Research Papers: Offshore Geotechnics

Elastoplastic Simulation of Stress–Strain Response Considering the Cyclic Degradation of Saturated Clay

[+] Author and Article Information
Haihui Yao

State Key Laboratory of Hydraulic Engineering
Simulation and Safety,
Tianjin University,
Tianjin 300072, China
e-mail: yaohaihui05@163.com

Jianhua Wang

State Key Laboratory of Hydraulic Engineering
Simulation and Safety,
Tianjin University,
Tianjin 300072, China
e-mail: tdwjh@tju.edu.cn

1Corresponding author.

Contributed by the Ocean, Offshore, and Arctic Engineering Division of ASME for publication in the JOURNAL OF OFFSHORE MECHANICS AND ARCTIC ENGINEERING. Manuscript received May 15, 2017; final manuscript received February 10, 2018; published online April 19, 2018. Assoc. Editor: David R. Fuhrman.

J. Offshore Mech. Arct. Eng 140(4), 042002 (Apr 19, 2018) (10 pages) Paper No: OMAE-17-1076; doi: 10.1115/1.4039522 History: Received May 15, 2017; Revised February 10, 2018

A modified anisotropic bounding surface model is developed to simulate the stress–strain response of saturated clay under cyclic loading. In this study, kinematic hardening variables are introduced into the equation for a rotational bounding surface, and an anisotropic bounding surface equation is established by strict mathematical derivation from the isotropic and kinematic hardening rules. To characterize the cyclic degeneration behavior of soil stiffness, the accumulated deviatoric plastic strain is incorporated into the plastic modulus interpolation function. This modified model is then validated by comparison to results of undrained cyclic triaxial tests of isotropic and anisotropic consolidated clay samples from the literature. The results show that the performance of the modified model is an improvement over the original model for simulating the hysteresis, accumulation, and cyclic degeneration of stress–strain response.

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Fig. 1

Geometric relationship of the bounding surface in the pq plane: (a) m = 0 and (b) m ≠ 0

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Fig. 2

Hardening rules and evolution of the bounding surface: (a) initial loading and (b) subsequent loading

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Fig. 3

Illustration of the radial mapping rule

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Fig. 4

Effect of the degeneration parameter β: (a) stress–strain curve for β = 0, (b) stress–strain curve for β = 5, (c) stress–strain curve in the first three cycles, and (d) secant shear modulus Gsec versus β

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Fig. 5

Secant modulus for the unloading–reloading

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Fig. 6

Effect of parameter ζr

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Fig. 7

Effect of parameter η

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Fig. 8

Comparison of the predicted and measured stress–strain relations for Newfield clay

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Fig. 9

Comparison of the predicted and measured pore pressures for Kaolin clay with OCR = 5.1

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Fig. 10

Comparison of the predicted and experimental stress–strain relations for Itsukaichi clay with k0 = 1.0

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Fig. 11

Comparison of the simulated and experimental stress–strain relations for Itsukaichi clay with k0 = 0.57



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