Geomechanics and Engineering

  • 제8권1호
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  • Pages.81-95
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  • 2015
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  • 2005-307X(pISSN)
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  • 2092-6219(eISSN)
테크노프레스 (Techno-Press)
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DOI QR Code

1D deformation induced permeability and microstructural anisotropy of Ariake clays

  • Chai, Jinchun (Department of Civil Engineering and Architecture, Saga University) ;
  • Jia, Rui (School of Civil Engineering, Tianjin University) ;
  • Nie, Jixiang (Department of Civil Engineering and Architecture, Saga University) ;
  • Aiga, Kosuke (Department of Civil Engineering and Architecture, Saga University) ;
  • Negami, Takehito (Department of Civil Engineering and Architecture, Saga University) ;
  • Hino, Takenori (Institute of Lowland and Marine Research, Saga University)
  • 투고 : 2014.05.22
  • 심사 : 2014.09.25
  • 발행 : 2015.01.25
⟨ 이전 논문 다음 논문 ⟩

초록

The permeability behavior of Ariake clays has been investigated by constant rate of strain (CRS) consolidation tests with vertical or radial drainage. Three types of Ariake clays, namely undisturbed Ariake clay samples from the Saga plain, Japan (aged Ariake clay), clay deposit in shallow seabed of the Ariake Sea (young Ariake clay) and reconstituted Ariake clay samples using the soil sampled from the Saga plain, were tested. The test results indicate that the deduced permeability in the horizontal direction ($k_h$) is generally larger than that in the vertical direction ($k_v$). Under odometer condition, the permeability ratio ($k_h/k_v$) increases with the vertical strain. It is also found that the development of the permeability anisotropy is influenced by the inter-particle bonds and clay content of the sample. The aged Ariake clay has stronger initial inter-particle bonds than the young and reconstituted Ariake clays, resulting in slower increase of $k_h/k_v$ with the vertical strain. The young Ariake clay has higher clay content than the reconstituted Ariake clay, resulting in higher values of $k_h/k_v$. The microstructure of the samples before and after the consolidation test has been examined qualitatively by scanning electron microscopy (SEM) image and semi-quantitatively by mercury intrusion porosimetry (MIP) tests. The SEM images indicate that there are more cut edges of platy clay particles on a vertical plane (with respect to the deposition direction) and there are more faces of platy clay particles on a horizontal plane. This tendency increases with the increase of one-dimensional (1D) deformation. MIP test results show that using a sample with a larger vertical surface area has a larger cumulative intruded pore volume, i.e., mercury can be intruded into the sample more easily from the horizontal direction (vertical plane) under the same pressure. Therefore, the permeability anisotropy of Ariake clays is the result of the anisotropic microstructure of the clay samples.

키워드

과제정보

연구 과제 주관 기관 : Japan Society for the Promotion of Science

참고문헌

  1. Al-Tabbaa, A. and Wood, D.M. (1987), "Some measurements of the permeability of kaolin", Geotechnique, 37(4), 499-503. https://doi.org/10.1680/geot.1987.37.4.499
  2. Ariake Bay Research Group (1965), Quaternary System of the Ariake and Shiranui Bay Areas, with Special Reference to the Ariake Soft Clay, Association for Geological Collaboratoration in Japan, Japan.
  3. ASTM (2004), D4404-84: Standard test method for determination of pore volume and pore volume distribution of soil and rock by mercury intrusion porosimetry, ASTM International, West Conshohocken, PA, USA.
  4. ASTM (2006), D4186-06: Standard test method for one-dimensional consolidation properties of saturated cohesive soils using controlled-strain loading, ASTM International, West Conshohocken, PA, USA.
  5. Cetin, H. (2004), "Soil-particle and pore orientations during consolidation of cohesive soils", Engineering Geology, 73(1-2), 1-11. https://doi.org/10.1016/j.enggeo.2003.11.006
  6. Chai, J.C., Jia, R. and Hino, T. (2012), "Anisotropic consolidation behavior of Ariake clay from three different CRS tests", Geotech. Test. J., 35(6), 845-853. https://doi.org/10.1520/GTJ103848
  7. Clennell, M.B., Dewhurst, D.N., Brown, K.M. and Westbrook, G.K. (1999), "Permeability anisotropy of consolidated clays", In: Muds and Mudstones: Physical and Fluid-flow Properties (Special Publications), Geological Society of London, London, UK, 158(1), pp. 79-96. https://doi.org/10.1144/GSL.SP.1999.158.01.07
  8. Delage, P. (2010), "A microstructure approach to the sensitivity and compressibility of some Eastern Canada sensitive clays", Geotechnique, 60(5), 353-368. https://doi.org/10.1680/geot.2010.60.5.353
  9. Delage, P. and Lefebvre, G. (1984), "Study of the structure of a sensitive Champlain clay and its evolution during consolidation", Can. Geotech. J., 21(1), 21-35. https://doi.org/10.1139/t84-003
  10. Diamond, S. (1970), "Pore size distribution in clays", Clay Clay. Miner., 18, 7-23. https://doi.org/10.1346/CCMN.1970.0180103
  11. Djeran-Maigre, I., Tessier, D., Grunberger, D., Velde, B. and Vasseur, G. (1998), "Evolution of microstructures and of macroscopic properties of some clays during experimental compaction", Mar. Petrol. Geol., 15(2), 109-128. https://doi.org/10.1016/S0264-8172(97)00062-7
  12. Griffiths, F.J. and Joshi, R.C. (1989), "Change in pore size distribution due to consolidations of clays", Geotechnique, 39(1), 159-167. https://doi.org/10.1680/geot.1989.39.1.159
  13. Hattab, M. and Favre, J.L. (2010), "Anaysis of the experimental compressibility of deep water marine sediments from the Gulf of Guinea", Mar. Petrol. Geol., 27(2), 486-499. https://doi.org/10.1016/j.marpetgeo.2009.11.004
  14. Hattab, M. and Fleureau, J.M. (2010), "Experimental study of kaolin particle orientation mechanism", Geotechnique, 60(5), 323-331. https://doi.org/10.1680/geot.2010.60.5.323
  15. Hattab, M. and Fleureau, J.M. (2011), "Experimental analysis of kaolinite particle orientation during triaxial path", Int. J. Numer. Anal. Met. Geomech., 35(8), 947-968. https://doi.org/10.1002/nag.936
  16. Hattab, M., Bouziri-Adrouche, S. and Fleureau, J.M. (2010), "Evolution of microtexture in a kaolinitic matrix path of axisymmetric triaxial", Can. Geotech. J., 47(1), 34-48. https://doi.org/10.1139/T09-098
  17. Hattab, M., Hammad, T., Fleureau, J.M. and Hicher, P.Y. (2013), "Behavior of a sensitive sediment: microstructural investigation", Geotechqiue, 63(1), 71-84. https://doi.org/10.1680/geot.10.P.104
  18. Hicher, P.Y., Wahyudi, H. and Tessier, D. (2000), "Microstructural analysis of inherent and induced anisotropy in clay", Mech. Cohes.-Frict. Mat., 5(5), 341-371. https://doi.org/10.1002/1099-1484(200007)5:5<341::AID-CFM99>3.0.CO;2-C
  19. Jia, R., Chai, J.C., Hino, T. and Hong, Z.S. (2010), "Strain-rate effect on consolidation behavior of Ariake clay", Proceedings of the Institution of Civil Engineers-Geotechnical Engineering, 163(5), 267-277. https://doi.org/10.1680/geng.2010.163.5.267
  20. Jia, R., Chai, J.C. and Hino, T. (2013), "Interpretation of coefficient of consolidation from CRS test results", Geomech. Eng., Int. J., 5(1), 57-70. https://doi.org/10.12989/gae.2013.5.1.057
  21. Kang, M.S., Watabe, Y. and Tsuchida, T. (2003), "Effect of drying process on the evaluation of microstructure of clays using scanning electron microscope (SEM) and mercury intrusion porosimetry (MIP)", Proceedings of the 13th International Offshore and Polar Engineering Conference, Honolulu, HI, USA, May.
  22. Lambe, T.W. and Whitman, R.V. (1969), Soil Mechanics, John Wiley & Sons, New York, NY, USA.
  23. Lapierre, C., Leroueil, S. and Locat, J. (1990), "Mercury intrusion and permeability of Louiseville clay", Can. Geotech. J., 27(6), 761-773. https://doi.org/10.1139/t90-090
  24. Leroueil, S., Bouclin, G., Tavenas, F., Bergeron, L. and Rochelle, P.L. (1990), "Permeability anisotropy of natural clays as a function of strain", Can. Geotech. J., 27(6), 568-579. https://doi.org/10.1139/t90-072
  25. Little, J.A., Wood, D.M., Paul, M.A. and Bouazza, A. (1992), "Some laboratory measurements of permeability of Bothkennar clay in relation to soil fabric", Geotechnique, 42(2), 355-361. https://doi.org/10.1680/geot.1992.42.2.355
  26. Martin, R.T. and Ladd, C.C. (1975), "Fabric of consolidated kaolinite", Clays Clay. Miner., 23(1), 17-25. https://doi.org/10.1346/CCMN.1975.0230103
  27. Mitchell, J.K. and Soga, K. (2005), Fundamentals of Soil Behavior, Wiley, New York, NY, USA.
  28. Monroy, R., Zdravkovic, L. and Ridley, A. (2010), "Evolution of microstructure in compacted London Clay during wetting and loading", Geotechnique, 60(2), 105-119. https://doi.org/10.1680/geot.8.P.125
  29. Ohtsubo, M., Egashira, K. and Kashima, K. (1995), "Depositional and post-depositional geochemistry and its correlation with geotechnical properties of the marine clays in Ariake bay", Geotechnique, 45(3), 509-523. https://doi.org/10.1680/geot.1995.45.3.509
  30. Pusch, R. (1970), "Microstructural changes in soft quick clay at failure", Can. Geotech. J., 7(1), 1-7. https://doi.org/10.1139/t70-001
  31. Sivakumar, V., Doran, I.G. and Graham, J. (2002), "Particle orientation and its influence on the mechanical behavior of isotropically consolidated reconstituted clay", Eng. Geol., 66(3-4), 197-209. https://doi.org/10.1016/S0013-7952(02)00040-6
  32. Tanaka, H., Shiwakoti, D.R., Omukai, N., Rito, F., Locat, J. and Tanaka, M. (2003), "Pore Size distribution of clayey soils measured by mercury intrusion Porosimetry and its relation to hydraulic conductivity", Soils Found., 43(6), 63-73. https://doi.org/10.3208/sandf.43.6_63
  33. Terzaghi, K., Peck, R.B. and Mesri, G. (1996), Soil Mechanics in Engineering Practice, Wiley, New York, NY, USA.

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