In-plane and anti-plane strong shaking of soil systems and structures

Gudehus, G.; Cudmani, Roberto; Libreros-Bertini, A.B.; Bühler, M.M.

doi:10.1016/j.soildyn.2003.12.007

Cited by 13 publications

(6 citation statements)

References 16 publications

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“…[3], [7]), the mechanisms of soil liquefaction can be realistically simulated with hypoplastic constitutive models. The block-model of sec.…”

Section: Resultsmentioning

confidence: 99%

“…Through this mechanism liquefaction could provide a natural and effective isolation for a building as long as base failure, excessive tilting and settlement can be prevented and thus, the stability and serviceability are not endangered ( [7], [15]). Clearly, more research is needed in this topic.…”

Section: Resultsmentioning

confidence: 99%

“…h decreases from h 0 due to shaking, h 0 /(1+e 0 ) = h/(1+e) expresses conservation of solid mass with constant grain volume. The equations of motion and its numerical solution are described in detail by Gudehus et al [7]. Calculated displacements for harmonic base shaking are shown in 2a and b.…”

Section: Kmentioning

confidence: 99%

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Soil Liquefaction: Mechanism and Assessment of Liquefaction Susceptibility

Cudmani¹

2013

Seismic Design of Industrial Facilities

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The basic mechanisms of earthquake-induced soil liquefaction are introduced by considering the shaking of a block on a thin granular layer, which mechanical behaviour is modelled with a hypoplastic constitutive model. If the block is founded on a dry cohesionless soil or drainage of the granular layer is fully allowed, the soil densifies and the block settles step-wise. On the other hand, if drainage is impeded pore pressure develops and effective pressure decays with increasing number of shaking cycles, until, depending on the initial density, either a quasi-stationary cyclic state is reached or the effective pressure vanishes (liquefaction). The coupled nature of dynamic problems involving soils is also shown by the results of the analyses, i.e. the motion of the block causes changes of the soil state which in turn affect the block motion. Investigations of soil liquefaction under dynamic earthquake-like excitation with a 1-g laminar box confirm the predicted behaviour. The same constitutive equation is applied to the numerical simulation of the propagation of plane waves in homogeneous and layered level soil deposits induced by a wave coming from below. Welldocumented sites during strong earthquakes are used to verify the adequacy of the hypoplasticity-based numerical model for the prediction of soil response during strong earthquakes. It is concluded that liquefaction susceptibility during strong earthquakes can be reliably assessed with the proposed method. The influence of local site conditions, seismic excitation and nonlinearity of the soil behaviour on the ground response can be realistically taken into account by the model.

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“…[3], [7]), the mechanisms of soil liquefaction can be realistically simulated with hypoplastic constitutive models. The block-model of sec.…”

Section: Resultsmentioning

confidence: 99%

Section: Resultsmentioning

confidence: 99%

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Soil Liquefaction: Mechanism and Assessment of Liquefaction Susceptibility

Cudmani¹

2013

Seismic Design of Industrial Facilities

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“…This boundary condition is reasonable for strong earthquakes since the energy dissipation in the soil due to hysteretic damping supersedes the energy radiation from the boundaries. It is to be noted that the periodic boundary condition provides exact results in the case of level ground 3 The measured acceleration and excess pore pressure time histories at different depths during the Kobe-L motion with free surface subjected to base shaking without any structure [20]. The assigned fixities or boundary conditions forced the soil column to follow a shear beam mechanism and roughly reproduce the conditions in a flexible-shear-beam container.…”

Section: Plane Strain Modelmentioning

confidence: 95%

Seismic site response of layered saturated sand: comparison of finite element simulations with centrifuge test results

et al. 2021

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A numerical model based on the finite element framework was developed to predict the seismic response of saturated sand under free-field conditions. The finite element framework used a non-linear coupled hypoplastic model based on the u-p formulation to simulate the behaviour of the saturated sand. The u-p coupled constitutive model was implemented as a user-defined routine in commercial ABAQUS explicit 6.14. Results of centrifuge experiments simulating seismic site response of a layered saturated sand system were used to validate the numerical results. The centrifuge test consisted of a three-layered saturated sand system subjected to one-dimensional seismic shaking at the base. The test set-up was equipped with accelerometers, pore pressure transducers, and LVDTs at various levels. Most of the constitutive models used to date for predicting the seismic response of saturated sands have underestimated volumetric strains even after choosing material parameters subjected to rigorous calibration measures. The hypoplastic model with intergranular strains calibrated against monotonic triaxial test results was able to effectively capture the volumetric strains, reasons for which are discussed in this paper. The comparison of the numerical results to centrifuge test data illustrates the capabilities of the developed u-p hypoplastic formulation to perform pore fluid analysis of saturated sand in ABAQUS explicit, which inherently lacks this feature.

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“…[6], [10], [11], [12]. In particular, the applicability of hypoplasticity to the solution of geotechnical earthquake engineering problems, especially to the analysis of soil response during earthquake, was shown in [13] and [14].…”

Section: Constitutive Modelsmentioning

confidence: 99%

The behavior of a spread footing over reinforced ground with gravel interface during a strong earthquake

Richter¹,

Cudmani²,

Slominski³

2011

Geotechnik

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Das Verhalten einer Flachgründung auf bewehrtem Baugrund mit einer Zwischenlage aus Schotter bei starkem Erdbeben. Für die Gründung einer Vorlandbrücke der Golden Ears Bridge in Vancouver (Kanada) IntroductionThe Golden Ears Bridge (GEB) spans the Fraser River in the metropolitan area of Vancouver. The main bridge is a 5-span continuous 968 m cable-stayed bridge. The approaches to the main bridge total 1.4 km with 600 m on the North and 840 m on the South side. The Fraser River delta is a geologically young formation, consisting of up to 300 m thick, partially loose/soft Holocene soil deposits. It lies within a seismically active area. The National Building Code of Canada (NBCC) prescribes "firm ground" peak ground acceleration (PGA) values of 0.24 g and 0.46 g for the Vancouver region for return periods of 475 years and 2475 years respectively [1].The main bridge and the South approach bridge were founded on conventional pile foundations consisting of drilled shafts with a diameter of 2.5 m and lengths of up to 90 m [2]. On the North approach bridge, a spread footing over pile-reinforced ground was used as an innovative alternative to a conventional pile foundation.In this foundation type, the spread footing is separated from the pile heads by a layer of well-compacted sandy gravel. This layer can be wrapped in a geosynthetic which provides lateral support and minimizes vertical deformation under both static and seismic loading. On a considerably bigger scale, the concept of a spread footing over reinforced ground was used recently for the foundation of the main pylons of the Rion-Antirion Bridge in the Golf of Corinth, Greece, as reported in [3].This contribution focuses on the evaluation of the influence of the thickness of the gravel layer and the pile spacing on both the dynamic response of the pier and the internal forces in the piles during strong shaking. With this objective, dynamic three-dimensional Finite-Element

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In-plane and anti-plane strong shaking of soil systems and structures

Cited by 13 publications

References 16 publications

Soil Liquefaction: Mechanism and Assessment of Liquefaction Susceptibility

Soil Liquefaction: Mechanism and Assessment of Liquefaction Susceptibility

Seismic site response of layered saturated sand: comparison of finite element simulations with centrifuge test results

The behavior of a spread footing over reinforced ground with gravel interface during a strong earthquake

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