A clay soil classified as A-7-6 and CH soil according
to AASHTO and unified soil classification system respectively, was
stabilized using A-3 soil (AASHTO soil classification system). The
clay soil was replaced with 0%, 10%, 20%, to 100% A-3 soil,
compacted at both British Standard Light (BSL) and British Standard
Heavy (BSH) compaction energy levels and using Unconfined
Compressive Strength (UCS) as evaluation criteria. The Maximum
Dry Density (MDD) of the treated soils at both the BSL and BSH
compaction energy levels showed increase from 0% to 40% A-3 soil
replacement after which the values reduced to 100% replacement.
The trend of the Optimum Moisture Content (OMC) with varied A-3
soil replacement was similar to that of MDD but in a reversed order.
The OMC reduced from 0% to 40% A-3 soil replacement after which
the values increased to 100% replacement. This trend was attributed
to the observed reduction in void ratio from 0% to 40% replacement
after which the void ratio increased to 100% replacement. The
maximum UCS for the soil at varied A-3 soil replacement increased
from 272 and 770 kN/m2 for BSL and BSH compaction energy level
at 0% replacement to 295 and 795 kN/m2 for BSL and BSH
compaction energy level respectively at 10% replacement after which
the values reduced to 22 and 60 kN/m2 for BSL and BSH compaction
energy level respectively at 70% replacement. Beyond 70%
replacement, the mixtures could not be moulded for UCS test.
[1] Seco, A., Ramirez, F, Miqueleiz, L. and Garcia, B. “Stabilization of
Expansive Soils for Use in Construction”, Applied Clay Science, Vol.
51, No. 3, 2011. pp 348-352.
[2] Avsar, E., Ulusay, R. and Sonmez, H. “Assessments of swelling
anisotropy of Ankara clay”. Engineering Geology, Vol. 105, No. 1-2,
2009, pp 24-31.
[3] Nowamooz, H. and Masrouri, F. “Hydro Mechanical Behaviour of an
Expansive Bentonite/Silt Mixture in Cyclic Suction-Controlled Drying
and Wetting Tests”. Engineering Geology, Vol. 101, No. 3-4, 2008, pp.
154-164.
[4] Sabtan, A. “Geotechnical Properties of expansive clay shale in Tabuk”,
Saudi Arabia. Journal of Asian Earth Sciences, Vol. 25, No. 5, 2005, pp.
747-757.
[5] Goodarzi, A. R. and Salimi, M. “Stabilization Treatment of a Dispersive
Clayey soil using Granulated Blast Furnace Slag and Basic Oxygen
Furnace Slag”, Journal of Applied Clay Science, Vol. 108, 2015, pp. 61-
69.
[6] AASHTO. “Standard Specifications for Transportation Materials and
Methods of Sampling and Testing”, 14th Edition, Am. Assoc. of State
Hwy. and Transp. Officials. Washington D. C. 1986.
[7] Rogers CDF, Glendinning S., Roff T. E. J. “Lime Modification of Clay
Soils for Construction Expediency”, Geotech Eng. No. 125, Vol. 4,
1997, pp. 242-249.
[8] Prusinski Jr, Bhattacharja, S. “Effectiveness of Portland cement and
Lime in Stabilizing Clay soils”, Transp. Res. Rec.: Journal Transp Res.
Board. No. 1652, Vol. 1, 1999, pp. 215-227.
[9] Niazi Y., Jalili, M. “Effect of Portland cement and Lime Additives on
Properties of Cold in-place Recycled Mixtures with Asphalt Emulsions”,
Construction and Building Materials, No. 23, Vol. 3, 2009, pp. 338-343.
[10] Rajasekaran, G. and Narasimha Rao S. “Lime Stabilization Techniques
for the Improvement of Marine Clay”, Soils and Foundations, No. 37,
Vol. 2, 1997, pp. 97-104.
[11] Cong, M., Chen, L. And Chen, B. “Analysis of Strength Development in
Soft Clay Stabilized with Cement Based Stabilizer”, Construction and
Building Materials, No. 71, 2014, pp. 354-362.
[12] Muazu M. A. “Stabilization of fine Lateritic soil using river sand”,
Biannual Engineering Conference, School of Engineering and
Engineering Technology, Federal University of Technology, Minna,
2006.
[13] Joel M. and Agbede I. O. “Lime-Sand Stabilization of Igumale Shale
Mixtures for Road Work”, Nigerian Journal of Engineering, Vol. 14, No.
1. 2008.
[14] B. S. 1377. “Methods of Testing Soils for Civil Engineering Purposes”
British Standard Institute, London. 1990.
[15] B. S. 1924. “Methods of Test for Stabilized Soils”, British Standard
Institute, London. 1990.
[1] Seco, A., Ramirez, F, Miqueleiz, L. and Garcia, B. “Stabilization of
Expansive Soils for Use in Construction”, Applied Clay Science, Vol.
51, No. 3, 2011. pp 348-352.
[2] Avsar, E., Ulusay, R. and Sonmez, H. “Assessments of swelling
anisotropy of Ankara clay”. Engineering Geology, Vol. 105, No. 1-2,
2009, pp 24-31.
[3] Nowamooz, H. and Masrouri, F. “Hydro Mechanical Behaviour of an
Expansive Bentonite/Silt Mixture in Cyclic Suction-Controlled Drying
and Wetting Tests”. Engineering Geology, Vol. 101, No. 3-4, 2008, pp.
154-164.
[4] Sabtan, A. “Geotechnical Properties of expansive clay shale in Tabuk”,
Saudi Arabia. Journal of Asian Earth Sciences, Vol. 25, No. 5, 2005, pp.
747-757.
[5] Goodarzi, A. R. and Salimi, M. “Stabilization Treatment of a Dispersive
Clayey soil using Granulated Blast Furnace Slag and Basic Oxygen
Furnace Slag”, Journal of Applied Clay Science, Vol. 108, 2015, pp. 61-
69.
[6] AASHTO. “Standard Specifications for Transportation Materials and
Methods of Sampling and Testing”, 14th Edition, Am. Assoc. of State
Hwy. and Transp. Officials. Washington D. C. 1986.
[7] Rogers CDF, Glendinning S., Roff T. E. J. “Lime Modification of Clay
Soils for Construction Expediency”, Geotech Eng. No. 125, Vol. 4,
1997, pp. 242-249.
[8] Prusinski Jr, Bhattacharja, S. “Effectiveness of Portland cement and
Lime in Stabilizing Clay soils”, Transp. Res. Rec.: Journal Transp Res.
Board. No. 1652, Vol. 1, 1999, pp. 215-227.
[9] Niazi Y., Jalili, M. “Effect of Portland cement and Lime Additives on
Properties of Cold in-place Recycled Mixtures with Asphalt Emulsions”,
Construction and Building Materials, No. 23, Vol. 3, 2009, pp. 338-343.
[10] Rajasekaran, G. and Narasimha Rao S. “Lime Stabilization Techniques
for the Improvement of Marine Clay”, Soils and Foundations, No. 37,
Vol. 2, 1997, pp. 97-104.
[11] Cong, M., Chen, L. And Chen, B. “Analysis of Strength Development in
Soft Clay Stabilized with Cement Based Stabilizer”, Construction and
Building Materials, No. 71, 2014, pp. 354-362.
[12] Muazu M. A. “Stabilization of fine Lateritic soil using river sand”,
Biannual Engineering Conference, School of Engineering and
Engineering Technology, Federal University of Technology, Minna,
2006.
[13] Joel M. and Agbede I. O. “Lime-Sand Stabilization of Igumale Shale
Mixtures for Road Work”, Nigerian Journal of Engineering, Vol. 14, No.
1. 2008.
[14] B. S. 1377. “Methods of Testing Soils for Civil Engineering Purposes”
British Standard Institute, London. 1990.
[15] B. S. 1924. “Methods of Test for Stabilized Soils”, British Standard
Institute, London. 1990.
@article{"International Journal of Earth, Energy and Environmental Sciences:71303", author = "Mohammed Mustapha Alhaji and Salawu Sadiku", title = "Stabilization of Clay Soil Using A-3 Soil", abstract = "A clay soil classified as A-7-6 and CH soil according
to AASHTO and unified soil classification system respectively, was
stabilized using A-3 soil (AASHTO soil classification system). The
clay soil was replaced with 0%, 10%, 20%, to 100% A-3 soil,
compacted at both British Standard Light (BSL) and British Standard
Heavy (BSH) compaction energy levels and using Unconfined
Compressive Strength (UCS) as evaluation criteria. The Maximum
Dry Density (MDD) of the treated soils at both the BSL and BSH
compaction energy levels showed increase from 0% to 40% A-3 soil
replacement after which the values reduced to 100% replacement.
The trend of the Optimum Moisture Content (OMC) with varied A-3
soil replacement was similar to that of MDD but in a reversed order.
The OMC reduced from 0% to 40% A-3 soil replacement after which
the values increased to 100% replacement. This trend was attributed
to the observed reduction in void ratio from 0% to 40% replacement
after which the void ratio increased to 100% replacement. The
maximum UCS for the soil at varied A-3 soil replacement increased
from 272 and 770 kN/m2 for BSL and BSH compaction energy level
at 0% replacement to 295 and 795 kN/m2 for BSL and BSH
compaction energy level respectively at 10% replacement after which
the values reduced to 22 and 60 kN/m2 for BSL and BSH compaction
energy level respectively at 70% replacement. Beyond 70%
replacement, the mixtures could not be moulded for UCS test.", keywords = "A-3 soil, clay soil, pozzolanic action, stabilization.", volume = "9", number = "10", pages = "1254-5", }