Modeling of cyclic mobility in saturated cohesionless soils

Elgamal, Ahmed; Yang, Zhaohui; Parra, Ender; Ragheb, Ahmed M.

doi:10.1016/s0749-6419(02)00010-4

Cited by 362 publications

(153 citation statements)

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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%

“…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). The pile-soil interface (usually a thin layer in size)…”

Section: Finite Element Methods Of Analysismentioning

confidence: 99%

See 1 more Smart Citation

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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Section: Finite Element Methods Of Analysismentioning

confidence: 99%

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 saturated sand layers are based on the Nevada sand properties [6]. The main modeling parameters are summarized in Table1.…”

Section: Materials Propertiesmentioning

confidence: 99%

Numerical Analysis of Soil Liquefaction Induced Failure of Embankments

Gobbi¹,

López-Caballero²,

Forcellini³

2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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Abstract. Soil structures such as river dikes, highway embankments, and earth dams have been frequently damaged during past major earthquakes. In most cases, large deformations occurred due to liquefaction of the supporting loose cohesionless foundation soil, resulting in cracks, settlement, lateral spreading, and slumping. Some researchers showed that river levees resting on non-liquefiable foundation soil have been damaged. In this regard, the base of such levees subsided in a bowl shape due to foundation consolidation that was shown to have the principal contribution to liquefaction as an underlying mechanism. This paper aims at describing the global dynamic response of a thin Loose Sand layer located buried in deep (10m) stratum of Clay (less permeable), situated at the foundation of a levee, due to liquefaction phenomenon. This study purpose is to reproduce such behavior by applying numerical simulations, adopting the open-source computational platform OpenSees. In particular, this study considers a 2D soil model of a levee subjected to earthquakes in order to investigate the failure of embankments induced by non-liquefiable soil foundation with a thin sand layer with partially drained condition. A parametric analysis using ground motions at multiple levels of intensity was performed to highlight the influence of parameters such as, the thickness of saturated zone, the permeability ratio between saturated zone and non-liquefiable soil (i.e. drain condition) on the obtained crest settlement and on the induced damage level of the embankment.

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“…Non-linear shear stress-strain back-bone curve is represented by a hyperbolic relation, which is defined by low-strain shear modulus and ultimate shear strength constants. For more details, see [17] and [18]. This constitutive formulation is able to capture both monotonic and hysteretic elasto-plastic cyclic response of those soils whose shear behavior is assumed insensitive to confining stress.…”

Section: Case Studymentioning

confidence: 99%