规则波作用下带栅栏板海堤越浪的数值模拟
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摘要
海堤是一种常用的海岸防护工程结构,被用于防御外海来波对陆域的侵袭。海堤越浪事关海堤安全,合理确定越浪量是海堤设计的关键技术之一。本文研究可刻画栅栏板几何形状的海堤越浪过程数值模型,以期望为工程设计提供新的研究手段,并探讨栅栏板的消能机理。
基于RANS方程和VOF方法,采用RNGk湍流模型,考虑水-气二相流动,建立了可进行海堤断面越浪数值模拟的数值波浪水槽。采用现有的简单断面的斜坡堤越浪实验结果和相应的其他数值模型的计算结果,对本文所使用的数值模型进行了验证,结果表明越浪量计算结果与实验数据基本一致,数值模型可以对越浪量进行较为准确的预报。
通过系列数值实验模拟光板和带有栅栏板情况下海堤的越浪过程,主要得到了以下结果:(1)给出了规则波作用下光板和带有栅栏板情况下海堤越浪堤顶流垂线平均流速的时间过程线,计算结果得到实验验证。结果表明,海堤表面铺设栅栏板有助于减小堤顶越浪水体垂线平均流速的最大值,避免堤顶和后坡的过度冲刷。(2)通过对海堤表面附近的流场和能量耗散的分析,初步讨论了栅栏板作用下越浪流的流场特征和栅栏板的消能机理,结果表明,相对于光板海堤,栅栏板凹槽内的复杂流动造成了越浪过程中水体能量的额外消耗。(3)比较了带栅栏板海堤与光板海堤的越浪量,在相同波参数的情况下带有栅栏板海堤越浪量的折减系数约为0.8。
The Sea dike plays an important role in costal defense projects. It was used to protect the land in coastal area from the effects of waves and storm surges. The research on interaction of water waves and structures and overtopping discharge is one of the major problems in sea dikes design. This paper aims at establishing a numerical wave flume that could simulate the overtopping process in regular waves with accurate describing fence panels.
Based on the Reynolds-averaged Navier-Stokes equations, the Volume of Fluid method and the RNG k-epsilon turbulence model, a numerical wave flume was formulated in the framework of two phase mixture flow model. The numerical model can simulate the overtopping process in regular waves against a sea dike with fence panels. Regular wave overtopping against a sea dike of simple profile was also simulated for validation of the numerical model. Comparing the computed overtopping discharge with published physical model data and other numerical results for the case without fence panels, it was proved that the numerical model can predict overtopping discharge reasonably.
Numerical simulations of overtopping against sea dikes with fence panels were carried out. The computed depth averaged velocity of overtopping flows on the dike crest were obtained and compared with the physical model result. It shows that fence panels can reduce the max depth averaged velocity. The velocity fields and turbulent energy dissipation rate fields near the wall of sea dike with fence panels were discussed to look insight the effects of fence panels on the energy dissipation and the overtopping discharge reduction. Comparison of the overtopping discharge shows that sea dikes with fence panels can reduce about 20% overtopping discharge.
基于RANS方程和VOF方法,采用RNGk湍流模型,考虑水-气二相流动,建立了可进行海堤断面越浪数值模拟的数值波浪水槽。采用现有的简单断面的斜坡堤越浪实验结果和相应的其他数值模型的计算结果,对本文所使用的数值模型进行了验证,结果表明越浪量计算结果与实验数据基本一致,数值模型可以对越浪量进行较为准确的预报。
通过系列数值实验模拟光板和带有栅栏板情况下海堤的越浪过程,主要得到了以下结果:(1)给出了规则波作用下光板和带有栅栏板情况下海堤越浪堤顶流垂线平均流速的时间过程线,计算结果得到实验验证。结果表明,海堤表面铺设栅栏板有助于减小堤顶越浪水体垂线平均流速的最大值,避免堤顶和后坡的过度冲刷。(2)通过对海堤表面附近的流场和能量耗散的分析,初步讨论了栅栏板作用下越浪流的流场特征和栅栏板的消能机理,结果表明,相对于光板海堤,栅栏板凹槽内的复杂流动造成了越浪过程中水体能量的额外消耗。(3)比较了带栅栏板海堤与光板海堤的越浪量,在相同波参数的情况下带有栅栏板海堤越浪量的折减系数约为0.8。
The Sea dike plays an important role in costal defense projects. It was used to protect the land in coastal area from the effects of waves and storm surges. The research on interaction of water waves and structures and overtopping discharge is one of the major problems in sea dikes design. This paper aims at establishing a numerical wave flume that could simulate the overtopping process in regular waves with accurate describing fence panels.
Based on the Reynolds-averaged Navier-Stokes equations, the Volume of Fluid method and the RNG k-epsilon turbulence model, a numerical wave flume was formulated in the framework of two phase mixture flow model. The numerical model can simulate the overtopping process in regular waves against a sea dike with fence panels. Regular wave overtopping against a sea dike of simple profile was also simulated for validation of the numerical model. Comparing the computed overtopping discharge with published physical model data and other numerical results for the case without fence panels, it was proved that the numerical model can predict overtopping discharge reasonably.
Numerical simulations of overtopping against sea dikes with fence panels were carried out. The computed depth averaged velocity of overtopping flows on the dike crest were obtained and compared with the physical model result. It shows that fence panels can reduce the max depth averaged velocity. The velocity fields and turbulent energy dissipation rate fields near the wall of sea dike with fence panels were discussed to look insight the effects of fence panels on the energy dissipation and the overtopping discharge reduction. Comparison of the overtopping discharge shows that sea dikes with fence panels can reduce about 20% overtopping discharge.
引文
[1] Brebbia CA. The Boundary Element Method for Engineers[s].Wiley:New York, 1978.
[2] Longuet-Higgius MS, Cokelet CD. The deformation of steep surface waves on water[J]. Proc.R.Soc.London,1976, A350:1-26
[3] Dommermuth DG and Yue DK. Numerical simulations of nonlinear axisymmetric flow with a free surface[J]. Fluid Mechanics, 1987,178:195-219
[4] Skyner D. A comparison of numerical predictions and experimental measurements of the internal kinematic of a deep water plunging wave[J]. Fluid Mechanics, 1996, 315: 51-64.
[5] Guignard S, Grilli S, Marcer R, Rey V. Computation of shoaling and breaking waves in near shore areas by the coupling of BEM and VOF methods Proceedings[R]. The Ninth International Offshore and Polar Engineering Conference, Brest. France, 1999.
[6]刘桦,林怡若,张灼,薛雷平.基于高阶边界元的三维数值波浪港池[J].海洋工程, 2004(2)
[7]王永学.VOF方法数模直墙式建筑物前的波浪破碎过程[J].自然科学进展-国家重点实验室通讯,1993,3(6):553-559.
[8]王金瑞.波浪运动的数值模拟[J].华北水利水电学院学报,1996,17(1):13-20.
[9]刘海青,赵子丹.数值波浪水槽的建立与验证[J].水动力学研究与进展,1999, 14(1):7-12.
[10]万德成,缪国平.数值模拟波浪翻越直立方柱[J].水动力学研究与进展,1998, 13(3):363-370.
[11]高学平,曾广冬,张亚.不规则波浪数值水槽的造波和阻尼消波[J].海洋学报, 2002,24(2):127—132.
[12] Yamada F, Takikawa K. Numerical models with Reynolds equation based energy dissipation for plunging breakers on a uniform slope [J].Coastal Engineering, 1999(41):247-267.
[13] Harlow FH, Welch JE. Numerical Calculation of Time-Dependent Viscous Incompressible Flow [J]. Phys. Fluids 8, 21-82.
[14] Daly BJ. Numerical Study of the Effect of Surface Tension on Interface Instability[J]. Phys. Fluids 12, 13-40.
[15] Hirt CW, Cook JL, Butler TD. A Lagrangian Method for Calculating the Dynamics of an Incompressible Fluid with Free Surface [J]. Comp. Phys. 5:103.
[16] Nichols BD, Hirt CW. Calculating Three-Dimensional Free Surface Flows in the Vicinity of Submerged and Exposed Structures [J]. Comp. Phys. 12:234.
[17] Hirt CW, Amsden AA, Cook JL. An Arbitrary Lagrangian-Eulerian Computing Method for all Flow Speeds [J]. Comp. Phys., 14:227.
[18] Nichols BD, Hirt CW. Methods for Calculating Multidimensional, Transient Free Surface Flows Past Bodies [P]. The First International Conf. On Num. Ship Hydrodynamics, Gaithersburg, ML, Oct:20-23.
[19] Nichols BD, Hirt CW. Numerical Simulation of BWR Vent-Clearing Hydrodynamics [J]. Nucl. Sci. Eng. 73:19
[20] Hirt CW, Nichols BD. Volume of Fluid (VOF) Method for the Dynamics of Free Boundaries [J]. Comp. Phys. 39:201
[21] Ursell F, Dean RG,Yu Ys. Forced small-amplitude water waves:a comparison of theory and experiment [J].Journal of Fluid Mechanics, 1960(7):33-52.
[22] Peter T, Julien DR. An active wave generating-absorbing boundary condition for VOF type numerical model [J]. Coastal Engineering, 1999,38: 223-247
[23] Brorsen M, Larsen J. Source generation of nonlinear gravity waves with the boundary intergral equation method [J].Costal Engineering,1987,11(2):93-113.
[24] Wei.G, Kirby JT, Sin H. A. Generation waves in Boussinesq models using a source function method [J].Coastal Eng., 1999,36(2):271-299
[25]高学平,曾广冬.不规则波浪数值水槽的造波和阻尼消波[J].海洋学报,2002, 24(2):127-132
[26] Koji K. Numerical simulation of breaking and post- breaking Wave deformation process around a submerged breakwater [J]. Coastal Engineering ,1999,41:201-223.
[27] Saville TJR. Laboratory date on wave run up and overtopping on shore structures. Beach [S].U.S.Army Corps of Engineers.Washington,DC.195.
[28] Owen MW. Design of sea walls allowing for overtopping [R]. No.EX924.HE, Wallingford,1980.
[29] De Waal JP, van der Meer JW. Wave Run up and Overtopping on Coastal Structures. Proceedings [R]. The twenty-third International Conference, Venice, Italy. Conference on Coast Engineer ASCE, 1992,17:58-77.
[30] Ward DL, Allrens JP. Overtopping Rates for Seawalls [M].U.S. ARMY COAST.ENG. RES. CENT,1992,6.
[31]黄世昌,杜明球,吴一鸣.斜坡式海堤越浪量与堤顶最大打击力的试验研究[J].河口与海岸工程,1997,(l):44- 54
[32]陈谦,吴卫,卢永金,刘桦.离岸式潜堤对海堤越浪量影响的实验研究[J].力学季刊,2006,17(2):262-266
[33]李晓亮,俞幸修.斜向和多向不规则波在斜坡堤上的平均越浪量试验研究[J].海洋学报(中文版),2007,(6)
[34]张亦飞,沈家法,曹玉泉.海塘越浪量风险分析[J].海洋学研究,2005, (3):l-7
[35] Holger S. Overtopping flow on seadikes–Experimental and Theoretical Investigations [D], PHD Thesis Delft. 2001
[36] Marcel RA, Van G. Wave runup on Dikes with Shallow Foreshores [J]. Journal of waterway, port, coastal, and ocean engineering.2001,254-262.
[37] Hu K, Mingham CG. Causon DM. Numerical simulation of wave overtopping of coastal structures using the non-linear shallow water equations[J]. Coastal Engineering, 2002, 41: 433-465
[38] Patrick J, Lynett JA, Melby DHK. An application of Boussinesq modeling to Hurricane wave overtopping and inundation[J]. Ocean Engineering, 2010,37(1):135-153
[39] Inigo J, Losada JL, Lara RG, Jose M. Numerical analysis of wave overtopping of rubble mound breakwaters[J]. Coastal Engineering, 2008, 55(1): 47-62
[40]周勤俊,王本龙,兰雅梅,刘桦.海堤越浪的数值模拟[J].力学季刊,2005, 26(4):629-633
[41]张九山,吴卫,王本龙,刘桦,卢永金.带异形块体海堤越浪的数值模拟[J];水动力学研究与进展(A辑).2006, 05.
[42]刘亚男.规则波中复合式海堤越浪的数值模拟[D].上海:上海交通大学,2007
[43]刘亚男,郭晓宇,王本龙,刘桦.基于RANS方程的海堤越浪数值模拟[J].水动力学研究进展,2007, 22(06):682-688
[44]焦颖颖.新型弧形返浪墙水动力数值模拟[D];上海交通大学;2007年
[45]王鹏,孙大鹏,吴浩.海堤上波浪爬高与越浪计算分析[J].海洋工程, 2011,29(4):97-102
[46]王鹏,孙大鹏.基于FLUENT的海堤越浪数值模拟[J].中国水运, 2011,11(7): 73-75
[47]卢永金,何友声,刘桦.海堤设防标准探讨[J].中国工程科学, 2005,17(112) : 17-23
[48] Saad Y, Schultz MH, GMRES. A generalized minimal residual algorithm for solving nonsymmetrical linear systems [J]. Journal on Scientific and Statistical Computing, 1986,7:856-869.
[49] Yao GF. Development of New Pressure-Velocity Solvers in FLOW-3D[R]. Flow Science, Inc. 2004.
[50] Pieere L, Stephane, V, Stephane A, Jean-Paul C. Three-dimensional Large Eddy Simulation of Air Entrainment under Plunging Breaking Waves [J]. Coast. Eng., 2006, 53: 631-655
[51] Sambe AN, Golay F, Sous D, FrauniéP, Rey V. Two Phases Flows Unstructured Grid Solver: Application to Tsunami Wave Impact [R]. IJOPE paper.2009
[52]范红霞;斜坡式海堤越浪量及越浪流试验研究[D].南京:河海大学,2006:61
[2] Longuet-Higgius MS, Cokelet CD. The deformation of steep surface waves on water[J]. Proc.R.Soc.London,1976, A350:1-26
[3] Dommermuth DG and Yue DK. Numerical simulations of nonlinear axisymmetric flow with a free surface[J]. Fluid Mechanics, 1987,178:195-219
[4] Skyner D. A comparison of numerical predictions and experimental measurements of the internal kinematic of a deep water plunging wave[J]. Fluid Mechanics, 1996, 315: 51-64.
[5] Guignard S, Grilli S, Marcer R, Rey V. Computation of shoaling and breaking waves in near shore areas by the coupling of BEM and VOF methods Proceedings[R]. The Ninth International Offshore and Polar Engineering Conference, Brest. France, 1999.
[6]刘桦,林怡若,张灼,薛雷平.基于高阶边界元的三维数值波浪港池[J].海洋工程, 2004(2)
[7]王永学.VOF方法数模直墙式建筑物前的波浪破碎过程[J].自然科学进展-国家重点实验室通讯,1993,3(6):553-559.
[8]王金瑞.波浪运动的数值模拟[J].华北水利水电学院学报,1996,17(1):13-20.
[9]刘海青,赵子丹.数值波浪水槽的建立与验证[J].水动力学研究与进展,1999, 14(1):7-12.
[10]万德成,缪国平.数值模拟波浪翻越直立方柱[J].水动力学研究与进展,1998, 13(3):363-370.
[11]高学平,曾广冬,张亚.不规则波浪数值水槽的造波和阻尼消波[J].海洋学报, 2002,24(2):127—132.
[12] Yamada F, Takikawa K. Numerical models with Reynolds equation based energy dissipation for plunging breakers on a uniform slope [J].Coastal Engineering, 1999(41):247-267.
[13] Harlow FH, Welch JE. Numerical Calculation of Time-Dependent Viscous Incompressible Flow [J]. Phys. Fluids 8, 21-82.
[14] Daly BJ. Numerical Study of the Effect of Surface Tension on Interface Instability[J]. Phys. Fluids 12, 13-40.
[15] Hirt CW, Cook JL, Butler TD. A Lagrangian Method for Calculating the Dynamics of an Incompressible Fluid with Free Surface [J]. Comp. Phys. 5:103.
[16] Nichols BD, Hirt CW. Calculating Three-Dimensional Free Surface Flows in the Vicinity of Submerged and Exposed Structures [J]. Comp. Phys. 12:234.
[17] Hirt CW, Amsden AA, Cook JL. An Arbitrary Lagrangian-Eulerian Computing Method for all Flow Speeds [J]. Comp. Phys., 14:227.
[18] Nichols BD, Hirt CW. Methods for Calculating Multidimensional, Transient Free Surface Flows Past Bodies [P]. The First International Conf. On Num. Ship Hydrodynamics, Gaithersburg, ML, Oct:20-23.
[19] Nichols BD, Hirt CW. Numerical Simulation of BWR Vent-Clearing Hydrodynamics [J]. Nucl. Sci. Eng. 73:19
[20] Hirt CW, Nichols BD. Volume of Fluid (VOF) Method for the Dynamics of Free Boundaries [J]. Comp. Phys. 39:201
[21] Ursell F, Dean RG,Yu Ys. Forced small-amplitude water waves:a comparison of theory and experiment [J].Journal of Fluid Mechanics, 1960(7):33-52.
[22] Peter T, Julien DR. An active wave generating-absorbing boundary condition for VOF type numerical model [J]. Coastal Engineering, 1999,38: 223-247
[23] Brorsen M, Larsen J. Source generation of nonlinear gravity waves with the boundary intergral equation method [J].Costal Engineering,1987,11(2):93-113.
[24] Wei.G, Kirby JT, Sin H. A. Generation waves in Boussinesq models using a source function method [J].Coastal Eng., 1999,36(2):271-299
[25]高学平,曾广冬.不规则波浪数值水槽的造波和阻尼消波[J].海洋学报,2002, 24(2):127-132
[26] Koji K. Numerical simulation of breaking and post- breaking Wave deformation process around a submerged breakwater [J]. Coastal Engineering ,1999,41:201-223.
[27] Saville TJR. Laboratory date on wave run up and overtopping on shore structures. Beach [S].U.S.Army Corps of Engineers.Washington,DC.195.
[28] Owen MW. Design of sea walls allowing for overtopping [R]. No.EX924.HE, Wallingford,1980.
[29] De Waal JP, van der Meer JW. Wave Run up and Overtopping on Coastal Structures. Proceedings [R]. The twenty-third International Conference, Venice, Italy. Conference on Coast Engineer ASCE, 1992,17:58-77.
[30] Ward DL, Allrens JP. Overtopping Rates for Seawalls [M].U.S. ARMY COAST.ENG. RES. CENT,1992,6.
[31]黄世昌,杜明球,吴一鸣.斜坡式海堤越浪量与堤顶最大打击力的试验研究[J].河口与海岸工程,1997,(l):44- 54
[32]陈谦,吴卫,卢永金,刘桦.离岸式潜堤对海堤越浪量影响的实验研究[J].力学季刊,2006,17(2):262-266
[33]李晓亮,俞幸修.斜向和多向不规则波在斜坡堤上的平均越浪量试验研究[J].海洋学报(中文版),2007,(6)
[34]张亦飞,沈家法,曹玉泉.海塘越浪量风险分析[J].海洋学研究,2005, (3):l-7
[35] Holger S. Overtopping flow on seadikes–Experimental and Theoretical Investigations [D], PHD Thesis Delft. 2001
[36] Marcel RA, Van G. Wave runup on Dikes with Shallow Foreshores [J]. Journal of waterway, port, coastal, and ocean engineering.2001,254-262.
[37] Hu K, Mingham CG. Causon DM. Numerical simulation of wave overtopping of coastal structures using the non-linear shallow water equations[J]. Coastal Engineering, 2002, 41: 433-465
[38] Patrick J, Lynett JA, Melby DHK. An application of Boussinesq modeling to Hurricane wave overtopping and inundation[J]. Ocean Engineering, 2010,37(1):135-153
[39] Inigo J, Losada JL, Lara RG, Jose M. Numerical analysis of wave overtopping of rubble mound breakwaters[J]. Coastal Engineering, 2008, 55(1): 47-62
[40]周勤俊,王本龙,兰雅梅,刘桦.海堤越浪的数值模拟[J].力学季刊,2005, 26(4):629-633
[41]张九山,吴卫,王本龙,刘桦,卢永金.带异形块体海堤越浪的数值模拟[J];水动力学研究与进展(A辑).2006, 05.
[42]刘亚男.规则波中复合式海堤越浪的数值模拟[D].上海:上海交通大学,2007
[43]刘亚男,郭晓宇,王本龙,刘桦.基于RANS方程的海堤越浪数值模拟[J].水动力学研究进展,2007, 22(06):682-688
[44]焦颖颖.新型弧形返浪墙水动力数值模拟[D];上海交通大学;2007年
[45]王鹏,孙大鹏,吴浩.海堤上波浪爬高与越浪计算分析[J].海洋工程, 2011,29(4):97-102
[46]王鹏,孙大鹏.基于FLUENT的海堤越浪数值模拟[J].中国水运, 2011,11(7): 73-75
[47]卢永金,何友声,刘桦.海堤设防标准探讨[J].中国工程科学, 2005,17(112) : 17-23
[48] Saad Y, Schultz MH, GMRES. A generalized minimal residual algorithm for solving nonsymmetrical linear systems [J]. Journal on Scientific and Statistical Computing, 1986,7:856-869.
[49] Yao GF. Development of New Pressure-Velocity Solvers in FLOW-3D[R]. Flow Science, Inc. 2004.
[50] Pieere L, Stephane, V, Stephane A, Jean-Paul C. Three-dimensional Large Eddy Simulation of Air Entrainment under Plunging Breaking Waves [J]. Coast. Eng., 2006, 53: 631-655
[51] Sambe AN, Golay F, Sous D, FrauniéP, Rey V. Two Phases Flows Unstructured Grid Solver: Application to Tsunami Wave Impact [R]. IJOPE paper.2009
[52]范红霞;斜坡式海堤越浪量及越浪流试验研究[D].南京:河海大学,2006:61