直立堤前的破碎波流场特征及波浪力研究
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摘要
防波堤是一种用于防御风浪侵袭港口水域,保证港内平稳的重要水工建筑物。作为抵御外海波浪入侵的屏障,其自身在恶劣海况下的安全问题一直是学者关注和研究的热点。对于直立式防波堤而言,当波高、水深、基床、海床底坡等条件满足一定关系时,会产生对直立堤具有巨大冲击性和破坏性的波浪形态(即近破波或远破波),巨大的冲击荷载可能会导致结构失稳或破坏。破碎波荷载的产生与破碎波流场具有密切关系,因此对于破碎波波浪形态和流场特性的研究,有着重要的科学价值和实际意义。本论文利用PIV激光流场测试系统和数值模拟方法,在规则波条件下对近破波和远破波进行了物理模型试验和数值模拟的研究工作：
(1)建立了以Naiver-Stokes方程为基本控制方程、CLEAR-VOF方法追踪水体运动表面的二维数值波浪水槽模型。该数值模型采用大涡模拟方法模拟湍流效应,有限元方法对控制方程进行离散。利用该模型成功的模拟了二阶斯托克斯波的传播；通过对立波的模拟验证了可吸收式数值造波边界条件；在非结构化网格下成功模拟了溃坝的流动,验证了该模型与非结构化网格联合应用的能力；利用该模型,成功的模拟了直立式防波堤前不同破碎形态的近破波和远破波,流场的数值结果与试验结果良好符合。
(2)利用PIV激光流场测试系统及波浪压力传感器对直立堤前的近破波流场和破碎波压力进行了测试研究：分析了不同基床和相对波高条件下的堤前波浪破碎形态和流场特征；分析了近破波的冲击过程；给出了冲击时刻堤前水平流速的沿垂向分布；发现了堤脚处堤脚涡的存在；分析了相对波高对破碎波压力和总力的影响。结果表明,在本文的试验参数条件下,直立堤前出现了Flip-through、Well-developed plunging breaker和Turbulent bore三种不同的波浪破碎形态；对于中基床,冲击时刻最大水平速度发生在水面处,对于高基床,冲击时刻最大水平速度发生在水面下；在d1/d=0.26条件下,当相对波高H/d1增大到1.2时,破碎波浪力随着相对波高增大而减小。
利用数值波浪水槽模型,对近破波问题进行了更深入的计算：分析了多种基床、相对波高和相对肩宽条件下的堤前波浪破碎形态；研究了波浪破碎时水质点水平特征速度和击堤时沿堤面垂向特征速度的变化规律；分析了相对肩宽对近破波总力的影响,研究了静水面处波压力峰值和对应位置处的水质点水平冲击速度平方之间的关系。结果表明,不同相对水深条件下相对波高对无量纲化速度VH产生不同的影响,而相对波高一定时无量纲化速度VH基本随着相对水深的增大而减小,随着相对肩宽的增大而增大；不同相对水深条件下相对波高对无量纲化速度VV体现出不同的影响,而相对波高一定时VV随着相对水深或相对肩宽的增大而增大；当相对波高H/d1在0.8～1.1变化时,最不利肩宽基本出现在b/L=0.1-0.2之间,并且相对水深一定时,最不利肩宽随着相对波高的增大而减小；静水面处波压力峰值Ppeak和对应位置处的水质点水平冲击速度平方v2之间的关系可表示为Ppeak≈0.75ρv2。
(3)利用PIV激光流场测试系统对直立堤前的远破波流场形态进行了研究,分析了特征流速和波浪力。在模型试验结果基础之上,对直立堤前的远破波问题进行了深一步的数值计算。结果表明破后波型远破波的破碎程度要剧烈于“原始行进波未破型”的远破波；破后波型远破波会产生较大的波浪力。
The breakwater, which is one kind of the important coastal structures, is used to protect the harbour from wave intrusion and ensures the water smooth. As a barrier to protect the harbor from the intrusion of the offshore wave, the safety of the breakwater in bad weather condition has been widely studied by the scholars. If the wave height, water depth, mound foundation and the sea bed slope satisfy certain conditions, the waves (breaking or broken wave) which have great impactive and destructive power to the vertical breakwater would occur. The strong wave load can cause the instability and damage of the structure. The characteristic of the wave load has close relationship with the flow field. So the study of breaking and broken wave profiles and the characteristics of flow field has important significance. With PIV system and numerical model, the breaking and broken waves are studied experimentally and numerically in the case of regular waves in this paper:
(1) A two-dimensional numerical model based on the Navier-Stokes equations and computational Lagrangian-Eulerian advection remap-volume of fluid (CLEAR-VOF) method is developed to simulate water wave problems. In this numerical model, large eddy simulation method is used to describe the turbulent effect and finite element method is adopted to discretize the governing equations. By using this numerical model, second order stokes waves are well simulated; the absorbing wave generation theory is verified by the simulation of standing wave; the dam-collapse flow is simulated with unstructured grids, and the capability of the numerical model combined with unstructured grids is verified; the breaking and broken waves in front of a vertical breakwater are simulated and the results have good agreement with the experimental data.
(2) By using PIV system, the flow fields and wave pressures of breaking wave are studied:the breaking wave profiles and the characteristics of flow velocity are analyzed under different mound and relative wave height conditions; the breaking wave impcat processes are analyzed; the vertical distributions of the horizontal velocity at the instant of impact are given; the vortexes at the toe of the vertical breakwater during the impact process are found; the effects of relative wave height on wave pressures and forces are discussed. Results show, three breaker types, Flip-through, Well-developed plunging breaker and Turbulent bore, are found in the PIV experiment; at the instant of impact, the maximum horizontal velocity occurs near the wave surface in the case of medium-height mound foundation, and under the wave surface in the case of high mound foundation; when d1/d=0.26and H/d1increases to1.2, the breaking wave force decreases with the increase of relative wave height.
By using the numerical model, more groups calculation for breaking wave problems are carried out:the breaking wave profiles under different mound, relative wave height and relative berm width conditions are analyzed; the variations of the characteristic horizontal velocities and the characteristic vertical velocities along the vertical breakwater are studied; the effects of relative berm width on breaking wave force are discussed; and the relation between peak wave pressures and the horizontal velocities of the water particles at the still water level is given. Results show, the relative wave height has different effects on the dimensionless VH with the change of relative water depth, the dimensionless VH decreases with the increase of relative water depth and increases with the increase of relative berm width under certain relative wave height condition; the relative wave height has different effects on the dimensionless VV with the change of relative wave height, the dimensionless VV increases with the increase of relative water depth or relative berm width under certain relative wave height condition; as the relative wave height varies from0.8to1.1, the maxium wave force occurs between b/L,=0.1～0.2, and with certain water depth, the relative berm width for the maxium wave force decreases with the increase of relative wave height; the relation of the peak wave pressures and the horizontal velocities at the still water level can be described as Ppeak≈0.75ρv2.
(3) By using PIV system, the flow fields of broken waves are experimentally studied. Based on the experimental results, the broken waves are further calculated. The results show, the broken wave induced by the traveling-breaking wave breaks more intensely than the broken wave induced by the normal-traveling wave; bigger wave force could occur during the impact of the broken wave induced by the traveling-breaking wave.
(1)建立了以Naiver-Stokes方程为基本控制方程、CLEAR-VOF方法追踪水体运动表面的二维数值波浪水槽模型。该数值模型采用大涡模拟方法模拟湍流效应,有限元方法对控制方程进行离散。利用该模型成功的模拟了二阶斯托克斯波的传播；通过对立波的模拟验证了可吸收式数值造波边界条件；在非结构化网格下成功模拟了溃坝的流动,验证了该模型与非结构化网格联合应用的能力；利用该模型,成功的模拟了直立式防波堤前不同破碎形态的近破波和远破波,流场的数值结果与试验结果良好符合。
(2)利用PIV激光流场测试系统及波浪压力传感器对直立堤前的近破波流场和破碎波压力进行了测试研究：分析了不同基床和相对波高条件下的堤前波浪破碎形态和流场特征；分析了近破波的冲击过程；给出了冲击时刻堤前水平流速的沿垂向分布；发现了堤脚处堤脚涡的存在；分析了相对波高对破碎波压力和总力的影响。结果表明,在本文的试验参数条件下,直立堤前出现了Flip-through、Well-developed plunging breaker和Turbulent bore三种不同的波浪破碎形态；对于中基床,冲击时刻最大水平速度发生在水面处,对于高基床,冲击时刻最大水平速度发生在水面下；在d1/d=0.26条件下,当相对波高H/d1增大到1.2时,破碎波浪力随着相对波高增大而减小。
利用数值波浪水槽模型,对近破波问题进行了更深入的计算：分析了多种基床、相对波高和相对肩宽条件下的堤前波浪破碎形态；研究了波浪破碎时水质点水平特征速度和击堤时沿堤面垂向特征速度的变化规律；分析了相对肩宽对近破波总力的影响,研究了静水面处波压力峰值和对应位置处的水质点水平冲击速度平方之间的关系。结果表明,不同相对水深条件下相对波高对无量纲化速度VH产生不同的影响,而相对波高一定时无量纲化速度VH基本随着相对水深的增大而减小,随着相对肩宽的增大而增大；不同相对水深条件下相对波高对无量纲化速度VV体现出不同的影响,而相对波高一定时VV随着相对水深或相对肩宽的增大而增大；当相对波高H/d1在0.8～1.1变化时,最不利肩宽基本出现在b/L=0.1-0.2之间,并且相对水深一定时,最不利肩宽随着相对波高的增大而减小；静水面处波压力峰值Ppeak和对应位置处的水质点水平冲击速度平方v2之间的关系可表示为Ppeak≈0.75ρv2。
(3)利用PIV激光流场测试系统对直立堤前的远破波流场形态进行了研究,分析了特征流速和波浪力。在模型试验结果基础之上,对直立堤前的远破波问题进行了深一步的数值计算。结果表明破后波型远破波的破碎程度要剧烈于“原始行进波未破型”的远破波；破后波型远破波会产生较大的波浪力。
The breakwater, which is one kind of the important coastal structures, is used to protect the harbour from wave intrusion and ensures the water smooth. As a barrier to protect the harbor from the intrusion of the offshore wave, the safety of the breakwater in bad weather condition has been widely studied by the scholars. If the wave height, water depth, mound foundation and the sea bed slope satisfy certain conditions, the waves (breaking or broken wave) which have great impactive and destructive power to the vertical breakwater would occur. The strong wave load can cause the instability and damage of the structure. The characteristic of the wave load has close relationship with the flow field. So the study of breaking and broken wave profiles and the characteristics of flow field has important significance. With PIV system and numerical model, the breaking and broken waves are studied experimentally and numerically in the case of regular waves in this paper:
(1) A two-dimensional numerical model based on the Navier-Stokes equations and computational Lagrangian-Eulerian advection remap-volume of fluid (CLEAR-VOF) method is developed to simulate water wave problems. In this numerical model, large eddy simulation method is used to describe the turbulent effect and finite element method is adopted to discretize the governing equations. By using this numerical model, second order stokes waves are well simulated; the absorbing wave generation theory is verified by the simulation of standing wave; the dam-collapse flow is simulated with unstructured grids, and the capability of the numerical model combined with unstructured grids is verified; the breaking and broken waves in front of a vertical breakwater are simulated and the results have good agreement with the experimental data.
(2) By using PIV system, the flow fields and wave pressures of breaking wave are studied:the breaking wave profiles and the characteristics of flow velocity are analyzed under different mound and relative wave height conditions; the breaking wave impcat processes are analyzed; the vertical distributions of the horizontal velocity at the instant of impact are given; the vortexes at the toe of the vertical breakwater during the impact process are found; the effects of relative wave height on wave pressures and forces are discussed. Results show, three breaker types, Flip-through, Well-developed plunging breaker and Turbulent bore, are found in the PIV experiment; at the instant of impact, the maximum horizontal velocity occurs near the wave surface in the case of medium-height mound foundation, and under the wave surface in the case of high mound foundation; when d1/d=0.26and H/d1increases to1.2, the breaking wave force decreases with the increase of relative wave height.
By using the numerical model, more groups calculation for breaking wave problems are carried out:the breaking wave profiles under different mound, relative wave height and relative berm width conditions are analyzed; the variations of the characteristic horizontal velocities and the characteristic vertical velocities along the vertical breakwater are studied; the effects of relative berm width on breaking wave force are discussed; and the relation between peak wave pressures and the horizontal velocities of the water particles at the still water level is given. Results show, the relative wave height has different effects on the dimensionless VH with the change of relative water depth, the dimensionless VH decreases with the increase of relative water depth and increases with the increase of relative berm width under certain relative wave height condition; the relative wave height has different effects on the dimensionless VV with the change of relative wave height, the dimensionless VV increases with the increase of relative water depth or relative berm width under certain relative wave height condition; as the relative wave height varies from0.8to1.1, the maxium wave force occurs between b/L,=0.1～0.2, and with certain water depth, the relative berm width for the maxium wave force decreases with the increase of relative wave height; the relation of the peak wave pressures and the horizontal velocities at the still water level can be described as Ppeak≈0.75ρv2.
(3) By using PIV system, the flow fields of broken waves are experimentally studied. Based on the experimental results, the broken waves are further calculated. The results show, the broken wave induced by the traveling-breaking wave breaks more intensely than the broken wave induced by the normal-traveling wave; bigger wave force could occur during the impact of the broken wave induced by the traveling-breaking wave.
引文
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