Geomechanics and Engineering

  • 제3권3호
  • /
  • Pages.233-254
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  • 2011
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  • 2005-307X(pISSN)
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  • 2092-6219(eISSN)
테크노프레스 (Techno-Press)
권호 표지
DOI QR코드

DOI QR Code

Elasto-viscoplastic modeling of the consolidation of Sri Lankan peaty clay

  • Karunawardena, Asiri (National Building Research Organization) ;
  • Oka, Fusao (Department of Civil and Earth Resources Engineering, Kyoto University) ;
  • Kimoto, Sayuri (Department of Civil and Earth Resources Engineering, Kyoto University)
  • 투고 : 2010.12.06
  • 심사 : 2011.08.19
  • 발행 : 2011.09.25
⟨ 이전 논문 다음 논문 ⟩

초록

The consolidation behavior of Sri Lankan peaty clay is analyzed using an elasto-viscoplastic model. The model can describe the secondary compression behavior as a continuous process and it can also account for the effect of structural degradation on the consolidation analysis. The analysis takes into account all the main features involved in the process of peat consolidation, namely, finite strain, variable permeability, and the secondary compression. The material parameters required for the analysis and the procedures to evaluate them, using both standard laboratory and field tests, are explained. Initially, the model performance is assessed by comparing the predicted and the observed peat consolidation behavior under laboratory conditions. The results indicate that the model is capable of predicting the observed creep settlements and the effect of layer thickness on the settlement analysis of peaty clay. Then, the model is applied to predict the consolidation behavior of peaty clay under different field conditions. In this context, firstly, the one-dimensional field consolidation of peaty clay, brought about by the construction of compacted earth fill, is predicted. Then, the two-dimensional peat foundation response upon embankment loading is simulated. A good agreement is seen in the comparison of the predicted results with the field observations.

키워드

참고문헌

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피인용 문헌

  1. Consolidation settlement of soil foundations containing organic matters subjected to embankment load vol.24, pp.1, 2011, https://doi.org/10.12989/gae.2021.24.1.043