动量源方法模拟斜坡堤爬高和越浪
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摘要
对于斜坡式的防浪建筑物,越来越多的学者和研究人员通过物理和数值波浪水槽模拟爬高和越浪,数值模拟具有实验室的物模实验无法比拟的优点,如费用低、不受场地因素限制、减小模型比尺效应带来的误差等等。因此,通过数值手段模拟斜坡堤的爬高和越浪正在被越来越多的学者所采用。
本文基于FLUENT软件,采用k-ε湍流模型和有限体积法,采用VOF方法捕捉自由表面,由连续性方程和动量方程推导出源项表达式,利用FLUENT的UDF宏编写程序,在数值水槽内实现造波和消波,通过计算的结果表明：本文应用的动量源造波方法较质量源造波方法一方面可以消除波浪遇结构物传到造波区的二次反射波,实现了波浪的长历时性。另一方面减小了数值波浪水槽的长度,因此减小了波浪在数值水槽内传播而出现的沿程衰减,实现了数值计算的精确性和高效性。
通过本文方法建立的无反射数值波浪水槽,依据文献中所采用的模型,验证了依据本文动量源数值波浪水槽模拟斜坡堤爬高和越浪的正确性。分别分析了越浪量的影响因素如平台宽度、平台超高和来波波陡,模拟了在有胸墙和无胸墙时,多组工况下的斜坡堤越浪量,通过绘制爬高和越浪矢量图,系统的分析了波浪在一个周期内的爬高和越浪的全部运动特性,最后通过本文的数值模拟结果和文献中的结果相对比,二者趋势一致,结果吻合良好,表明本文建立的无反射数值波浪水槽能够实现计算的精确性和高效性,对于工程实际的研究具有指导作用。
The sloping buildings are used for preventing wave. More and more scholars and researchers are researching wave's run-up and overtopping by numerical and physical simulation. The numerical simulation has the incomparable advantages compared with the laboratory physical model experiment, such as low cost, no restrict space, reducing errors effect of model scale. So more and more scholars are researching run-up and overtopping of slope dike by means of numerical simulation.
Based on the FLUENT software, the k-ε turbulence model and finite volume method, the volume of fluid method traces free surface. According to the continuity equation and momentum equation, we are deducing source function. According to numerical sink's function and with the development of UDF realize wave making and no reflection wave flume. On the one hand, the wave flume of momentum source could eliminate the second reflecting wave of building and realize long time of wave. In the other hand, it reduces the decay of wave due to reduce the length of wave sink.
According to this paper's method, we established numerical wave flume of no reflection. Based on the literature's model, we are verifying the numerical simulation slope dike's wave run-up and overtopping on the basis of momentum source in this paper. The paper analyzes the wave's influence factors, such as platform's width, platform's height and wave steepness. After simulating many groups of wave conditions with breast wall and no breast wall, drawing the vector diagram of wave run-up and overtopping and analyzing all wave movement characteristics in a cycle. In the last, the trend is consistent through comparing with result of numerical and physical simulation. The result shows that the no reflection numerical wave tank can realize the accuracy of the calculation and the high efficiency, and is a guiding role for actual project's research.
本文基于FLUENT软件,采用k-ε湍流模型和有限体积法,采用VOF方法捕捉自由表面,由连续性方程和动量方程推导出源项表达式,利用FLUENT的UDF宏编写程序,在数值水槽内实现造波和消波,通过计算的结果表明：本文应用的动量源造波方法较质量源造波方法一方面可以消除波浪遇结构物传到造波区的二次反射波,实现了波浪的长历时性。另一方面减小了数值波浪水槽的长度,因此减小了波浪在数值水槽内传播而出现的沿程衰减,实现了数值计算的精确性和高效性。
通过本文方法建立的无反射数值波浪水槽,依据文献中所采用的模型,验证了依据本文动量源数值波浪水槽模拟斜坡堤爬高和越浪的正确性。分别分析了越浪量的影响因素如平台宽度、平台超高和来波波陡,模拟了在有胸墙和无胸墙时,多组工况下的斜坡堤越浪量,通过绘制爬高和越浪矢量图,系统的分析了波浪在一个周期内的爬高和越浪的全部运动特性,最后通过本文的数值模拟结果和文献中的结果相对比,二者趋势一致,结果吻合良好,表明本文建立的无反射数值波浪水槽能够实现计算的精确性和高效性,对于工程实际的研究具有指导作用。
The sloping buildings are used for preventing wave. More and more scholars and researchers are researching wave's run-up and overtopping by numerical and physical simulation. The numerical simulation has the incomparable advantages compared with the laboratory physical model experiment, such as low cost, no restrict space, reducing errors effect of model scale. So more and more scholars are researching run-up and overtopping of slope dike by means of numerical simulation.
Based on the FLUENT software, the k-ε turbulence model and finite volume method, the volume of fluid method traces free surface. According to the continuity equation and momentum equation, we are deducing source function. According to numerical sink's function and with the development of UDF realize wave making and no reflection wave flume. On the one hand, the wave flume of momentum source could eliminate the second reflecting wave of building and realize long time of wave. In the other hand, it reduces the decay of wave due to reduce the length of wave sink.
According to this paper's method, we established numerical wave flume of no reflection. Based on the literature's model, we are verifying the numerical simulation slope dike's wave run-up and overtopping on the basis of momentum source in this paper. The paper analyzes the wave's influence factors, such as platform's width, platform's height and wave steepness. After simulating many groups of wave conditions with breast wall and no breast wall, drawing the vector diagram of wave run-up and overtopping and analyzing all wave movement characteristics in a cycle. In the last, the trend is consistent through comparing with result of numerical and physical simulation. The result shows that the no reflection numerical wave tank can realize the accuracy of the calculation and the high efficiency, and is a guiding role for actual project's research.
引文
[1]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.
[2]李本霞,俞聿修,张宁川,数值二维随机波浪水槽的建立和应用[J],海洋通报,2004,Vo1.23,No.5,pp.1-9.
[3]王永学,无反射造波数值波浪水槽[J],水动力学研究与进展,1994,Vo1.9,No.4,pp.205-214.
[4]刘海青,赵子丹,张庆河.台阶地形上波浪运动的数值研究.水利学报.1998(10),7-12.
[5]齐鹏,王永学.三维数值波浪水池技术与应用[J].大连理工大学学报,2003,43(6):525-830.
[6]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):8-15.
[7]Lin, P., Liu, P.L.-F. Internal wave-maker for Navier-Stokes equations models. J. Waterway, Port, Coastal, and Ocean Engineering, ASCE,1999, Vol.125(4):207-215.
[8]石瑞祥,周宗仁,尹彰.二维数值造波水槽不规则波之数值研究[J].燕山大学学报,2004(2):172-178.
[9]大山巧,灘崗和夫.数值波浪水槽开境界处理数值消波.第37回海岸工学论文集[C],东京：日本土木学会,1990:16-20.
[10]李炎保,黄凌燕,谷汉斌.不完全立波的二维数值波浪水槽模拟[J].海洋学报,2002(4):105-110.
[11]孙大鹏,李玉成.数值水槽内的阻尼消波和波浪变形计算[J].海洋工程,2000(2):46-50.
[12]Brorsen Michael, Larsen Jesper. Source generation of nonlinear gravity waves with the boundary integral equation method [J]. Coastal Engineering,1987,11:93-113.
[13]Larsen, J., Dancy, H.. Open boundaries in short waves simulations-A new approach. Coastal Engineering,1983,Vol.7,258-297.
[14]刘加海.二维数值水槽造波分析研究[J].黑龙江水利科技,2006,34(2):39-41.
[15]陈钰,朱良生.基于FLUENT的海洋内孤立波数值水槽模拟[J].海洋技术,2009,28(4):72-75.
[16]陈谦(2006).离岸式潜堤对主堤越浪量和波压力影响的试验研究.上海交通大学硕士学位论文.
[17]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,(4):6292633.
[18]梁修锋,杨建民,李欣等FPSO甲板上浪的数值模拟[J],水动力学研究与进展,2007,Vo1.22,No.2,pp.229-236.
[19]李胜忠.基于FLUENT的二维数值波浪水槽研究[D].哈尔滨：哈尔滨工业大学,2006.
[20]王本龙,刘桦.一种适用于非均匀地形的高阶Boussinesq水波模型[J].应用数学与力学,Vo1.26(6),714-722.
[21]贺五洲,姜鹏.论推摇混合的造波方式[J].清华大学学报,1998,38(1):45-49.
[22]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,2006,21(5)：5722578.
[23]韩朋,任冰,李雪临等.基于VOF方法的不规则波数值波浪水槽的阻尼消波研究[J].水道港口,2009,30(1)：9-13.
[24]封星,吴宛青等.二维数值波浪水槽在FLUENT中的实现[J].大连海事大学学报,2010,36(3):94-96.
[25]韩占忠,王敬,兰小平FLUENT流体工程仿真计算实例与应用[M],北京理工大学出版社,2004,pp.1-21.
[26]江帆,黄鹏FLUENT高级应用与实例分析[M],清华大学出版社,2008,pp.1-46.
[27]FLUENT 6.0 UDF Manual. (2001). FLUENT Inc.
[28]LIN P, LIU P L 2F. A numerical study of breaking waves in the surf zone[J]. Journal of Fluid Mechanics,1998,359:2392264.
[29]董志,詹杰民.基于VOF方法的数值波浪水槽以及造波消波方法研究[J].水动力学研究与进展：A辑,2009,24(1)：15-21.
[30]G Wei, Y X You, X B Su. Two-Dimension Numerical Internal Wave Tank for Navier-Stokes Equation Model in the Stratified Fiuid [C].Proceedings of the Fifth International Conference on Fluid Mechanics Shanghai, China Aug 2007,15-19.
[31]J R Weggle, Wave overtopping equation[C]//Proceedings of 15th Conference on Coastal Engineering. Haiwaii:University of Hawaii,1977.
[32]《海港水文规范》(JTJ 213-98),中华人民共和国交通部,人民交通出版社,1999年.
[33]Saville T. Laboratory data on wave runup and overtopping[M]. Washington D C:Lake Okeechobee Levee Sections, U.S.Army, Corps of Engineers, Beach Erosion Board,1955.
[34]贺朝敖,任佐皋.带胸墙斜坡堤越浪量的试验研究[J].海洋工程,1995(2):62-70.
[35]虞克,余广明.斜坡堤越浪试验研究[R].南京：南京水利科学研究院,1992.
[36]李晓亮,俞聿修.斜向和多向不规则波在斜坡堤上的平均越浪量试验研究.海洋学报(中文版),2007,(6).
[37]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.
[38]合田良实.港工建筑物的防浪设计[M].刘大中,孙巨才.译.北京：海洋出版社,1984.
[39]Marcel R A van Gent, a, Low-exceedance wave overtopping events, Estimates of wave overtopping parameters at the crest and landward side of dikes[R]. Delft Cluster Report DC030202/H3803,2001.
[40]王红,周家宝,章家昌,1995,越浪量模型试验研究报告(补充内容的条文和说明)[R].南京：南京水利科学研究院，1995.
[41]Owen, M, W. Design of seawalls allowing for wave overtopping[r].HR Wallingford,1980.
[42]Owen, M. W. Overtopping of sea defenses[C]. International Conf. on the Hydraulic Modeling of Civil Eng. Structures,1982.
[43]Owen MW, Steele. Effectiveness of recurved wave return wall[G]. HR 25th Int.Conference on Coastal Engineering, ASCE,1991.
[44]陈国平,余广明.平台高程与宽度对不规则波爬高的影响[J].海洋工程,1992,10(4).
[45]OWEN M W. Design of sea walls allowing for wave overtopping. Report EX 924[R]. H R Wallingford:Hydraulics Research, United Kingdom.1980.
[46]Franco L, Gerloni de M, Van der Meer J W. Wave Overtopping on Vertical and Composite Breakwaters[C].Proc. of 24th ICCE,1994:1030-1045.
[47]Besley P. Overtopping of seawalls-design and assessment manual[R]. R&D Technical Report W178, ISBN185705069 X, Environment Agency, Bristol,1999.
[48]Schuttrumpf H, Overtopping flow for seadikes-Theoretical and Experimental Investigations [D]. PHD Thesis Delft,2001.
[49]J. Moller, R. Weissmann, Schuttrumpf H, et al M. Kudella, H.2002, Interaction of wave overtopping and clayproperties for seadikes[G]. ACSE, Proceeding of 28th Int. Conference on Coastal Engineering. Cardiff,2002.
[50]Schuttrumpf H, Moller J, Oumeraci H,2002.,Overtopping flow parameters on the inner slope of seadikes[G]. Proceeding of 28th Int. Conference on Coastal Engineering, Cardiff.2002.
[51]Banyard D M, Herbert. The Effect of wave angle on wave overtopping of seawall [R]. UK:HR Wallingford Report SR396 UK.1995.
[52]Chaiyuth Chinnarasri, Flow patterns and damage of dike overtopping[J]. International Joural of Sediment Research,2003,18(4):301-309.
[53]王鹏.基于FLUENT的海堤越浪数值模拟[D].大连：大连理工大学,2011.
[54]K.Hu, C.G.Mingham, D.M.Causon. Numerical simulation of wave overtopping of coastal Structures using the non-linear shallow water equations[J]. Coastal Engineering 41(2000)433-465.
[2]李本霞,俞聿修,张宁川,数值二维随机波浪水槽的建立和应用[J],海洋通报,2004,Vo1.23,No.5,pp.1-9.
[3]王永学,无反射造波数值波浪水槽[J],水动力学研究与进展,1994,Vo1.9,No.4,pp.205-214.
[4]刘海青,赵子丹,张庆河.台阶地形上波浪运动的数值研究.水利学报.1998(10),7-12.
[5]齐鹏,王永学.三维数值波浪水池技术与应用[J].大连理工大学学报,2003,43(6):525-830.
[6]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):8-15.
[7]Lin, P., Liu, P.L.-F. Internal wave-maker for Navier-Stokes equations models. J. Waterway, Port, Coastal, and Ocean Engineering, ASCE,1999, Vol.125(4):207-215.
[8]石瑞祥,周宗仁,尹彰.二维数值造波水槽不规则波之数值研究[J].燕山大学学报,2004(2):172-178.
[9]大山巧,灘崗和夫.数值波浪水槽开境界处理数值消波.第37回海岸工学论文集[C],东京：日本土木学会,1990:16-20.
[10]李炎保,黄凌燕,谷汉斌.不完全立波的二维数值波浪水槽模拟[J].海洋学报,2002(4):105-110.
[11]孙大鹏,李玉成.数值水槽内的阻尼消波和波浪变形计算[J].海洋工程,2000(2):46-50.
[12]Brorsen Michael, Larsen Jesper. Source generation of nonlinear gravity waves with the boundary integral equation method [J]. Coastal Engineering,1987,11:93-113.
[13]Larsen, J., Dancy, H.. Open boundaries in short waves simulations-A new approach. Coastal Engineering,1983,Vol.7,258-297.
[14]刘加海.二维数值水槽造波分析研究[J].黑龙江水利科技,2006,34(2):39-41.
[15]陈钰,朱良生.基于FLUENT的海洋内孤立波数值水槽模拟[J].海洋技术,2009,28(4):72-75.
[16]陈谦(2006).离岸式潜堤对主堤越浪量和波压力影响的试验研究.上海交通大学硕士学位论文.
[17]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,(4):6292633.
[18]梁修锋,杨建民,李欣等FPSO甲板上浪的数值模拟[J],水动力学研究与进展,2007,Vo1.22,No.2,pp.229-236.
[19]李胜忠.基于FLUENT的二维数值波浪水槽研究[D].哈尔滨：哈尔滨工业大学,2006.
[20]王本龙,刘桦.一种适用于非均匀地形的高阶Boussinesq水波模型[J].应用数学与力学,Vo1.26(6),714-722.
[21]贺五洲,姜鹏.论推摇混合的造波方式[J].清华大学学报,1998,38(1):45-49.
[22]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,2006,21(5)：5722578.
[23]韩朋,任冰,李雪临等.基于VOF方法的不规则波数值波浪水槽的阻尼消波研究[J].水道港口,2009,30(1)：9-13.
[24]封星,吴宛青等.二维数值波浪水槽在FLUENT中的实现[J].大连海事大学学报,2010,36(3):94-96.
[25]韩占忠,王敬,兰小平FLUENT流体工程仿真计算实例与应用[M],北京理工大学出版社,2004,pp.1-21.
[26]江帆,黄鹏FLUENT高级应用与实例分析[M],清华大学出版社,2008,pp.1-46.
[27]FLUENT 6.0 UDF Manual. (2001). FLUENT Inc.
[28]LIN P, LIU P L 2F. A numerical study of breaking waves in the surf zone[J]. Journal of Fluid Mechanics,1998,359:2392264.
[29]董志,詹杰民.基于VOF方法的数值波浪水槽以及造波消波方法研究[J].水动力学研究与进展：A辑,2009,24(1)：15-21.
[30]G Wei, Y X You, X B Su. Two-Dimension Numerical Internal Wave Tank for Navier-Stokes Equation Model in the Stratified Fiuid [C].Proceedings of the Fifth International Conference on Fluid Mechanics Shanghai, China Aug 2007,15-19.
[31]J R Weggle, Wave overtopping equation[C]//Proceedings of 15th Conference on Coastal Engineering. Haiwaii:University of Hawaii,1977.
[32]《海港水文规范》(JTJ 213-98),中华人民共和国交通部,人民交通出版社,1999年.
[33]Saville T. Laboratory data on wave runup and overtopping[M]. Washington D C:Lake Okeechobee Levee Sections, U.S.Army, Corps of Engineers, Beach Erosion Board,1955.
[34]贺朝敖,任佐皋.带胸墙斜坡堤越浪量的试验研究[J].海洋工程,1995(2):62-70.
[35]虞克,余广明.斜坡堤越浪试验研究[R].南京：南京水利科学研究院,1992.
[36]李晓亮,俞聿修.斜向和多向不规则波在斜坡堤上的平均越浪量试验研究.海洋学报(中文版),2007,(6).
[37]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.
[38]合田良实.港工建筑物的防浪设计[M].刘大中,孙巨才.译.北京：海洋出版社,1984.
[39]Marcel R A van Gent, a, Low-exceedance wave overtopping events, Estimates of wave overtopping parameters at the crest and landward side of dikes[R]. Delft Cluster Report DC030202/H3803,2001.
[40]王红,周家宝,章家昌,1995,越浪量模型试验研究报告(补充内容的条文和说明)[R].南京：南京水利科学研究院，1995.
[41]Owen, M, W. Design of seawalls allowing for wave overtopping[r].HR Wallingford,1980.
[42]Owen, M. W. Overtopping of sea defenses[C]. International Conf. on the Hydraulic Modeling of Civil Eng. Structures,1982.
[43]Owen MW, Steele. Effectiveness of recurved wave return wall[G]. HR 25th Int.Conference on Coastal Engineering, ASCE,1991.
[44]陈国平,余广明.平台高程与宽度对不规则波爬高的影响[J].海洋工程,1992,10(4).
[45]OWEN M W. Design of sea walls allowing for wave overtopping. Report EX 924[R]. H R Wallingford:Hydraulics Research, United Kingdom.1980.
[46]Franco L, Gerloni de M, Van der Meer J W. Wave Overtopping on Vertical and Composite Breakwaters[C].Proc. of 24th ICCE,1994:1030-1045.
[47]Besley P. Overtopping of seawalls-design and assessment manual[R]. R&D Technical Report W178, ISBN185705069 X, Environment Agency, Bristol,1999.
[48]Schuttrumpf H, Overtopping flow for seadikes-Theoretical and Experimental Investigations [D]. PHD Thesis Delft,2001.
[49]J. Moller, R. Weissmann, Schuttrumpf H, et al M. Kudella, H.2002, Interaction of wave overtopping and clayproperties for seadikes[G]. ACSE, Proceeding of 28th Int. Conference on Coastal Engineering. Cardiff,2002.
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