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This paper examines the seismic response of a large and complex system comprising a lock chamber and three neighbouring water saving basins (WSBs). To properly account for soil structure interaction, the developed two-dimensional plane strain finite element model included the entire system; namely the two lock counterfort walls, the lock chamber base slab, the WSBs and their associated retaining walls and cut slopes. The adopted ground conditions comprise sedimentary deposits of weak rocks of volcanic origin and more competent basalt, while the lock walls are back-filled with engineered fills of the in-situ materials. The stress-strain behaviour of the materials was simulated using a nonlinear cyclic model which adopts a logarithmic function to describe the backbone curve. The first set of analyses was undertaken under static conditions to simulate the construction sequence and to establish the stress regime prior to the examined seismic events. Subsequently, dynamic time domain analyses were performed to examine the response of the system to seismic loading. The ground motion was applied into the finite element mesh employing a sub-structuring technique which enables economic modelling of large computation domains and accurate representation of the semi-infinite half-space. The discussion of the dynamic analyses results focuses on the main lock structure, looking at the prevailing modes of deformation and the potential lift-off of the base of the lock walls.
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