Print Email Facebook Twitter Lateral behavior of large diameter offshore monopile foundations for wind turbines Title Lateral behavior of large diameter offshore monopile foundations for wind turbines Author Bekken, L. Contributor Van Tol, A.F. (mentor) Everts, H.J. (mentor) Kooistra, A. (mentor) Brinkgreve, R.B.J. (mentor) Luger, H.J. (mentor) Bakker, K.J. (mentor) Faculty Civil Engineering and Geosciences Department Geotechnology Programme Geo-Engineering Date 2009-11-01 Abstract Offshore wind parks promise to become an important source of energy in the near future. To make economic use of offshore wind energy possible, foundation structures with minimum costs, but sufficient stiffness have to be designed. The horizontal loads from wind, waves and currents must be in equilibrium with the reaction of the soil. One foundation concept that has often been realized recently is the monopile. The traditional monopile is an open ended large diameter steel cylindrical pile driven into the soil. In the offshore energy industry the soil in horizontal pile-soil interaction problems is normally modeled by means of multi-linear soil springs, the so called p-y curves developed by the American Petroleum Institute (API). The p-y curves of the API are verified for piles with a diameter of up to 2.0 m. It was expected that for the design of the large diameter monopile foundations the API method would overestimate the horizontal pile displacements: For large diameter piles the shearing resistance in the pile tip may play an important role. This effect is not included in the API method. Large diameter piles have more shear stresses around and along the pile shaft due to the larger pile surface. This effect is also not included in the API method. However, the API does not take the interaction between the soil springs into account for the large diameter monopile foundation. To study on these effects the results of the API method are compared with the results of 3D Finite Element (FE) calculations for both a small diameter foundation pile (D = 1.0 m) and a large diameter monopile foundation (D = 4.3 m). Both piles are embedded 25 m in a homogeneous layer of sand. A representative static horizontal load and bending moment are applied to the pile. For the small diameter foundation pile the results of the 3D FEM should be comparable with the results of the p-y method. Subject wind turbineslateral behavior To reference this document use: http://resolver.tudelft.nl/uuid:0d7d6c8d-0466-49d1-8252-73d26a6e752d Part of collection Student theses Document type master thesis Rights (c) 2009 Bekken, L. Files PDF Thesis_Report_L.Bekken.pdf 29.26 MB Close viewer /islandora/object/uuid:0d7d6c8d-0466-49d1-8252-73d26a6e752d/datastream/OBJ/view