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Anisotropic Strength Characteristics of Composite Soil Specimen Under Cubical Triaxial Conditions

Published online by Cambridge University Press:  05 May 2011

H.-D. Lin  and
W.-C. Chen
H.-D. Lin*
Affiliation:
Department of Construction Engineering, National Taiwan University of Science and Technology, Taipei, Taiwan 10617, R.O.C.
W.-C. Chen*
Affiliation:
Department of Construction Engineering, National Taiwan University of Science and Technology, Taipei, Taiwan 10617, R.O.C.
*
*Professor
**Former graduate student
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Abstract

This paper provides 41 cubical triaxial test results to examine the influence of the stress path angle and the improvement ratio on the anisotropic strength of the composite soil specimens consisting of remolded soft clay and grout columns. Pictures of failed samples shown in this paper are especially enlightening in demonstrating failure mechanisms. Results from this study can be summarized as follows. The composite soil specimens exhibited different failure patterns depending on the stress path angle, axial compression failure for 0°, 30° and 60°; lateral compression for 120° and 150°; and axial extension for 90° and 180°. Consistently, diagonal shear cracks through the grout column were observed for axial compression failure samples. On the other hand, tension cracks were observed for samples which failed due to lateral compression and axial extension. The composite soil specimens exhibited apparent anisotropic behavior. In general, the anisotropic strength ratio increased with the improvement ratio. The equivalent strength formula commonly used in practice may give erroneous results, especially when the stress paths are those of tension failure. In such a case, the anisotropic strength ratio suggested in this paper can significantly improve its accuracy.

Keywords

ClayShear strengthStress pathGroutingAnisotropy.
Type
Articles
Information
Journal of Mechanics , Volume 23 , Issue 1 , March 2007 , pp. 41 - 50
Copyright
Copyright © The Society of Theoretical and Applied Mechanics, R.O.C. 2007

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References

1.Lade, P. V. and Musante, H. M., “Three-Dimensional Behavior of Remolded Clay,” Journal of Geotechnical Engineering Division, ASCE, 104(2), pp. 193–209 (1978).Google Scholar
2.Kuwano, J. and Bhattarai, B. N., “Deformation Characteristics of Bangkok Clay under Three-Dimensional Stress Conditions,” Journal of Southeast Asian Geotechnical Society, 20(2), pp. 111–137 (1989).Google Scholar
3.Ting, T. C. T., “Explicit Expression of the Stationary Values of Young's Modulus and the Shear Modulus for Anisotropic Elastic Materials,” Journal of Mechanics, 21, pp. 255–266(2005).Google Scholar
4.Lade, P. V., “Cubical Triaxial Tests on Cohesionless Soil,” Journal of the Soil Mechanics and Foundations Division, ASCE, 99(10), pp. 793–812 (1973).CrossRefGoogle Scholar
5.Nakai, T., Matsuoka, H., Okuno, N. and Tsuzuki, K., “True Triaxial Test on Normally Consolidated Clay and Analysis of the Observed Shear Behavior Using Elastoplastic Constitutive Models,” Soils and Foundations, 26(4), pp. 67–78(1986).Google Scholar
6.Lin, H. D. and Wang, C. C., “Analysis of Axial Strain Induced by 3-D Consolidation of Cohesive Soils,” International Journal for Numerical and Analytical Methods in Geomechanics, 22, pp. 495–508 (1998).3.0.CO;2-9>CrossRefGoogle Scholar
7.Sivakugan, N., Chameau, J. L., Holtz, R. D. and Altschaeffl, A. G., “Servo-Controlled Cubical Shear Device,” Geotechnical Testing Journal, ASTM, 11(2), pp. 119–124(1988).Google Scholar
8.Chen, C. H., “A Study on the Anisotropic Strength of Composite Soil Specimens Using True Triaxial Testing,” M.S. Thesis, Dept. of Construction Engineering, National Taiwan University of Science and Technology, Taipei, Taiwan (2003).Google Scholar
9.Chen, S., “Study on the Engineering Properties of Cement Stabilized Clayey Soil,” M.S. Thesis, Dept. of Civil Engineering, National Central University, Chung-Li, Taiwan (1985).Google Scholar
10.Fang, Y. S., Chung, Y. T., Yu, F. J. and Chen, T. J., “Properties of Soil-Cement Stabilized with Deep Mixing Method,” Ground Improvement, Institution of Civil Engineers, UK, 5(2), pp. 69–74 (2001).Google Scholar
11.Lee, F. H., Lee, Y., Chew, S. H. and Yong, K. Y., “Strength and Modulus of Marine Clay-Cement Mixes,” Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 131(2), pp. 178–186(2005).Google Scholar
12.Liao, J. W., “Laboratory Shear Strength Testing of Composite Soil Specimen and Its Anisotropic Characteristics,” M.S. Thesis, Dept. of Construction Engineering, National Taiwan University of Science and Technology, Taipei, Taiwan (2002).Google Scholar
13.Hsieh, H. S., Wang, C. C. and Ou, C. Y., “Use of Jet Grouting to Limit Diaphragm Wall Displacement of a Deep Excavation,” Journal of Geotechnical and Geoenviromental Engineering, ASCE, 129(2), pp. 146–157 (2003).Google Scholar
14.Lin, Y. K., Sun, I. H., Lu, F. C. and Hwang, C. H., “A Note on Application of Ground Improvement in Deep Excavation in Soft Clay,” Sino-Geotechnics, 78, pp. 103–113 (2000).Google Scholar