Geotechnical localization analysis based on Cosserat continuum theory and second-order cone programming optimized finite element method

Wang, Dongyong; Chen, Xi; Lyu, Yannan; Tang, Chong

doi:10.1016/j.compgeo.2019.103118

Cited by 14 publications

(6 citation statements)

References 26 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…In recent years, the framework of FEM-SOCP based on the micropolar continuum (referred to as mpcFEM-SOCP from here on) has been successfully applied to various geotechnical problems involving strain localization (e.g., Refs. [32][33][34].…”

Section: Introductionmentioning

confidence: 99%

“…Nonetheless, many existing elastoplastic formulations of FEM-SOCP (or mpcFEM-SOCP) have been developed based on the explicit variable (EV) scheme (e.g., Refs. [30][31][32]34), while the implicit variable (IV) scheme of FEM-SOCP possesses some advantages such as high efficiency and good numerical accuracy. For instance, Hjiaj et al 36 proposed the implicit form of the evolution rule of the MCC model, so that the hardening variable can be incorporated into the optimization problem and handled similar to the stress.…”

Section: Introductionmentioning

confidence: 99%

“…Nonetheless, many existing elastoplastic formulations of FEM‐SOCP (or mpcFEM‐SOCP) have been developed based on the explicit variable (EV) scheme (e.g., Refs. 30–32, 34), while the implicit variable (IV) scheme of FEM‐SOCP possesses some advantages such as high efficiency and good numerical accuracy. For instance, Hjiaj et al 36 .…”

Section: Introductionmentioning

confidence: 99%

“…Based on the UH model of micropolar continuum and the finite element approximations in Equation (38), Equation (31) can be converted into the following SOCP problem with the IV scheme by referring to Wang et al 32

$$\begin{equation} \def\eqcellsep{&}\begin{array}{@{}*{3}{c}@{}} {{\mathrm{minimize}}}&\displaystyle{\sum_{ip = 1}^{nipt} {{{\xi }_{ip}}} - {{{{\mathrm{(}}{{\bf Iu}}_{k + 1}^d)}}^T}{{{{{\bf \hat{r}}}}}_{k + 1}}}&{}\\[12pt] {{\mathrm{subject}}\;{\mathrm{to}}}&{{{\bf B}}_N^T{{{{\bm \sigma }}}_{ip,k + 1}} - {{\bf I}}{{{{{\bf \hat{r}}}}}_{k + 1}} = {\bf F}}&{}\\[3pt] {}&{{{{{{\bf \hat{q}}}}}_{ip}} = {{{{\bf T}}}_{ip}}{{{\bm{\chi }}}_{ip,k + 1}} + {{{\bf t}...

…”

Section: Introduction To Uh Model and Mpcfem‐socpmentioning

confidence: 99%

See 3 more Smart Citations

Geotechnical analysis involving strain localization of overconsolidated soils based on unified hardening model with hardening variable updated by a composite scheme

Tang,

Chen,

Cui

et al. 2024

Num Anal Meth Geomechanics

Self Cite

View full text Add to dashboard Cite

Strain localization simulation of overconsolidated soils with high overconsolidation ratio (OCR) has been a long‐standing challenge. Some critical state soil models, including the modified Cam‐clay (MCC) model, have been widely applied, but they may not predict the shear dilatancy of overconsolidated soils well in some cases. Hence, the unified hardening (UH) model, which may be viewed as a generalized version of the MCC model, is implemented. It has been recognized, nonetheless, that without resorting to the regularization mechanism, the standard finite element method (FEM) or the second‐order cone programming optimized finite element method (FEM‐SOCP) often experiences instability or interruption of calculating the hardening‐softening responses of overconsolidated soils. To resolve the aforementioned difficulty, the UH model is developed and implemented in the framework of FEM‐SOCP based on the micropolar continuum (mpcFEM‐SOCP) to predict strain localizations of overconsolidated soils. Furthermore, to obviate non‐convexity of mpcFEM‐SOCP induced by material softening, an effective composite update scheme of hardening variable pc, which refers to the implicit variable (IV) scheme for the hardening stage and then refers to the explicit variable (EV) scheme for the softening stage, is proposed. Based on one biaxial compression problem and one rigid strip footing problem, numerical analyses disclose that by applying mpcFEM‐SOCP in conjunction with the composite update scheme of pc, the UH model of micropolar continuum can effectively predict the strain localization behavior of overconsolidated soil during its failure stage, and the stable hardening‐softening responses of overconsolidated soils can be readily attained.

show abstract

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

$$\begin{equation} \def\eqcellsep{&}\begin{array}{@{}*{3}{c}@{}} {{\mathrm{minimize}}}&\displaystyle{\sum_{ip = 1}^{nipt} {{{\xi }_{ip}}} - {{{{\mathrm{(}}{{\bf Iu}}_{k + 1}^d)}}^T}{{{{{\bf \hat{r}}}}}_{k + 1}}}&{}\\[12pt] {{\mathrm{subject}}\;{\mathrm{to}}}&{{{\bf B}}_N^T{{{{\bm \sigma }}}_{ip,k + 1}} - {{\bf I}}{{{{{\bf \hat{r}}}}}_{k + 1}} = {\bf F}}&{}\\[3pt] {}&{{{{{{\bf \hat{q}}}}}_{ip}} = {{{{\bf T}}}_{ip}}{{{\bm{\chi }}}_{ip,k + 1}} + {{{\bf t}...

…”

Section: Introduction To Uh Model and Mpcfem‐socpmentioning

confidence: 99%

See 2 more Smart Citations

Geotechnical analysis involving strain localization of overconsolidated soils based on unified hardening model with hardening variable updated by a composite scheme

Tang,

Chen,

Cui

et al. 2024

Num Anal Meth Geomechanics

Self Cite

View full text Add to dashboard Cite

show abstract

“…Consequently, numerous researchers have turned to numerical simulation techniques. The finite element method has been widely used to simulate the development and progression of the shear zone [17][18][19][20][21][22]. However, limitations in the intrinsic model and continuum medium algorithm can result in significant mesh-related dependencies in the evolution of shear bands following strain localization.…”

Section: Introductionmentioning

confidence: 99%

Triaxial Shear Analysis Using Discrete Element Methods for Sandy Soil with an Improved Flexible Membrane Boundary

Yang,

Zheng,

Zhang

et al. 2023

Sustainability

View full text Add to dashboard Cite

Exploring strain localization has substantial potential to significantly impact the disaster resilience and mitigation capabilities of infrastructure, thus influencing project sustainability. Consequently, the field of sustainable geotechnical engineering is progressively directing attention toward studying soil strain localization. This research focuses on triaxial testing to deepen our understanding of this phenomenon by applying discrete element methods, thereby fostering the advancement of sustainable geotechnical engineering practices. While rigid-wall-based discrete element triaxial tests have been extensively studied, using flexible boundaries in these tests has received limited attention. This study introduces a three-stage method to enhance stress application in flexible membranes by applying confining pressure. A comparison of triaxial tests was conducted at both macroscopic and microscopic scales, utilizing flexible and rigid boundaries. Moreover, numerical simulations were performed on flexible membrane samples with various particle sizes to identify appropriate dimensions for flexible boundaries. Our results demonstrate that the improved flexible membrane provides more accurate representations of macroscopic and microscopic sample variations than rigid walls. Keeping the particle sizes for flexible membranes within the range of 0.2 to 0.8 times the characteristic particle size (r) is essential for striking a balance between simulation accuracy and computational efficiency. These findings enhance the accuracy of triaxial compression test simulations and offer a valuable foundation for studying strain localization in soils. Understanding these phenomena is essential for various geotechnical engineering applications, such as foundation design and slope stability analysis. Furthermore, these findings form a pivotal foundation for resource optimization and enhancing the reliability of engineered structures, thereby driving the advancement of sustainable geotechnical engineering practices.

show abstract

The Role of Internal Characteristic Length in Slope Stability Analysis with Strain Localization

Chen

Wang

Tang

et al. 2021

Challenges and Innovations in Geomechanics

View full text Add to dashboard Cite

Geotechnical localization analysis based on Cosserat continuum theory and second-order cone programming optimized finite element method

Cited by 14 publications

References 26 publications

Geotechnical analysis involving strain localization of overconsolidated soils based on unified hardening model with hardening variable updated by a composite scheme

Geotechnical analysis involving strain localization of overconsolidated soils based on unified hardening model with hardening variable updated by a composite scheme

Triaxial Shear Analysis Using Discrete Element Methods for Sandy Soil with an Improved Flexible Membrane Boundary

The Role of Internal Characteristic Length in Slope Stability Analysis with Strain Localization

Contact Info

Product

Resources

About