Seismic Soil-Pile-Structure Interaction Experiments and Analyses

Boulanger, Ross W.; Curras, Christina; Kutter, Bruce L.; Wilson, Dan; Abghari, Abbas

doi:10.1061/(asce)1090-0241(1999)125:9(750)

Cited by 619 publications

(261 citation statements)

References 11 publications

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“…This topic has received much interest in recent times from researchers working in the area of earthquake engineering [8,12,13]. Both Nogami et al [14] and Allotey et al [11] give a good overview of the development of general nonlinear soil-pile interaction models for dynamic applications.…”

Section:    mentioning

confidence: 99%

“…The model is shown to be capable of producing accurate results with a fraction of the computational time required by the full 3-D FE model. Boulanger et al [13] evaluates the performance of a dynamic BNWF model against the results of a series of dynamic centrifuge model tests, where two pile supported structures are founded in a soil profile comprising soft clay overlying sand and subjected to nine earthquake shaking events. A parametric study is undertaken to assess the sensitivity of the analysis results to the chosen dynamic p-y parameters and site response calculations.…”

Section:    mentioning

confidence: 99%

“…For small-strain applications, a unique value of stiffness, either the small-strain shear (G 0 ) or Young's (E 0 ) moduli can be used to model the elastic soil response. This parameter is also one of the key inputs required to model the initial stiffness response when largestrain nonlinear dynamic response is modelled (see [13]). The primary issue considered in this paper is the specification of an initial stiffness parameter that accurately reflects the in-situ small-strain stiffness of the combined soil-pile system.…”

Section: Synopsis Of Papermentioning

confidence: 99%

See 2 more Smart Citations

A comparison of initial stiffness formulations for small-strain soil–pile dynamic Winkler modelling

Prendergast

Gavin

2016

Soil Dynamics and Earthquake Engineering

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Section:    mentioning

confidence: 99%

Section:    mentioning

confidence: 99%

Section: Synopsis Of Papermentioning

confidence: 99%

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A comparison of initial stiffness formulations for small-strain soil–pile dynamic Winkler modelling

Prendergast

Gavin

2016

Soil Dynamics and Earthquake Engineering

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“…The plastic component of the p-y springs developed by Boulanger et al [28] is adopted here to simulate the large-displacement response. The p-y springs were initially used in soil-pile interaction analyses to model the response of laterally loaded piles.…”

Section: Model Descriptionmentioning

confidence: 99%

“…7, is implemented in OpenSees [30] for each of the swaying (F, k replaced by H, k h , respectively) and rocking (F, u, k replaced by M, , k r , respectively) responses. Detailed descriptions of the model components are provided by Boulanger et al [28,31]. …”

Section: Model Descriptionmentioning

confidence: 99%

A simplified Nonlinear Sway-Rocking model for evaluation of seismic response of structures on shallow foundations

Marshall

Hajirasouliha

2016

Soil Dynamics and Earthquake Engineering

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This paper presents a simplified nonlinear sway-rocking model as a preliminary design tool for seismic soil-structure interaction analysis. The proposed model is intended to capture the nonlinear load-displacement response of shallow foundations during strong earthquake events where foundation bearing capacity is fully mobilized. Emphasis is given to heavily-loaded structures resting on a saturated clay half-space. The variation of soil stiffness and strength with depth, referred to as soil non-homogeneity, is considered in the model. Although independent springs are utilized for each of the swaying and rocking motions, coupling between these motions is taken into account by expressing the load-displacement relations as functions of the factor of safety against vertical bearing capacity failure (FSv) and the moment-to-shear ratio (M/H). The simplified model has been calibrated and validated against results from a series of static push-over and dynamic analyses performed using a more rigorous finite-difference numerical model. Despite some limitations of the current implementation, the concept of this model gives engineers more degrees of freedom in defining their own model components, providing a good balance between simplicity, flexibility and accuracy.

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Pile Foundations: Design for Axial and Lateral Loading

Randolph

Schneider

2018

Encyclopedia of Maritime and Offshore Engineering

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This article summarizes design methods for pile foundations subjected to axial and lateral loading. It addresses the main factors that need to be considered in a basis of design, focusing on driven steel pipe piles, which are almost universally used in offshore practice. The response of less frequently used piles grouted into stronger sediments, such as calcarenite and other weak rock, is also considered. Modern design approaches based on data from cone penetration testing are outlined. For lateral response, the main focus is on load transfer methods. Reference is also made to elastic solutions that can provide a useful approach for operational loading, particularly for large diameter monopiles such as are used in the offshore wind industry. Just as for axial loading, the potential use of cone penetration data as the basis for deriving lateral load transfer curves is also discussed. Underlying principles of the effects of cyclic loading are presented. The article concludes with brief comments on scour and seismic design, two other considerations for the design of offshore piles.

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Seismic Soil-Pile-Structure Interaction Experiments and Analyses

Cited by 619 publications

References 11 publications

A comparison of initial stiffness formulations for small-strain soil–pile dynamic Winkler modelling

A comparison of initial stiffness formulations for small-strain soil–pile dynamic Winkler modelling

A simplified Nonlinear Sway-Rocking model for evaluation of seismic response of structures on shallow foundations

Pile Foundations: Design for Axial and Lateral Loading

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