斜交实用堰泄流能力及水力特性的试验研究
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摘要
受自然河床边界条件的限制,中小型水利工程中斜交实用堰经常为设计者采用,但斜交实用堰过流能力的确定,是困扰设计人员的一个技术难题。对不同斜交角(θ=0°,30°,45°,60°)的斜交实用堰在5种流量下进行20组实验,研究斜交实用堰附近的流场特征,分析斜交实用堰流量系数与其影响因素,给定了斜交实用堰流量计算方法。试验结果表明:等宽度明渠条件下斜交堰流速水头要大于正交堰;斜交堰一般不会出现回流区,其主流方向在堰前均发生偏转;斜交实用堰更适用于低水头运行,但是在高水头下依旧有着比正交堰更大的过流能力;给定的斜交实用堰流量计算公式,计算值与实测值相对误差最大为4.63%,满足一般工程设计的要求,可作为工程设计人员采用时的参考。
Oblique practical weirs are often the designers' choice for mid-and small-scale water conservancy projects that are limited by natural riverbed boundary conditions, but their discharge capacity is still a technical issue. This paper examines the characteristics of flows around oblique practical weirs, analyses discharge coefficient and its influencing factors, and develops a discharge calculation method, based on 20 sets of experimental tests covering four oblique angles(0°, 30°, 45°, and 60°) and five discharges. Results show that in comparison to the normal weir in a channel with the same width, these weirs have larger approaching velocities and generally create no circulation zone, but in front of them the mainstreams are deflected. An oblique weir is more applicable when the water head is low, while under high water heads its discharge capacity still exceeds the normal weir. We work out a formula for calculating the discharge of oblique practical weirs and show its error in the range of 4.63% relative to the measurements, meeting the need of most engineering designs.
Oblique practical weirs are often the designers' choice for mid-and small-scale water conservancy projects that are limited by natural riverbed boundary conditions, but their discharge capacity is still a technical issue. This paper examines the characteristics of flows around oblique practical weirs, analyses discharge coefficient and its influencing factors, and develops a discharge calculation method, based on 20 sets of experimental tests covering four oblique angles(0°, 30°, 45°, and 60°) and five discharges. Results show that in comparison to the normal weir in a channel with the same width, these weirs have larger approaching velocities and generally create no circulation zone, but in front of them the mainstreams are deflected. An oblique weir is more applicable when the water head is low, while under high water heads its discharge capacity still exceeds the normal weir. We work out a formula for calculating the discharge of oblique practical weirs and show its error in the range of 4.63% relative to the measurements, meeting the need of most engineering designs.
引文
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[15]王莹莹,王文娥,胡笑涛.矩形渠道梯形薄壁侧堰流量系数及分水研究[J].水力发电学报,2017,36(3):38-45.WANG Yingying,WANG Wen'e,HU Xiaotao.Discharge coefficient and flow division of trapezoidal sharpcrested side weirs in rectangular channel[J].Journal of Hydroelectric Engineering,2017,36(3):38-45.(in Chinese)
[16]张丰丽,王正中,赵延风,等.基于雨洪高效安全利用的梯形迷宫堰优化设计方法研究[J].水力发电学报,2015,34(12):84-91.ZHANG Fengli,WANG Zhengzhong,ZHAO Yanfeng,et al.Study on optimal design of trapezoidal labyrinth weirs for efficient and safe utilization of rain and flood[J].Journal of Hydroelectric Engineering,2015,34(12):84-91.(in Chinese)
[17]李国栋,苗洲,高蓓,等.琴键堰不同溢流前缘泄流特性的数值模拟研究[J].水力发电学报,2015,34(8):77-84.LI Guodong,MIAO Zhou,GAO Bei,et al.Numerical study on discharge capacity of piano-key weir at its different overflow edges[J].Journal of Hydroelectric Engineering,2015,34(8):77-84.(in Chinese)
[18]彭新民,崔广涛,贾树宝.迷宫堰泄流能力及泄洪振动水弹性模型研究[J].水力发电学报,2004,23(2):22-26.PENG Xinmin,CUI Guangtao,JIA Shubao.Study on discharge capacity and hydroelastic model of labyrinth weir[J].Journal of Hydroelectric Engineering,2004,23(2):22-26.(in Chinese).
[19]中华人民共和国水利部水文司.水工建筑物测流[M].北京:中国科学技术出版社,1994.People's Republic of China Ministry of Water Resources Hydrology Department.Discharge measurement of hydraulic structures[M].Beijing:China Science and Technology Press,1994.(in Chinese).
[20]陈肇和.溢流堰水力计算[M].北京:研究生部科技情报室,1983.CHEN Zhaohe.The hydraulic calculation of overflow weir[M].Beijing:Graduate School of science and Technology Information Center,1983.(in Chinese).
[21]吴持恭.水力学[M].4版.北京:高等教育出版社,2008.WU Chigong.Hydraulics[M].4th ed.Beijing:Higher Education Press,2008.(in Chinese)
[2]Borghei S M,Vatannia Z,Ghodsian M,et al.Oblique rectangular sharp-crested weir[J].Proceedings of the Institution of Civil Engineers Water Management,2004,156:185-191.
[3]Borghei S M,Kabirisamani A R,Nekoee N.Oblique weir equation using incomplete self-similarity[J].Canadian Journal of Civil Engineering,2006,33(10):1241-1250.
[4]Kabiri-Samani A R.Analytical approach for flow over an oblique weir[J].Scientia Iranica,2010,17(2):107-117.
[5]Swamee P K,Ojha C S P,Mansoor T.Discharge characteristics of skew weirs[J].Journal of Hydraulic Research,2011,49(6):818-820.
[6]Babely E A G A.Behavior of the discharge coefficient for the overflow characteristics of oblique circular weirs[J].Tikrit Journal of Engineering Science,2012,19(1):55-64.
[7]Jalil S A,Sarhan S A.Experimental study of combined oblique weir and gate structure[J].Journal of Engineering&Applied Sciences,2013,8(4):306-315.
[8]Yuce M I,Albabely A A H,Aldabbagh M A.Flow simulation over oblique cylindrical weirs[J].Canadian Journal of Civil Engineering,2015,42(6):389-407.
[9]王仕筠.斜交堰的水力特性[J].江西水利科技,1997,23(1):30-33.WANG Shijun.The hydraulic characteristic of skew weirs.[J].Jiangxi Hydraulic Science&Technology,1997,23(1):30-33.(in Chinese).
[10]王玮,许光祥,张彦彦.斜交堰失效条件试验研究[J].中国水运月刊,2013,13(11):259-260.WANG Wei,XU Guangxiang,ZHANG Yanyan.Study on lose efficacy conditions of oblique weir[J].Chinese Water Transport,2013,13(11):259-260.(in Chinese).
[11]王莹莹,王文娥,胡笑涛,等.矩形渠道薄壁侧堰水力特性试验及数值模拟[J].水力发电学报,2016,35(1):70-78.WANG Yingying,WANG Wen'e,HU Xiaotao,et al.Experimental and numerical studies on hydraulic characteristics of sharp-crested side weirs in rectangular channels[J].Journal of Hydroelectric Engineering,2016,35(1):70-78.(in Chinese)
[12]赵洪梅,邱勇,马希华,等.W型迷宫堰过流能力试验研究[J].人民珠江,2017,38(2):23-26.ZHAO Hongmei,QIU Yong,MA Xihua,et al.Experimental study on flow capacity of W type labyrinth weir[J].Pearl River,2017,38(2):23-26.(in Chinese)
[13]童海鸿,艾克明,丁新求.折线型实用堰过流能力研究[J].长江科学院院报,2002,19(2):7-10.TONG Haihong,AI Keming,DING Xinqiu.Discharge capacity of broken-line practical weir[J].Journal of Yangtze River Scientific Research Institute,2002,19(2):7-10.(in Chinese)
[14]吴国君,刘晓平,方森松,等.低实用堰水力特性及其对工程的影响[J].长江科学院院报,2011,28(9):21-24.WU Guojun,LIU Xiaoping,FANG Sensong,et al.Hydraulic characteristic of low practical weir and its influence on engineering[J].Journal of Yangtze River Scientific Research Institute,2011,28(9):21-24.(in Chinese)
[15]王莹莹,王文娥,胡笑涛.矩形渠道梯形薄壁侧堰流量系数及分水研究[J].水力发电学报,2017,36(3):38-45.WANG Yingying,WANG Wen'e,HU Xiaotao.Discharge coefficient and flow division of trapezoidal sharpcrested side weirs in rectangular channel[J].Journal of Hydroelectric Engineering,2017,36(3):38-45.(in Chinese)
[16]张丰丽,王正中,赵延风,等.基于雨洪高效安全利用的梯形迷宫堰优化设计方法研究[J].水力发电学报,2015,34(12):84-91.ZHANG Fengli,WANG Zhengzhong,ZHAO Yanfeng,et al.Study on optimal design of trapezoidal labyrinth weirs for efficient and safe utilization of rain and flood[J].Journal of Hydroelectric Engineering,2015,34(12):84-91.(in Chinese)
[17]李国栋,苗洲,高蓓,等.琴键堰不同溢流前缘泄流特性的数值模拟研究[J].水力发电学报,2015,34(8):77-84.LI Guodong,MIAO Zhou,GAO Bei,et al.Numerical study on discharge capacity of piano-key weir at its different overflow edges[J].Journal of Hydroelectric Engineering,2015,34(8):77-84.(in Chinese)
[18]彭新民,崔广涛,贾树宝.迷宫堰泄流能力及泄洪振动水弹性模型研究[J].水力发电学报,2004,23(2):22-26.PENG Xinmin,CUI Guangtao,JIA Shubao.Study on discharge capacity and hydroelastic model of labyrinth weir[J].Journal of Hydroelectric Engineering,2004,23(2):22-26.(in Chinese).
[19]中华人民共和国水利部水文司.水工建筑物测流[M].北京:中国科学技术出版社,1994.People's Republic of China Ministry of Water Resources Hydrology Department.Discharge measurement of hydraulic structures[M].Beijing:China Science and Technology Press,1994.(in Chinese).
[20]陈肇和.溢流堰水力计算[M].北京:研究生部科技情报室,1983.CHEN Zhaohe.The hydraulic calculation of overflow weir[M].Beijing:Graduate School of science and Technology Information Center,1983.(in Chinese).
[21]吴持恭.水力学[M].4版.北京:高等教育出版社,2008.WU Chigong.Hydraulics[M].4th ed.Beijing:Higher Education Press,2008.(in Chinese)