Nonlinear Analysis of Stress and Strain in Soils

Duncan, James M.; Chang, Chin-Yung

doi:10.1061/jsfeaq.0001458

Cited by 1,743 publications

(310 citation statements)

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“…The above‐mentioned model development is also applicable to other function‐based models. For example, the frictional asymptotic response can be described by a well‐known hyperbolic function adopted by Duncan and Chang, 12 Vermeer, 23 Yin et al, 63,64 etc. A hyperbolic function based interface model as an alternative can be easily developed:…”

Section: Discussionmentioning

confidence: 99%

“…Soil‐structure interface exhibits a nonlinear frictional behavior with an asymptotic relationship between the shear stress ratio η and the shear displacement γ 12,23–25 . This frictional asymptotic response can be described by various mathematical functions, for example, the exponential function describes the variation of η with γ , shown in Figure 1 for given values of a and b :

η = b (1 - e^{- a γ}) .

…”

Section: Development Of a Nonlinear Incremental Soil‐structure Interface Modelmentioning

confidence: 99%

“…Numerous interface constitutive models have been developed, including nonlinear elasticity model, 12 the classical Mohr‐Coulomb based elastoplastic model, 13–15 the damage mechanics model, 4,16 the disturbed state concept model, 17 the critical state‐based plastic model, 18,19 and the hypoplastic model 20–22 . According to the experimental investigations, a phenomenological model for the soil‐structure interface should be able to describe the asymptotic relationship between the interface shear stress ratio and the shear strain or displacement, the contractive or dilative behavior (shear‐induced change of interface thickness), the critical state behavior (the unique ultimate state lines of a given soil‐structure interface attainable in the

σ_{n}^{'} - τ

and the

e - σ_{n}^{'}

planes for any initial state) under monotonic and cyclic loadings.…”

Section: Introductionmentioning

confidence: 99%

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Soil‐structure interface modeling with the nonlinear incremental approach

Yang

Yin

2021

Num Anal Meth Geomechanics

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This paper aims to develop the nonlinear incremental modeling approach for describing both monotonic and cyclic behaviors of the soil‐structure interface. An exponential function is adopted as an example to reproduce the asymptotic relationship between the interface shear stress ratio and the shear displacement. A stress‐dilatancy relation is developed for the shear‐induced change of interface thickness. A shear stress reversal technique is incorporated for cyclic loading effect. Then, three numerical schemes for simulating constant thickness, constant normal load, and constant normal stiffness tests are established respectively. Next, three modifications are made to enhance the model by introducing a nonlinear shear modulus, the critical state concept, and the grain breakage effect. The enhanced model is evaluated with satisfactory performance in simulating interface tests under various loading conditions. Furthermore, the extensions to other nonlinear incremental interface model and clay‐structure interface modeling with rate effect relating to drainage conditions are successfully demonstrated and discussed.

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Section: Discussionmentioning

confidence: 99%

η = b (1 - e^{- a γ}) .

…”

Section: Development Of a Nonlinear Incremental Soil‐structure Interface Modelmentioning

confidence: 99%

σ_{n}^{'} - τ

and the

e - σ_{n}^{'}

planes for any initial state) under monotonic and cyclic loadings.…”

Section: Introductionmentioning

confidence: 99%

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Soil‐structure interface modeling with the nonlinear incremental approach

Yang

Yin

2021

Num Anal Meth Geomechanics

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“…A nonlinear elastoplastic model was adopted for the backfill materials to predict the responses of surrounding soils more accurately under various loading conditions. For the nonlinear elastic components, the hyperbolic stress-strain relationship proposed by Duncan and Chang [15] was adopted. Since material parameters change with materialstress states, an incremental approach was used to approximate nonlinear behaviors as piecewise linear behaviors.…”

Section: Modeling Methodologymentioning

confidence: 99%

Performance Evaluation of Buried Concrete Pipe Considering Soil Pressure and Crack Propagation Using 3D Finite Element Analysis

2021

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Numerous factors affect the soil pressure distributions around buried pipes, including the shape, size, and stiffness of the pipe, burial depth, and the stiffness of the surrounding soil. Additionally, to some extent, a pipe can benefit from the soil arching effect, where the overburden and surcharge pressure at the crown can be supported by the adjacent soil. As a result, a buried pipe only needs to support the portion of the load that is not transferred to the adjacent soil. This paper presents numerical investigations of the soil pressure distributions around buried concrete pipes and crack propagation under different environmental conditions, such as loading, saturation level, and the presence of voids. To this end, a nonlinear elastoplastic model for backfill materials was implemented using finite element software and a user-defined subroutine. Three different backfill materials and two different native soils were selected to examine the material-specific behaviors of concrete pipes, including soil pressure distributions and crack propagation. For each backfill material, the effects of the loading type, groundwater, and voids were investigated. These simulation results provide helpful information regarding pressure redistribution and buried concrete pipe behavior under various environmental conditions.

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“…To remedy this shortcoming, Huang et al [10,11] proposed a force-equilibrium-based finite displacement method (FFDM) that incorporates a nonlinear (hyperbolic) stress-displacement constitutive law for the geomaterial along the sliding surface, as shown in Figure 1. Hyperbolic curves are widely used for simulating the stressstrain and stress-displacement relationships of soils and the interface between soil and other materials [12][13][14], with the drawback that post-peak strength deterioration for some soils, as shown in Figure 2, cannot be properly accounted for. Tatsuoka et al [14] showed the effectiveness of utilizing generalized hyperbolic equations and an exponential function for simulating the post-peak strength softening of sandy soils.…”

Section: Introductionmentioning

confidence: 99%

Displacement Analyses for a Natural Slope Considering Post-Peak Strength of Soils

Huang

2021

GeoHazards

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A natural slope undergoing recurrent movements caused by rainfall-induced groundwater table rises is studied using a novel method. The strength and displacement parameters are back-calculated using a force-equilibrium-based finite displacement method (FFDM) based on the first event of slope movement recorded in the monitoring period. Slope displacements in response to subsequent rainfall-induced groundwater table rises are predicted using FFDM based on the back-calculated material parameters. Important factors that may influence the accuracy of slope displacement predictions, namely, the curvature of the Mohr-Coulomb (M-C) failure envelope and post-peak strength softening, are investigated. It is found that the accuracy of slope displacement predictions can be improved by taking into account post-peak stress-displacement relationship in the analysis. The accuracy of slope displacement predictions is not influenced by the curvature of the M-C failure envelope in the displacement analysis.

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Nonlinear Analysis of Stress and Strain in Soils

Cited by 1,743 publications

References 0 publications

Soil‐structure interface modeling with the nonlinear incremental approach

Soil‐structure interface modeling with the nonlinear incremental approach

Performance Evaluation of Buried Concrete Pipe Considering Soil Pressure and Crack Propagation Using 3D Finite Element Analysis

Displacement Analyses for a Natural Slope Considering Post-Peak Strength of Soils

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