Combined loading of caisson foundations in cohesive soil: Finite element versus Winkler modeling |
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| Institution: | 1. University of California (UCDavis), Davis, United States;2. National Technical University (NTUA), Athens, Greece;1. Department of Geotechnical Engineering, Tongji University, Shanghai 200092, China;2. Key Laboratory of Geotechnical and Underground Engineering of Ministry of Education, Tongji University, Shanghai 200092, China;1. State Key Laboratory of Hydraulic Engineering Simulation and Safety, Tianjin University, Tianjin 300072, China;2. Norwegian Geotechnical Institute, Sognsveien 72, 0855 Oslo, Norway;1. Indian Institute of Engineering Science & Technology, Shibpur, Howrah, India;2. Member of Institution of Civil Engineers, UK;3. Department of Civil Engineering, Indian Institute of Engineering Science & Technology, Shibpur, Howrah, India;4. Department of Civil Engineering, Indian Institute of Technology Kharagpur, Kharagpur, West Bengal, India;1. Siemens Wind Power, Beatrixlaan 800, 2595 BN Den Haag, The Netherlands;2. Faculty of Civil Engineering and Geosciences, Delft University of Technology, Stevinweg 1, 2628CN Delft, The Netherlands |
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| Abstract: | The undrained response of massive caisson foundations to combined horizontal, vertical and moment loading is parametrically investigated through a series of 3D finite element analyses. The parameters are: (a) the embedment ratio (D/B), (b) the factor of safety against initial vertical loading (FSV) and (c) the ratio of the overturning moment to the horizontal force applied at the top of the caisson (M/Q). Emphasis is given on: (i) the identification of all possible failure mechanisms in M–Q–N space, (ii) the developed stress distributions along the caisson walls for various load levels up to complete failure conditions. The results are then used as a feedback for calibrating the parameters of a generalized four-type spring model, originally proposed by Gerolymos and Gazetas (2006), through a genetic algorithm-based optimization procedure. The predictions of the Winkler model compare very well with the FE results, not only at the local response level (in terms of stress distributions along the caisson shafts), but at a global response level (in terms of force–displacement curves and M–Q–N failure envelopes at the top of the caisson) as well. Contrary to established lateral soil resistance theories, it is shown that both the ultimate horizontal soil reaction and resisting moment per unit depth do not solely depend on the strength properties of soil and geometry of the caisson but are also functions of the applied load ratio M/Q and initial soil yielding due to vertical loading. Interesting conclusions are also drawn regarding the transition from the elastic to the ultimate limit state (hardening). Quantifying through analytical expressions the contribution of each of the two basic lateral resisting mechanisms to the response of the caisson, a classification method for embedded foundations is then proposed. The capabilities of the Winkler model are further demonstrated through comparison with FE analysis of the caisson cyclic lateral response. |
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| Keywords: | Caisson foundation Ultimate lateral soil reaction Winkler modeling 3D Finite element analysis Nonlinear response Soil–foundation interaction Static and cyclic lateral loading Validation Optimization |
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