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Viscoplastic Simulation of Rate Dependent behavior of the Taipei Silty Clay

Published online by Cambridge University Press:  09 August 2012

C.-K. Chin  and
C.-Y. Ou
C.-K. Chin
Affiliation:
Department of Construction Engineering, National Taiwan University of Science and Technology Taipei, Taiwan 10607, R.O.C.
C.-Y. Ou*
Affiliation:
Department of Construction Engineering, National Taiwan University of Science and Technology Taipei, Taiwan 10607, R.O.C.
*
*Corresponding author ([email protected])
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Abstract

The objective of this study was to derive e an anisotropic viscoplastic rate dependent constitutive model. The model was derived on the basis of the viscoplastic theory proposed by Kutter and Sathialingam and the yield surface function suggested by Wheeler et al. The adopted yield surface function was more consistent with the yield surface of the Taipei silty clay, compared with the existing constitutive models. The model was confirmed able to simulate the undrained stress strain response for the K0-consolidated undrained compression and extension tests. The model was also used to simulate the isotropic consolidated and K0-consolidated undrained creep test. Results show that the predicted strain from the proposed model was close to the test data. Especially the model is able to predict the tertiary creep failure when the soil is subject to high stress level.

Keywords

Viscoplastic theoryYield surfaceTaipei silty clayCreepRate dependent
Type
Articles
Information
Journal of Mechanics , Volume 28 , Issue 3 , September 2012 , pp. 543 - 553
Copyright
Copyright © The Society of Theoretical and Applied Mechanics, R.O.C. 2012

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References

REFERENCES

1. Roscoe, K. H. and Burland, J. B., “On The Generalized Stress-Strain Behavior of ‘Wet’ Clay,” Engineering Plasticity (Heyman, and Leckie, Eds.), Cambridge University Press, Cambridge, pp. 535–609 (1968).Google Scholar
2. Zdravkovic, L., Potts, D. M. and Hight, D. W., “The Effect of Strength Anisotropy on the Behaviour of Embankments on Soft Ground,” Geotechnique, 52, pp. 447–457 (2002).CrossRefGoogle Scholar
3. Whittle, A. J. and Kavvadas, M. J., “Formulation of the MIT-E3 Constitutive Model for Overconsolidated Clay,” Journal of Geotechnical Engineering, ASCE, 120, pp. 173–198 (1994).CrossRefGoogle Scholar
4. Pestana, J. M. and Whittle, A. J., “Formulation of a Unified Constitutive Model for Clays and Sands,” International Journal for Numerical and Analytical Methods in Geomechanics, 23, pp. 1215–1243 (1999).3.0.CO;2-F>CrossRefGoogle Scholar
5. Ling, H. I., Yue, D. J. and Themelis, N. J., “An Anisotropic Elasto-Plastic Bounding Surface Model for Cohesive Soils,” Journal of Engineering Mechanics, ASCE, 128, pp. 748–758 (2002).CrossRefGoogle Scholar
6. Singh, A. and Mitchell, J. K., “General Stress-Strain-Time Function for Soils,” Journal of Soil Mechanics and Foundation Division, ASCE, 94, pp. 21–46 (1968).CrossRefGoogle Scholar
7. Semple, R. M., “The Effect of Time-Dependent Properties of Altered Rock on the Tunnel Support Requirement,” Ph.D. Dissertation, University of Illinois (1973).Google Scholar
8. Mesri, G., Febres-Covdero, E., Shields, D. R. and Castro, A., “Shear Stress-Strain-Time Behavior of Clays,” Geotechnique, 31, pp. 537–552 (1981).CrossRefGoogle Scholar
9. Perzyna, P., “The Constitutive Equations for Rate Sensitive Plastic Materials,” Quarterly of Applied Mathematics, 20, pp. 321–332 (1963).CrossRefGoogle Scholar
10. Kutter, B. L. and Sathialingam, N., “Elastic-Viscoplastic Modeling of the Rate-Dependent Behavior of Clays,” Geotechnique, 42, pp. 427–441 (1992).CrossRefGoogle Scholar
11. Kelln, C., Sharma, J., Hughes, D. and Graham, J., “An Improved Elastic-Viscoplastic Soil Model,” Canadian Geotechnical Journal, 45, pp. 1356–1376 (2008).CrossRefGoogle Scholar
12. Karim, M. R., Gnanendran, C. T., Lo, S.-C. R. and Mak, J., “Predicting the Long-Term Performance of a Wide Embankment on Soft Soil Using an Elastic-Viscoplastic Model,” Canadian Geotechnical Journal, 47, pp. 244–257 (2010).CrossRefGoogle Scholar
13. Hinchberger, S. D. and Qu, G. F., “An Improved Elastic-Viscoplastic Soil Model,” Canadian Geotechnical Journal, 46, pp. 609–626 (2009).CrossRefGoogle Scholar
14. Diaz-Rodriguez, J. A., Leroueil, S. and Aleman, J. D., “Yielding of Mexico City Clay and Other Natural Clays,” Journal of Geotechnical Engineering, ASCE, 118, pp. 981–995 (1992).CrossRefGoogle Scholar
15. Chin, C. T., Crooks, J. H. A. and Moh, Z. C., “Geotechnical Properties of the Cohesive Sungshan Deposits Taipei, Geotechnical Engineering,” Journal of Southeast Asian Geotechnical Society, 25, pp. 77–103 (1994).Google Scholar
16. Chen, Z. N., “Yielding Behavior of Taipei Silty Clay,” Master Thesis, Department of Construction Engineering, National Taiwan University of Science and Technology (1997).Google Scholar
17. Yue, D. J., Ling, H. I., Kaliakin, V. N. and Themelis, N. J., “Formulation and Calibration of an Anisotropic Bounding Surface Model for Clay,” Constitutive Modeling of Geomaterials: Selected Contributions, DiMaggio, Frank L. Symposium, Ling, H. I., Anandarajah, A., Manzari, M. T., Kaliakin, V. N. and Smyth, A., Ed., CRC Press, pp. 137–144 (2003).Google Scholar
18. Ou, C. Y., Liu, C. C. and Chin, C. K., “Development of Rate Dependent Stress-Strain Simulation of Clay,” Journal of Mechanics, 25, pp. 27–40 (2009).CrossRefGoogle Scholar
19. Ou, C. Y., Liu, C. C. and Chin, C. K., “Anisotropic Viscoplastic Modeling of Rate Dependent Behavior of Clay,” International Journal for Numerical and Analytical Methods in Geomechanics, DOI: 10.1002/nag.948, published online, 12 (2010).Google Scholar
20. Graham, J. and Houlsby, G. T., “Anisotropic Elasticity of a Natural Clay,” Geotechnique, 33, pp. 165–180 (1983).CrossRefGoogle Scholar
21. Graham, J., Noonan, M. L. and Lew, K. V., “Yield States and Stress-Strain Relations in Nature Plastic Clay,” Canadian Geotecnical Journal, 20, pp. 502–516 (1983).CrossRefGoogle Scholar
22. Korhonen, K. H. and Lojander, M., “Yielding of Perno Clay,” Proceedings of the 2nd International Conference on Constitutive Laws for Engineering Materials, Tucson, Ariz. Elsevier, N. Y. 2, pp. 1249–1255 (1987).Google Scholar
23. Wheeler, S. J., Näätänen, A., Karstunen, M. and Lojander, M., “An Anisotropic Elasto-Plastic Model for Natural Clays,” Canadian Geotechnical Journal, 40, pp. 403–418 (2003).CrossRefGoogle Scholar
24. Cheng, Z., Yin, J. H., Zhu, J. G. and Cheng, C. M., “Elastic Anisotropic Viscoplastic Modeling of the Strain-Rate-Dependent Stress-Strain Behavior of K 0-Consolidated Natural Marine Clays in Triaxial Shear Tests,” International Journal of Geomechanics, ASCE, 5 (2005).Google Scholar
25. Leoni, M., Karstunen, M. and Vermeer, P. A., “Anisotropic Creep Model for Soft Soils,” Geotechnique, 58, pp. 215–226 (2008).CrossRefGoogle Scholar
26. Yin, Z. Y., Chang, C. S., Karstunen, M. and Hicher, P. Y., “An Anisotropic Elastic-Viscoplastic Model for Soft Clays,” International Journal of Solids and Structure, 47, pp. 665–667 (2010).CrossRefGoogle Scholar
27. Zentar, R., Karstunen, M., Wiltafsky, C., Schweiger, H. F. and Koskinen, M., “Comparison of Two Approaches for Modelling Anisotropic of Soft Clays,” Proceedings of the 8th International Symposium on Numerical Models in Geomechanics (NUMOG VIII), Edited by Pande, G. N. and Pietruszczak, S., Balkema, A. A., Rotterdam, pp. 115–121 (2002).CrossRefGoogle Scholar
28. Anandarajah, A., Kuganenthira, N. and Zhao, D., “Variation of Fabric Anisotropy of Kaolinite in Triaxial Loading,” Journal of Geotechnical Engineering, 122, pp. 663–640 (1996).CrossRefGoogle Scholar
29. Teng, F. C., Personal file (2011).Google Scholar
30. Liu, C. C., “A Generalized Effective Stress Constitutive Model for Taipei Clay,” Ph.D. Dissertation, Department of Construction Engineering, National Taiwan University of Science and Technology (1999).Google Scholar
31. Chin, C. T. and Liu, C. C., “Volumetric and Undrained Behaviors of Taipei Silty Clay,” Journal of the Chinese Institute of Civil and Hydraulic Engineering, 9, pp. 665–678 (1997).Google Scholar
32. Liu, C. C., Chin, C. T. and Hsieh, H. S., “Effect of Anisotropic Consolidation and Principal Stress Rotation on the Undrained Shear Strength of the Taipei Sungshan Clay,” Journal of the Chinese Institute of Civil and Hydraulic Engineering, 3, pp. 83–88 (1991).Google Scholar
33. Finno, R. J. and Chung, C. K., “Stress-Strain-Strength Responses of Compressible Chicago Glacial Clays,” Journal of Geotechnical Engineering, ASCE, 118, pp. 1607–1625 (1992).CrossRefGoogle Scholar
34. Lin, H. D. and Pai, C. C., “Undrained Creep Characteristics of Taipei Silty Clays,” Journal of the Chinese Institute of Civil and Hydraulic Engineering, 7, pp. 35–44 (1995).Google Scholar
35. Pai, C. C., “Stress-Strain-Time Behavior of Taipei Silty Clays,” Master Thesis, Department of Construction Engineering, National Taiwan University of Science and Technology (1992).Google Scholar
36. Tsai, Z. L., “An Investigation of the Creep and the Stress-Strain-Strain Rate of Clay Under the Undrained Condition,” Master Thesis, National Taiwan Institute of Technology (1997).Google Scholar