Abstract
In this study, constitutive behavior of granular soils is modeled through a generalized plasticity-based theoretical framework. The soil hardening is addressed by a novel relationship proposed to calculate plastic strains and their evolution during loading history. The model is effective in predicting the response and incorporating it into a numerical scheme. Focus is given to stress ratios yielding liquefaction in a few stress cycles. The proposed hardening law is based upon a combined deviatoric-volumetric hardening rule updating the stress-strain relationship and plastic strain vector. Numerous undrained monotonic and cyclic triaxial tests are simulated for verification of the constitutive formulation. Results indicate that the developed model for sand-like cohesionless soils proves to match fairly well with the available experimental data. Plastic strains are calculated accurately and accumulated pore pressures are well captured. Triaxial test simulations exhibit a successfully improved way of capturing the essential static and cyclic behavior of granular soils.
Original language | English |
---|---|
Pages (from-to) | 75-90 |
Number of pages | 16 |
Journal | International Journal of Geotechnical Engineering |
Volume | 18 |
Issue number | 1 |
DOIs | |
Publication status | Published - 2024 |
Bibliographical note
Publisher Copyright:© 2024 Informa UK Limited, trading as Taylor & Francis Group.
Keywords
- Combined strain hardening
- cyclic mobility
- generalized plasticity
- liquefaction
- plastic strains
- saturated granular soils