A three-dimensional investigation on performance of batter pile groups in laterally spreading ground

Rajeswari, J. S.; Sarkar, Rajib

doi:10.1016/j.soildyn.2020.106508

Cited by 20 publications

(8 citation statements)

References 26 publications

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“…This may occur even for integration schemes with numerical damping such as the Hilber‐Hughes‐Taylor method 48,49 . The interface between the pile and soil (beams and solids) is therefore modelled using rigid‐link‐constraints (full bonding), connecting each beam node to the corresponding soil nodes such that the pile section in the given beam node acts like a rigid disk 4,50–52 . The macro‐element is thus calibrated using a model without contact elements (for the validation case only).…”

Section: Computational Modelmentioning

confidence: 99%

“…48,49 The interface between the pile and soil (beams and solids) is therefore modelled using rigid-link-constraints (full bonding), connecting each beam node to the corresponding soil nodes such that the pile section in the given beam node acts like a rigid disk. 4,[50][51][52] The macroelement is thus calibrated using a model without contact elements (for the validation case only). Due to symmetry, only half of the model is considered in both models.…”

Section: Validationmentioning

confidence: 99%

See 1 more Smart Citation

Nonlinear earthquake response of integral abutment bridges on vertical and batter piles: A practical approach

Cemalovic,

Husebø,

Kaynia

2023

Earthq Engng Struct Dyn

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This paper presents a new finite element framework for seismic analysis of IABs (and other similar structures) on vertical and batter piles that takes into account nonlinear soil‐structure interaction. A previously developed macro‐element and linear impedance matrix are implemented in a time and modal domain solution, respectively. Detailed pseudo‐codes describing the implementation strategy for the macro‐element are provided. The solutions are validated using rigorous numerical models constructed in OpenSees MP. The software is further demonstrated by performing an extensive set of incremental dynamic analyses, where the effect of linear and nonlinear SSI, batter angle, pile spacing and asymmetric configuration is addressed and discussed.

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Section: Computational Modelmentioning

confidence: 99%

Section: Validationmentioning

confidence: 99%

Nonlinear earthquake response of integral abutment bridges on vertical and batter piles: A practical approach

Cemalovic,

Husebø,

Kaynia

2023

Earthq Engng Struct Dyn

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“…Carbonari et al [25] presented an analytical, closed-form solution for dynamic stiffness and kinematic response of single batter piles. Indeed, a few authors have carried out non-linear studies using vertical and batter piles, [26][27][28][29][30] but kinematic interaction of batter pile groups in non-linear soil has yet to be investigated.…”

Section: Introductionmentioning

confidence: 99%

Kinematic response of vertical and batter pile groups in non‐linear soft soil

Cemalovic

Husebø

Kaynia

2022

Earthq Engng Struct Dyn

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This paper presents a comprehensive numerical study on kinematic response of vertical and batter pile groups in soft soil, where soil non-linearity, batter angle, pile spacing and excitation frequency are related to pile-cap displacements, rotations, maximum pile moments, shear forces and axial forces. The finite element model is constructed in OpenSees MP, and parallel computing is utilized for a better (faster) performance. Results reveal that soil non-linearity has a profound impact on the kinematic interaction. Increasing batter angle decreases horizontal displacements but increases rotations. Batter pile groups yield lower spectral accelerations compared to vertical pile groups. For high 𝑃𝐺𝐴, the spectral accelerations of the pile-cap may be lower compared to the spectral acceleration of the seismic input motion. Estimation using non-linear interaction factors conservatively estimates pile-cap displacements and rotations, while roughly captures the effects with respect to batter angle and frequency content within the specified framework.

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“…In parallel to the experimental study, numerical methods have been used to investigate other influential factors on the SPSQ system with lateral displacement, such as internal friction angle, shear modulus, and hydraulic conductivity of soils, the elasticity and material nonlinearity of pile, the combined effect of kinematic load and inertial load, and the effectiveness of different mitigation strategies (Cubrinovski et al, 2008;Tasiopoulou et al, 2013;Tang et al, 2015;Li and Motamed, 2017;Su et al, 2018;Li et al, 2019;Chatterjee et al, 2019;Zhao et al, 2022). Particularly, Rajeswari and Sarkar (2021) reported that the vertical ground motion has no additional significant influence on the behavior of inclined pile groups embedded in the gently sloping ground which has been encountered with lateral displacement due to horizontal ground motion.…”

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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A three-dimensional investigation on performance of batter pile groups in laterally spreading ground

Cited by 20 publications

References 26 publications

Nonlinear earthquake response of integral abutment bridges on vertical and batter piles: A practical approach

Nonlinear earthquake response of integral abutment bridges on vertical and batter piles: A practical approach

Kinematic response of vertical and batter pile groups in non‐linear soft soil

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

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