A Reconsideration of the Safety of Piled Bridge Foundations in Liquefiable Soils

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

doi:10.3208/sandf.45.4_13

Cited by 53 publications

(31 citation statements)

References 9 publications

(12 reference statements)

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“…This aspect is further explored by the study of the pile failure of Showa Bridge during the Niigata earthquake of 1964 in the next section. More details of this study can be found in Bhattacharya et al (2005). The actual axial load in the pile has been calculated by considering the dead load of the superstructure.…”

Section: Interaction Formula To Account For Plastic Bucklingmentioning

confidence: 99%

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: Interaction Formula To Account For Plastic Bucklingmentioning

confidence: 99%

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

Bhattacharya

Madabhushi

2008

Bull Earthquake Eng

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“…Because the soil stiffness may change due to pore water pressure generation, numerous researches have been carried out to evaluate p-y curves for piles in liquefiable soils, such as Dobry et al (1995), Yasuda et al (1998), RTRI (1999), AIJ (2001), Takahashi et al (2002) and Rollins et al (2005). Bhattacharya et al (2005) suggested an S-curve shape of the 'p-y' curve for liquefied soil. Maheshwari and Sarkar (2011) and Sarkar and Maheshwari (2012) used the Drucker-Prager soil model of work hardening to investigate the 3D behaviour of single piles and pile groups.…”

Section: P-y Curves For Modelling Liquefiable Soilsmentioning

confidence: 99%

Seismic analysis of pile in liquefiable soil and plastic hinge

Rostami

Hytiris

Bhattacharya

et al. 2017

Geotechnical Research

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Liquefaction is one of the leading seismic actions that cause extensive damage to buildings and infrastructure during earthquakes. In many historic cases, plastic hinge formations in piles were observed at inexplicable locations. This project investigated the behaviour of piled foundations within soils susceptible to liquefaction by using numerical analysis carried out in Abaqus software in terms of plastic hinge development. Three different soil profiles were considered in this project that varied in the thickness of both the liquefiable and non-liquefiable layers, pile length and free-and fixed-head pile conditions. Modelling a single pile as a beam-column element carrying both axial and El Centro record earthquake loading produced results of the seismic behaviour of piles that could be assessed by force-based seismic design approaches. The displacements and deformations induced by dynamic loads were analysed for piles affected by liquefaction, and the results were used to demonstrate the pile capacity and discuss the damage patterns and location of plastic hinges. Parametric studies generally demonstrate that plastic hinge formation occurs at the boundaries of the liquefiable and non-liquefiable layers; however, the location can be affected by a variety of factors such as material properties, pile length and thickness of the liquefied soil layer.

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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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A Reconsideration of the Safety of Piled Bridge Foundations in Liquefiable Soils

Cited by 53 publications

References 9 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

Seismic analysis of pile in liquefiable soil and plastic hinge

Construction of simplified design p–y curves for liquefied soils

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