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Research Papers

An Associative and Non-Associative Anisotropic Bounding Surface Model for Clay

[+] Author and Article Information
Jianhong Jiang

School of Urban Rail Transportation,  Soochow University, 178 Ganjiang East Road, Suzhou, 215021 P. R. C. e-mail: jianhong.jiang@suda.edu.cn

Hoe I. Ling

Department of Civil Engineering and Engineering Mechanics,  Columbia University, 500 West 120th Street, Mail Code 4709, New York, NY 10027 e-mail: hil9@columbia.edu

Victor N. Kaliakin

Department of Civil and Environmental Engineering,  University of DE, Newark, Delaware 19716 e-mail: kaliakin@udel.edu

J. Appl. Mech 79(3), 031010 (Apr 05, 2012) (10 pages) doi:10.1115/1.4005958 History: Received July 08, 2011; Revised January 21, 2012; Posted February 13, 2012; Published April 04, 2012; Online April 05, 2012

An anisotropic elastoplastic bounding surface model with non-associative flow rule is developed for simulating the mechanical behavior of different types of clays. The non-associative flow rule allows for the simulation of not only strain-hardening but also strain-softening response. The theoretical framework of the model is given, followed by the verification of the model as applied to the experimental results of a strain-hardening Kaolin tested under different undrained stress paths. The undrained behavior of Boston Blue clay, which exhibits a strain-softening behavior, is also simulated. It is shown that the non-associative nature of the model gives more accurate results than those of the same model employing an associative flow rule, especially for normally consolidated Kaolin specimens. The results show that the model is also capable of simulating the strain-softening behavior of Boston blue clay with reasonable accuracy.

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Copyright © 2012 by American Society of Mechanical Engineers
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References

Figures

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Figure 1

Anisotropic model illustrating bounding surface, plastic potential surface, flow rule, and mapping rule

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Figure 2

Calibration and sensitivity analyses of the model parameter: (a) Nc , (b) Ne , and (c) w

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Figure 3

Comparison of stress paths for undrained triaxial tests on Kaolin clay: (a) K0  = 1.0, (b) K0  = 0.8, (c) K0  = 0.67, and (d) K0  = 0.57

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Figure 4

Simulations of undrained tests on Kaolin clay (triaxial compression, K0  = 1.0): (a) normalized stress-strain behavior and (b) normalized excess pore pressure response

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Figure 5

Simulations of undrained tests on Kaolin clay (triaxial extension, K0  = 1.0): (a) normalized stress-strain behavior and (b) normalized excess pore pressure response

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Figure 6

Simulations of undrained tests on Kaolin clay (triaxial compression, K0  = 0.8): (a) normalized stress-strain behavior and (b) normalized excess pore pressure response

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Figure 7

Simulations of undrained tests on Kaolin clay (triaxial extension, K0  = 0.8): (a) normalized stress-strain behavior and (b) normalized excess pore pressure response

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Figure 8

Simulations of undrained tests on Kaolin clay (triaxial compression, K0  = 0.67): (a) normalized stress-strain behavior and (b) normalized excess pore pressure response

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Figure 9

Simulations of undrained tests on Kaolin clay (triaxial extension, K0  = 0.67): (a) normalized stress-strain behavior and (b) normalized excess pore pressure response

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Figure 10

Simulations of undrained tests on Kaolin clay (triaxial compression, K0  = 0.57): (a) normalized stress-strain behavior and (b) normalized excess pore pressure response

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Figure 11

Simulations of undrained tests on Kaolin clay (triaxial extension, K0  = 0.57): (a) normalized stress-strain behavior and (b) normalized excess pore pressure response

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Figure 12

Simulations of undrained triaxial tests on resedimented Boston blue clay: (a) stress paths and (b) stress-strain response

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Figure 13

Simulations of undrained plane strain tests on resedimented Boston blue clay: (a) stress paths and (b) stress-strain response

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