Modelling the drained response of bucket foundations for offshore wind turbines under general monotonic and cyclic loading

Foglia, Aligi; Gottardi, Guido; Govoni, Laura; Ibsen, Lars Bo

doi:10.1016/j.apor.2015.04.005

Cited by 55 publications

(45 citation statements)

References 24 publications

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“…[34][35][36][37][38][39] Further contributions and specific engineering applications of the macroelement can be found in other works. [40][41][42][43][44][45][46][47][48][49] A comparison between elastoplastic and hypoplastic macroelement formulations for shallow foundations is given in Grange et al 50 and Salciarini et al 51 Interesting case studies with macroelements are, among others, the nonlinear behavior of a viaduct considering dynamic soil-structure interaction, 45 the stability of the Pisa tower, 52 and soil-structure interaction of Ghirlandina bell tower 53,54 in Italy. By macroelement, the foundation bearing capacity can be interpreted using 2D or 3D interaction diagrams rather than the classical bearing capacity factors.…”

Section: Introductionmentioning

confidence: 99%

A hypoplastic macroelement formulation for single batter piles in sand

Kotronis

Escoffier³

et al. 2018

Num Anal Meth Geomechanics

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Summary Batter piles are widely used in geotechnical engineering when substantial lateral resistance is needed or to avoid the interference with existing underground constructions. Nevertheless, there is a lack of fast numerical tools for nonlinear soil‐structure interactions problems for this type of foundation. A novel hypoplastic macroelement is proposed, able to reproduce the nonlinear response of a single batter pile in sand under monotonic and cyclic static loadings. The behavior of batter piles (15°, 30°, and 45°) is first numerically investigated using 3D finite element modeling and compared with the behavior of vertical piles. It is shown that their response mainly depends on the pile inclination and the loading direction. Then, starting from the macroelement for single vertical piles in sand by Li et al (Acta Geotechnica, 11(2):373‐390, 2016), an extension is proposed to take into account the pile inclination introducing simple analytical equations in the expression describing the failure surface. 3D finite element numerical models are adopted to validate the macroelement that is proven able to reproduce the nonlinear behavior in terms of global quantities (forces‐displacements) and to significantly reduce the necessary computational time.

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Section: Introductionmentioning

confidence: 99%

A hypoplastic macroelement formulation for single batter piles in sand

Kotronis

Escoffier³

et al. 2018

Num Anal Meth Geomechanics

View full text Add to dashboard Cite

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“…The first task of the study is to calibrate a numerical model according to experiments, based on which the failure process and mode can be further investigated. For this purpose, a well-documented series of laboratory tests of caisson foundation in sand including the installation phase and the application of monotonic loadings by Foglia et al (2015) was selected. The experimental set-up consists of a sand box (1,600 � 1,600 � 1,150 mm), a loading frame and a hinged beam.…”

Section: Selected Experimental Campaignmentioning

confidence: 99%

“…The caisson was modeled using 927 rigid tetrahedron elements with the same dimension and thickness as experiment. According to Foglia et al (2015), the density of the caisson is taken equal to 7,800 kg/m 3 , the Young modulus 200 GPa and the Poisson ratio 0.3. The caisson was initially positioned on the surface of soil at the center of box.…”

Section: Numerical Modelmentioning

confidence: 99%

“…The caisson was initially positioned on the surface of soil at the center of box. For the simulation of CPT, the caisson was replaced by a cylinder bar (using 807 rigid tetrahedron elements) with a diameter of 20 mm and a 60° cone at bottom according to Foglia et al (2015).…”

Section: Numerical Modelmentioning

confidence: 99%

“…To validate the combined Lagrangian-SPH model with material parameters, a CPT simulation was first performed. During the simulation, the velocity of cone penetration was equal to 5 mm/s according to Foglia et al (2015). A rigid Mohr-Coulomb type interface model was adopted with a typical soil-structure interface friction coefficient assumed for the simulation.…”

Section: Model Calibration For Cptmentioning

confidence: 99%

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Numerical investigation on evolving failure of caisson foundation in sand using the combined Lagrangian-SPH method

Jin

Yin

Kotronis

et al. 2018

Marine Georesources & Geotechnology

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Caisson foundations are often used in offshore engineering. However, for an optimum design understanding the failure process of a caisson during its installation and the subsequent external loadings is crucial. This paper focuses on the evolving failure of a caisson foundation in sand by advanced numerical modeling. A combined Lagrangian-smoothed particle hydrodynamics method is adopted to deal with the large deformation analysis. The method with parameters are first calibrated and validated by a simulation of cone penetration test in sand. The results of an experimental campaign of a caisson in the same sand are selected and validated for the numerical model. Then, more representative loading combinations are designated for numerical modeling of failure process and mode. Furthermore, three additional caisson dimensions D/d ¼ 0.5, 1.5, and 2.0 (changing the ratio of caisson diameter D to skirt length d while keeping the same soil-structure surface contact area) are simulated under six representative combined loading paths. Based on that, the influence of caisson dimension to the failure process and mode is investigated. All results are helpful to estimate all possible sliding surfaces under different monotonic combined loading paths for further limit analysis.

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Practical macro‐element for vertical and batter pile groups

Cemalovic

Castro

Kaynia

2022

Earthq Engng Struct Dyn

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This paper presents a novel macro-element for vertical and batter pile groups. The numerical scheme is based on de-coupled, single pile response. Each pile consists of two separate load-displacement formulations (axial and transverse) that take a displacement increment as input and return a diagonal tangent stiffness value. The effect of rotation is implicitly incorporated in the transverse load-displacement formulation. The presented macro-element does not require pre-defined failure surfaces or other parameters, and is therefore not restricted to a specific foundation configuration, soil profile or soil type. The macro-element may be calibrated using any type of non-linear pile-soil model.The developed macro-element is validated using rigorous numerical models for a variety of configurations.

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Modelling the drained response of bucket foundations for offshore wind turbines under general monotonic and cyclic loading

Cited by 55 publications

References 24 publications

A hypoplastic macroelement formulation for single batter piles in sand

A hypoplastic macroelement formulation for single batter piles in sand

Numerical investigation on evolving failure of caisson foundation in sand using the combined Lagrangian-SPH method

Practical macro‐element for vertical and batter pile groups

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