Stabilization of Expansive Soil Using Wheat Husk Ash and Granulated Blast Furnace Slag

Expansive soils, well-known as Black Cotton Soils in India, occupy about one-fifth of land area of the country. Black Cotton Soils are residual deposits formed from basalt or trap rocks. Expansive soil contain significant amount of montmorillonite material. These soils are very hard in dry state but lose their load carrying capacity when once they are comes in contact with water. They have high shrinkage and swelling characteristics. In general, these expansive soils are very much keen to changes in environment. The environment includes the stress system, the chemistry of pore water in the system, the seasonal variations in ground water table with consequent changes in natural moisture content and temperature variations. These swelling and shrinkage properties have made the soil unsuitable for civil engineering purposes either as foundation or embankment material.


Introduction
Expansive soils, well-known as Black Cotton Soils in India, occupy about one-fifth of land area of the country. Black Cotton Soils are residual deposits formed from basalt or trap rocks. Expansive soil contain significant amount of montmorillonite material. These soils are very hard in dry state but lose their load carrying capacity when once they are comes in contact with water. They have high shrinkage and swelling characteristics. In general, these expansive soils are very much keen to changes in environment. The environment includes the stress system, the chemistry of pore water in the system, the seasonal variations in ground water table with consequent changes in natural moisture content and temperature variations. These swelling and shrinkage properties have made the soil unsuitable for civil engineering purposes either as foundation or embankment material.
The compaction is a mechanical process in which the densification is achieved through the expulsion of air voids at almost constant water content of the soil mass. However, densification through consolidation is primarily attributed to the gradual expulsion of pore water from the voids of the soil mass undergoing consolidation and to the increase in the effective stress on the soil mass. Stabilizing agents such as fly ash, quarry dust and rice husk ash are used for the stabilization of expansive soils. In the same way GBS is one of the materials used as stabilizing agent [1][2][3][4][5].
Soil properties that influence shrink-swell potential: The influence of shrink-swell potential depends on the following factors: Clay Mineralogy: Clay minerals which cause soil volume changes are montmorillonite, vermiculites and some mixed layer minerals. Illites and kaolinites are infrequently expansive, but can cause volume changes when particle sizes are extremely fine.

b.
Dry Density: Higher densities indicate closer particle spacing, which may greater repulsive forces between particles and larger swelling potential.

c.
Plasticity: In general, soils that exhibit plastic behavior wide ranges of moisture content and that have high liquid limits have greater potential for swelling and shrinking. Plasticity is an indicator of swell potential. Soil water chemistry: swelling is depressed by increased cat ion concentration and increased cat ion valence.
Ground water: Shallow water tables provide a source of moisture and fluctuating water tables contribute to moisture. Permeability: Soils with higher permeability, particularly due to fissures and cracks in the field soil mass, allow faster migration of water and promote faster rates of swell.
Temperature: increasing temperatures cause moisture to diffuse to cooler areas beneath pavements and buildings.

Laboratory tests used for identification of expansive soils
In Engineering practice, the common identification schemes are based on standard classification results, such as grain size analysis and Atterberg's limits. However, other tests such as microscopic examination, X-Ray diffraction and differential thermal analysis for identifying the type and amount of minerals used in identifying potentially swelling soils (

Physical properties of expansive soils
The typical characteristics of Expansive soil are shown in Table  1

Methods of stabilization
The stabilization techniques may be grouped under the following two major heads A. Stabilization without additives

B. Stabilization with additives
Stabilization without additive may be mechanical rearrangement of particles through compaction or addition or removal of soil particles [6,7]. Some of the stabilization process can be studied as follows:

Chemical stabilization
Besides the use of lime, other chemicals both organic and inorganic can be used to stabilize the expansive soils. But the cost of cement stabilization is considerably more than that of lime stabilization. GBS is added to the soil-lime mixture to increase pozzolanic reaction. Chemical like potassium, deactivation of sulphates with calcium chloride, water proofing with silicones or asphalts, cementation with silicates, carbonates all proved in reduction of plasticity index.

Wheat husk ash
India wheat husk ash for stabilization appears to be successful solution, wheat husk ash is readily available. Primarily being siliceous material act as pozzolona. Hence in this investigation the compressibility behaviour of black cotton soil treated with GBS and wheat husk ash has been studied. Wheat husk ash is obtained by burning locally available wheat husk in an open kiln for about twenty four hours. After complete burning, the burnt material was sieved through I.S.425 micron sieve and minus 425 -fraction was taken for the study.

Materials used
For the present study, Expansive soil, GBS and wheat husk ash have been used. Their physical properties have been determined.

Expansive soil
In India, 20% of surface deposits are covered with expansive soils. The Expansive soil swells when it comes in contact with water and shrinks on drying.

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severe damages to the Civil Engineering structures such as cracking in buildings or total distractions of the structure, foundations and pavements. For the present investigation the Expansive soil was obtained from Rudnoor village, Bhalki taluka, Bidar district, Karnataka state, India. It is collected from an open excavation at a depth of 0.5m below the natural ground surface. The soil was air dried and pulverized. This pulverized soil passed through 425 micron IS sieve has been used for this investigation.

Granulated blast furnace slag
Granulated blast furnace slag (GBS) was obtained from Kirloskar steel plant district Koppal, Karnataka, India. GBS is the waste material which is generated from the steel plant after with the increase in waste disposal problems and their solutions has increased to a where the waste disposal by several methods has become a technology of its own. To minimize the impact of wastes on the environment, final disposal which offers environmentally sustainable methodology for disposing wastes on land is inevitable, after thorough analysis of behaviour of soils [8][9].

Wheat husk ash
Wheat husk ash is obtained from Byalahalli village, Bhalki taluka, Bidar district in Karnataka state in India by burning locally available wheat husk in an open kiln for about twenty four hours. After complete burning, the burnt material was sieved through I.S.425 micron sieve and minus 425 -fraction was taken for the study.

Results and Discussion
The liquid limit, plastic limit, shrinkage limit and compaction tests were conducted based on the experimental programme. The effect of additives on index and compaction properties of expansive soil treated with various percentages of GBS and WHA have been studied. The results and discussions are presented in the following section (Table 1.3).  From above figure 1 it shows the stress against strain for 3% WHA stabilizer. For different days, as strain increases stress also increases up to a limit, afterwards it decreases. This is more effective for 7 day.
From the above figure 2 it shows the stress against strain for 6% WHA stabilizer. For different days, as strain increases stress also increases up to a limit, afterwards it decreases. This is more effective for 7 day.  From above figure 3 it shows the stress against strain for 9% WHA stabilizer. For different days, as strain increases stress also increases up to a limit, afterwards it decreases. This is more effective for 7 day. From above figure 4, the stress against strain for 12% WHA stabilize. For different days, as strain increases stress also increases up to a limit, afterwards it decreases. This is more effective for 7 day. From the Figure 5, the stress against strain for different of % WHA stabilizer. For 1 day, as strain increases stress also increases up to a limit, afterwards it decreases. This is more effective for 9% WHA stabilizer. From the Figure 6 the stress against strain for different of % WHA stabilizer. For 3 day, as strain increases stress also increases up to a limit, afterwards it decreases. This is more effective for 9% WHA stabilizer . From the above figure 7, the stress against strain for different of % WHA stabilizer. For 7 day, as strain increases stress also increases up to a limit, afterwards it decreases. This is more effective for 9% WHA stabilizer.  Figure 8 shows the stress against strain for different days. For optimum (9%) of WHA, as strain increases stress also increases up to a limit, afterwards it decreases. This is more effective for 7days. Figure 9 shows the stress against different days for varying % WHA. For varying % of WHA, as number of days increases stress also increases. This is more effective for 7days [10][11][12].

Conclusion
i) The stress against strain for 3% WHA stabilizer. For different days, as strain increases stress also increases up to a limit, afterwards it decreases. This is more effective for 7 day.
ii) The stress against strain for 6% WHA stabilizer. For different days, as strain increases stress also increases up to a limit, afterwards it decreases. This is more effective for 7 day.
iii) The stress against strain for 9% WHA stabilizer. For different days, as strain increases stress also increases up to a limit, afterwards it decreases. This is more effective for 7 day.
iv) The stress against strain for 12% WHA stabilizer. For different days, as strain increases stress also increases up to a limit, afterwards it decreases. This is more effective for 7 day.
v) The stress against strain for different of % WHA stabilizer. For 1 day, as strain increases stress also increases up to a limit, afterwards it decreases. This is more effective for 9% WHA stabilizer.
vi) The stress against strain for different of % WHA stabilizer. For 3 day, as strain increases stress also increases up to a limit, afterwards it decreases. This is more effective for 9% WHA stabilizer.
vii) The stress against strain for different of % WHA stabilizer. For 7 day, as strain increases stress also increases up to a limit, afterwards it decreases. This is more effective for 9% WHA stabilizer.
viii) The stress against strain for different days. For optimum (9%) of WHA, as strain increases stress also increases up to a limit, afterwards it decreases. This is more effective for 7days.
ix) The stress against different days for varying % WHA. For varying % of WHA, as number of day's increases stress also increases. This is more effective for 7days.
x) The stress against strain for different of % GBS stabilizer. For 1 day, as strain increases stress also increases up to a limit, afterwards it decreases. This is more effective for 9% GBS stabilizer xi) The stress against strain for different of % GBS stabilizer. For 3 day, as strain increases stress also increases up to a limit, afterwards it decreases. This is more effective for 9% GBS stabilizer.

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xii) The stress against strain for different of % GBS stabilizer. For 7 day, as strain increases stress also increases up to a limit, afterwards it decreases. This is more effective for 9% GBS stabilizer.
By adding optimum 9% WHA and 9% GBS the water content decreases and dry density increases more effectively.