Assessment of p-y Curves from Numerical Methods for a non-Slender Monopile in Cohesionless Soil

In current design the monopile is a widely used solution as foundation of offshore wind turbines. Winds and waves subject the monopile to considerable lateral loads. The behaviour of monopiles under lateral loading is not fully understood and the current design guidances apply the p-y curve method in a Winkler model approach. The p-y curve method was originally developed for jag-piles used in the oil and gas industry which are much more slender than the monopile foundation. In recent years the 3D finite element analysis has become a tool in the investigation of complex geotechnical situations, such as the laterally loaded monopile. In this paper a 3D FEA is conducted as basis of an extraction of p-y curves, as a basis for an evaluation of the traditional curves. Two different methods are applied to create a list of data points used for the p-y curves: A force producing a similar response as seen in the ULS situation is applied stepwise; hereby creating the most realistic soil response. This method, however, does not generate sufficient data points around the rotation point of the pile. Therefore, also a forced horizontal displacement of the entire pile is applied, whereby displacements are created over the entire length of the pile. The response is extracted from the interface and the nearby soil elements respectively, as to investigate the influence this has on the computed curves. p-y curves are obtained near the rotation point by evaluation of soil response during a prescribed displacement but the response is not in clear agreement with the response during an applied load.Two different material models are applied. It is found that the applied material models have a significant influence on the stiffness of the evaluated p-y curves. The p-y curves evaluated by means of FEA are compared to the conventional p-y curve formulation which provides a much stiffer response. It is found that the best response is computed by implementing the Hardening Soil model and extracting the data from the interface. There is a significant difference in the response from the two applied mechanisms. However, only the forced horizontal displacement provides meaningful data near the rotation point of the pile.