Muhammad Aleem

Offshore wind is becoming more attractive day by day due to several reasons, and some of them are scalability in the sense that large power plants can be constructed, higher wind speeds in offshore locations due to lack of obstructions, larger continuous areas and ease of construction. Foundations are one of the critical parts of Offshore Wind Turbine (OWT) systems not only in terms of stability but also from the point of view of costs. Monopile foundations are the most common type of foundation used for OWTs in shallow waters (< 30m). Monopile foundation of OWTs are subjected to a combination of vertical and lateral loads, including the weight of the OWT, waves, winds and machine-generated loads. To predict the response of monopile foundations under lateral loading, it is essential to understand the behaviour of such systems under long term environmental loads such as wind and waves. In this study, a simplified method is developed to predict the lateral load and moment-resisting capacity of a monopile in layered soils. The proposed method was validated through standard (p-y method) and advanced methods (three-dimensional Finite Element method). A case study of a monopile foundation located in London Array was used in the analysis. The study highlighted that results obtained from the proposed method were in good agreement with those calculated by standard and advanced methods. It also shown that the simplified method could be a useful tool for the preliminary design of monopile foundations under lateral loading.

Offshore wind farms are currently being constructed worldwide, and most of the Wind Turbine Generator (WTG) structures are supported on single large-diameter steel piles, commonly known as monopile. One of the challenging design aspects is predicting the long-term deformation of the foundation and, in particular, the accumulation of rotation which is a complex Soil-Structure Interaction (SSI) problem. Accumulation of rotation requires the estimation of Load Utilisation (LU) ratio (i.e., ratio of the load-carrying capacity of the foundation to the applied loads from wind and wave). Estimation of LU for monopile is not trivial due to the simultaneous action of lateral load and moments and needs the introduction of interaction diagram concepts. This paper proposes methodologies to obtain LU for monopiles using three types of methods: (a) Simplified method, which is based on closed-form solution (where the load effects are uncoupled) and can be carried out using spreadsheets or pocket calculators; (b) Standard method based on non-linear Winkler spring (also known as p-y method) where the load effects are also uncoupled; (c) Advanced method, which uses Finite Element Method (where the load effects are coupled). Examples of monopiles are taken from European Wind Farms covering different ground profiles: Gunfleet Sands (clay profile), Walney-I (sandy profile), London Array-I (layered profile) and Barrow-II (layered profile) sites are analysed using all three methods. It is hoped that the methodology will be helpful in the design optimisation stage.

Offshore Wind Turbines are a complex, dynamically sensitive structure owing to their irregular mass and stiffness distribution and complexity of the loading conditions they need to withstand. There are other challenges in particular locations such as typhoon, hurricane, earthquake, sea-bed current, tsunami etc. As offshore wind turbines have stringent Serviceability Limit State (SLS) requirements and need to be installed in variable, and often complex ground conditions, their foundation design is challenging. Foundation design must be robust due to the enormous cost of retrofitting in a challenging environment should any problem occurs during the design lifetime. Traditionally, engineers use conventional types of foundation system such shallow Gravity-Based Foundations (GBF), suction caissons or slender pile or monopile owing to prior experience with designing such foundations for the oil and gas industry. For offshore wind turbine, however, new types of foundations are being considered for which neither prior experience nor guidelines exist. One of the major challenges is to develop a method to de-risk the life cycle of offshore wind turbines in diverse met-ocean and geological conditions. The paper, therefore, has the following aims: (a) Provide an overview of the complexities and the common SLS performance requirements for offshore wind turbine; (b) Discuss the use of physical modelling for verification and validation of innovative design concepts, taking into account all possible angles to de-risk the project. (c) Provide examples on applications of scaled model tests.

Large scale offshore wind farms are relatively new infrastructures and are being deployed in regions prone to earthquakes. Offshore wind farms comprise of both offshore wind turbines (OWTs) and balance of plants (BOP) facilities, such as inter-array and export cables, grid connection etc. An OWT structure can be either grounded systems (rigidly anchored to the seabed) or floating systems (with tension legs or catenary cables). OWTs are dynamically-sensitive structures made of a long slender tower with a top-heavy mass, known as Nacelle, to which a heavy rotating mass (hub and blades) is attached. These structures, apart from the variable environmental wind and wave loads, may also be subjected to earthquake related hazards in seismic zones. The earthquake hazards that can affect offshore wind farm are fault displacement, seismic shaking, subsurface liquefaction, submarine landslides, tsunami effects and a combination thereof. Procedures for seismic designing OWTs are not explicitly mentioned in current codes of practice. The aim of the paper is to discuss the seismic related challenges in the analysis and design of offshore wind farms and wind turbine structures. Different types of grounded and floating systems are considered to evaluate the seismic related effects. However, emphasis is provided on Tension Leg Platform (TLP) type floating wind turbine. Future research needs are also identified.