Piles in liquefiable soils: seismic analysis and design issues

Finn, W. D. Liam; Fujita, Noriyuki

doi:10.1016/s0267-7261(02)00094-5

Cited by 157 publications

(60 citation statements)

References 4 publications

Supporting

Mentioning

Contrasting

Unclassified

Order By: Relevance

“…Although numerical models based on two-dimensional and three-dimensional finite element analyses ͑e.g., Hamada et al 1994;Sakajo et al 1995;Zheng et al 1996;Shahrour and Ousta 1998;Finn et al 2001͒ provide better insights into this interaction, they are computationally complex and time-consuming. Therefore in recent years, one-dimensional Winkler models based on finite element and finite difference methods for the seismic analysis of pile foundations have become popular amongst designers.…”

Section: Introductionmentioning

confidence: 99%

Seismic Lateral Response of Piles in Liquefying Soil

Liyanapathirana

Poulos

2005

J. Geotech. Geoenviron. Eng.

View full text Add to dashboard Cite

Soil liquefaction is one of the major factors affecting the behavior of piles founded in seismically active areas. Although methods are available for seismic analysis of pile foundations, in many of them, the supporting soil is assumed to be an elastic material. Here a numerical model is presented which takes into account the reduction of soil stiffness and strength due to pore pressure generation and subsequent soil liquefaction, in addition to the material nonlinearity. Results obtained from the new method are compared with centrifuge test data and show excellent agreement with the observed pile behavior during these tests. To investigate the effects of soil liquefaction on the internal pile response, a parametric study is carried out for a range of material and geometric properties of the pile and surrounding soil. The effect of the nature of the earthquake on pile performance has been studied using 25 earthquake records scaled to different acceleration levels. It is shown that the "Arias intensity" and the natural frequency of the earthquake ground motion have a significant influence on the pile performance in liquefying soil. Existing elastic analysis methods for kinematic pile loading in layered soil deposits with soft and stiff layers are applied to the soil deposits with liquefying and nonliquefying layers. It is found that these simple design methods, which were derived assuming that the soil is a linear elastic material, do not predict bending moments accurately when nonlinear behavior of soil and effects of pore pressure generation are significant. Also a simplified limit equilibrium method proposed for the evaluation of bending response of single pile foundations subjected to lateral spreading is compared with the bending response obtained from the proposed numerical model. It is found that the limit equilibrium method, which is developed based on the centrifuge test results, does not give accurate results when the pile diameter and the thickness of the liquefied soil layer deviates from the values used for the centrifuge tests.

show abstract

Section: Introductionmentioning

confidence: 99%

Seismic Lateral Response of Piles in Liquefying Soil

Liyanapathirana

Poulos

2005

J. Geotech. Geoenviron. Eng.

View full text Add to dashboard Cite

show abstract

“…In addition to the referred experimental e orts, numerical studies have been carried out by various codes and platforms. Some notable instances of such studies include: Finn et al [11], Tabesh & Poulos [12], Miyazaki et al [13], Finn and Fujita [14], Klar et al [15], Liyanapathirana and Poulos [16,17], Chang et al [18], Bhattacharya et al [19], Elgamal et al [20], Cheng and Jeremic [21], Cubrinovski et al [22], Rahmani and Pak [23], Asgari and Oliaei [24], Sarkar et al [25], Bouckovalas and Chaloulos [26], Asadi and Shari pour [27], and Lin et al [28].…”

Section: Literature Reviewmentioning

confidence: 99%

Dynamic behavior of large-diameter piles with considering liquefaction under clay layer

Oliaei

Ghotbi

2017

Scientia Iranica

View full text Add to dashboard Cite

Abstract. Marine structures are mostly constructed on deep foundations, namely largediameter piles. Such support structures are driven into deposits of saturated granular soil, vulnerable to liquefaction under loadings of dynamic nature, e.g. earthquakes. Although numerous studies have been accomplished to obtain a comprehensive understanding of their performance during liquefaction, a conclusive study has not been presented for the speci c case of large-diameter piles under a clay layer. This issue has great importance in the case of o shore wind turbines, since they are very sensitive to dynamic loadings. In this study, a 3D FEM model was constructed by OpenSeesPL to explore soil and pile responses throughout liquefaction. To capture the precise behavior, a constitutive law based on a multi-surface plasticity was utilized for soil. The described model used in this study is capable of accurate prediction of sand behavior in undrained conditions. Di erent scenarios were tested: variations in pile dimensions, loading frequency, and in uence of clay layer. Sensitivity analyses show that loading frequency, presence of clay layer, and pile diameter could signi cantly a ect the behavior of large-diameter piles in saturated soil conditions.

show abstract

“…In contrast, all expert opinion has previously regarded the failure of piles in liquefiable soil during an earthquake as being due exclusively to the drag on the pile accompanying lateral spreading of liquefied soil (NRC, 1985;Hamada, 1992aHamada, , 1992bTokimatsu et al, 1996Tokimatsu et al, , 1997Tokimatsu et al, , 1998Ishihara, 1997;Goh & O'Rourke, 1999;Abdoun & Dobry, 2002;Finn & Fujita, 2002). This unanimity has led the Japanese Code of Practice (JRA, 1996), for example, to overlook considerations of axial buckling in favour of calculations of bending moments due to lateral spreading.…”

Section: Current Design Of Piles In Liquefiable Soilsmentioning

confidence: 99%

An alternative mechanism of pile failure in liquefiable deposits during earthquakes

Bhattacharya¹,

Madabhushi²,

Bolton³

2004

Géotechnique

View full text Add to dashboard Cite

This paper proposes an alternative mechanism of pile failure in liquefiable deposits during earthquakes. This failure mechanism, based on pile buckling, is formulated by back-analysing 14 case histories of pile foundation performance during earthquakes and verified using dynamic centrifuge tests. A new parameter, the slenderness ratio of a pile, is introduced to classify pile performance in liquefiable soils. This parameter fits very well both the reported case histories and the centrifuge test results.

show abstract

Piles in liquefiable soils: seismic analysis and design issues

Cited by 157 publications

References 4 publications

Seismic Lateral Response of Piles in Liquefying Soil

Seismic Lateral Response of Piles in Liquefying Soil

Dynamic behavior of large-diameter piles with considering liquefaction under clay layer

An alternative mechanism of pile failure in liquefiable deposits during earthquakes

Contact Info

Product

Resources

About