Abstract
Micaceous soils are considered to be detrimental due to low
compactability, high compressibility and low shear strength
behavior; which results in failures of pavements under traffic
loading, earthen dams, embankments, cuts & excavations of
retaining walls etc. Mica particles are platy, fragile and resilient in
nature with inherent material anisotropy due to numerous intact
mica flakes foliated over each other with low stiffness & hardness
unlike spherical sand particles. As a result of resilient and fragile
nature of mica particles, typical failures such as potholes,
differential settlement, peeling of asphalt finish, warping of
bituminous layer, subsidence and distortion are common feature in
micaceous soils. The conventional stabilizing agents available are
lime, cement, etc. but these techniques have a negative impact on
the environment and ecosystem. In this study, bentonite was used
as a stabilizing agent to treat micaceous sand due to its cohesive
and eco-friendly nature. Different percentages of bentonite were
used to increase the shear strength of micaceous sand. Also,
conventional non ecofriendly lime stabilization was also used to
conduct a comparative study on effective stabilization of
micaceous sand with bentonite and lime in terms of improvement
in shear strength, swelling-shrinkage characteristics,
compressibility and overview on environmental impacts.
Keywords:
Micaceous sand, Differential settlement, Stabilization,
Bentonite, Lime.
[1] Glenn, G. R., and Handy, R. L. (1963). Lime-Clay Mineral
Reaction Products. Highway Research Record No. 29, pp. 70-82.
[2] Tate, B. D., & Larew, H. G. (1963). Effect of structure on
resilient rebound characteristic of soils in the Piedmont Province
of Virginia. Highway Research Record, (39).
[3] Moore, C. A. (1971). Effect of mica on K o compressibility of
two soils. Journal of the Soil Mechanics and Foundations
Division, 97(9), 1275-1291.
[4] IS: 2720, Part VII (1980) Methods of test for soils:
Determination of water content-dry density relation using light
compaction, Bureau of Indian Standards, New Delhi, India
[5] Harris, W. G., Parker, J. C., & Zelazny, L. W. (1984). Effects
of Mica Content on Engineering Properties of Sand 1. Soil
Science Society of America Journal, 48(3), 501-505.
[6] IS: 2720, Part-13 (1986) Methods of tests for soils: Direct
shear test, Bureau of Indian Standards, New Delhi, India
[7] IS: 2720, Part-15 (1986) Methods of tests for soils:
Determination of consolidation properties, Bureau of Indian
Standards, New Delhi, India
[8] Mesida, E. A. (1986). Some geotechnical properties of residual
mica schist derived subgrade and fill materials in the Ilesha area,
Nigeria. Bulletin of the International Association of Engineering
Geology-Bulletin de l'Association Internationale de Geologie de
l'Ingenieur, 33(1), 13-17.
[9] Locat, J., Berube, M. A., & Choquette, M. (1990). Laboratory
investigations on the lime stabilization of sensitive clays: shear
strength development. Canadian Geotechnical Journal, 27(3), 294-
304.
[10] Abdi, M. R., & Wild, S. (1993). Sulphate expansion of limestabilized
kaolinite: I. Physical characteristics. Clay Minerals,
28(4), 555-567.
[11] Frempong, E. M. (1994). Geotechnical properties of some
residual micaceous soils in the Kumasi Metropolitan area
(Ghana). Bulletin of the International Association of Engineering
Geology-Bulletin de l'Association Internationale de Geologie de
l'Ingenieur, 49(1), 47-54
[12] Frempong, E. M. (1995). A comparative assessment of sand
and lime stabilization of residual micaceous compressible soils for
road construction. Geotechnical & Geological Engineering, 13(4),
181-198.
[13] Bokhtair, M., Muqtadir, A., & Ali, M. H. (2000). Effect of
mica content on stress-deformation behavior of micaceous sand.
Journal of Civil Engineering, 28(2), 155-167.
[14] Mallela, J., Quintus, H. V., & Smith, K. (2004).
Consideration of lime-stabilized layers in mechanistic-empirical
pavement design. The National Lime Association, 200.
[15] May, P. (2006). The effect of mica on the performance of
road pavements. Technical Report, May Associates, Staffordshire,
UK, 1-7.
[16] Meshida, E. A. (2006). Highway failure over talc–tremolite
schist terrain: a case study of the Ife to Ilesha highway, South
Western Nigeria. Bulletin of Engineering Geology and the
Environment, 65(4), 457-461.
[17] Lee, J. S., Guimaraes, M., & Santamarina, J. C. (2007).
Micaceous sands: Microscale mechanisms and macroscale
response. Journal of Geotechnical and Geoenvironmental
Engineering, 133(9), 1136-1143.
[18] Yasin, S. J. M., & Tatsuoka, F. (2007). Stress-Strain
Behaviour of a Micacious Sand in Plane Strain Condition. In Soil
stress-strain behavior: Measurement, Modeling and Analysis (pp.
263-272). Springer, Dordrecht.
[19] Ekblad, J., & Isacsson, U. (2008). Influence of water and
mica content on resilient properties of coarse granular materials.
International journal of pavement Engineering, 9(3), 215-227.
[20] Mshali, M. R., & Visser, A. T. (2012). Influence of mica on
unconfined compressive strength of a cement-treated weathered
granite gravel. Journal of the south african institution of civil
engineering, 54(2), 71-77.
[21] Jawad, I. T., Taha, M. R., Majeed, Z. H., & Khan, T. A.
(2014). Soil stabilization using lime: Advantages, disadvantages
and proposing a potential alternative. Research Journal of Applied
Sciences, Engineering and Technology, 8(4), 510-520.
[22] Eze, E. O., Orie, U. O., & Ighavongbe, O. R. (2016).
Laboratory evaluation of a micaceous soil as a construction
material. Journal of Engineering Research, 19(1).
[23] Mshali, M. R., & Visser, A. T. (2014, July). Influence of
Mica on Compactability and Moisture Content of Cement–Treated
Weathered Granite Gravel. In Proceedings of the 33rd Southern
African Transport Conference (SATC 2014) (Vol. 7, p. 10).
[24] Omar, R. C., Roslan, R., Baharuddin, I. N. Z., & Hanafiah,
M. I. M. (2016). Micaceous Soil Strength and Permeability
Improvement Induced by Microbacteria from Vegetable Waste. In
International Engineering Research and Innovation Symposium
(IOP Conference Series: Materials Science and Engineering) (Vol.
160, pp. 1-9).
[25] Seethalakshmi, P., & Sachan, A. (2018). Effect of mica
content on pore pressure and stress-strain response of micaceous
sand using energy dissipation and different failure mechanisms.
International Journal of Geotechnical Engineering, 1-16.
[26] Seethalakshmi, P., & Sachan, A. (2018). Effect of successive
impact loading on compactability, microstructure, and
compressibility behavior of micaceous sand. Transportation
Infrastructure Geotechnology, 5(2), 114-128.
Abstract
This paper presents a study of the two-dimensional consolidation
of a homogeneous clay layer subjected to time-dependent uniform
strip loading. The solution was developed for the case of
Impermeable Footing and Impermeable Bottom of the clay layer,
for both the isotropic and cross-anisotropic cases of permeability
using the Alternating Direction Implicit technique. Design charts
for the average degree of consolidation for different relative layer
thicknesses namely1,2,5 and 10 were produced. For each relative
layer thickness, charts were obtained for various construction time
factors of Tc = 0.0, 0.1, 0.2, 0.5,1, 2, 5 and 10. The design charts
were devoted to four permeability ratios, namely 1,5,10 and
25.The paper reveals that the effect of anisotropy on the average
degree of consolidation at the end of construction period, is more
pronounced during shorter construction periods than during long
ones. The time factor for 50% consolidation decreases with
increasing cross-anisotropic permeability and relative layer
thickness.
Keywords:
Anisotropic permeability, consolidation under time
dependent loading, strip footing, two-dimensional consolidation,
Terzaghi-Rendulic consolidation.
[1] R.T. Murray. Developments in two and three
dimensionalconsolidation theory. In “Development in Soil
Mechanics-1”Edited by C.R. Scott. Applied Science Publishers
Ltd,1978.
[2] E.H. Davis and H.G. Poulos Rate of settlement under twoand
three-dimensional conditions. Geotechnique, 22(1):95-114,
1972.
[3] C.S. Dunn and S.S. Razouki Two-dimensional consolidation
under embankments. The Highway Engineer, XXI(10):12-24,
1974.
[4] S.S. Razouki and N.S. Rasheed Terzaghi-Rendulic
Consolidation under instantaneous uniform strip loading. Al
muhandis, Journal of the Scientific Society, 141(1):22-41,2000.
[5] C.S. Dunn and S.S. Razouki. Interpretation of in-situ
permeability tests on anisotropic deposits. T.R.B. Transportation
Research Record, 532:43-48, 1975.
[6] P.W. Rowe, The relevance of soil fabric to site investigation
practice. Geotechnique, 22(2):193-300,1972.
[7] K.H.Park KH and P.K. Banerjee PK . Two- and three
dimensional soil consolidation by BEM via particular integral.
Computer Methods in Applied Mechanics and Engineering,
191(29-30):3233-3255, 2002. DOI: 10.1016/S0045-
7825(02)00258-X.
[8] R. Di Francesco R. Exact solutions of two-dimensional and tridimensional
consolidation equations. Physics. GeoPharXiv: 11
03.6084,(1):1-8.,2011.
[9] S.S.Razouki and A.Al-Zayadi. Design charts for 2-D
consolidation under time-dependent embankment loading.
Quarterly Journal of Engineering Geology and Hydrogeology,
36(3):245-260, 2003.
[10] G.C. Sills GC Some conditions under which Biot’s equations
of consolidation reduce to Terzaghi's equation. Geotechnique,
XXV(1): 129-132,1975.
[11] R.T .Murray . Embankments constructed on soft foundations:
Settlement study at Avonmouth, TRRL Report LR 419, Transport
and Road Research Laboratory Crowthorne, Berkshire, England,
1971.
[12] T.W. Lambe and R. V. Whitman. Soil mechanics. John
Wiley and Sons, New York, 1979.
[13] K,V. Terzaghi Die Berechnung der Durchlassigkeitsziffer
des Tones aus dem Verlauf der hydrodynamischen
Spannungserscheinungen, Akademie der Wissenschaften in Wien,
Sitzungsberichte, Matematisch Naturwissenschaftliche Klasse,
part IIa, 132(3/4): 125-138.,1923.
[14] L. Rendulic Porenziffer und Porenwasserdruck in Tonen. Der
Bauingenieur, 17: 559-564,1937.
[15] Biot MA General theory of three-dimensional consolidation.
Journal of Applied Physics, 12: 155-164,1941.
[16] S. Razouki and T. Schanz," One-dimensional consolidation
under haversine repeated loading with rest period," Acta
Geotechnica , 6: 13-20, 2011.
[17] S. Razouki , P. Bonnier , M. Datchieva and T. Schanz ,"
Analytical solution for 1D consolidation under haversine cyclic
loading," International Journal for Numerical and Analytical
Methods in Geomechanics ,.37. (14): 2367-2372, 2013.
[18] N. Muthing , S. Razouki , M. Datchieva and T. Schanz,"
Rigorous solution for 1-D consolidation of a clay layer under
haversine cyclic loading with rest period," SpringerPlus 5:1987,
2016. DOI 10.1186/s40064016-3660-9.
[19] M.M. Stickle and M. Pastor. " A practical analytical solution
for one-dimensional consolidation", Geotechnique, 68 (9): 786-
793,2018.
[20] S.S. Razouki." Radial consolidation clay behaviour under
haversine cyclic load". Proceedings of the Institution of Civil
Engineers, Ground Improvement Journal, 169 (GI 2): 143-149,
2016.
[21] S.S.Razouki. "Haversine cyclic loading rest period effect on
PVD cell radial flow consolidation." Journal of Geotechnical and
Transportation Engineering, 4(2):.45-52,2018.
[22] R.L. Schiffman. "Consolidation of soil under time dependent
loading and varying permeability". Proc. Highway Res. Bd., 37:
584-617,1958.
[23] B.M. Das . Advanced Soil Mechanics. Fourth edition, CRC
Press, Taylor and Francis Group, A SPON PRESS BOOK, Boca
Raton, FL33487-2742, 2014.
[24] D.W. Peaceman and H.H. Rachford . The numerical solution
of parabolic and elliptic differential equations. Jnl. Soc. Indust.
App. Math, 3(1):28-41,1955.
[25] N.S. Rasheed .Terzaghi-Rendulic consolidation under time
dependent uniform strip loading. M.Sc. thesis, Al-Nahrain
University , Baghdad, 1999.
[26] R.E.Olson. Consolidation under time-dependent loading.
Journal of Geotechnical Engineering Division, ASCE,
102(GT1):55-60,1977.
[27] S.S. Razouki A combined explicit-implicit technique for
one-dimensional consolidation analysis of layered clays. Al
muhandis, Journal of the Scientific Society, 98(1):3-17, 1989.
[28] E. Kreyszig. Advanced engineering mathematics, 9th edition,
John Wiley & Sons, Singapore, 2006.
[29] R.F. Scott . Principles of soil mechanics. Addison- Wesely
Publishing Company, Inc. ,1965.
Abstract
Micaceous soils are generally known for their high
compressibility and low compacted density behavior. Mica
particles have an influence on the compaction properties of soil
due to their platy shape, ability to split into very thin flakes and
the inter-space within the thin flakes. The mica flakes also impart
resilience to the soil, which makes it difficult to compact. The
spring nature of mica flakes helps them to recover their shape,
when the stress is removed. The presence of mica particles in noncohesive
(sandy/silty) soil affects its grain packing. The particles
of non-cohesive soils (sand, silt) are predominantly rounded
particles, and the presence of mica in such soils tends to decrease
the packing efficiency by increasing the size of void space within
the soil mass. Mica flakes alter the packing of rounded particles
(silt, sand) through bridging & ordering effects at significant
percentage of mica content in soils. If mica content in soil is more
than 10%, it has strong impact on compressibility, compressive
strength and volume stability of micaceous soil. The current
research is focused on the effect of water content on shear strength
behavior of naturally available micaceous silty soil (Kutch,
Gujarat). The resilience behavior of mica particles and the
presence of water molecules in the inter-space of mica thin flakes
were studied to understand the variation in shear strength behavior
of micaceous Kutch soil (14% mica) due to the change in its water
content. A series of shear strength tests were performed on
micaceous Kutch soil at different water content varying from 0%
to 23.5%. A series of XRD, SEM and AFM tests were also
performed on Kutch soil to determine the mica content and
understand the size, shape and geometric arrangement of particles
(mica, silt, sand) within the soil mass.
Keywords:
Mica, Shear strength, XRD, SEM, AFM, Micaceous
soil
[1] May P. (2006). "The effect of mica on the performance of road
pavement", Technical Report, May Associates, pp. 1-7.
[2] Harris W. G., Parker J. C. and Zelanzy, L. W. (1984). "Effect
of mica content on engineering properties of sand", Soil Science
Society, Am. J., Vol. 48, pp. 501-505.
[3] Tubey L.W. and Bulman J.N. (1964). "Micaceous soils:
methods of determining mica content and the use of routine tests
in the evaluation of such soils", Proc. 2nd Australian Road
Research Board (ARRB) Conference, Melbourne Victoria, Vol. 2,
pp. 880-901.
[4] Fempong E. M. (1994). "Geotechnical properties of some
residual micaceous soils in the Kumasi metropolitan area
(Ghana)", Bulletin of the International Association of Engineering
Geology, Vol. 49, pp. 47-54.
[5] Fempong E. M. (1995). "A comparative assessment of sand
and lime stabilization of residual Micaceous compressible soil for
road construction", Geotechnical and Geological Engineering,
Vol. 13, pp. 181-198.
[6] Lee J., Gumaraes M., and Carlos Santamarina, J. (2007).
"Micaceous sand: Microscale mechanism and macroscale
response", Journal of Geotechnical & Geoenvironmental
Engineering, Vol.133, No.9, pp. 1136-1143.
[7] Bokhtair M., Muqtadir A., and Ali M.H. (2000). "Effect of
mica content on stress-deformation behavior of Micaceous sand",
Journal of Civil Engineering, The Institiute of Enginners,
Bangladesh, Vol. CE 28, No. 2, pp. 1397-1405.
[8] Hussain, M. and Sachan, A. (2017). "Evaluation of
earthquake liquefaction hazard of Kutch region", Journal of
Geotechnical and Transportation Engineering, Vol. 3, No. 2, pp.
52-61.
[9] Pandya, S. and Sachan, A. (2018). "Matric suction, swelling
and collapsible characteristics of unsaturated expansive soils",
Journal of Geotechnical and Transportation Engineering, Vol. 4,
No. 1, pp. 1-9.