Cyclic lateral response of piles in dry sand: Finite element modeling and validation

Giannakos, Spyros; Gerolymos, Nikos; Gazetas, George

doi:10.1016/j.compgeo.2012.03.013

Cited by 97 publications

(24 citation statements)

References 17 publications

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“…Numerical research into the prediction of such rotations is still at the development stage (e.g. Achmus et al (2009), Giannakos et al (2012), Su & Li (2013), Rudolph et al (2014), Depina et al (2015) & Zachert et al (2016) and the experimental trends identified here can support the calibration of future numerical models. To assist comparison with recent experimental research, the nature of the cyclic loads is defined using the cyclic load ratio ( c ) and cyclic magnitude ratio ( b ), defined as follows: Leblanc et al (2010) and .…”

Section: Introductionmentioning

confidence: 61%

Empirical approach based on centrifuge testing for cyclic deformations of laterally loaded piles in sand

et al. 2019

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A systematic study into the response of monopiles to lateral cyclic loading in medium dense and dense sand was performed in beam and drum centrifuge tests. The centrifuge tests were carried out at different cyclic load and magnitude ratios, while the cyclic load sequence was also varied. The instrumentation on the piles provides fresh insights into the ongoing development of net stresses, bending moments and deflections as cycling progresses. Parallels between the test results and corresponding cyclic triaxial tests are drawn. The paper combines the results from this study with those from previous experimental investigations to provide empirical design recommendations for monopiles subjected to unidirectional cyclic loading.

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Section: Introductionmentioning

confidence: 61%

Empirical approach based on centrifuge testing for cyclic deformations of laterally loaded piles in sand

et al. 2019

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“…The friction angle / and the dilation angle w are required to reproduce the strength and volumetric change of the soil. In [43], the peak friction angle and the critical state friction angle of Fontainebleau sand are given equal to / peak ¼ 41:8 and / c ¼ 33 respectively. In the following, the soil model is validated using drained triaxial test data where the critical friction angle is adopted to reproduce the soil strength and different dilation angles are used for the case of dense and loose sand.…”

Section: Calibration and Validation Of The Soil Constitutive Law For mentioning

confidence: 99%

Numerical study of the 3D failure envelope of a single pile in sand

Lei

Kotronis

Escoffier³

2014

Computers and Geotechnics

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“…The constitutive model has been calibrated on the basis of the G-gamma curves of Ishibashi and Zhang 34 and is thoroughly validated against UC Davis centrifuge model tests 35 accumulated settlements (w res ≈ 50 mm). A more detailed description of model calibration and validation can be found in Anastasopoulos et al 31 Furthermore, the constitutive model has been validated against a variety of soil-structure systems, including pile foundations, 37 retaining walls, 38 and tunnels. 39 The latter is an independent validation, as part of a numerical round robin on centrifuge tests carried out at the Schofield Centre of the University of Cambridge.…”

Section: Constitutive Modelmentioning

confidence: 99%

Robustness of simplified analysis methods for rocking structures on compliant soil

Sieber

Klar

Vassiliou

et al. 2020

Earthq Engng Struct Dyn

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Recognizing the beneficial effect of nonlinear soil-foundation response has led to a novel design concept, termed 'rocking isolation'. The analysis and design of such rocking structures require nonlinear dynamic time history analyses. Analyzing the entire soil-foundation-structure system is computationally demanding, impeding the application of rocking isolation in practice. Therefore, there is an urgent need to develop efficient simplified analysis methods. This paper assesses the robustness of two simplified analysis methods, using (i) a nonlinear and (ii) a bilinear rocking stiffness combined with linear viscous damping. The robustness of the simplified methods is assessed by (i) one-toone comparison with a benchmark finite element (FE) analysis using a selection of ground motions and (ii) statistical comparison of probability distributions of response quantities, which characterize the time history response of rocking systems. A bridge pier (assumed rigid) supported on a square foundation, lying on a stiff clay stratum, is used as an illustrative example. Nonlinear dynamic FE time history analysis serves as a benchmark. Both methods yield reasonably accurate predictions of the maximum rotation θ max. Their stochastic comparison with respect to the empirical cumulative distribution function of θ max reveals that the nonlinear and the bilinear methods are not biased. Thus, both can be used to estimate probabilities of exceeding a certain threshold value of θ. Developed in this paper, the bilinear method is much easier to calibrate than the nonlinear, offering similar performance.

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Cyclic lateral response of piles in dry sand: Finite element modeling and validation

Cited by 97 publications

References 17 publications

Empirical approach based on centrifuge testing for cyclic deformations of laterally loaded piles in sand

Empirical approach based on centrifuge testing for cyclic deformations of laterally loaded piles in sand

Numerical study of the 3D failure envelope of a single pile in sand

Robustness of simplified analysis methods for rocking structures on compliant soil

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