Seismic behavior of soil–pile–structure interaction with a modified Desai thin-layer interface element

Miao, Yu; Yao, Erlei; Luo, Hui; Zhu, Hongping

doi:10.1177/1687814016680940

Cited by 9 publications

(2 citation statements)

References 18 publications

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“…A thin-layer element was introduced to simulate the soil-pile-structure interaction, with a thickness that ranges from 0.01m to 0.1m depending on the relative stiffness between the two adjacent elements (Desai et al 1984). For efficient seismic analysis, the element is modified by incorporating the Rayleigh damping to simulate energy dissipation (Miao et al 2016). A thin element 0.1m thick (to account for the high pile-soil relative stiffness) with Rayleigh damping was used surrounding the pile (as shown in Fig.…”

Section: Defining Elements and Materialsmentioning

confidence: 99%

Seismic behaviour of piles in non-liquefiable and liquefiable soil

Hussein

Naggar

2021

Bull Earthquake Eng

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This paper investigates the nonlinear soil-pile-structure interaction (SPSI) employing three-dimensional (3D) nonlinear finite element (FE) models verified with the results of large-scale shaking table tests of model pile groups-superstructure systems.The responses of piles in both liquefiable and non-liquefiable soil sites to ground motion with varying intensities were evaluated considering both kinematic and inertial interaction. The calculated piles and soil responses agreed well with the responses measured during the shaking events. The numerical models correctly predicted the different pile deformation modes that were exhibited in the experiments. The FEA was then employed to perform a parametric study to evaluate the kinematic and inertial effects on the piles' response considering different ground motion levels and piles characteristics. It was found that the bending moment of piles in the liquefiable site increases significantly, compared to the non-liquefiable site, due to the loss of lateral support of the liquified soil, and the maximum bending moment occurs at the interface between the liquified and liquefied sand layers. The inertial interaction contributes the most to the bending moments at the pile top and the interface between the top clay and liquefied loose sand layers. For piles with a larger diameter, the bending moment due to kinematic interaction increases significantly and the bending moment distribution corresponds to short (rigid) pile behaviour. In addition, the piles at the saturated site displace laterally as a rigid body during strong ground motions because the pile base loses the lateral support due to the soil liquefaction. Finally, the kinematic interaction effect becomes more significant for piles with higher elastic modulus.

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Section: Defining Elements and Materialsmentioning

confidence: 99%

Seismic behaviour of piles in non-liquefiable and liquefiable soil

Hussein

Naggar

2021

Bull Earthquake Eng

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show abstract

Section: Defining Elements and Materialsmentioning

confidence: 99%

Seismic Behaviour of Piles in Non-Liquefiable and Liquefiable Soil

Hussein

Naggar

2021

Preprint

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This paper investigates the nonlinear soil-pile-structure interaction (SPSI) employing three-dimensional (3D) nonlinear finite element (FE) models verified with the results of large-scale shaking table tests of model pile groups-superstructure systems. The responses of piles in both liquefiable and non-liquefiable soil sites to ground motion with varying intensities were evaluated considering both kinematic and inertial interaction. The calculated piles and soil responses agreed well with the responses measured during the shaking events. The numerical models correctly predicted the different pile deformation modes that were exhibited in the experiments. The FEA was then employed to perform a parametric study to evaluate the kinematic and inertial effects on the piles' response considering different ground motion levels and piles characteristics. It was found that the bending moment of piles in the liquefiable site increases significantly, compared to the non-liquefiable site, due to the loss of lateral support of the liquified soil, and the maximum bending moment occurs at the interface between the liquified and non-liquefied sand layers. The inertial interaction contributes the most to the bending moments at the pile top and the interface between the top clay and liquefied loose sand layers. For piles with a larger diameter, the bending moment due to kinematic interaction increases significantly and the bending moment distribution corresponds to short (rigid) pile behaviour. In addition, the piles at the saturated site displace laterally as a rigid body during strong ground motions because the pile base loses the lateral support due to the liquefaction of the bottom dense sand. Finally, the kinematic interaction effect becomes more significant for piles with higher elastic modulus.

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Shaking table test and theoretical analysis of the pile–soil–structure interaction at a liquefiable site

Li,

Yang,

2018

Structural Design Tall Build

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Summary Pile foundations are widely used to support high‐rise buildings, in which piles transmit foundation loads to soil strata with higher bearing capacity and stiffness. This process alters the dynamic characteristics of the pile–soil–structure system in seismically active areas, especially at a liquefiable site. A series of shaking table tests on liquefiable soils in pile group foundations of tall buildings were performed to evaluate the liquefaction process and dynamic responses of the pile, soil, and structure. The soil was composed of two layers: the upper layer was a clay layer and the lower layer was saturated sand. These layers were placed in a flexible container that was excited by El Centro earthquake events and Shanghai Bedrock waves at different levels. The test results indicate that the pore pressure ratio is gradually enhanced as the amplitude of the input acceleration increases. The liquefied sand has a filtering effect on the vibration with a high frequency and an amplified effect on the vibration with a low frequency. With increased excitation, contact pressure and strain amplitudes of the pile increase, whereas the peak acceleration magnification coefficient decreases. The seismic responses of a structure with pile–soil–structure interaction are generally smaller than those on a rigid foundation.

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Seismic behavior of soil–pile–structure interaction with a modified Desai thin-layer interface element

Cited by 9 publications

References 18 publications

Seismic behaviour of piles in non-liquefiable and liquefiable soil

Seismic behaviour of piles in non-liquefiable and liquefiable soil

Seismic Behaviour of Piles in Non-Liquefiable and Liquefiable Soil

Shaking table test and theoretical analysis of the pile–soil–structure interaction at a liquefiable site

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