Small‐strain stiffness in geotechnical analyses

Benz, Thomas; Schwab, Radu; Vermeer, P. A.

doi:10.1002/bate.200910038

Cited by 78 publications

(44 citation statements)

References 21 publications

Supporting

Mentioning

Contrasting

Unclassified

Order By: Relevance

“…For more details of HS model, one can refer to [17,18]. For more details of HSS model, one can refer to [19,20]. The soil parameters used in this research are given in Table 2.…”

Section: Numerical Simulation Of Shield Supported Tunnelingmentioning

confidence: 99%

Model validation and calibration via back analysis for mechanized tunnel simulations – The Western Scheldt tunnel case

Zhao

Lavasan

Thomas

et al. 2015

Computers and Geotechnics

View full text Add to dashboard Cite

“…For more details of HS model, one can refer to [17,18]. For more details of HSS model, one can refer to [19,20]. The soil parameters used in this research are given in Table 2.…”

Section: Numerical Simulation Of Shield Supported Tunnelingmentioning

confidence: 99%

Model validation and calibration via back analysis for mechanized tunnel simulations – The Western Scheldt tunnel case

Zhao

Lavasan

Thomas

et al. 2015

Computers and Geotechnics

View full text Add to dashboard Cite

“…Here it is recommended that the model is combined with a hardening plasticity model, as, for example, done in the HS-Small model [8], where the smallstrain overlay model is combined with an isotropically hardened plasticity model. In [8] it is also shown that such a model combination applied to boundary value problems can not only improve the predictions of displacement fields but also minimize discretization errors.…”

Section: Discussionmentioning

confidence: 99%

“…Figure 3 shows the results of Equation (1) for a total of 32 parameter sets for different soils found in the literature. All references to the test data shown in Figure 3 are provided in [8], where a more complete overview of the parameters known to influence small-strain stiffness is also given.…”

Section: Small-strain Stiffnessmentioning

confidence: 99%

A small‐strain overlay model

Benz

Vermeer

Schwab

2008

Num Anal Meth Geomechanics

133

View full text Add to dashboard Cite

SUMMARYThe paper begins with a discussion of the phenomenon of small-strain stiffness and presents the smallstrain overlay model, a simple model that takes into account the non-linear stiffness of soils at small strains. The new model can enhance already established elastoplastic formulations for non-linear stiffness variation at small strains in a similar way that intergranular strain enhances the hypoplastic model. The overlay model is driven by the material's strain history and only two additional material constants, both with clear physical meaning. Therefore, the proposed model is a step towards the incorporation of smallstrain stiffness into routine design. In this paper, the new small-strain overlay model is formulated. Its ability to take into account the influence of various strain histories on soil stiffness is illustrated in several examples.

show abstract

“…Hamrouni et al [38] highlighted the impact of soil constitutive models on the prediction of the displacements of the surrounding soil in the execution of a shallow tunnel. Benz et al [39] described soil stiffness at small-strains and presented the available smallstrain stiffness models. The authors also performed four numerical applications on: triaxial test, spread footing problem and excavation problem 2D and 3D, using the finite element method with and without small-strain stiffness formulation.…”

Section: Introductionmentioning

confidence: 99%

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

Deghoul

Gabi

Hamrouni

2020

Studia Geotechnica Et Mechanica

View full text Add to dashboard Cite

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.

show abstract

Small‐strain stiffness in geotechnical analyses

Cited by 78 publications

References 21 publications

Model validation and calibration via back analysis for mechanized tunnel simulations – The Western Scheldt tunnel case

Model validation and calibration via back analysis for mechanized tunnel simulations – The Western Scheldt tunnel case

A small‐strain overlay model

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

Contact Info

Product

Resources

About