功果桥水电站导流建筑物水工模型试验毕业论文外文翻译

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1、Hydraulic Model Test on Diversion Structures ofGongguoqiao Hydropower Station during ConstructionJianbin Xie, Yongping Ai, Wenxue Zhang, Jintang ZhangAbstractBased on hydrologic data and diversion structure arrangement of Gongguoqiao hydropower station during construction, the hydraulic model on div

2、ersion structures is built according to similarity principle. Then the hydraulic characteristic and its flow model were studied byhydraulic model test. Hydraulic characteristic and flow pattern for the diversion tunnel and dam gap combined discharge were studied subsequently in this paper. The study

3、 results show that half pressure flow state is formed in the diversion tunnel when quantity of flow is greater than 3500m3/s. That submerged flow is formed exactly in the inlet of diversion tunnel when quantity offlow is 5000 m3/s. Three aeration segments are formed in the top of diversion tunnel wh

4、en quantity of flow is greater than 6580 m3/s. The study results also show non-interpenetratedturbulence is formed intermittently in the right bank of inlet for diversion tunnel when quantity of flow is greater than 7710 m3 /s, and the flow over the upstream cofferdam is near the submerged hydraulic

5、 jump.Keywords:GongguoqiaoHydropowerStation;Diversionstructures;Hydraulicmodeltest;Hydraulic characteristics; Flow pattern1、 I ntroductionGongguoqiao hydropower station locates in the middle and lower reaches of Lancang River which belongs to Yunlong country in Yunnan Province 1. The dam site of Gon

6、gguoqiao hydropower station is 158 kilometers east from Dali city, and is 95 kilometers west from Baoshan city. Reservoir of Gongguoqiao hydropower station, whose normal water level is elevation 1307 meters,is a dailyregulationreservoirand has the totalcapacity of3.16 108 m3. Gongguoqiaohydropowerst

7、ation has the capacity of 900MW,and the designed annual generation of thishydropower station is 40.32108KWh. The key water control project of this hydropower stationis composed of roller compacted concrete gravity(RCC)dam, underground powerhouse andrelease flood waters structures etc. The maximum he

8、ight of RCC gravity dam is 105 meters, and1its crest length is 365meters. There are one scour outlet with the size of 5m7m and five crestoverflow ring holes, each hole with the size of 15m19m, in the dam.The combined dissipater ofX-type flaring pier, stepped flow surface at dam toe and bucket basin

9、is used for crest overflowring outlet 2. And energy dissipation of ski-jump is used for the scour outlet. During construction,diversion structures in hydropower station are composed of the soil rock upstream cofferdam withmaximum height of 27.6 meters, the soil rock downstream cofferdamwith maximum

10、height of11.7meters and diversion tunnel with the size of 16.0m18.0m on the right bank of the dam. Thediversion period is 26 monthsfor construction. During dryperiod, diversion tunnel is used todischarge water separately and cofferdam is used to retain water. The standard of diversion is tenyear fre

11、quency flood, its diversion flowquantityis2030 m3/s, and the highest water level iselevation 1260.7 meters for upstream cofferdam. Duringthefloodseason, diversion tunnel,upstream cofferdam, downstream cofferdam, dam gap and foundationpit are use to dischargewater together. The standardofdiversionis

12、twentyyearfrequencyflood,its diversion flowquantity is 7710 m3/s, and thehighestwater levelis elevation 1266.6 meters for upstreamcofferdam. Fig.1 shows the topographic mapping and layout of Gongguoqiao hydropower station.Fig.2 shows the relationship between water level and flow velocity in the upst

13、ream dam site, in thedam site, in the exit site of diversion tunnel for Gongguoqiao hydropower station.In order to study flowmodel,flowerosionto riverbed andbank slope, hydrauliccharacteristic for overflowinginthedamgap,andensure the safetyofthe project duringconstruction, hydraulic model test for G

14、ongguoqiao hydropower stationwas carried out in thispaper.Fig. 1. Layout of Gongguoqiao hydropower stationFig. 2. Relationship between water level and flow velocity24、Conclusions(1) In the inlet of diversion tunnel, the water flow is stable. When the quantity of discharging water is small, transvers

15、e flow velocity is large. There will be circumferential motion on the left bank of diversion tunnel. With the quantity of flow increasing, there will be a greater gradient for water surface line in the left zero to 29 meters of diversion tunnel inlet because of topographiceffect. When flow velocity

16、is larger than 7710 m3/s, there will be intermittent turbulence on theright bank of diversion tunnel inlet.(2) In the outlet of diversion tunnel, because water level is low in the downstream of river channel and the flux rate over downstream cofferdam is also small, when quantity of flow is between

17、2500 m3/s and 3810 m3/s, there is wavy hydraulic jump, which is rushed to the left bank of river bank.(3) Temporary dam section water retaining and gap flood waters releasing make the water level of between upstream cofferdam and the foundation pit rise. Water surface is jointed together between hyd

18、raulic jump in the upstream cofferdam and the foundation pit.(4) The flow over the downstream cofferdam is smooth. Because the water level is high behind the downstream cofferdam, the link of flow behind the downstream cofferdam and in the river channel is well. Water surface is gentle and hydraulic

19、 jump is not obvious. The flow velocity at the top of downstream cofferdam is between 1.23 m/s and 5.29 m/s when quantity of flow is between 3000 m3/s and 7710 m3/s.AcknowledgementsWuhan University has made invaluable contributions to the hydraulic model test of this paper.Authors would like to expr

20、ess their warmest gratitude to Wuhan University.References1Li Jin, Niu Zhipan, Li Zhong. Research on the Closure Hydraulic Model Test of Gongguoqiao Hydropower Station J, Design of Water Resources & Hydroelectric Engineering,Vol.28, No.3, pp: 52-54, 2009 (in Chinese).2 Zhang Xiaoli, Yang Jiyuan, Du

21、Shuying. A New Type of Flaring Gate Piers for Improving the Pressure Distribution on the Stilling Basin XT Flaring Gate Piers J, Journal of Northwest Hydroelectric Power, V ol.22,No.3, pp:30-33, 2006 (in Chinese).3Han Chunling, Wang Xiugui, Shi Shufeng. Principles of Similarity in the Hydraulic3Mode

22、ls J, China Water Transport, V ol.6, No.10, pp: 67-70, 2006 (in Chinese).4Wang Xiaolin, Zhang Huihui, Hu Zhigen, Yang Lei, Yu Kaiqiang, The Hydraulic ModelTest Research on Construction Diversion and Cofferdam of XiaowanHydropowerStation J,Yunnan Water Power, Vol.21, No.3, pp: 22-24, 34, 2005 (in Chi

23、nese).5 Jin Baofen, Zhang Shengming, Huang Guobing, Liao Nin, Hydraulic test research on construction diversion tunnels of Shuibuya Project J, Journal of Yangtze River Scientific Research Institute, Vol.19,No.4,pp:7-10, 2002 (in Chinese).6HydroChina Xibei Engineering Corporation, Wuhan University. T

24、est Report for Hydraulic Model on Construction Diversion in Flood Duration of Lancang River GongguoqiaoHydropower Station R, Xi an, 2010 (in Chinese).4功果桥水电站导流建筑物水工模型试验谢建斌艾永平 张文学张金堂摘要：根据水文资料，施工导流建筑物在功果桥水电站工程中的布置和相似原理建立水工模型。 然后，通过水工模型试验研究其水力特征和流态。随后进行引水隧洞和坝结合位置的水力特性和流态的研究。研究结果表明当流量大于3500m3 s 时，引水隧洞内将

25、形成半有压状态流。当流量在5000m3 s 时，引水隧洞形成完全淹没出流。当流量大于6580m3 s，在引水隧洞顶部形成三倍的大气压强。研究结果还表明，当流量大于7710m3 s 时导流洞进水右岸形成间歇非贯通湍流，上游围堰水流接近淹没水跃。关键词：功果桥水电站，引水建筑物，水工模型试验，水力特性，流态51、工程概况功果桥水电站位于云南省云龙县澜沧江中下游 1 。功果桥水电站坝址区东距大理市东 158 公里，西距保山市 95 公里。功果桥水电站水库，正常蓄水位1307m，为日调节水库，总容量 3.16 108 m3。功果桥水电站装机容量为900MW ，设计年发电量40.32 亿 kW H. 该

26、水电站枢纽工程由碾压混凝土（RCC）重力大坝，地下厂房、泄洪建筑物等。碾压混凝土重力坝的最大高度为 105 m，其最大长度 365m。在坝体有一个 5m 7m冲刷出水口和 5 个坝顶溢流表孔 ，每孔 15m 19m。X 型宽尾墩联合消能工，阶梯消能工和消力戽用于坝顶溢流口 2 。冲刷出口利用挑流消能。在施工期间，水电站导流结构是由最大高度27.6m 上游土石围堰， 最大高度 11.7m 下游土石围堰， 大坝右岸 16.0m 18.0m的导流隧洞。 施工引水期是 26 个月。在枯水期，引水隧洞和围堰分别进行排水和挡水。导流标准为十年一遇洪水，引水流量 2030m3 s，上游围堰最高水位高程 12

27、60.7m。在洪水期，引水隧洞，上游围堰，下游围堰， 大坝的缺口和基坑排水一起使用。导流标准为二十年一遇洪水，引水流量7710 m3s，上游围堰最高水位1266.6m。图 1 显示了澜沧江功果桥水电站的地形图和布局。图2显示在功果桥水电站坝址处，上游围堰水位和引水隧洞出口部位流量之间的关系。为了研究水流侵蚀河床和岸坡流动模型，大坝的缺口的水力特性，并保证施工项目的安全性，本文进行了功果桥水电站水力模型试验。图 1 功果桥水电站布局图 2 水位和流量之间的关系64、结论（ 1）在引水隧洞进水口，水流稳定。当排水量小，横向流速大。导流隧道左岸会出现圆周运动。随着流量的增加量，由于地形的影响导在流隧

28、洞进口，水面线从左0 到 29m 将有更大的梯度。当流量大于7710 m3 s，导流隧洞进口右岸会有间歇性湍流。（ 2）在引水隧洞出口，因为河道下游水位低，下游围堰的流量在也小，当流量2500m3 s 和 3810m3 /秒之间，水流冲到河道左岸产生波状水跃。（ 3）坝体临时挡水断面和泄洪缺口使上游围堰和基坑之间的水位上升。上游围堰和基坑之间产生波状水跃。（ 4）下游围堰水流平顺。 由于下游围堰下游水位高， 下游围堰和河道水流衔接是好的。水面平缓，无明显水跃。当流量在3000 m3s 和 7710 m3 s 之间，在下游围堰表流速在1.23m/s 和 5.29m/s 之间。致谢武汉大学对本文的

29、水工模型试验做出了宝贵的贡献。作者再此感谢他们的帮助。参考文献： 1 李进，牛之前，李仲。论功果桥水电站截流水工模型试验研究 J ，水利水电工程，第 28 卷，第 3 号，52-54， 2009 2 张晓丽，杨济源，杜书瀛。宽尾墩改善压力分布的一种新类型XT 宽尾墩消力池 J ，西北水力发电，第22 卷，第三期，30-33 ，2006 3 韩春玲，王学贵，石书峰。水力模型的相似性原则 J ，中国水上运输，第6 卷，第 10 号， 67-70 ， 2006 4 王晓林，张慧慧，胡志根，杨蕾，余凯强，小湾水电站导流和围堰水工模型试验研究J ，云南水力发电，第21 卷，第三期，22-24，20055 金宝芬，张圣明，黄国兵，辽宁，水布垭工程施工导流隧洞水工学试验研究J ，长江科学研究院学报，第19 卷， 4-7， 2002 6 西北水电设计院， 武汉大学， 澜沧河功果桥水电站施工导流模型试验报告R ，20107