Three dimensional finite element model of laterally loaded piles

Brown, Dan; Shie, Chine-Feng

doi:10.1016/0266-352x(90)90008-j

Cited by 78 publications

(28 citation statements)

References 1 publication

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“…A similar problem is encountered in critical state soil mechanics in modeling the shearing behavior of sands from the overconsolidated or underconsolidated state toward the critical state at which shear strength and porosity remain constant. In soil mechanics, this evolution is usually modeled using a discrete element approach to granular flow [Brown and Shie, 1990;Chen and Martin, 2002;Muqtadir and Desai, 1986;Yang and Jeremic, 2002] but such approaches have so far been restricted to considering mainly elastic/frictional interactions between grains. We have therefore chosen to establish a very simple set of microstructural equations relating tan y and A c to porosity f. While these are clearly oversimplifications, and may not be fully internally consistent with the assumed microstructural model, they embody the trends known to occur in granular media and they satisfy a number of crucial microstructural constraints, as shown below.…”

Section: Microstructural Model and Associated State Variablesmentioning

confidence: 99%

A microphysical model for strong velocity weakening in phyllosilicate‐bearing fault gouges

2007

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[1] Previous rotary shear experiments, performed on a halite-muscovite fault gouge analogue system have shown that the presence of phyllosilicates, under conditions favoring the operation of cataclasis and pressure solution in the matrix phase, can have major effects on the frictional behavior of gouges. While 100% halite and 100% muscovite samples exhibit rate-independent frictional/brittle behavior, the strength of mixtures containing 10-30% muscovite is both normal stress and sliding velocitydependent. At high sliding velocities (>1 mm s À1 ), such mixtures show unusually marked velocity weakening, along with the development of a structureless, cataclastic microstructure. In the present paper, a micromechanical model is developed in an attempt to explain this behavior. The model assumes a granular flow process involving competition between intergranular dilatation and compaction by pressure solution. The predictions of the model agree favorably with the experimental results. Extension of the model to quartz-mica systems implies that the presence of phyllosilicates plus the operation of pressure solution can strongly promote (unstable) velocity-weakening behavior at rapid slip rates on natural faults, under midcrustal conditions. Static stress drop predictions based on the model agree reasonably well with estimates from seismic observations. Our results may help explain the discrepancy between laboratory-derived rate-and-state friction parameter values, obtained for dry, low-strain and/or single-phase rock systems, and the values for natural fault rocks inferred from seismological data.Citation: Niemeijer, A. R., and C. J. Spiers (2007), A microphysical model for strong velocity weakening in phyllosilicate-bearing fault gouges,

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Section: Microstructural Model and Associated State Variablesmentioning

confidence: 99%

A microphysical model for strong velocity weakening in phyllosilicate‐bearing fault gouges

2007

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“…In FE modeling, all components are modeled with solid elements, typically isoparametric hexahedron elements / brick elements (Brown and Shie 1990;Kimuara et al1995;Muqtadir and Desai 1986;Trochanis 1991;Wakai et al 1999;Elgamal et al 2003;Jeremic 2003, 2005). Interface elements simulate interaction between the soil and structural elements, which includes behavior such as stick or no slip mode, slip or sliding mode, and separation or debonding mode (Muqtadir and Desai 1986;Elgamal et al 2003;Yang and Jeremic 2003;Petek 2006;Lam et al 2009).…”

Section: Finite Element Methods Of Analysismentioning

confidence: 99%

“…Each component (i.e., pile, pile cap, soil, and interface element) is modeled with their own constitutive relationship, which varies from linear elastic to non-linear elastic, and elastic-perfectly plastic behavior depending upon the simplification considered in the analysis (Pressley and Poulos 1986;Muqtadir and Desai 1986;Brown and Shie 1990;Trochanis et al 1991). Wakai et al (1999) have simulated a number of models on fixed and free head pile groups by using 3D elastic-plastic FE method and found a good correlation between the experimental and analytical results.…”

Section: Finite Element Methods Of Analysismentioning

confidence: 99%

Reducing Seismic Risk to Highway Mobility: Assessment and Design Examples for Pile Foundations Affected by Lateral Spreading

Ashford¹,

Scott²,

Rayamajhi³

2013

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“…The normalized soil pressure at a given depth was calculated by integrating the area under each curve multiplied by the direction cosine function. Analyses using different friction coefficients indicated that the pile response was not generally influenced by the interface, so long as the gapping and slippage was possible [19]. It should also be noted that gapping which occurred along the entire pile shaft is unlikely to occur in reality and is one of the limitations of 3-D analysis using ABAQUA/CAE.…”

Section: Three-dimensional Finite Element Analysesmentioning

confidence: 95%

Three‐dimensional finite element analyses of passive pile behaviour

Miao

Goh

Wong

et al. 2005

Num Anal Meth Geomechanics

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SUMMARYPiles may be subjected to lateral soil pressures as a result of lateral soil movements from nearby construction-related activities such as embankment construction or excavation operations. Threedimensional finite element analyses have been carried out to investigate the response of a single pile when subjected to lateral soil movements. The pile and the soil were modelled using 20-node quadrilateral brick elements with reduced integration. For compatibility between the soil-pile interface elements, 27-node quadrilateral brick elements with reduced integration were used to model the soil around the pile adjacent to the soil-pile interface. A Mohr-Coulomb elastic-plastic constitutive model with large-strain mode was assumed for the soil. The analyses indicate that the behaviour of the pile was significantly influenced by the pile flexibility, the magnitude of soil movement, the pile head boundary conditions, the shape of the soil movement profile and the thickness of the moving soil mass. Reasonable agreement is found between some existing published solutions and those developed herein.

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Three dimensional finite element model of laterally loaded piles

Cited by 78 publications

References 1 publication

A microphysical model for strong velocity weakening in phyllosilicate‐bearing fault gouges

A microphysical model for strong velocity weakening in phyllosilicate‐bearing fault gouges

Reducing Seismic Risk to Highway Mobility: Assessment and Design Examples for Pile Foundations Affected by Lateral Spreading

Three‐dimensional finite element analyses of passive pile behaviour

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