In this paper, preliminary study is conducted on oscillatory wave-induced seabed response around three configuration cases of pile support foundations applying a 3-dimensional integrated numerical model to study and comparatively analyzed them. In the past, numerous studies have been conducted into exploring the wave-seabed-structure interaction (WSSI) mostly around monopile. However, attention on other pile support structure foundations is minimal. In this present study, Reynolds-Average Navier-Stokes equations with k-turbulence closure as well as Biot's poroelastic theory are employed to govern the wave motion and porous seabed foundation respectively. The present numerical model is compared with available physical experimental data to determine its capability of simulating the WSSI around pile structures. Results analysis indicate that the impact of wave forces and wave pressure on the gravity-based support foundation is relatively higher than that of the monopile and tripod support pile due to the large peripheral area it occupied. Result of the momentary wave-induced liquefaction depth for the three configuration cases of pile structures at the upstream side in the seabed foundation shows that the tripod support pile has higher tendency resistance against wave-induced liquefaction, which may perhaps be due to the additional legs.

This article focuses on a two-dimensional numerical model established to determine the seabed dynamic response in the region of a permeable submerged breakwater. The wave motion in this article is governed by the volume-averaged Reynolds-averaged Navier-Stokes equation, whereas Biot's poro-elastic equation determines the seabed foundation. The water surface is recorded using the volume of fluid technique. In this study, the results for the two-dimensional seabed dynamic response for both the consolidation status and the dynamic wave-induced response status for the seabed foundation coupled with submerged breakwater are illustrated. The numerical results examined from the dynamic pore pressure, the effective stresses, the shear stress, and the seabed soil displacements revealed that the impact of dynamic response at the offshore zone/seaward on the seabed foundation is more developed than at the onshore zone/harbor side. Parametric results analysis as regards the effect of the wave, the seabed, and the submerged breakwater structure variation significantly affected the seabed foundation response coupled with the breakwater structure. The numerical outcome on the liquefaction potential shows that the seabed foundation is more seemingly to liquefy and happen approximately at the toe of the submerged breakwater under the wave loading.

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Wave penetration analysis is typically performed to ensure that the coastal structure at the harbour provides adequate shelter from waves and currents for ship berthing. Generally, wave penetration inside a harbour occurs through the entrance. The type of coastal protection (usually a breakwater) also has an impact on wave agitation within the harbour. In this research, wave penetration analysis has been done, mainly, by using MIKE 3 Wave FM software to model seven different scenarios as individual cases. From the seven different cases, the mean wave disturbance coefficient and mean significant wave height in the berthing area are determined. The model results showed that the wave penetration on the turning circle in the navigation channel is relatively unaffected by the wave disturbance in all seven cases. It is observed that 80 % of the time the significant wave height in the berthing area was less than or equal to 0.1 meters. The wave climate in the berthing area is therefore classified as good. Consequently, it can be concluded that the breakwaters are achieving their goal of reducing the impact of wave action and currents within the harbour.