水垫塘（消力池）三维紊流的数值模拟
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摘要
随着紊流理论和计算机技术的不断发展,数值模拟在水利工程中的应用越来越广泛,发挥的巨大作用也日益显现出来,成为水力学研究的一个重要手段。本文采用标准k-ε紊流模型结合VOF多相流模型,建立三维数值模型,模拟泄水的整个过程,具体如下:
(1)以拉西瓦拱坝为背景,建立了拱坝的三维模型,计算得到了整个流场、水垫塘底板的时均压强、近底的纵向流速和流速的矢量图,并将计算的结果与试验值进行了对比;
(2)建立了官地水电站消力池的三维模型,得到了水流经过宽尾墩形成水翅的形态,中孔挑流水舌的形态,溢流堰顶、反弧段溢流中心线、反弧段闸墩中心线、消力池溢流中心线、消力池墩中心线和消力池底板的时均压强,近底的纵向流速和流速的矢量图,中孔底板的时均压强压强和纵向流速。所得结果得到了试验的验证;
(3)建立了包括溢洪道水流进口、泄槽、水垫塘和下游出口的糯扎渡溢洪道三维模型,计算得到了溢流坝面、水垫塘底板和边坡的时均压强,溢洪道入口、溢流坝面、下游河道的纵向流速,挑流水舌的形态、高度和挑距,溢流坝面、水垫塘的水面线,最后将水垫塘的宽度进行了修改得到了边坡时均压强最大值与最小值的差值随宽度增加的变化趋势。
With the ceaseless development of turbulence theory and computer technology,numerical simulation is used more and more comprehensive in hadraulic project and its great effect gradually becomes obvious,which have turned into one of important methods in the study of hydraulics。The paper uses standard k-εturbulence model in combination with VOF multiphase model,sets up 3D numerical model and simulates the whole process of discharge,the detail as follows:
(1) Baced on the Laxiwa Arch Dam,set up the 3D model of the arch dam,the whole flow field,time-average pressure in the bottom board of plunge pool,lengthways velocity and vectorgraph near the board are obtained through computing,then compare the calculate data with the experimental data;
(2) Set up the 3D model of stilling basin of the Guandi Hydropower Station,obtain the shape of nappe when flow goes through the wide end pier and the middle level hole,time- average pressure in the surface of overflow weir、the overflow and pier’s middle line in the deflector bucket and stilling basin、the bottom board of the stilling basin,lengthways velocity and vectorgraph near the board,time-average pressure and leng- thways velocity in the bottom board of the middle level hole。The data computed is approved by the experimental data;
(3) Set up the 3D model including inlet of the spillway、discharge channel、plunge pool and down river,obtain the time- average pressure in the surface of overflow weir、the bottom board of the plunge pool and side slope,lengthways velocity in the inlet of the spillway、overflow weir、down river,the nappe’s shape、height and jet distance,water surface profile in the overflow weir and plunge pool,at last modify the width of the plunge pool and obtain the trend of difference of the max and min time- average pressure in the side slope with the width’s increase。
(1)以拉西瓦拱坝为背景,建立了拱坝的三维模型,计算得到了整个流场、水垫塘底板的时均压强、近底的纵向流速和流速的矢量图,并将计算的结果与试验值进行了对比;
(2)建立了官地水电站消力池的三维模型,得到了水流经过宽尾墩形成水翅的形态,中孔挑流水舌的形态,溢流堰顶、反弧段溢流中心线、反弧段闸墩中心线、消力池溢流中心线、消力池墩中心线和消力池底板的时均压强,近底的纵向流速和流速的矢量图,中孔底板的时均压强压强和纵向流速。所得结果得到了试验的验证;
(3)建立了包括溢洪道水流进口、泄槽、水垫塘和下游出口的糯扎渡溢洪道三维模型,计算得到了溢流坝面、水垫塘底板和边坡的时均压强,溢洪道入口、溢流坝面、下游河道的纵向流速,挑流水舌的形态、高度和挑距,溢流坝面、水垫塘的水面线,最后将水垫塘的宽度进行了修改得到了边坡时均压强最大值与最小值的差值随宽度增加的变化趋势。
With the ceaseless development of turbulence theory and computer technology,numerical simulation is used more and more comprehensive in hadraulic project and its great effect gradually becomes obvious,which have turned into one of important methods in the study of hydraulics。The paper uses standard k-εturbulence model in combination with VOF multiphase model,sets up 3D numerical model and simulates the whole process of discharge,the detail as follows:
(1) Baced on the Laxiwa Arch Dam,set up the 3D model of the arch dam,the whole flow field,time-average pressure in the bottom board of plunge pool,lengthways velocity and vectorgraph near the board are obtained through computing,then compare the calculate data with the experimental data;
(2) Set up the 3D model of stilling basin of the Guandi Hydropower Station,obtain the shape of nappe when flow goes through the wide end pier and the middle level hole,time- average pressure in the surface of overflow weir、the overflow and pier’s middle line in the deflector bucket and stilling basin、the bottom board of the stilling basin,lengthways velocity and vectorgraph near the board,time-average pressure and leng- thways velocity in the bottom board of the middle level hole。The data computed is approved by the experimental data;
(3) Set up the 3D model including inlet of the spillway、discharge channel、plunge pool and down river,obtain the time- average pressure in the surface of overflow weir、the bottom board of the plunge pool and side slope,lengthways velocity in the inlet of the spillway、overflow weir、down river,the nappe’s shape、height and jet distance,water surface profile in the overflow weir and plunge pool,at last modify the width of the plunge pool and obtain the trend of difference of the max and min time- average pressure in the side slope with the width’s increase。
引文
[1].清华大学水力学教研组编,水力学(下),北京:人民教育出版社,1981
[2].李中伟,余明辉,段文忠等,丁坝附近局部流场的数值模拟,武汉水利电力大学学报,2000,(6):18-22
[3].凌建明,官盛飞,赵鸿铎等,绕流丁坝附近流场数值分析,公路交通科技,2006,(11):10-14
[4].周宜林,淹没丁坝附近三维水流运动大涡数值模拟,长江科学院院报,2001,(10):28-31,36
[5].李志勤,李洪,李嘉,李然,溢流丁坝附近自由水面的实验研究与数值模拟,水利学报,2003,(8):55-57
[6].沙海飞,周辉,吴时强,陈惠玲,坝身泄洪水气两相流二维数值模拟,水动力学研究与进展,2007,(5):311-316
[7].焦爱萍,刘沛清,刘宪亮,邢广彦,多层水股射流入射水垫塘流场特性的优化分析,水力发电学报,2008,(2):48-52
[8].戴光清,吴持恭,杨永全,多股射流水垫塘三元流动数值模拟及消能,中国科学(A辑),1995,(9):1002-1008
[9].吕阳泉,董志勇,李永祥,苑明顺,高坝下游水垫塘冲击射流数模计算研究,长江科学院院报,2002,(2):3-6
[10].许唯临,廖华胜,杨永全,吴持恭,水垫塘三维紊流数值及其消能分析,水动力学研究与进展,1996,(10):561-569
[11].许唯临,廖华胜,杨永全,吴持恭,溪洛渡水垫塘流场的数值计算,四川联合大学学报,1998,(9):34-38
[12].许唯临,廖华胜,杨永全,吴持恭,小湾水垫塘三元流场的数值模拟与实验测试,自然科学进展,1997,(3):242-244
[13].邓军,许唯临,张建民,曲景学,杨忠超,杨永全,向家坝水垫塘的实验研究与数值模拟,水力发电,2004,(11):12-15
[14].董延超,郭维东,杨天恩,王璞东,大伙房水库主溢洪道三维流场数值模拟,安徽农业科学,2006,34(1):183-185,188
[15].沙海飞,周辉,吴时强,陈惠玲,范丽丽,多孔溢洪道泄流三维数值模拟,水利水电技术,2005,(10):42-46
[16].李玲,陈永灿,李永红,三维VOF模型及其在溢洪道水流计算中的应用,水力发电学报,2007,(4):83-87
[17].郑小玉,溢洪道水力特性的数值模拟及实验研究,[硕士学位论文],成都:四川大学,2004
[18].何晓晖,王建平,李峰,魏锋利,基于流体体积法的溢流堰粘性流场数值模拟,解放军理工大学学报,2006,(4):161-165
[19].陈群,阶梯溢流坝紊流数值模拟及实验研究,[博士学位论文],成都:四川大学,2001
[20].张庄,周同明,溢流坝反弧段紊动水流的数值模拟,水利学报,1994,(6):31-36
[21].马福喜,马吉明,溢流坝及水跃强紊流区流速场数值模拟,力学学报,1997,(3):151-157
[22].陈为博,杨敏,用VOF方法数值模拟溢流堰流场,水利水运工程学报,2004,(12):42-45
[23].林斌良,K.Shiono,矩形明渠三维紊流的数值模拟,水利学报,1994,(3):47-56
[24].张晓东,刘之平,谢省宗,明渠掺气挑坎的二相流数值模拟,第十二界全国计算流体力学会议论文,西安,2004,(8):760-763
[25].张光碧,邓军,张法星,杨庆,朱迪生,王红强,VOF模型在有支流汇入的河道复杂流场中的应用,河海大学学报,2007,(9):592-595
[26].王晓松,陈璧宏,尾水河道冲击射流数值模拟研究,大连理工大学学报,2000,(1):106-108
[27].罗永钦,高水头明流泄洪洞三维数值模拟研究,[博士学位论文],成都:四川大学,2004
[28].张菊,高水头无压隧洞自由水面数值模拟研究,[硕士学位论文],乌鲁木齐:新疆农业大学,2006
[29].杨朝晖,吴守荣,余挺,贺昌林,邓军,许唯临,竖井旋流泄洪洞三维数值模拟研究,四川大学学报(工程科学版),2007,(3):41-46
[30].王洪庆,泄洪洞的紊流数值模拟及试验研究,[硕士学位论文],杨陵:西北农林科技大学,2006
[31].张晓东,泄洪洞高速水流三维数值模拟,[博士学位论文],北京:中国水利水电科学研究院,2004
[32].王晓松,陈璧宏,挑流冲坑三维紊流场的数值模拟,水力发电学报,1999,(3):53-61
[33].杨学军,李玉柱,挑流冲坑紊流场的二维数值模拟,水利水电技术,2002,(2):22-25
[34].马方凯,江春波,李凯,三峡水库近坝区三维流场及温度场的数值模拟,水利水电科技进展,2007,(6):17-20
[35].倪浩清,沈永明,陈惠全,深度平均的κ?ε紊流全场模型及其验证,水利学报,1994,(11):8-17
[36].梁书秀,沈永明,孙昭晨,深度平均的应力-通量代数全场模型及其验证,海洋环境科学,1999,(8):33-38
[37].许国锋,保水堰水力特性及体型优化研究,[硕士学位论文],天津:天津大学,2005
[38].肖柏青,排沙漏斗清水流场数值模拟,[硕士学位论文],乌鲁木齐:新疆农业大学,2007
[39].黄君瑶,输水管道出口多喷孔射流三维紊流数值模拟及消能分析,[硕士学位论文],先:西安理工大学,2006
[40].高速水力学国家重点实验室(四川大学)编,水力学(上),北京:高等教育出版社,2003
[41].梁在潮,工程湍流,武汉:华中理工大学出版社,1999
[42].陶文铨,数值传热学,西安:西安交通大学出版社,2001
[43].陈懋章,粘性流体动力学基础,北京:高等教育出版社,2002
[44].王福军,计算流体动力学分析-CFD软件原理与应用,北京:清华大学出版社,2004
[45]. Marzio Piller,Enrico Nobile,J. Thomas,DNS study of turbulent transport at low Prandtl numbers in a channel flow. Journal of Fluid Mechanics,2002,(458):419-441
[46]. J.G. Wissink. DNS of separating low Reynolds number flow in a turbine cascade with incoming wakes. International Journal of Heat and fluid flow,2003,24(4):626-635
[47]. Markatos N C,The mathematical modeling of turbulence flows.Appl Math Modeling,1986.10:190-220
[48]. Moin P,Kim J.Numerical investigations of turbulent channel flow.J Fluid Mesh.1982.118:341-377
[49]. M.B.Abbott,D.R.Basco,Computational Fluid Dynamics-An Introduction for Engineers. Long- man Scientific&Technical,Harlow,England,1989
[50]. J.O.Hinze,Turbulence. McGraw-Hill,New York,1975
[51]. C.J.Chen,S.Y.Jaw. Fundamentals of Turbulence Modeling. Taylor&Francis,Washington,1998
[52]. B. E. Launder and D. B. Spalding. Lectures in Mathematical Models of Turbulence.Academic Press, London, England, 1972.
[53]. V.Yakhot,S.A.Orzag,Renormalization group analysis of turbulence:basic theory.J Scient Comput. 1986,1:3-11
[54]. Fluent Inc.,FLUENT 6.3 User's Guide, Fluent Inc,September 2006
[55].蓄壮,三维水流数值模拟研究进展,水利水运工程学报,2002(9):66-73
[56].金忠青,N-S方程的数值解和紊流模型,南京:河海大学出版社,1989
[57]. S.V.Patanker,D.B.Spalding,A calculation processure for heat,mass and momentum transfer in three-dimensional parabolic flows.Int J Heat Mass Transfer,1972,15:1787-1806
[58]. J.P.Van Doormal,G.G.Raithby,Enhancement of the SIMPLE method for predicting incompressible fluid flows.Numerical Heat Transfer,1984,7:147-163
[59]. R.I.Issa , Solution of the implicity discretised fluid flow equations by operator-splitting.J. Comput.Phys.,1986,62:40-65
[60].连桂森,多相流动基础,杭州:浙江大学出版社,1989
[61]. Hirt C W and Nichols B D,Volume of fluid(VOF)for the Dynamics of Free Boundaries,Journal of Computational Physics,1981,39:201-225
[62].方杰,VOF方法在水利水电工程中的应用和探索,[硕士学位论文],南京:河海大学,2005
[63].天津大学水利水电工程系,黄河拉西瓦水电站施工设计阶段反拱水垫塘水力学及水弹性模型试验研究,2007.11
[64].陈为博,三维泄洪紊流流场的数值模拟,[硕士学位论文],天津:天津大学,2004
[65].天津大学水利水电工程系,官地水电站消力池防护结构水弹性模型试验,2007.12
[66].天津大学水利水电工程系,糯扎渡水电站整体及溢洪道水垫塘护岸不护底水工模型试验研究报告,2006.7
[2].李中伟,余明辉,段文忠等,丁坝附近局部流场的数值模拟,武汉水利电力大学学报,2000,(6):18-22
[3].凌建明,官盛飞,赵鸿铎等,绕流丁坝附近流场数值分析,公路交通科技,2006,(11):10-14
[4].周宜林,淹没丁坝附近三维水流运动大涡数值模拟,长江科学院院报,2001,(10):28-31,36
[5].李志勤,李洪,李嘉,李然,溢流丁坝附近自由水面的实验研究与数值模拟,水利学报,2003,(8):55-57
[6].沙海飞,周辉,吴时强,陈惠玲,坝身泄洪水气两相流二维数值模拟,水动力学研究与进展,2007,(5):311-316
[7].焦爱萍,刘沛清,刘宪亮,邢广彦,多层水股射流入射水垫塘流场特性的优化分析,水力发电学报,2008,(2):48-52
[8].戴光清,吴持恭,杨永全,多股射流水垫塘三元流动数值模拟及消能,中国科学(A辑),1995,(9):1002-1008
[9].吕阳泉,董志勇,李永祥,苑明顺,高坝下游水垫塘冲击射流数模计算研究,长江科学院院报,2002,(2):3-6
[10].许唯临,廖华胜,杨永全,吴持恭,水垫塘三维紊流数值及其消能分析,水动力学研究与进展,1996,(10):561-569
[11].许唯临,廖华胜,杨永全,吴持恭,溪洛渡水垫塘流场的数值计算,四川联合大学学报,1998,(9):34-38
[12].许唯临,廖华胜,杨永全,吴持恭,小湾水垫塘三元流场的数值模拟与实验测试,自然科学进展,1997,(3):242-244
[13].邓军,许唯临,张建民,曲景学,杨忠超,杨永全,向家坝水垫塘的实验研究与数值模拟,水力发电,2004,(11):12-15
[14].董延超,郭维东,杨天恩,王璞东,大伙房水库主溢洪道三维流场数值模拟,安徽农业科学,2006,34(1):183-185,188
[15].沙海飞,周辉,吴时强,陈惠玲,范丽丽,多孔溢洪道泄流三维数值模拟,水利水电技术,2005,(10):42-46
[16].李玲,陈永灿,李永红,三维VOF模型及其在溢洪道水流计算中的应用,水力发电学报,2007,(4):83-87
[17].郑小玉,溢洪道水力特性的数值模拟及实验研究,[硕士学位论文],成都:四川大学,2004
[18].何晓晖,王建平,李峰,魏锋利,基于流体体积法的溢流堰粘性流场数值模拟,解放军理工大学学报,2006,(4):161-165
[19].陈群,阶梯溢流坝紊流数值模拟及实验研究,[博士学位论文],成都:四川大学,2001
[20].张庄,周同明,溢流坝反弧段紊动水流的数值模拟,水利学报,1994,(6):31-36
[21].马福喜,马吉明,溢流坝及水跃强紊流区流速场数值模拟,力学学报,1997,(3):151-157
[22].陈为博,杨敏,用VOF方法数值模拟溢流堰流场,水利水运工程学报,2004,(12):42-45
[23].林斌良,K.Shiono,矩形明渠三维紊流的数值模拟,水利学报,1994,(3):47-56
[24].张晓东,刘之平,谢省宗,明渠掺气挑坎的二相流数值模拟,第十二界全国计算流体力学会议论文,西安,2004,(8):760-763
[25].张光碧,邓军,张法星,杨庆,朱迪生,王红强,VOF模型在有支流汇入的河道复杂流场中的应用,河海大学学报,2007,(9):592-595
[26].王晓松,陈璧宏,尾水河道冲击射流数值模拟研究,大连理工大学学报,2000,(1):106-108
[27].罗永钦,高水头明流泄洪洞三维数值模拟研究,[博士学位论文],成都:四川大学,2004
[28].张菊,高水头无压隧洞自由水面数值模拟研究,[硕士学位论文],乌鲁木齐:新疆农业大学,2006
[29].杨朝晖,吴守荣,余挺,贺昌林,邓军,许唯临,竖井旋流泄洪洞三维数值模拟研究,四川大学学报(工程科学版),2007,(3):41-46
[30].王洪庆,泄洪洞的紊流数值模拟及试验研究,[硕士学位论文],杨陵:西北农林科技大学,2006
[31].张晓东,泄洪洞高速水流三维数值模拟,[博士学位论文],北京:中国水利水电科学研究院,2004
[32].王晓松,陈璧宏,挑流冲坑三维紊流场的数值模拟,水力发电学报,1999,(3):53-61
[33].杨学军,李玉柱,挑流冲坑紊流场的二维数值模拟,水利水电技术,2002,(2):22-25
[34].马方凯,江春波,李凯,三峡水库近坝区三维流场及温度场的数值模拟,水利水电科技进展,2007,(6):17-20
[35].倪浩清,沈永明,陈惠全,深度平均的κ?ε紊流全场模型及其验证,水利学报,1994,(11):8-17
[36].梁书秀,沈永明,孙昭晨,深度平均的应力-通量代数全场模型及其验证,海洋环境科学,1999,(8):33-38
[37].许国锋,保水堰水力特性及体型优化研究,[硕士学位论文],天津:天津大学,2005
[38].肖柏青,排沙漏斗清水流场数值模拟,[硕士学位论文],乌鲁木齐:新疆农业大学,2007
[39].黄君瑶,输水管道出口多喷孔射流三维紊流数值模拟及消能分析,[硕士学位论文],先:西安理工大学,2006
[40].高速水力学国家重点实验室(四川大学)编,水力学(上),北京:高等教育出版社,2003
[41].梁在潮,工程湍流,武汉:华中理工大学出版社,1999
[42].陶文铨,数值传热学,西安:西安交通大学出版社,2001
[43].陈懋章,粘性流体动力学基础,北京:高等教育出版社,2002
[44].王福军,计算流体动力学分析-CFD软件原理与应用,北京:清华大学出版社,2004
[45]. Marzio Piller,Enrico Nobile,J. Thomas,DNS study of turbulent transport at low Prandtl numbers in a channel flow. Journal of Fluid Mechanics,2002,(458):419-441
[46]. J.G. Wissink. DNS of separating low Reynolds number flow in a turbine cascade with incoming wakes. International Journal of Heat and fluid flow,2003,24(4):626-635
[47]. Markatos N C,The mathematical modeling of turbulence flows.Appl Math Modeling,1986.10:190-220
[48]. Moin P,Kim J.Numerical investigations of turbulent channel flow.J Fluid Mesh.1982.118:341-377
[49]. M.B.Abbott,D.R.Basco,Computational Fluid Dynamics-An Introduction for Engineers. Long- man Scientific&Technical,Harlow,England,1989
[50]. J.O.Hinze,Turbulence. McGraw-Hill,New York,1975
[51]. C.J.Chen,S.Y.Jaw. Fundamentals of Turbulence Modeling. Taylor&Francis,Washington,1998
[52]. B. E. Launder and D. B. Spalding. Lectures in Mathematical Models of Turbulence.Academic Press, London, England, 1972.
[53]. V.Yakhot,S.A.Orzag,Renormalization group analysis of turbulence:basic theory.J Scient Comput. 1986,1:3-11
[54]. Fluent Inc.,FLUENT 6.3 User's Guide, Fluent Inc,September 2006
[55].蓄壮,三维水流数值模拟研究进展,水利水运工程学报,2002(9):66-73
[56].金忠青,N-S方程的数值解和紊流模型,南京:河海大学出版社,1989
[57]. S.V.Patanker,D.B.Spalding,A calculation processure for heat,mass and momentum transfer in three-dimensional parabolic flows.Int J Heat Mass Transfer,1972,15:1787-1806
[58]. J.P.Van Doormal,G.G.Raithby,Enhancement of the SIMPLE method for predicting incompressible fluid flows.Numerical Heat Transfer,1984,7:147-163
[59]. R.I.Issa , Solution of the implicity discretised fluid flow equations by operator-splitting.J. Comput.Phys.,1986,62:40-65
[60].连桂森,多相流动基础,杭州:浙江大学出版社,1989
[61]. Hirt C W and Nichols B D,Volume of fluid(VOF)for the Dynamics of Free Boundaries,Journal of Computational Physics,1981,39:201-225
[62].方杰,VOF方法在水利水电工程中的应用和探索,[硕士学位论文],南京:河海大学,2005
[63].天津大学水利水电工程系,黄河拉西瓦水电站施工设计阶段反拱水垫塘水力学及水弹性模型试验研究,2007.11
[64].陈为博,三维泄洪紊流流场的数值模拟,[硕士学位论文],天津:天津大学,2004
[65].天津大学水利水电工程系,官地水电站消力池防护结构水弹性模型试验,2007.12
[66].天津大学水利水电工程系,糯扎渡水电站整体及溢洪道水垫塘护岸不护底水工模型试验研究报告,2006.7