Three-Dimensional Finite Element Modelling of Dynamic Pile-Soil-Pile Interaction in Time Domain

Kouroussis, Georges; Anastasopoulos, Ioannis; Gazetas, George; Verlinden, Olivier

doi:10.7712/120113.4822.c1040

Cited by 5 publications

(5 citation statements)

References 18 publications

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“…A constraint function is applied to ensure that all the nodes at the top of the pile have the same vertical displacement. The size of the mesh elements and the domain are selected to satisfy classical rules 24 : per Rayleigh wavelength,

\lambda _R

, there should be a minimum of 10 elements to have a high spatial resolution of propagating waves, and the minimum domain size should be greater than

3\lambda _R

to prevent reflections at the boundaries. The mesh widths are 120 m for

L/d=15

, 190 m for

L/d=25

and 380 m for

L/d=50

.…”

Section: Dynamic Pile Head Stiffness and Dampingmentioning

confidence: 99%

Soil–pile interaction in vertical vibration in inhomogeneous soils

Anoyatis

François

Orakci

et al. 2023

Earthq Engng Struct Dyn

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This paper develops a novel reference analytical solution for axially loaded piles in inhomogeneous soils, extending the pioneering elastodynamic model of Nogami and Novak (1976) to piles embedded in vertically inhomogeneous soils. Following the classical earlier model, the pile is modelled as a rod, using the strength‐of‐materials solution, and the soil layer as an approximate continuum, which rest on rigid rock. The approximation lies in reducing the number of dependent variables by eliminating certain stresses and displacements in the governing elastodynamic equations: the vertical normal and vertical shear stresses in the soil are controlled exclusively by the vertical component of the soil displacement. Soil inhomogeneity is introduced via a power law variation of shear modulus with depth, and perfect bonding is assumed at the soil–pile interface. The proposed generalized formulation treats two types of inhomogeneity by employing pertinent eigen expansions of the dependent variables over the vertical coordinate. The response is expressed in terms of generalized Fourier series and includes: (i) displacements and stresses along the pile and the pile–soil interface; and (ii) displacement and stress in the soil. Contrary to available models for homogeneous soils, the associated Fourier coefficients are coupled, obtained as solutions to a set of simultaneous algebraic equations of equal rank to the number of modes considered.

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\lambda _R

, there should be a minimum of 10 elements to have a high spatial resolution of propagating waves, and the minimum domain size should be greater than

3\lambda _R

to prevent reflections at the boundaries. The mesh widths are 120 m for

L/d=15

, 190 m for

L/d=25

and 380 m for

L/d=50

.…”

Section: Dynamic Pile Head Stiffness and Dampingmentioning

confidence: 99%

Soil–pile interaction in vertical vibration in inhomogeneous soils

Anoyatis

François

Orakci

et al. 2023

Earthq Engng Struct Dyn

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“…However, the accuracy of responses for surrounding soil has not been confirmed . In this section, three‐dimensional finite element (FE) simulation through Abaqus software is done to reveal the wave propagation involving dynamic pile‐to‐pile interaction in the form of amplitude and phase 31,34,46 . The material assumption and geometrical settings are same with that in Section 2.…”

Section: Validation and Correction Of The Dynamic Pile‐soil‐pile Interaction Through Numerical Analysismentioning

confidence: 99%

Vertical vibration of piles with square cross‐section

Yang

Ding

et al. 2021

Num Anal Meth Geomechanics

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The paper presents an approximate solution to axial dynamic impedance calculation for group of square piles. Firstly, dynamic responses of the single pile‐soil system are derived on the basis of Hamilton's energy principle and variation analysis. Then, the effects of square cross section on the pile‐soil interaction are examined through the combination of theoretical deduction and numerical simulation. The vertical soil vibration around a square pile is found to be dependent on wave propagation directions in the near field (two times less than the side length of square pile). As the radial distance off pile axis increases, the soil vibration tends to be independent on propagation directions. Through superposition principle, the dynamic impedance of square pile group is calculated. This study could provide a reference to the problems with how the non‐circular piles interplay with soil on vibration.

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“…[18][19][20][21] Nowadays, four types of method have been developed to obtain both soil attenuation factor and dynamic interaction factor between adjacent piles: (a) the formulation based on Voigt model [22][23][24] ; (b) the formulation from plane stain method 18,[25][26][27][28] ; (c) analytical methods based on continuum model 20,29,30 ; (d) numerical approaches based on the finite element method (FEM), the difference method, the boundary element method or discrete element method. 21,[31][32][33][34][35] The numerical calculation in dynamic domain often requires a cumbersome discretization treatment, 36,37 and significant running time and computer resources, which usually means high cost in engineering design. The spring and damping coefficient in Voigt models are empirical and have to be calibrated before application.…”

Section: Introductionmentioning

confidence: 99%

Vertical dynamic interaction and group efficiency factor for floating pile group in layered soil

Kouroussis

Lian

et al. 2023

Num Anal Meth Geomechanics

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This paper theoretically estimates the dynamic pile–soil interaction and the group efficiency factor for pile group in layered soil through energy‐based method. The vertical dynamic interaction of partially embedded single piles and their surrounding layered soil is analytically deduced from Hamilton's principle. Combined with a series of numerical simulations, the soil attenuation factor from energy method is modified for adapting to the wave speed variation in various layers. Then, the pile‐to‐pile interaction factor is directly solved with the help of the transfer‐matrix method. The dynamic governing equation of pile group with an elevated rigid cap is established by superposing the pile‐to‐pile interaction factors. Finally, the dynamic impedance of pile group is obtained and derived into a group efficiency factor. Compared with the plane strain method, this present method can produce a more suitable soil attenuation factor and a dynamic interaction factor at low frequency range, which is exploited for practical engineering design. The effects of subsoil layer, subsoil layer, and unembedded pile segment on group efficiency factor are investigated. The results show that the real part of group efficiency factor decreases at high frequency range for a small pile spacing, which may be detriment to the pile group capacity. Besides that, the combined effects of unembedded segment and weak surface soil on group efficiency factor are highlighted.

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Three-Dimensional Finite Element Modelling of Dynamic Pile-Soil-Pile Interaction in Time Domain

Abstract: Abstract. Dynamic analysis of embedded foundations like pile groups have received consid-

Cited by 5 publications

References 18 publications

Soil–pile interaction in vertical vibration in inhomogeneous soils

Soil–pile interaction in vertical vibration in inhomogeneous soils

Vertical vibration of piles with square cross‐section

Vertical dynamic interaction and group efficiency factor for floating pile group in layered soil

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