An alternative mechanism of pile failure in liquefiable deposits during earthquakes

Bhattacharya, Suby; Madabhushi, Spg; Bolton, M. D.

doi:10.1680/geot.2004.54.3.203

Cited by 98 publications

(29 citation statements)

References 8 publications

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“…Piles that have a high slenderness ratio will then be prone to axial instability, and buckling failure will occur in the pile, enhanced by the actions of lateral disturbing forces and also by the deterioration of bending stiffness due to the onset of plastic yielding. Dynamic centrifuge tests, study of case histories and analytical work carried out by Bhattacharya (2003), Bhattacharya et al (2004) has conclusively shown the above failure mechanism. This particular mechanism is currently missing in all codes of practice.…”

Section: Theory Of Pile Failure Based On Buckling Instabilitymentioning

confidence: 88%

“…Bhattacharya (2003) and Bhattacharya et al (2004) proposed an alternative mechanism of pile failure. This failure mechanism, based on buckling instability theory, has been formulated by back-analysing 15 cases of pile foundation performance and verified by high quality experiments (Dynamic Centrifuge Tests).…”

Section: Theory Of Pile Failure Based On Buckling Instabilitymentioning

confidence: 99%

“…Six of the piled foundations were found to survive while the others suffered severe damage (Bhattacharya et al 2004). The analysis is carried out based on the simple principle that "A pile is an unsupported slender column in the liquefiable zone".…”

Section: Study Of Case Histories To Verify the Theory Of Pile Failurementioning

confidence: 99%

“…In sloping ground lateral spreading may start (e) L eff versus r min for piles studied, Bhattacharya et al (2004). (f) Plot of P and P cr of the poor performance piles in Table 3 and Fig.…”

Section: Stage-ivmentioning

confidence: 99%

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A critical review of methods for pile design in seismically liquefiable soils

Bhattacharya

Madabhushi

2008

Bull Earthquake Eng

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Collapse and/or severe damage to pile-supported structures are still observed in liquefiable soils after most major earthquakes. Poor performance of pile foundations remains a great concern to the earthquake engineering community. This review paper compares and contrasts the two plausible theories on pile failure in liquefiable soils. The well established theory of pile failure is based on a flexural mechanism; where the lateral loads on the pile (due to inertia and/or lateral spreading) induce bending failure. This theory is well researched in the recent past and assumes that piles are laterally loaded beams. A more recent theory based on buckling instability treats the piles as laterally unsupported slender columns in liquefiable soils and investigates the buckling instability (bifurcation). The objective of this paper is to investigate the implications to practical pile foundation design that flow from both these theories. Provisions for design made by major international codes of practice for pile design including the Japanese Highway Code (JRA) will be considered. The necessity for such codes to consider alternative forms of failure mechanisms such as the buckling instability of piles in liquefied ground will be discussed.

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Section: Theory Of Pile Failure Based On Buckling Instabilitymentioning

confidence: 88%

Section: Theory Of Pile Failure Based On Buckling Instabilitymentioning

confidence: 99%

Section: Study Of Case Histories To Verify the Theory Of Pile Failurementioning

confidence: 99%

“…In sloping ground lateral spreading may start (e) L eff versus r min for piles studied, Bhattacharya et al (2004). (f) Plot of P and P cr of the poor performance piles in Table 3 and Fig.…”

Section: Stage-ivmentioning

confidence: 99%

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A critical review of methods for pile design in seismically liquefiable soils

Bhattacharya

Madabhushi

2008

Bull Earthquake Eng

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“…As a result, the behaviour of piled foundations during liquefaction remains an area of active research (Haigh, 2002;Bhattacharya, 2003;Bhattacharya et al, 2004Bhattacharya et al, , 2005aBhattacharya et al, , 2005bCubrinovski et al, 2006;Knappett & Madabhushi, 2009;Dash et al, 2010;Madabhushi et al, 2010;Stringer & Madabhushi, 2012;Lombardi, 2013;Lombardi & Bhattacharya, 2014a.…”

Section: Introductionmentioning

confidence: 99%

Construction of simplified design p–y curves for liquefied soils

et al. 2017

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In practice, laterally loaded piles are most often analysed using a 'beam-on-non-linear-Winklerfoundation' approach, whereby the soil-structure interaction is modelled by means of p-y curves. Although well-calibrated p-y curves exist for non-liquefied soils (e.g. soft clay and sand), the profession still lacks reliable p-y curves for liquefied soils. In fact, the latter should be consistent with the observed strain-stiffening behaviour exhibited by liquefied samples in both element and physical model tests. It is recognised that this behaviour is induced by the tendency of the liquefied soil to dilate upon undrained shearing, which ultimately results in a gradual decrease in excess pore pressure, and consequent increase in stiffness and strength. The aim of this paper is twofold. First, it proposes an easy-to-use empirical model for constructing stress-strain relationships for liquefied soils. This only requires three soil parameters which can conveniently be determined by means of laboratory tests. Second, it introduces a method for the construction of p-y curves for liquefiable soils from the proposed stress-strain model, based on the scaling of stress and strain into compatible soil reaction p and pile deflection y, respectively. The scaling factors for stress and strain are computed following an energy-based approach that is analogous to the upper-bound method used in classical plasticity theory. To validate the proposed p-y curves, results from a series of centrifuge tests are employed to back-calculate p-y curves for liquefied soils. The latter are compared with those obtained from the proposed method and the conventional p-multiplier approach.

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Modal analysis of pile‐supported structures during seismic liquefaction

Lombardi

Bhattacharya

2013

Earthq Engng Struct Dyn

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The purpose of this paper is to investigate the effects of liquefaction on modal parameters (frequency and damping) of pile-supported structures. Four physical models, consisting of two single piles and two 2 × 2 pile groups, were tested in a shaking table where the soil surrounding the pile liquefied because of seismic shaking. The experimental results showed that the natural frequency of pile-supported structures may decrease considerably owing to the loss of lateral support offered by the soil to the pile. On the other hand, the damping ratio of structure may increase to values in excess of 20%. These findings have important design consequences: (a) for low-period structures, substantial reduction of spectral acceleration is expected; (b) during and after liquefaction, the response of the system may be dictated by the interactions of multiple loadings, that is, horizontal, axial and overturning moment, which were negligible prior to liquefaction; and (c) with the onset of liquefaction due to increased flexibility of pile-supported structure, larger spectral displacement may be expected, which in turn may enhance P-delta effects and consequently amplification of overturning moment. Practical implications for pile design are discussed

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An alternative mechanism of pile failure in liquefiable deposits during earthquakes

Cited by 98 publications

References 8 publications

A critical review of methods for pile design in seismically liquefiable soils

A critical review of methods for pile design in seismically liquefiable soils

Construction of simplified design p–y curves for liquefied soils

Modal analysis of pile‐supported structures during seismic liquefaction

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