Ultimate lateral bearing capacity of tetrapod jacket foundation in clay |
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| Institution: | 1. Key Laboratory of Ministry of Education for Geomechanics and Embankment Engineering, Hohai University, Nanjing 210098, China;2. Jiangsu Research Center for Geotechnical Engineering Technology, Hohai University, Nanjing 210098, China;3. College of Civil Engineering and Architecture, Shandong University of Science and Technology, Qingdao 266590, China;1. State Key Laboratory of Hydraulic Engineering Simulation and Safety, Tianjin University, 92 Weijin Road, Nankai District, Tianjin 300072, China;2. Centre for Offshore Foundation Systems, a node of the ARC Centre of Excellence for Geotechnical Science and Engineering, University of Western Australia, Australia;1. China University of Petroleum-Beijing, Ocean Oil-Gas Research Center, Beijing 102249, China;2. SAWS Key Laboratory For Oil–Gas Safety Engineering Center, Beijing 102249, China;3. COTEC Offshore Engineering Solutions, Beijing, China;1. College of Civil Engineering and Architecture, Guangxi University, Nanning, Guangxi 530004, China;2. Key Laboratory of Disaster Prevention and Structural Safety of Ministry of Education, Guangxi University, Nanning, Guangxi 530004, China;3. Key Laboratory of Disaster Prevention and Mitigation and Engineering Safety of Guangxi, Nanning, Guangxi 530004, China;4. Guangxi Key Lab of Road Structure and Materials, Guangxi Transportation Science and Technology Group CO. ,LTD, Nanning 530007, China;5. School of Civil Engineering, Sun Yat-sen University, Zhuhai 519000, China |
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| Abstract: | The tetrapod jacket foundations that are always used to support offshore wind turbines have been investigated primarily in laboratory experiments. In this study, the ultimate lateral soil resistance on this type of foundation was investigated using the finite element method and the analytical upper bound plasticity method. The numerical results show good agreement with the theoretical upper bound solutions under the same pile spacings (S) and soil-pile adhesion factors (α). Three distinct failure mechanisms (mechanisms A, B and C) were established in terms of different pile spacings. The ultimate lateral pressure was subsequently determined using numerical analyses with consideration of the loading direction. The most critical loading direction angles (θ) vary with the soil-pile adhesion factors, and are θ = 0 for α = 1 and θ = π/4 for α = 0. Selected empirical equations were proposed to predict the ultimate lateral bearing capacity for engineering practice, considering the pile spacing, soil-pile adhesion and loading direction. |
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| Keywords: | Tetrapod jacket foundation Lateral bearing capacity Clay Finite element modelling Limit analysis |
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