Stabilization of Black Cotton Soil using Lime Kiln Dust

Abstract

The soil that acts as the basis for roadways are frequently modified and stabilised using chemicals and cement concrete compounds. The strength of the paving foundation is increased as a result of sub - grade enhancement, which also offers a superior operating surface for the building of the sections atop. In order to stabilise the black cotton soil, in the present research, a by-product like lime kiln dust is used as an additive to combine with the expanding soil. To get the Atterberg Limits, California Bearing Ratio (CBR), Unconfined Compressive Strength (UCC), as well as other characteristics, scientific experiments are conducted as part of the current study. According to the study, it is advised to combine LKD up to 15% with black cotton soil so that it may be utilised for foundation work and the building of pavement.

Introduction

This study investigates the stabilization of expansive soil—specifically black cotton soil (BCS)—using Lime Kiln Dust (LKD), a by-product of lime manufacturing. Expansive soils undergo volumetric changes with moisture variations, posing challenges in construction. Traditional soil replacement is costly, so chemical stabilization using industrial waste like LKD offers a cost-effective and sustainable alternative.

???? Background

• Black cotton soil, rich in montmorillonite clay, is found across many Indian states and is known for high swelling and shrinkage behavior.

• It has:

  • Liquid Limit (LL): 62%

  • Plastic Limit (PL): 39%

  • Plasticity Index (PI): 24%

  • Classified as CH (high plasticity) soil.

• Soil stabilization improves soil performance and reduces construction risks.

  • Methods: Mechanical (blending with other soils) and Chemical (using additives like lime, cement, fly ash).

  • Due to rising costs of common stabilizers, LKD is studied as an alternative.

???? Materials & Methods

A. Materials Used

• Black Cotton Soil (BCS): Collected from Jabalpur, M.P. (0–2 m depth).

• Lime Kiln Dust (LKD): Contains 85% CaO; corrosive, with high pH (~12), and significant alumina and silica.

B. Sample Preparation

• Soil dried (air + oven), then mixed with 5%, 10%, and 15% LKD.

• Mixtures were carefully blended for homogeneity.

C. Tests Conducted

1. Grain Size Distribution – ASTM D442

2. Atterberg Limits – ASTM D4318

3. Proctor Test – ASTM D698 (Method A) for moisture-density relation

4. Unconfined Compression Strength (UCS) – ASTM D2166 (for soaked/unsoaked samples across curing times)

5. California Bearing Ratio (CBR) – To assess subgrade strength

???? Key Results

1. Atterberg Limits

• Plasticity Index (PI) decreased with increasing LKD:

  • Native PI: 24

  • With 5% LKD: PI = 20

  • With 15% LKD: PI = 17

• LKD increases plastic limit more than liquid limit → overall reduction in plasticity, improving workability.

2. Unconfined Compressive Strength (UCS)

• Strength increased with LKD and curing time.

• 10% LKD yielded maximum strength gains:

  • Unsoaked and soaked samples showed up to 200% strength increase after 7 days.

• However, strength gain was not linear for higher LKD (15%), suggesting an optimal dosage at 10%.

3. Dry Density (Proctor Test)

• Peak dry density was achieved at 10% LKD, indicating optimum compaction behavior.

4. CBR Values

• CBR increased significantly with LKD addition.

• 10% LKD showed maximum improvement, enhancing load-bearing capacity.

Conclusion

A series of laboratory experiments and field investigations were conducted to evaluate the characteristics of LKD-stabilized subgrade soils. 1) The addition of LKD was effective in reducing the plasticity of all soil, the addition should be upto 10% above that it makes opposite effect. 2) The UC strength of all samples increased substantially with the addition of LKD. LKD-treated soils showed the highest strength gain, and strength continued to increase with time. 3) The average of the estimated CBR values for LKD-treated black cotton soil was increased.

References

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Copyright

Copyright © 2025 Shraddha Pandey, Dr. Mukesh Kumar Pandey, Dr. Rakesh Gupta. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.