【摘要】：液壓升降壩是一種新型的可自動升降的攔河活動壩,具有擋水和泄水雙重功能。目前在國內(nèi)蓄水及城市美化工程中得到了較為廣泛的應(yīng)用。對液壓升降壩在不同開啟方式下泄流能力的計(jì)算是解決河道行洪安全的關(guān)鍵問題。液壓升降壩過流方式與傳統(tǒng)的攔河活動壩有所不同,泄流能力的大小無系統(tǒng)的計(jì)算方法。本文采用物理模型試驗(yàn)的方法研究液壓升降壩的泄流特性,選擇了常見的3m、4m和5m壩高的液壓升降壩作為原型,每種壩高設(shè)計(jì)三扇壩,模型比尺為1:30,在有機(jī)玻璃水槽上進(jìn)行了泄流試驗(yàn)。保持兩端液壓升降壩為正常運(yùn)行擋水狀態(tài),將中孔液壓升降壩調(diào)整到各種塌壩角度(0°,14°,28°,42°,56°,70°),對液壓升降壩的流態(tài)類型、泄流量變化規(guī)律、流量系數(shù)的影響因素、流量計(jì)算公式以及流量系數(shù)計(jì)算方法等進(jìn)行了分析,主要結(jié)論如下:(1)觀察試驗(yàn)發(fā)現(xiàn),液壓升降壩在塌落運(yùn)行中主要存在三種流態(tài)。一種是三扇液壓升降壩均保持正常擋水運(yùn)行狀態(tài),上游來流時,上游水位壅高,水流均勻地從液壓升降壩壩頂流過,此時類似矩形薄壁堰堰流。另一種是液壓升降壩兩端壩保持正常擋水運(yùn)行狀態(tài),中孔液壓升降壩調(diào)整到不同支撐角度(14°、28°、42°、56°),上游來流時,水流一部分從中孔液壓升降壩與兩端壩之間的三角夾縫流過,一部分從中孔液壓升降壩壩頂流過,此時流態(tài)相當(dāng)于矩形薄壁堰與三角形薄壁堰的結(jié)合。最后一種是保持兩端壩為正常擋水運(yùn)行狀態(tài),中孔液壓升降壩塌平緊貼水槽底面,上游來流直接從中間留出,類似于寬頂堰堰流。(2)當(dāng)三扇液壓升降壩均處于正常擋水運(yùn)行時,液壓升降壩流量系數(shù)m與H0/P1存在較好的線性關(guān)系,且隨H0/P1增大而增大;流量系數(shù)m均處于0.4—0.45之間。類似矩形薄壁堰,流量計(jì)算可以用公式進(jìn)行。流量系數(shù)計(jì)算可以按照經(jīng)驗(yàn)公式。式中H0是指液壓升降壩壩頂水頭,P1是指液壓升降壩垂直擋水高度。(3)當(dāng)液壓升降壩兩端處于正常擋水運(yùn)行狀態(tài),中孔壩塌落到各種支撐角度下時,流態(tài)相當(dāng)于三角形薄壁堰與矩形薄壁堰的組合。流量計(jì)算公式可以用:,式中H為中孔液壓壩垂直擋水高度,H0為壩頂水頭。C為三角形薄壁堰流量系數(shù),經(jīng)過試驗(yàn)數(shù)據(jù)擬合出來公式為:,m按照量綱分析擬合出的經(jīng)驗(yàn)公式進(jìn)行計(jì)算。,其中P1為液壓升降壩垂直擋水高度。同一壩高下,支撐角度越大,流量系數(shù)越小。同一支撐角度下,壩高越高,流量系數(shù)m越小,變化幅度較小。(4)液壓升降壩兩端處于正常擋水運(yùn)行狀態(tài),中孔液壓升降壩塌平緊貼有機(jī)玻璃水槽底面時,其過流流態(tài)類似于寬頂堰堰流。其流量計(jì)算可以參考寬頂堰流量計(jì)算公式其中流量系數(shù)m可以參考經(jīng)驗(yàn)公式 進(jìn)行計(jì)算。
[Abstract]:Hydraulic lifting dam is a new type of automatic moving dam with double functions of retaining and discharging water. At present, it has been widely used in water storage and urban beautification projects in China. The calculation of the discharge capacity of hydraulic lifting dams under different opening modes is the key problem to solve the safety of river flood discharge. The hydraulic lift dam is different from the traditional river moving dam in the way of flow passing, and there is no systematic calculation method for the discharge capacity of hydraulic lift dam. In this paper, the physical model test method is used to study the discharge characteristics of hydraulic lifting dams. The hydraulic lifting dams with the height of 3 m and 5 m are selected as prototypes. Three dams are designed for each height, and the model scale is 1: 30. The discharge test was carried out on the plexiglass tank. In order to keep the hydraulic lifting dam at both ends in normal running condition, the hydraulic lifting dam with medium hole is adjusted to various collapse angles (0 擄, 14 擄, 28 擄, 42 擄, 56 擄, 70 擄). The main conclusions are as follows: (1) observation and test show that there are three main flow patterns in collapse operation of hydraulic lifting dams. One is that the three hydraulic lifting dams are in the normal state of retaining water. When the upstream flow comes up, the upstream water level rises and the water flows uniformly through the top of the hydraulic lift dam, which is similar to the rectangular thin-walled Weir flow. The other is that the two ends of the hydraulic lifting dam keep the normal running state of retaining water, and the hydraulic lifting dam of the middle hole adjusts to different supporting angles (14 擄, 28 擄, 42 擄, 56 擄). A part of the flow of water flows through the triangular joint between the middle hole hydraulic lifting dam and the two end dams, and one part of the middle hole hydraulic lift dam flows through the top of the dam. At this time, the flow pattern is equivalent to the combination of the rectangular thin-walled Weir and the triangular thin-walled Weir. The last one is to keep the two ends of the dam in the normal state of retaining water, and the hydraulic lift dam with a middle hole collapses and flattens close to the bottom of the flume, and the upstream flow is left directly from the middle. It is similar to the Weir flow of wide top Weir. (2) when the three hydraulic lifting dams are in normal water retaining operation, the flow coefficient m of hydraulic lift dam has a good linear relationship with H0/P1, and increases with the increase of H0/P1; The flow coefficient m is between 0.4-0.45. Similar to rectangular thin-walled Weir, flow calculation can be done by formula. The flow coefficient can be calculated according to empirical formula. H0 refers to the head of the top of the hydraulic lift dam, and P1 to the vertical water retaining height of the hydraulic lift dam. (3) when the two ends of the hydraulic lift dam are in the normal state of retaining water, the mesopole dam collapses under various supporting angles, The flow state is equivalent to the combination of triangular thin-walled Weir and rectangular Thin-walled Weir. The formula of flow calculation can be used: h is the vertical water retaining height of hydraulic dam with mesopole, H _ 0 is the head of dam top, C is the flow coefficient of triangular thin-walled Weir, and the formula fitted by test data is as follows: M is calculated according to the empirical formula of dimensionality analysis, where P1 is the vertical water retaining height of hydraulic lifting dam. Under the same dam height, the larger the supporting angle, the smaller the discharge coefficient. At the same supporting angle, the higher the dam height, the smaller the discharge coefficient m, and the smaller the range of variation. (4) when the two ends of the hydraulic lift dam are in the normal water retaining operation state, the hydraulic lift dam with medium hole collapses and flattens close to the bottom of the plexiglass flume. The overflow pattern is similar to that of Weir flow with wide ceilings. The calculation of the flow rate can refer to the formula of the flow rate of the broad-topped Weir, where the flow coefficient m can be calculated with reference to the empirical formula.
【學(xué)位授予單位】：太原理工大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2017
【分類號】：TV64;TV135.2

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