【摘要】：多沙河流上的低水頭閘壩式引水樞紐，引水與防沙矛盾突出，泄洪排沙建筑物布置及工程運行調(diào)度是否合理直接影響樞紐引水與防沙功能的正常使用。因此對閘壩式渠首樞紐主要建筑物布置方案進(jìn)行優(yōu)化并提出合理的防排沙運行措施具有重要的工程應(yīng)用意義。 本文以臺蘭河一級水電站引水樞紐泄洪排沙建筑物為研究對象，通過水工泥沙整體模型試驗發(fā)現(xiàn)原設(shè)計方案存在的水工水力學(xué)問題及工程泥沙問題。針對問題提出經(jīng)濟(jì)合理的修改方案并通過水工模型優(yōu)化比選試驗進(jìn)行驗證，，得出最優(yōu)方案。針對該多沙河流壩區(qū)泥沙問題進(jìn)行壩區(qū)泥沙模型試驗，提出經(jīng)濟(jì)有效的泥沙處理方案，配合所需的樞紐運行工況達(dá)到工程取水要求。研究表明： （1）原設(shè)計泄洪沖沙閘泄流能力過大（比設(shè)計值大19%），而引水能力不足（正常引水位引水47.9m3/s，設(shè)計值56m3/s）；上游左邊兩閘孔進(jìn)口和閘室內(nèi)流態(tài)紊亂，泄洪沖沙閘各相鄰孔口水流在閘墩尾部交匯擊起水翅，并在護(hù)坦和海漫段形成折沖水流流態(tài)，不利于閘壩安全。修改后泄洪沖沙閘由6孔改5孔，校核洪水位全開時泄量1424.1m3/s已接近設(shè)計泄量1433.2m3/s；引水閘尺寸修改后流量為56.18m3/s，達(dá)到了設(shè)計引水流量56m3/s；加高上游導(dǎo)流墻高度至1655.7m并在閘室后加設(shè)低尾墩，消除了各試驗泄洪工況泄洪沖沙閘和排沙閘進(jìn)口漩渦等不利流態(tài)，也基本消除了水翅現(xiàn)象，護(hù)坦段和海漫段水流流態(tài)也得以改善； （2）原設(shè)計排沙閘和排漂閘下游的消力池未起到消能作用；閘壩下游消能防沖措施不足導(dǎo)致海漫末端附近河床及右岸坡的沖刷較為嚴(yán)重。修改后通過在閘壩下游海漫末端加設(shè)鋼筋塊石籠對海漫末防沖墻基礎(chǔ)及下游河床起到了有效的保護(hù)作用。 （3）原樞紐無有效的防排沙措施，排沙漏斗縱向長度不足，引水口前不能實現(xiàn)“門前清”。修改后通過加設(shè)推薦方案束水導(dǎo)沙墻，可拓展引水閘前排沙漏斗縱向長度，實現(xiàn)引水閘“門前清”。并且通過設(shè)計三道引水防沙措施，可保證樞紐達(dá)到長期防沙目標(biāo)。 （4）應(yīng)用Flow3D數(shù)值模擬軟件可以驗證泄洪閘的泄流能力，且精度較高，為增強物理模型方案可靠性，減小類似工程物理模型工作量提供了有力支持。
[Abstract]:The contradiction between water diversion and sediment control is prominent in the low-head sluice dam-type diversion hub on sandy rivers. Whether the layout of flood discharge and sediment discharge buildings and the operation of the project is reasonable or not will directly affect the normal use of the diversion and sediment control functions of the junction. Therefore, it is of great significance for engineering application to optimize the layout scheme of the main buildings of the sluice dam-type canal head hub and to put forward reasonable operation measures for preventing and discharging sediment. Based on the flood discharge and sediment discharge structure of Tailanhe first-class hydropower station, the hydraulic problems and engineering sediment problems existing in the original design scheme are found through the integral model test of hydraulic sediment. In view of the problem, an economical and reasonable modification scheme is put forward and verified by the hydraulic model optimization and selection test, and the optimal scheme is obtained. In view of the sediment problem in the dam area of the sediment-laden river, the sediment model test in the dam area is carried out, and an economical and effective sediment treatment scheme is put forward, which meets the requirement of water intake in the project according to the required operation conditions of the junction. The results show that: (1) the discharge capacity of the original designed sluice is too large (19% higher than the designed value), but the water diversion capacity is insufficient (47.9 m3 / s of normal water level, design value 56m3/s); The flow patterns in the inlet and chamber of the two gates on the left of the upstream are disordered. The water flow of the adjacent orifice of the flood-discharge sand sluice strikes the water fin at the end of the pier, and forms the flow pattern of the broken water in the dam and the flood section of the sea, which is not conducive to the safety of the sluice dam. After modification, the flood discharge sluice is changed from 6 holes to 5 holes, and the discharge 1424.1m3/s is close to the designed discharge when the flood level is fully opened, and the discharge of the sluice is 56.18m3 / s, which reaches 56m3 / s of the designed diversion discharge after the modification of the size of the sluice, and that the discharge of the sluice is close to the designed discharge of 1433.2m3 / s when the flood water level is fully opened. By raising the height of the upstream diversion wall to 1655.7m and installing the low tail pier behind the gate chamber, the unfavorable flow patterns such as the flood discharge sluice and the vortex at the inlet of the sluice gate are eliminated, and the phenomenon of the water wing is basically eliminated. The flow pattern of the Hutan section and the flood section has also been improved; (2) the energy dissipation pools downstream of the original designed sluice and drift gate did not play a role in energy dissipation, and the lack of energy dissipation and anti-scour measures at the downstream of the sluice dam resulted in serious erosion of the river bed and the right bank slope near the end of the sea. After modification, it is effective to protect the foundation of flood wall and the downstream riverbed by adding steel bars and stone cages at the end of the flood downstream of the sluice dam to protect the foundation of the anti-scour wall and the lower reaches of the river bed. (3) there is no effective sediment control measures in the original hub, and the longitudinal length of the sediment discharge funnel is insufficient, so it is impossible to "clear the front door" before the diversion entrance. After modification, the longitudinal length of the sediment drain funnel in front of the sluice can be extended by adding the sand guide wall with the recommended scheme, and the gate clearance can be realized. And through the design of three water diversion measures to prevent sediment, the project can achieve the long-term goal of sand control. (4) the discharge capacity of sluice can be verified by Flow3D numerical simulation software, which provides strong support for enhancing the reliability of physical model scheme and reducing the workload of similar engineering physical model.
【學(xué)位授予單位】：西北農(nóng)林科技大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2014
【分類號】：TV652

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 劉曉平;陳亞嬌;侯斌;乾東岳;;低水頭水利樞紐閘壩下游回流區(qū)沖刷問題試驗研究[J];湖南交通科技;2011年04期

2 李虹瑾;崔忠;趙濤;;沖積河流引水樞紐結(jié)構(gòu)變化對上下游河床沖淤的影響[J];水利與建筑工程學(xué)報;2012年03期

3 何兆斌;潘家口水利樞紐消能防沖試驗研究[J];海河水利;1996年05期

4 包中進(jìn);王月華;;基于FLOW-3D軟件的溢洪道三維水流數(shù)值模擬[J];浙江水利科技;2012年02期

5 張懷斌;;淺談水閘下游底流式消能防沖設(shè)計的兩個問題[J];吉林水利;2009年07期

6 楊具瑞,方鐸,田媛,何文社,劉興年;黑河草灘莊引水樞紐的泥沙沖淤對生態(tài)環(huán)境的影響[J];農(nóng)村生態(tài)環(huán)境;2001年03期

7 宋祖詔,李貴啟;沙質(zhì)河床引水樞紐取水防沙經(jīng)驗[J];泥沙研究;1983年01期

8 劉旭東,李貴啟;我國低水頭引水樞紐引水防沙問題的實踐及其試驗研究[J];泥沙研究;1983年02期

9 張緒進(jìn),趙世強,陳遠(yuǎn)信;非均勻推移質(zhì)級配研究[J];泥沙研究;1990年03期

10 馬振海,武維新;四零四廠取水樞紐防沙設(shè)計及試驗驗證[J];泥沙研究;2005年03期

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