Automated calibration of advanced soil constitutive models. Part I: hypoplastic sand

2022 ◽  
Author(s):  
Tomáš Kadlíček ◽  
Tomáš Janda ◽  
Michal Šejnoha ◽  
David Mašín ◽  
Jan Najser ◽  
...  
Keyword(s):  
Constitutive Models ◽  
Automated Calibration ◽  
Soil Constitutive Models

A general approach to model interfaces using existing soil constitutive models application to hypoplasticity

2017 ◽  
Vol 87 ◽  
pp. 115-127 ◽  
Author(s):  
H. Stutz ◽  
D. Mašín ◽  
A.S. Sattari ◽  
F. Wuttke
Keyword(s):  
Constitutive Models ◽  
Soil Constitutive Models

Seismic deformation analysis of Tuttle Creek Dam

2012 ◽  
Vol 49 (3) ◽  
pp. 323-343 ◽  
Author(s):  
Timothy D. Stark ◽  
Michael H. Beaty ◽  
Peter M. Byrne ◽  
Gonzalo Castro ◽  
Francke C. Walberg ◽  
...  
Keyword(s):  
Constitutive Model ◽  
Constitutive Models ◽  
Deformation Analysis ◽  
East Central ◽  
Fine Grained ◽  
Upstream Slope ◽  
Downstream Slope ◽  
Soil Constitutive Models ◽  
Seismic Deformation

To facilitate the design of seismic remediation for Tuttle Creek Dam in east central Kansas, a seismic finite difference analysis of the dam was performed using the software FLAC and the UBCSAND and UBCTOT soil constitutive models. The FLAC software has a key advantage because it can use calibrated site-specific constitutive models. Earlier deformation analyses using a hyperbolic constitutive model for the foundation fine-grained materials did not properly represent the modulus and strength reduction and predicted extremely large permanent deformations. Cyclic triaxial laboratory tests using high-quality samples and in situ vane shear tests were used to calibrate the FLAC constitutive model herein. The resulting FLAC analysis of the unremediated dam predicted an upstream slope toe deformation of about 0.6 m, a crest settlement of about 0.6 m, and a downstream slope toe deformation of about 1.5 m using the design ground motion. Based on the estimated permanent deformations and other factors, it was decided that the anticipated upstream slope and crest deformations were tolerable and only the downstream slope had to be remediated to protect the downstream seepage control system.

scholarly journals Influence of diaphragm wall installation in overconsolidated sandy clays on in situ stress disturbance and resulting wall deformations

2016 ◽  
Vol 48 (3) ◽  
pp. 243-253 ◽  
Author(s):  
Andrzej Adam Truty
Keyword(s):  
Numerical Models ◽  
Constitutive Models ◽  
Field Tests ◽  
In Situ Stress ◽  
Two Dimensions ◽  
Diaphragm Wall ◽  
3D Analysis ◽  
Numerical Predictions ◽  
Soil Constitutive Models

Abstract Numerical modeling of deep excavations becomes a standard practice in modern geotechnical engineering. A detailed numerical model for a given case is able to reproduce major effects of soil-structure interaction by taking into account any kind of drainage conditions, strong stiffness variation due to effective stress and strain changes, creep and cracking, when reinforced concrete is used as a structural material, but also interface effects between subsoil and structure. Calibrating soil constitutive models is one of the most difficult tasks and due to several sources of uncertainty there is no one unique set of the data that should be used in numerical predictions. Lack or incompleteness of experimental data, significant mismatch between laboratory and field tests is an another source of difficulty. Contrary to several simplified methods, that are usually limited to two dimensions, numerical models allow a full 3D analysis in which many simplifications can be eliminated. This paper is devoted to the problem of in situ stress disturbance caused by diaphragm wall installation in overconsolidated quaternary sandy clays and its influence on final wall deformations.

scholarly journals The influence of the soil constitutive models on the seismic analysis of pile-supported wharf structures with batter piles in cut-slope rock dike

2020 ◽  
Vol 42 (3) ◽  
pp. 191-209
Author(s):  
Lylia Deghoul ◽  
Smail Gabi ◽  
Adam Hamrouni
Keyword(s):  
Constitutive Models ◽  
Small Strain ◽  
Loose Sand ◽  
Cut Slope ◽  
Linear Elastic ◽  
Perfectly Plastic ◽  
Soil Constitutive Models ◽  
Elastic Perfectly Plastic ◽  
Batter Piles ◽  
Hardening Soil Model

AbstractIn coastal regions, earthquakes caused severe damage to marine structures. Many researchers have conducted numerical investigations in order to understand the dynamic behavior of these structures. The most frequently used model in numerical calculations of soil is the linear-elastic perfectly plastic model with a Mohr-Coulomb failure criterion (MC model). It is recommended to use this model to represent a first-order approximation of soil behavior. Therefore, it is necessary to accommodate soil constitutive models for the specific geotechnical problems.In this paper, three soil constitutive models with different accuracy were applied by using the two-dimensional finite element software PLAXIS to study the behavior of pile-supported wharf embedded in rock dike, under the 1989 Loma Prieta earthquake. These models are: a linear-elastic perfectly plastic model (MC model), an elastoplastic model with isotropic hardening (HS model), and the Hardening Soil model with an extension to the small-strain stiffness (HSS model).A typical pile-supported wharf structure with batter piles from the western United States ports was selected to perform the study. The wharf included cut-slope (sliver) rock dike configuration, which is constituted by a thin layer of rockfill overlaid by a slope of loose sand. The foundation soil and the backfill soil behind the wharf were all dense sand. The soil parameters used in the study were calibrated in numerical soil element tests (Oedometer and Triaxial tests).The wharf displacement and pore pressure results obtained using models with different accuracy were compared to the numerical results of Heidary-Torkamani et al.[28] It was found that the Hardening Soil model with small-strain stiffness (HSS model) gives clearly better results than the MC and HS models.Afterwards, the pile displacements in sloping rockfill were analyzed. The displacement time histories of the rock dike at the top and at the toe were also exposed. It can be noted that during the earthquake there was a significant lateral ground displacement at the upper part of the embankment due to the liquefaction of loose sand. This movement caused displacement at the dike top greater than its displacement at the toe. Consequently, the behavior of the wharf was affected and the pile displacements were important, specially the piles closest to the dike top.

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