Breaking wave-induced response of composite breakwater and liquefaction in seabed foundation
Breaking wave-induced response of composite breakwater and liquefaction in seabed foundation
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DOI：
10.1016/j.coastaleng.2013.08.003
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发表时间：
2014-03
影响因子：
4.4
通讯作者：
Jianhong Ye;Jeng Dongsheng;P. Liu;A. Chan;Wang Ren;Chang-qi Zhu
中科院分区：
文献类型：
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作者：
Jianhong Ye;Jeng Dongsheng;P. Liu;A. Chan;Wang Ren;Chang-qi Zhu
在工程实践中，破碎波对多孔海床复合防波堤稳定性的危害远大于近海非破碎波。在以往的研究或设计规范中，一般采用经验公式来估计作用于沉箱侧面的波浪冲击。未考虑破碎波、海底基础和复合防波堤之间的相互作用。本研究采用（Ye, 2012a）和（Jeng et al., 2013）开发的PORO-WSSI 2D综合数值模型，数值研究了破碎波、海底基础和复合防波堤之间的相互作用机制。在PORO-WSSI 2D中，体积平均Reynolds平均Navier-Stokes （VARANS）方程控制了海床基础和碎石丘中的波浪运动和多孔流动；动力Biot方程（称为“u-p”近似）控制了破碎波荷载作用下海底基础和复合防波堤的动力行为。数值分析表明，破碎波的湍流能量显著，破碎波对沉箱的冲击要远大于非破碎波。复合防波堤及其海底基础对破碎波荷载的响应强烈。复合防波堤的最大水平振动量级可达5 mm；复合防波堤前海床最大液化深度可达1.2 ~ 1.6 m。参数化研究表明，海床的渗透性、饱和度、波高是影响海床基础波浪液化的三个主要因素。
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.