The Use of Rice Husk Ash as a Stabilizing Agent in Lateritic Clay Soil
Rice Husk (RH) is the major byproduct in the
processing of paddy rice. The management of this waste has become
a big challenge to some of the rice producers, some of these wastes
are left in open dumps while some are burn in the open space, and
these two actions have been contributing to environmental pollution.
This study evaluates an alternative waste management of this
agricultural product for use as a civil engineering material. The RH
was burn in a controlled environment to form Rice Husk Ash (RHA).
The RHA was mix with lateritic clay at 0, 2, 4, 6, 8, and 10%
proportion by weight. Chemical test was conducted on the open burn
and controlled burn RHA with the lateritic clay. Physical test such as
particle size distribution, Atterberg limits test, and density test were
carried out on the mix material. The chemical composition obtained
for the RHA showed that the total percentage compositions of Fe2O3,
SiO2 and Al2O3 were found to be above 70% (class “F” pozzolan)
which qualifies it as a very good pozzolan. The coefficient of
uniformity (Cu) was 8 and coefficient of curvature (Cc) was 2 for the
soil sample. The Plasticity Index (PI) for the 0, 2, 4, 6, 8. 10% was
21.0, 18.8, 16.7, 14.4, 12.4 and 10.7 respectively. The work
concluded that RHA can be effectively used in hydraulic barriers and
as a stabilizing agent in soil stabilization.
[1] G.P. Makusa “Soil Stabilization Methods and Materials in Engineering”
State of the Art Review, Department of Civil, Environmental and
Natural Resources, Division of Mining and Geotechnical Engineering,
Lulea University of Technology, Sweden. 2012.
[2] P. Sherwood. “Soil Stabilization with Cement and Lime. State of the Art
Review”. London: Transport Research Laboratory, HMSO. 1993.
[3] C.D.F. Rogers and S. Glendinning, “Modification of Clay Soils Using
Lime”. In C. a. Rogers (Ed.), Proceeding of the Seminar Held at
Loughborough University on Lime Stabilization (pp. 99-114). London:
Thomas Telford. 1993.
[4] Geotechnical Engineering “Design Procedure for Soil Stabilization or
Modification”. Production Division, Office of Geotechnical Engineering
120 South Shortridge Road Indianapolis, Indiana 46219. 2008.
[5] H. Åhnberg and G. Holm. “Stabilization of Some Swedish Organic Soils
with Different Types of Binders”. Proceeding of Dry Mix Methods for
Deep Soil Stabilization (pp. 101-108). Stockholm: Balkema. 1999.
[6] T.E. Kowalsky, D.W. Starry Jr, “Modern Soil Stabilization Techniques”.
Characterization and Improvement of Soil Materials Session. Annual
Conference of the Transportation Association of Canada. Saskatoon,
Saskatchewan, Canada. 2007.
[7] K.O. Oikelome. “The Use of Rice Husk and Rice Husk Ash as Filler and
Pozzolans in Gboko Clay”. M.Eng. Dissertation. Department of Civil
Engineering, Federal University of Agriculture, Abeokuta, Nigeria.
2014.
[8] R.E. Oakley. ‘’Design and Performance of Earth-Lined Containing
Systems’ Geotechnical Practice for waste Disposal 87, R.D. Woods, ed.
ASCE, New York, 1987.
[9] ASTM. D422. “Standard test method for particle analysis”. , ASTM
international USA.
[10] BS 1377 “Methods of testing soils for civil engineering purpose” British
Standard Institution, London. 1990.
[11] ASTM. “Standard method of test for bulk density (“unit weight”) and
voids in aggregate”. ASTM C29/C29M-97, ASTM international USA.
2003.
[12] ASTM. Standard Test for Specific Gravity of Soil Solids by Water
Pycnometer, ASTM D 854-00, ASTM international USA. 2000.
[13] ASTM. “Specifications for Portland Pozzolans” (ASTM C 618- 84.
ASTM international USA.
[14] ASTM. D2487 “Standard Practice for Classification of Soil for
Engineering Purposes” (Unified Soil Classification System), ASTM
Committee D18, ASTM international USA. 2006. [15] C.H. Benson, H. Zhai., and X. Wang “Estimating Hydraulic
Conductivity of Compacted Clay Liners’’ Journal of Geotech. Eng,
120(2). pp. 366-387. 1994.
[16] R.K. Rowe, R.M. Quigley, and J.R. Booker, “Clayey Barrier System for
Waste Disposal Facilities” E& FN Spon. An Imprint of Chapman &
Hall. 2-6 Boundary Row London. PP1-360. 1995.
[1] G.P. Makusa “Soil Stabilization Methods and Materials in Engineering”
State of the Art Review, Department of Civil, Environmental and
Natural Resources, Division of Mining and Geotechnical Engineering,
Lulea University of Technology, Sweden. 2012.
[2] P. Sherwood. “Soil Stabilization with Cement and Lime. State of the Art
Review”. London: Transport Research Laboratory, HMSO. 1993.
[3] C.D.F. Rogers and S. Glendinning, “Modification of Clay Soils Using
Lime”. In C. a. Rogers (Ed.), Proceeding of the Seminar Held at
Loughborough University on Lime Stabilization (pp. 99-114). London:
Thomas Telford. 1993.
[4] Geotechnical Engineering “Design Procedure for Soil Stabilization or
Modification”. Production Division, Office of Geotechnical Engineering
120 South Shortridge Road Indianapolis, Indiana 46219. 2008.
[5] H. Åhnberg and G. Holm. “Stabilization of Some Swedish Organic Soils
with Different Types of Binders”. Proceeding of Dry Mix Methods for
Deep Soil Stabilization (pp. 101-108). Stockholm: Balkema. 1999.
[6] T.E. Kowalsky, D.W. Starry Jr, “Modern Soil Stabilization Techniques”.
Characterization and Improvement of Soil Materials Session. Annual
Conference of the Transportation Association of Canada. Saskatoon,
Saskatchewan, Canada. 2007.
[7] K.O. Oikelome. “The Use of Rice Husk and Rice Husk Ash as Filler and
Pozzolans in Gboko Clay”. M.Eng. Dissertation. Department of Civil
Engineering, Federal University of Agriculture, Abeokuta, Nigeria.
2014.
[8] R.E. Oakley. ‘’Design and Performance of Earth-Lined Containing
Systems’ Geotechnical Practice for waste Disposal 87, R.D. Woods, ed.
ASCE, New York, 1987.
[9] ASTM. D422. “Standard test method for particle analysis”. , ASTM
international USA.
[10] BS 1377 “Methods of testing soils for civil engineering purpose” British
Standard Institution, London. 1990.
[11] ASTM. “Standard method of test for bulk density (“unit weight”) and
voids in aggregate”. ASTM C29/C29M-97, ASTM international USA.
2003.
[12] ASTM. Standard Test for Specific Gravity of Soil Solids by Water
Pycnometer, ASTM D 854-00, ASTM international USA. 2000.
[13] ASTM. “Specifications for Portland Pozzolans” (ASTM C 618- 84.
ASTM international USA.
[14] ASTM. D2487 “Standard Practice for Classification of Soil for
Engineering Purposes” (Unified Soil Classification System), ASTM
Committee D18, ASTM international USA. 2006. [15] C.H. Benson, H. Zhai., and X. Wang “Estimating Hydraulic
Conductivity of Compacted Clay Liners’’ Journal of Geotech. Eng,
120(2). pp. 366-387. 1994.
[16] R.K. Rowe, R.M. Quigley, and J.R. Booker, “Clayey Barrier System for
Waste Disposal Facilities” E& FN Spon. An Imprint of Chapman &
Hall. 2-6 Boundary Row London. PP1-360. 1995.
@article{"International Journal of Architectural, Civil and Construction Sciences:71145", author = "J. O. Akinyele and R. W. Salim and K. O. Oikelome and O. T. Olateju", title = "The Use of Rice Husk Ash as a Stabilizing Agent in Lateritic Clay Soil", abstract = "Rice Husk (RH) is the major byproduct in the
processing of paddy rice. The management of this waste has become
a big challenge to some of the rice producers, some of these wastes
are left in open dumps while some are burn in the open space, and
these two actions have been contributing to environmental pollution.
This study evaluates an alternative waste management of this
agricultural product for use as a civil engineering material. The RH
was burn in a controlled environment to form Rice Husk Ash (RHA).
The RHA was mix with lateritic clay at 0, 2, 4, 6, 8, and 10%
proportion by weight. Chemical test was conducted on the open burn
and controlled burn RHA with the lateritic clay. Physical test such as
particle size distribution, Atterberg limits test, and density test were
carried out on the mix material. The chemical composition obtained
for the RHA showed that the total percentage compositions of Fe2O3,
SiO2 and Al2O3 were found to be above 70% (class “F” pozzolan)
which qualifies it as a very good pozzolan. The coefficient of
uniformity (Cu) was 8 and coefficient of curvature (Cc) was 2 for the
soil sample. The Plasticity Index (PI) for the 0, 2, 4, 6, 8. 10% was
21.0, 18.8, 16.7, 14.4, 12.4 and 10.7 respectively. The work
concluded that RHA can be effectively used in hydraulic barriers and
as a stabilizing agent in soil stabilization.", keywords = "Rice husk ash, pozzolans, paddy rice, lateritic clay.", volume = "9", number = "11", pages = "1418-5", }