Abstract
This paper describes a one-dimensional (1D) computational model for the analysis and design of laterally loaded monopile foundations for offshore wind turbine applications. The model represents the monopile as an embedded beam and specially formulated functions, referred to as soil reaction curves, are employed to represent the various components of soil reaction that are assumed to act on the pile. This design model was an outcome of a recently completed joint industry research project – known as PISA – on the development of new procedures for the design of monopile foundations for offshore wind applications. The overall framework of the model, and an application to a stiff glacial clay till soil, is described in a companion paper by Byrne and co-workers; the current paper describes an alternative formulation that has been developed for soil reaction curves that are applicable to monopiles installed at offshore homogeneous sand sites, for drained loading. The 1D model is calibrated using data from a set of three-dimensional finite-element analyses, conducted over a calibration space comprising pile geometries, loading configurations and soil relative densities that span typical design values. The performance of the model is demonstrated by the analysis of example design cases. The current form of the model is applicable to homogeneous soil and monotonic loading, although extensions to soil layering and cyclic loading are possible.
Highlights
Monopiles are typically the preferred foundation option for offshore wind turbine support structures in shallow coastal waters
REMARKS The PISA design model provides a rapid means of conducting design calculations for monopile foundations for offshore wind turbines
This paper demonstrates an application of the model to homogeneous marine sand sites, complementing the modelling approach described in the paper by Byrne et al (2020) for glacial clay till soils
Summary
Monopiles are typically the preferred foundation option for offshore wind turbine support structures in shallow coastal waters. The state parameter framework employed in the model ensures that the influence of soil void ratio, and mean effective stress, on the mechanical behaviour of soil is accounted for in a consistent way – that is without the need to adjust the model parameters for soils with different relative These parameters are identical to those that were determined, as described in the paper by Taborda et al (2019), to conduct 3D finite-element analysis of the PISA test piles at Dunkirk. The case PM data provide an improved fit for pile C1, indicating the importance of the distributed moment in this case These results confirm the pattern observed in the paper by Byrne et al (2020) for a stiff glacial clay till, that for relatively long piles a p–y type method (distributed lateral load only) is capable of providing a robust model of the load–displacement behaviour, but that additional soil reaction components need to be included for piles with relatively low values of L/D. (b) The ultimate normalised moment, mu, is selected as the mean of the values that satisfy m . 0Á9mfinal at each soil reaction depth, where mfinal is the value of distributed
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