低弗劳德数水流二级消力池体型参数试验研究
|
摘要
低弗劳德数水流条件下,二级消力池是解决消能问题的一种有效途径。但至今为止,有关二级消力池的工程应用研究较多,而在体型参数和消能机理方面研究较少。为此,采用理论分析和物理模型试验相结合的方法,研究了低弗劳德数水流二级消力池体型参数及其敏感性。结果表明:消力池的长度、深度和尾坎高度等参数都存在界限值,超出界限值时第一级消力池易于产生波状或远驱水跃,而第二级消力池出池水面波动显著增大。池长小于界限值时,消力池池内流态恶化,消能率明显降低;尾坎高度越低,消波效果越好。优化后的二级消力池消能率明显提高,且二级消力池对尾水位的适应性也显著扩大。引入尾坎高度修正系数ωi,提出了各级池长和尾坎高度的计算公式。
Under the condition of a low Froude number( Fr) flow,the two-stage stilling basin is an effective way of solving the problem of energy dissipation. However,to date,there have been many applications of the two-stage stilling basin,but little research on the shape parameters and energy dissipation mechanisms. To address this issue,the body parameters and their sensitivity in the two-stage stilling basin during low Fr flow were studied by combining theoretical analysis and a physical model. The results indicated that the parameters of the stilling basin such as length,depth,and end sill height all have thresholds. When a parameter exceeds the threshold,the undular or repelled downstream hydraulic jump tends to occur in the first stage stilling basin,while the water surface fluctuation in the second stage stilling basin increases significantly. When the length of the stilling basin is less than the threshold,the flow regime in the stilling basin deteriorates,and the energy dissipation ratio decreases significantly. The lower the height of the end sill,the better the wave attenuation effect. The energy dissipation ratio of the optimized two-stage stilling basin is obviously improved,and the adaptability to the tail water level is also significantly expanded. In this study,the correction coefficient( ωi) of the end sill is introduced,and the formula for calculating the length as well as the end sill height of stilling basins is proposed.
Under the condition of a low Froude number( Fr) flow,the two-stage stilling basin is an effective way of solving the problem of energy dissipation. However,to date,there have been many applications of the two-stage stilling basin,but little research on the shape parameters and energy dissipation mechanisms. To address this issue,the body parameters and their sensitivity in the two-stage stilling basin during low Fr flow were studied by combining theoretical analysis and a physical model. The results indicated that the parameters of the stilling basin such as length,depth,and end sill height all have thresholds. When a parameter exceeds the threshold,the undular or repelled downstream hydraulic jump tends to occur in the first stage stilling basin,while the water surface fluctuation in the second stage stilling basin increases significantly. When the length of the stilling basin is less than the threshold,the flow regime in the stilling basin deteriorates,and the energy dissipation ratio decreases significantly. The lower the height of the end sill,the better the wave attenuation effect. The energy dissipation ratio of the optimized two-stage stilling basin is obviously improved,and the adaptability to the tail water level is also significantly expanded. In this study,the correction coefficient( ωi) of the end sill is introduced,and the formula for calculating the length as well as the end sill height of stilling basins is proposed.
引文
[1]郑慧洋,王英伟,安伟.低水头消能防冲试验研究[J].水利水电工程设计,2006,25(2):2-4.(ZHENG H Y,WANG Y W,AN W. Experimental study on low head energy dissipation and erosion control[J]. Water Resources and Hydropower Engineering Design,2006,25(2):2-4.(in Chinese))
[2]李艳富,韩昌海,杨宇.河床下切对闸坝泄洪消能的破坏及对策[J].水利水运工程学报,2014(6):58-64.(LI Y F,HAN C H,YANG Y. Destruction of flood discharge and energy dissipation of gate dam by undercut riverbed[J]. Journal of Water Resources and Water Transport Engineering,2014(6):58-64.(in Chinese))
[3]陈忠儒,朱文光.多级消力池的运行及其水力特性[J].水力发电,1991(4):18-22.(CHEN Z R,ZHU W G. Operation of multi-stage stilling basin and its hydraulic characteristics[J]. Hydroelectric Power,1991(4):18-22.(in Chinese))
[4]吴子荣,包中进.多级消力池水力特性的研究及其应用[J].水利水电技术,1998(12):17-19.(WU Z R,BAO Z J. Research on the hydraulic characteristics of multi-level stilling pool and its application[J]. Water Resources and Hydropower Engineering.1998(12):17-19.(in Chinese))
[5]郭伟成.多级消力池的应用[J].西部探矿工程,2004,16(7):11-12.(GUO W C. Application of multi-stage stilling pool[J].Western Exploration Engineering,2004,16(7):11-12.(in Chinese))
[6]王胜,李连侠,孙炯,等.多级连续消力池水跃的水力特性模型试验[J].水利水电科技进展,2012,32(4):23-28.(WANG S,LI L X,SUN J,et al. Hydraulic characteristic model test of multi-stage continuous cooling pool water jump[J]. Advances in Science and Technology of Water Resources,2012,32(4):23-28.(in Chinese))
[7] FIALA G R,ALBERTSON M L. Manifold stilling basin[J]. Journal of the Hydraulics Division,2015,87:55-81.
[8] HAGER W H,BREMEN R,HAGER W H,et al. Expanding stilling basin[J]. Ice Proceedings Water Maritime&Energy,1994(106):215-228.
[9] HAYDE L. Hydraulics of double stilling basin systems[J]. Civil Engineering,2001(1):151-170.
[10] QIANG H X W. Design of energy dissipation by hydraulic jump for spillway of Yutang Hydropower Station[J]. Hubei Watero Power,2004(4):36-69.
[11] KIM Y,CHOI G,PARK H,et al. Hydraulic jump and energy dissipation with sluice gate[J]. Water,2015,7(9):5115-5133.
[12]水闸设计规范:NB/T35023—2014[S].北京:中国电力出版社,2014.(Sluice Design Specification:NB/T35023—2014[S].Beijing:China Electric Power Press.(in Chinese))
[13]毛昶熙,周名德,柴恭纯.闸坝工程水力学与设计管理[M].北京:水利电力出版社,1995.(MAO Y X,ZHOU M D,CHAI G C. Hydraulics and design management of sluice dams[M]. Beijing:Water Power Press,1995.(in Chinese))
[14]李炜,徐孝平.水力学[M].武汉:武汉水利电力大学出版社,2000.(LI W,XU X P. Hydraulics[M]. Wuhan:Wuhan University of Hydraulic and Electric Press,2000.(in Chinese))
[15]王圣文,吴洪亮.多级连续消力池的布置与水力计算方法[J].水利与建筑工程学报,2011(5):105-107.(WANG S W,WU H L. Arrangement and hydraulic calculation method of multistage continuous stilling pool[J]. Journal of Water Resources and Architectural Engineering,2011(5):105-107.(in Chinese))
[16]黄智敏,付波,陆汉柱,等.大坡山拦河闸下游消力池池深的计算和分析[J].广东水利水电,2013(10):1-3.(HUANG Z M,FU B,LU H Z,et al. Calculation and analysis of pool depth in the downstream stilling pool of Daposhan Barrage[J]. Guangdong Water Resources and Hydropower,2013(10):1-3.(in Chinese))
[17]张志昌,赵莹,王学斌.明渠梯形断面消力池池深和尾坎高度的计算方法[J].长江科学院院报,2016(1):48-53.(ZHANG Z C,ZHAO Y,WANG X B. Calculation method of pool depth and tail hump height for trapezoid section of stilling canal[J]. Journal of Yangtze River Scientific Research Institute,2016(1):48-53.(in Chinese))
[2]李艳富,韩昌海,杨宇.河床下切对闸坝泄洪消能的破坏及对策[J].水利水运工程学报,2014(6):58-64.(LI Y F,HAN C H,YANG Y. Destruction of flood discharge and energy dissipation of gate dam by undercut riverbed[J]. Journal of Water Resources and Water Transport Engineering,2014(6):58-64.(in Chinese))
[3]陈忠儒,朱文光.多级消力池的运行及其水力特性[J].水力发电,1991(4):18-22.(CHEN Z R,ZHU W G. Operation of multi-stage stilling basin and its hydraulic characteristics[J]. Hydroelectric Power,1991(4):18-22.(in Chinese))
[4]吴子荣,包中进.多级消力池水力特性的研究及其应用[J].水利水电技术,1998(12):17-19.(WU Z R,BAO Z J. Research on the hydraulic characteristics of multi-level stilling pool and its application[J]. Water Resources and Hydropower Engineering.1998(12):17-19.(in Chinese))
[5]郭伟成.多级消力池的应用[J].西部探矿工程,2004,16(7):11-12.(GUO W C. Application of multi-stage stilling pool[J].Western Exploration Engineering,2004,16(7):11-12.(in Chinese))
[6]王胜,李连侠,孙炯,等.多级连续消力池水跃的水力特性模型试验[J].水利水电科技进展,2012,32(4):23-28.(WANG S,LI L X,SUN J,et al. Hydraulic characteristic model test of multi-stage continuous cooling pool water jump[J]. Advances in Science and Technology of Water Resources,2012,32(4):23-28.(in Chinese))
[7] FIALA G R,ALBERTSON M L. Manifold stilling basin[J]. Journal of the Hydraulics Division,2015,87:55-81.
[8] HAGER W H,BREMEN R,HAGER W H,et al. Expanding stilling basin[J]. Ice Proceedings Water Maritime&Energy,1994(106):215-228.
[9] HAYDE L. Hydraulics of double stilling basin systems[J]. Civil Engineering,2001(1):151-170.
[10] QIANG H X W. Design of energy dissipation by hydraulic jump for spillway of Yutang Hydropower Station[J]. Hubei Watero Power,2004(4):36-69.
[11] KIM Y,CHOI G,PARK H,et al. Hydraulic jump and energy dissipation with sluice gate[J]. Water,2015,7(9):5115-5133.
[12]水闸设计规范:NB/T35023—2014[S].北京:中国电力出版社,2014.(Sluice Design Specification:NB/T35023—2014[S].Beijing:China Electric Power Press.(in Chinese))
[13]毛昶熙,周名德,柴恭纯.闸坝工程水力学与设计管理[M].北京:水利电力出版社,1995.(MAO Y X,ZHOU M D,CHAI G C. Hydraulics and design management of sluice dams[M]. Beijing:Water Power Press,1995.(in Chinese))
[14]李炜,徐孝平.水力学[M].武汉:武汉水利电力大学出版社,2000.(LI W,XU X P. Hydraulics[M]. Wuhan:Wuhan University of Hydraulic and Electric Press,2000.(in Chinese))
[15]王圣文,吴洪亮.多级连续消力池的布置与水力计算方法[J].水利与建筑工程学报,2011(5):105-107.(WANG S W,WU H L. Arrangement and hydraulic calculation method of multistage continuous stilling pool[J]. Journal of Water Resources and Architectural Engineering,2011(5):105-107.(in Chinese))
[16]黄智敏,付波,陆汉柱,等.大坡山拦河闸下游消力池池深的计算和分析[J].广东水利水电,2013(10):1-3.(HUANG Z M,FU B,LU H Z,et al. Calculation and analysis of pool depth in the downstream stilling pool of Daposhan Barrage[J]. Guangdong Water Resources and Hydropower,2013(10):1-3.(in Chinese))
[17]张志昌,赵莹,王学斌.明渠梯形断面消力池池深和尾坎高度的计算方法[J].长江科学院院报,2016(1):48-53.(ZHANG Z C,ZHAO Y,WANG X B. Calculation method of pool depth and tail hump height for trapezoid section of stilling canal[J]. Journal of Yangtze River Scientific Research Institute,2016(1):48-53.(in Chinese))