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Seismic behaviour of piles in non-liquefiable and liquefiable soil

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Abstract

This paper investigates the nonlinear soil–pile–structure interaction employing three-dimensional nonlinear finite element 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 finite element analysis was then employed to perform a parametric study to evaluate the kinematic and inertial effects on the piles' response, considering different ground motion Intensity 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 loose and dense 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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Availability of data and materials

All data are fully available.

Code availability

software application "OpenSees" open source.

Abbreviations

SPSI:

Soil–pile–structure interaction

3D:

Three-dimensional

FEM:

Finite element model

FEA:

Finite element analysis

PWP:

Pore water pressure

EPWP:

Excess pore water pressure

EPWPR:

Excess pore water pressure ratio

Dr:

Relative density

φ:

Friction angle

Es :

Elastic modulus

Vs :

Shear wave velocity

Fmax :

Maximum frequency

PDMY02:

PressureDependMultiYield02

SPT:

Standard penetration test

CPT:

Cone penetration test

\(\sigma_{vo}^{{\prime }}\) :

Vertical effective stress

SAA:

Shape acceleration arrays

AAF:

Acceleration amplification factor

PNBM:

Pile normalized bending moments

MF:

Mass factor

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Authors and Affiliations

  1. Department of Civil and Environmental Engineering, Western University, London, ON, N6A 5B9, Canada

    A. Fouad Hussein & M. Hesham El Naggar

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  1. A. Fouad Hussein
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  2. M. Hesham El Naggar
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Contributions

AFH: Conceptualization, Methodology, Investigation, Resources, Numerical Analysis, Validation, Data curation, Writing—original draft. MHEN: Supervision, Conceptualization, Methodology, Resources, Writing, review, editing.

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Correspondence to M. Hesham El Naggar.

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Hussein, A.F., El Naggar, M.H. Seismic behaviour of piles in non-liquefiable and liquefiable soil. Bull Earthquake Eng 20, 77–111 (2022). https://doi.org/10.1007/s10518-021-01244-4

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