TY - JOUR
T1 - Breaking wave-induced response of composite breakwater and liquefaction in seabed foundation
AU - Jianhong, Ye
AU - Dongsheng, Jeng
AU - Liu, P. L.F.
AU - Chan, A. H.C.
AU - Ren, Wang
AU - Changqi, Zhu
N1 - Funding Information:
The authors Prof. Wang and Prof. Zhu thank the financial support from Chinese 973 Project: Evolutionary Trends and Sustainable Utilization of Coral Reefs in the South China Sea ( 2013CB956104 ). The author Ye Jianhong and Jeng Dongsheng are grateful for the financial support from EPSRC#EP/G006482/1 . The author Ye Jianhong also appreciates the funding support of Overseas Research Student Award from Scottish Government, UK.
PY - 2014/3
Y1 - 2014/3
N2 - In the practice of engineering, breaking wave is much more dangerous for the stability of composite breakwater built on porous seabed than non-breaking wave in offshore area. In previous investigations or design codes, the empirical formulations generally were adopted to estimate the wave impact acting on the lateral side of caisson. The interaction between breaking wave, seabed foundation and composite breakwater is not taken into consideration. In this study, adopting the integrated numerical model PORO-WSSI 2D developed by (Ye, 2012a) and (Jeng et al., 2013), the interaction mechanism between breaking wave, seabed foundation and composite breakwater is investigated numerically. In PORO-WSSI 2D,the Volume-Averaged Reynolds Averaged Navier-Stokes (VARANS) equations govern the wave motion and the porous flow in seabed foundation and in rubble mound; and the dynamic Biot's equations (known as ". u-p" approximation) govern the dynamic behaviors of seabed foundation and composite breakwater under breaking wave loading. Numerical analysis indicates that the turbulent energy of breaking wave is significant, and the wave impact on caisson applied by breaking wave is much greater than non-breaking wave. The composite breakwater and its seabed foundation respond to the breaking wave loading intensively. The maximum horizontal vibration magnitude of the composite breakwater is up to 5. mm; the maximum liquefaction depth in the seabed in front of the composite breakwater reaches up to 1.2 to 1.6. m. The parametric study shows that the permeability and saturation of seabed, wave height are three dominant factors for the wave-induced liquefaction in seabed foundation.
AB - In the practice of engineering, breaking wave is much more dangerous for the stability of composite breakwater built on porous seabed than non-breaking wave in offshore area. In previous investigations or design codes, the empirical formulations generally were adopted to estimate the wave impact acting on the lateral side of caisson. The interaction between breaking wave, seabed foundation and composite breakwater is not taken into consideration. In this study, adopting the integrated numerical model PORO-WSSI 2D developed by (Ye, 2012a) and (Jeng et al., 2013), the interaction mechanism between breaking wave, seabed foundation and composite breakwater is investigated numerically. In PORO-WSSI 2D,the Volume-Averaged Reynolds Averaged Navier-Stokes (VARANS) equations govern the wave motion and the porous flow in seabed foundation and in rubble mound; and the dynamic Biot's equations (known as ". u-p" approximation) govern the dynamic behaviors of seabed foundation and composite breakwater under breaking wave loading. Numerical analysis indicates that the turbulent energy of breaking wave is significant, and the wave impact on caisson applied by breaking wave is much greater than non-breaking wave. The composite breakwater and its seabed foundation respond to the breaking wave loading intensively. The maximum horizontal vibration magnitude of the composite breakwater is up to 5. mm; the maximum liquefaction depth in the seabed in front of the composite breakwater reaches up to 1.2 to 1.6. m. The parametric study shows that the permeability and saturation of seabed, wave height are three dominant factors for the wave-induced liquefaction in seabed foundation.
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U2 - 10.1016/j.coastaleng.2013.08.003
DO - 10.1016/j.coastaleng.2013.08.003
M3 - Article
AN - SCOPUS:84891932457
SN - 0378-3839
VL - 85
SP - 72
EP - 86
JO - Coastal Engineering
JF - Coastal Engineering
ER -