ―Method of Test for Soil (Determination of Free Swell Index of Soil)‖.

[12] IS 2720 (Part 8)-1983. ―Method of Test for Soil (Determination of Optimum moisture content and Maximum dry density for modified proctor test)‖

[13] IS 1498 - 1970 ―CLASSIFICATION AND IDENTIFICATION OF