Centrifuge Modeling of a Single Pile Subjected to Liquefaction-Induced Lateral Spreading

Horikoshi, Kenichi; Tateishi, Akira; Fujiwara, Tadafumi

doi:10.3208/sandf.38.special_193

Cited by 21 publications

(5 citation statements)

References 7 publications

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“…The effects of large lateral soil movement, especially liquefaction-induced lateral spreading of soil, on the failure and deformation of the piles have been experimentally investigated using geotechnical centrifuges by many researchers (e.g. Abdoun & Dobry, 1998, Horikoshi et al, 1998, Satoh et al, 1998, Takahashi et al, 1998. In these researches, shaking tables were used to simulate the ground motions during earthquakes.…”

Section: Introductionmentioning

confidence: 99%

Development and performance of an active type shear box in a centrifuge

Takahashi

Takemura

Suzuki

et al. 2001

International Journal of Physical Modelling in Geotechnics

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An active type shear box in a geotechnical centrifuge has been newly developed for investigating behaviour of structures subjected to large soil movement. This shear box was designed focusing on deformation of a pile due to lateral movement of soil during earthquake under quasi-static conditions, neglecting inertial effects of soil and pile. The apparatus consists of a laminar box and actuators. With the actuators mounted beside the laminar box, the deformation of the laminar box can be controlled and any ground displacement can be imposed. Even though the deformation of the soil in the box can be controlled as intended, the stress condition of the soil may be different from the ideal condition as in ground motion due to earthquake. Effects of geometry of the shear box and lamina-link mechanism on the deformation and stresses of the soil in the box are investigated with simple finite element analyses. Details of the system are described and the performance of the apparatus in preliminary tests is discussed.

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Section: Introductionmentioning

confidence: 99%

Development and performance of an active type shear box in a centrifuge

Takahashi

Takemura

Suzuki

et al. 2001

International Journal of Physical Modelling in Geotechnics

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“…The loss of soil strength and stiffness due to liquefaction may develop large bending moments and shear forces in piles founded in liquefying soil, leading to pile damage. The significance of liquefactionrelated damage to pile foundations has been clearly demonstrated by the major earthquakes that have occurred during past years such as the Niigata, 1964Alaska, 1989Loma-Prieta, and 1995 There remain many uncertainties in the mechanisms involved in pile-soil-structure interaction in liquefying soil, although the data recorded during the 1995 Hyogoken-Nambu earthquake, shake table tests ͑e.g., Ohtomo 1996;Tamura et al 2000;Yasuda et al 2000;Mizuno et al 2000;Nakamura et al 2000͒, and centrifuge tests ͑e.g., Dobry et al 1995;Abdoun et al 1997;Horikoshi et al 1998;Wilson et al 1999;Wilson et al 2000͒ provide an insight into the mechanism of pile-soil-structure interaction in liquefying soil.…”

Section: Introductionmentioning

confidence: 99%

Seismic Lateral Response of Piles in Liquefying Soil

Liyanapathirana

Poulos

2005

J. Geotech. Geoenviron. Eng.

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Soil liquefaction is one of the major factors affecting the behavior of piles founded in seismically active areas. Although methods are available for seismic analysis of pile foundations, in many of them, the supporting soil is assumed to be an elastic material. Here a numerical model is presented which takes into account the reduction of soil stiffness and strength due to pore pressure generation and subsequent soil liquefaction, in addition to the material nonlinearity. Results obtained from the new method are compared with centrifuge test data and show excellent agreement with the observed pile behavior during these tests. To investigate the effects of soil liquefaction on the internal pile response, a parametric study is carried out for a range of material and geometric properties of the pile and surrounding soil. The effect of the nature of the earthquake on pile performance has been studied using 25 earthquake records scaled to different acceleration levels. It is shown that the "Arias intensity" and the natural frequency of the earthquake ground motion have a significant influence on the pile performance in liquefying soil. Existing elastic analysis methods for kinematic pile loading in layered soil deposits with soft and stiff layers are applied to the soil deposits with liquefying and nonliquefying layers. It is found that these simple design methods, which were derived assuming that the soil is a linear elastic material, do not predict bending moments accurately when nonlinear behavior of soil and effects of pore pressure generation are significant. Also a simplified limit equilibrium method proposed for the evaluation of bending response of single pile foundations subjected to lateral spreading is compared with the bending response obtained from the proposed numerical model. It is found that the limit equilibrium method, which is developed based on the centrifuge test results, does not give accurate results when the pile diameter and the thickness of the liquefied soil layer deviates from the values used for the centrifuge tests.

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“…It is overall confirmed that the kinematic loading resulted from the lateral displacement is the major cause of large lateral displacement of footings in the SPSQ system (Bouckovalas and Chaloulo;2014). In particular, Horikoshi et al (1998) found that the input motion significantly affects the lateral displacement of piles, while the effect of frequency content of input motion is not clarified. Tazoh et al (2008Tazoh et al ( , 2010 reported that the inclined piles have smaller bending moments but greater axial forces than vertical piles and are more effective than vertical piles in restricting lateral displacement of superstructures subjected to the lateral displacement after the failure of quay wall.…”

Section: Introductionmentioning

confidence: 95%

“…These model tests investigated various influencing factors, including the pileto-wall distance, thickness of overlaying non-liquefiable layer, shaking direction, the mass of the footing, input motion, wall type (i.e. either sheet-pile or gravity-type quay wall), and the pile rake angle (Sato, 1994;Horikoshi et al, 1998;Sato et al, 2001;Tanimoto et al, 2003;Tazoh et al, 2005;Tang et al, 2014;Liu et al, 2017;Su et al, 2016;Motamed et al, 2009Motamed et al, , 2013. It is overall confirmed that the kinematic loading resulted from the lateral displacement is the major cause of large lateral displacement of footings in the SPSQ system (Bouckovalas and Chaloulo;2014).…”

Section: Introductionmentioning

confidence: 99%

Response of soil–pile–superstructure–quay wall system to lateral displacement under horizontal and vertical earthquake excitations

Chen

Cai

et al. 2022

Bull Earthquake Eng

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The excess pore water pressure (EPWP) generated under the combined vertical and horizontal earthquake excitations is generally greater than that under the unidirectional excitation, which may further affect the dynamic response of soil-pile-superstructure-quay wall (SPSQ) system. This study conducted a coupled effective-stress analysis for the response of SPSQ system to liquefaction-induced lateral displacement under horizontal and vertical earthquake excitations. To accurately describe the lateral displacement behind the quay wall, the liquefaction behavior of soils was described by a modified generalized plasticity model with parameters properly determined from laboratory tests. The numerical model of the SPSQ system was validated against the previously reported centrifuge model tests. The results show that the earthquake excitation with abundant low-frequency component causes greater residual lateral displacements of footing (ux,RF) and quay wall (ux,RQ ) than that with abundant high-frequency component. The ux,RF and ux,RQ tend to increase as the peak vertical acceleration increases for both vertical and inclined piles. Increasing the fixity of the quay wall significantly reduces the influence of vertical ground motion on the ux,RF and ux,RQ. The polarity reversal of the vertical ground motion also has a significant effect on the ux,RF and ux,RQ and should be considered in the analyses. In addition, the lateral displacement of liquefied ground causes an amount of rotation of the cap of the inclined pile, probably leading to the potential shear failure at the head of piles.

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Centrifuge Modeling of a Single Pile Subjected to Liquefaction-Induced Lateral Spreading

Cited by 21 publications

References 7 publications

Development and performance of an active type shear box in a centrifuge

Development and performance of an active type shear box in a centrifuge

Seismic Lateral Response of Piles in Liquefying Soil

Response of soil–pile–superstructure–quay wall system to lateral displacement under horizontal and vertical earthquake excitations

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