CN209619962U - A kind of anti-whirlpool device of rectification - Google Patents
A kind of anti-whirlpool device of rectification Download PDFInfo
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Abstract
本实用新型公开了一种整流防涡装置,整流防涡装置布置于倒虹吸进水口上游首部,在进口前池首部设置排气升坎、整流幕墙和导流防涡孔。排气升坎消除进入前池水流的气泡;整流幕墙阻隔跌流消力池消能引起的水面波动向前池传播;导流防涡孔的出口水流以淹没形式进入前池,并呈缓流流态,使入池水流平稳顺畅进入倒虹吸进水口,避免前池内发生水流流态转换和在进水口前产生漩涡现象。本实用新型的优点在于:避免了前池内水流消能引起水气混合流问题,以适应前池水位因运行条件改变所引起的大幅度变化;消除了形成漩涡的不利流动,在前池水位变化的情况下保持进水口前不会形成有害漩涡;以维系倒虹吸管道的平稳运行,增强倒虹吸管道运行的安全性能。
The utility model discloses a rectification and anti-vortex device. The rectification and anti-vortex device is arranged at the upstream head of an inverted siphon water inlet, and an exhaust riser, a rectification curtain wall and a diversion and anti-vortex hole are arranged at the head of an inlet forebay. The exhaust riser eliminates the air bubbles entering the forebay; the rectifying curtain wall blocks the water surface fluctuation caused by the energy dissipation of the falling flow stilling pool and propagates to the forebay; the outlet water flow of the diversion anti-vortex hole enters the forebay in a submerged form, and flows slowly The flow state makes the water flow into the pool enter the inverted siphon water inlet smoothly and smoothly, avoiding the flow state conversion in the forebay and the vortex before the water inlet. The utility model has the advantages of: avoiding the water-air mixed flow problem caused by the energy dissipation of the water flow in the forebay, so as to adapt to the large change in the water level of the forebay caused by the change of operating conditions; In the case of keeping the harmful vortex in front of the water inlet; in order to maintain the smooth operation of the inverted siphon pipeline and enhance the safety performance of the inverted siphon pipeline.
Description
技术领域technical field
本实用新型涉及倒虹吸管道输水工程技术领域,特别涉及一种整流防涡装置。The utility model relates to the technical field of inverted siphon pipeline water delivery engineering, in particular to a rectifying and anti-vortex device.
背景技术Background technique
倒虹吸管道是输水工程跨越河道及其他阻碍物时常采用的一种过流交叉建筑物,正常运行情况下倒虹吸管道处于满流状态,属于有压管流。倒虹吸管道进口与出口之间的水位差大小取决于倒虹吸管道进出口之间的水头损失(包括沿程损失hf和局部损失hi)。倒虹吸管道进、出口之间的水头损失与引水流量、管道长度、断面形状尺寸、轴线布置及管道表面糙率等诸多因素有关,如果倒虹吸管道的断面形状和尺寸保持不变,则倒虹吸管道的沿程水头损失可以由式(1)计算:Inverted siphon pipeline is a cross-flow crossing structure often used in water transportation projects across rivers and other obstacles. Under normal operation, the inverted siphon pipeline is in a full flow state and belongs to pressurized pipe flow. The water level difference between the inlet and outlet of the inverted siphon depends on the head loss between the inlet and outlet of the inverted siphon (including loss along the way h f and local loss h i ). The head loss between the inlet and outlet of the inverted siphon pipe is related to many factors such as the diversion flow, pipe length, cross-sectional shape and size, axis layout and pipe surface roughness. If the cross-sectional shape and size of the inverted siphon pipe remain unchanged, the inverted siphon The head loss along the channel can be calculated by formula (1):
其局部水头损失由式(2)计算:Its local head loss is calculated by formula (2):
式(1)和式(2)中:hf—倒虹吸管道的沿程损失,n—管道表面糙率系数,L—管道长度,R—管道的水力半径,A—管道过水断面的横断面面积,Q—管道的输水流量,hi—管道的局部损失,—管道的局部水头损失系数。In formula (1) and formula (2): hf —the loss along the way of the inverted siphon pipe, n—the surface roughness coefficient of the pipe, L—the length of the pipe, R—the hydraulic radius of the pipe, A—the cross section of the water section of the pipe surface area, Q—pipeline water flow, h i —pipeline local loss, —The local head loss coefficient of the pipeline.
在管道轴线布置和断面形状尺寸已经确定的情况下,其水头损失的大小仍然随着引水流量和管道表面糙率的不同而变化。当输水工程在运行期间的流量变化范围较大,或者倒虹吸管道较长,管道表面糙率系数难于准确估计或运行过程中其表面糙率发生变化的情况下,例如预应力钢筒混凝土管道的表面糙率系数n可能在0.011~0.0135之间,这样倒虹吸管道进出口之间的水头损失也会相差较大,从而使得倒虹吸工程在正常运行期间其进口与出口之间的水位差发生大幅度变化。然而,倒虹吸管道进口上、下游的输水渠道的高程往往根据地形条件及输水工程的某一个特殊运行条件确定,一般情况下设计时按照输送最大引水流量Qmax来确定倒虹吸进口上游和出口下游的输水渠道的高程及断面大小。倒虹吸进口上游引水渠的水位及出口下游输水渠内的水位之差相对固定,不可能随倒虹吸管道的水头损失大小而改变,这就会造成倒虹吸进口前池7的水位大幅度变化。前池7水位大幅度变化往往引起以下两个方面的问题:(1)进水口淹没深度不足形成吸气旋涡而卷吸空气进入倒虹吸管道;(2)前池水位降低,导致引水渠水流以急流流态进入前池,并在前池内产生水跃,形成水气两相流,挟带大量气泡进入倒虹吸管道。进入倒虹吸管道的空气易聚集形成气囊,气囊随压力波动的变化振荡不仅可能引起管道水流不稳定,波动压力增大,而且可能引发气爆现象,诱发安全事故。In the case that the pipeline axis layout and cross-sectional shape and size have been determined, the size of the head loss still varies with the diversion flow and the surface roughness of the pipeline. When the flow rate of the water transmission project changes in a large range during operation, or the inverted siphon pipe is long, the surface roughness coefficient of the pipe is difficult to accurately estimate or the surface roughness changes during operation, such as prestressed steel cylinder concrete pipes The surface roughness coefficient n may be between 0.011 and 0.0135, so the head loss between the inlet and outlet of the inverted siphon pipe will also vary greatly, so that the water level difference between the inlet and outlet of the inverted siphon project will occur during normal operation. Substantial changes. However, the elevation of the upstream and downstream water delivery channels of the inverted siphon pipeline inlet is often determined according to the topographical conditions and a special operating condition of the water delivery project. In general, the design is based on the maximum diversion flow Q max to determine the upstream and downstream of the inverted siphon inlet. The elevation and section size of the water delivery channel downstream of the outlet. The water level difference between the water level of the diversion channel upstream of the inverted siphon inlet and the water level in the downstream water delivery channel of the outlet is relatively fixed, and it is impossible to change with the head loss of the inverted siphon pipeline, which will cause a large change in the water level of the forebay 7 of the inverted siphon inlet. Large changes in the water level of the forebay 7 often cause problems in the following two aspects: (1) Insufficient submersion depth of the water inlet forms a suction vortex and entrains air into the inverted siphon pipe; The torrent flow state enters the forebay, and produces a hydraulic jump in the forebay, forming a water-air two-phase flow, carrying a large number of air bubbles into the inverted siphon pipe. The air entering the inverted siphon pipe is easy to gather to form an air bag, and the air bag oscillates with the change of the pressure fluctuation, which may not only cause unstable water flow in the pipe, increase the fluctuating pressure, but also cause an air explosion and induce a safety accident.
为了解决运行期间由于引水流量和管道表面糙率的改变引起的倒虹吸管道水头损失变化,从而导致前池水位大幅度降低引起倒虹吸管道进气及运行不稳定的问题,如图1所示,现有的技术方案是在倒虹吸管道出口段设置一道控制闸门。倒虹吸管道过流能力按照倒虹吸出口闸门全开,管道表面糙率可能最大值nmax情况下通过引水最大流量Qmax进行设计。对于引水流量和管道表面糙率减小的其他非设计运行工况,可以采取控制闸门局部开启的运行方式,使前池水位在能够维持倒虹吸管道的安全运行水位区间,以保证倒虹吸工程的正常运行。In order to solve the problem that the water head loss of the inverted siphon pipeline changes due to the change of the diversion flow and the surface roughness of the pipeline during operation, which leads to a large drop in the water level of the forebay and the problem of air intake and unstable operation of the inverted siphon pipeline, as shown in Figure 1. The existing technical scheme is to arrange a control gate at the outlet section of the inverted siphon pipeline. The flow capacity of the inverted siphon pipeline is designed according to the maximum flow rate Q max of water diversion under the condition that the gate of the inverted siphon outlet is fully opened and the surface roughness of the pipeline may be the maximum value n max . For other non-design operating conditions where the water diversion flow and surface roughness of the pipeline are reduced, the operation mode of controlling the partial opening of the gate can be adopted to keep the water level of the forebay within the safe operating water level range that can maintain the inverted siphon pipeline, so as to ensure the safety of the inverted siphon project normal operation.
但是这种方法存在以下缺陷:But this method has the following defects:
1)需要根据倒虹吸管的表面糙率及引水流量的大小控制出口闸门的开度,调节前池水位,运行期间操作管理过程比较繁杂;1) It is necessary to control the opening of the outlet gate and adjust the water level of the forebay according to the surface roughness of the inverted siphon and the size of the water diversion flow. The operation and management process during operation is relatively complicated;
2)倒虹吸工程引水流量发生变化需要调节出口闸门开度,对于长达数公里的倒虹吸管道,闸门开度变化过快可能引起管道水击压力过大;另一方面,如果闸门在运行过程中锁定失效而突然坠落关闭,也可能引起过大的水击压力使管道破裂,存在一定的安全隐患。2) The diversion flow of the inverted siphon project needs to adjust the opening of the outlet gate. For the inverted siphon pipeline with a length of several kilometers, the rapid change of the gate opening may cause excessive water hammer pressure; on the other hand, if the gate is in operation If the middle lock fails and suddenly falls and closes, it may also cause excessive water hammer pressure to rupture the pipeline, which poses a certain safety hazard.
3)采用闸门局部运行的措施抬高前池水位,使倒虹吸管道出口水流流速增高,出口需要设计消能设施,下游引水渠内的水流稳定性差。3) The water level of the forebay is raised by the partial operation of the gate, which increases the water flow velocity at the outlet of the inverted siphon pipe. Energy dissipation facilities need to be designed at the outlet, and the stability of the water flow in the downstream diversion channel is poor.
为了防止倒虹吸进水口前产生有害吸气漩涡,避免空气进入倒虹吸管道而引起水流压力波动,现有的另一种技术方案是在临近进水口的上方设置若干根消涡梁,通过消涡梁的干扰来阻止进水口前形成环流流动,以避免出现吸气漩涡,防止漩涡卷吸空气进入倒虹吸管道。In order to prevent harmful suction vortices from being generated in front of the inverted siphon water inlet, and to avoid water pressure fluctuations caused by air entering the inverted siphon pipe, another existing technical solution is to set up several vortex elimination beams near the water inlet, through the vortex elimination The interference of the beam prevents the formation of circulation flow in front of the water inlet to avoid the suction vortex and prevent the vortex from entraining air into the inverted siphon pipe.
该技术方案仅能解决倒虹吸管道进水口前发生吸气漩涡的问题。对于输水流量变化和管道表面糙率改变而引起前池水位降低的运行情况,引水渠的水流以急流流态进入前池,并在前池内产生水跃消能使水体掺入大量空气泡,水流挟带气泡进入倒虹吸管道的问题,其现有的技术方案不能解决。同时,前池内水流消能引起的水面大幅波动也会影响倒虹吸管道的平稳运行。This technical solution can only solve the problem of the suction vortex before the water inlet of the inverted siphon pipe. For the operation situation in which the water level of the forebay is lowered due to the change of the water delivery flow and the change of the surface roughness of the pipeline, the water flow of the diversion channel enters the forebay in a rapid flow state, and a hydraulic jump is generated in the forebay to cause the water body to be mixed with a large number of air bubbles. The problem that the water flow carries air bubbles into the inverted siphon pipe cannot be solved by its existing technical solutions. At the same time, the large fluctuations in the water surface caused by the energy dissipation of the water flow in the forebay will also affect the smooth operation of the inverted siphon pipeline.
实用新型内容Utility model content
本实用新型针对现有技术的缺陷,提供了一种整流防涡装置,能有效的解决上述现有技术存在的问题。Aiming at the defects of the prior art, the utility model provides a rectifying and anti-vortex device, which can effectively solve the above-mentioned problems in the prior art.
为了实现以上实用新型目的,本实用新型采取的技术方案如下:In order to realize above utility model purpose, the technical scheme that the utility model takes is as follows:
一种整流防涡装置,包括:跌流消力池1、尾坎2、通气管3、整流幕墙4、导流防涡孔5、排气升坎6、前池7、进水口8和隔墩9;A rectification and anti-vortex device, comprising: falling flow stilling pool 1, tail sill 2, ventilation pipe 3, rectification curtain wall 4, diversion anti-vortex hole 5, exhaust lift sill 6, front pool 7, water inlet 8 and partition pier 9;
跌流消力池1紧邻引水渠、跌流消力池1末端设尾坎2以形成消能水垫,尾坎2后设通气管3使坎后过流面与大气连通;The falling flow stilling pool 1 is adjacent to the diversion channel, and the tail sill 2 is set at the end of the falling flow stilling pool 1 to form an energy dissipation water cushion, and the vent pipe 3 is arranged behind the tail sill 2 to connect the flow surface behind the sill with the atmosphere;
跌流消力池1有多级,每一级跌流消力池1的跌坎高度一般为 3.0~6.0m,在最后一级跌流消力池1尾部底板上布置排气升坎6;There are multiple levels of falling flow stilling basin 1, and the height of the falling sill of each level of falling flow stilling basin 1 is generally 3.0~6.0m, and the exhaust rising sill 6 is arranged on the bottom plate at the end of the falling flow stilling basin 1 of the last level;
在排气升坎6下游3.0~5.0m处布置整流幕墙4和导流防涡孔5,导流防涡孔5出口直接接入前池7,进水口8布置于前池7末端。The rectifying curtain wall 4 and the diversion anti-vortex hole 5 are arranged 3.0-5.0m downstream of the exhaust sill 6. The outlet of the diversion anti-vortex hole 5 is directly connected to the forebay 7, and the water inlet 8 is arranged at the end of the forebay 7.
导流防涡孔5位于最后一级跌流消力池1与前池7之间,其过流横断面呈矩形,导流防涡孔5宽度与前池7宽度相同,导流防涡孔5 的出口孔口高度按照进入前池7的水流为缓流流态确定,为保持水流稳定,其出口最大水流佛氏数可取0.50~0.70。The diversion anti-vortex hole 5 is located between the last falling flow stilling pool 1 and the forebay 7, and its flow cross section is rectangular. The width of the diversion anti-vortex hole 5 is the same as that of the forebay 7. The diversion anti-vortex hole The height of the outlet orifice of 5 is determined according to the slow flow state of the water entering the forebay 7. In order to keep the water flow stable, the maximum Floyd's number of the outlet flow can be 0.50-0.70.
整流幕墙4位于导流防涡孔5进口上部,整流幕墙4垂直布置,呈矩形状,整流幕墙4的宽度与前池7宽度相同,整流幕墙4顶部高于前池7最高水位,整流幕墙4顶部约高于最后一级跌流消力池1正常运行期间的最高水位。整流幕墙4隔断跌流消力池1水面与前池7 水面的连通,防止跌流消能引起的水面波动传播到前池7内,避免影响前池7及管道内的水流稳定。The rectifying curtain wall 4 is located on the upper part of the entrance of the diversion and anti-vortex hole 5, and the rectifying curtain wall 4 is vertically arranged in a rectangular shape. The top is about higher than the highest water level during the normal operation of the last level of falling flow stilling pool 1 . The rectifying curtain wall 4 cuts off the connection between the water surface of the falling flow stilling pool 1 and the water surface of the forebay 7, preventing the water surface fluctuation caused by the falling flow energy dissipation from spreading to the forebay 7, and avoiding affecting the stability of the water flow in the forebay 7 and the pipeline.
排气升坎6位于导流防涡孔5前的最后一级跌流消力池1的底板上,排气升坎6坎址至导流防涡孔进口距离为3.0~5.0m,升坎顶部高程高于导流防涡孔5的进口底板高程约0.5m。排气升坎6约束水流流向上方,借助流线弯曲加速跌流消能过程中卷入水体的气泡漂移上浮,避免水流挟带气泡经导流防涡孔5进入前池7。The exhaust sill 6 is located on the bottom plate of the last stage of the falling flow stilling pool 1 before the diversion anti-vortex hole 5. The distance from the exhaust sill 6 to the entrance of the diversion anti-vortex hole is 3.0-5.0m. The top elevation is about 0.5m higher than the inlet floor elevation of the diversion anti-vortex hole 5 . The exhaust riser 6 constrains the water flow upwards, and accelerates the air bubbles involved in the water body to float up during the energy dissipation process of the falling flow by means of the bending of the streamline, so as to prevent the air bubbles carried by the water flow from entering the forebay 7 through the diversion anti-vortex holes 5 .
通气管3一般采用圆形管道,通气管3的出口布置在跌流消力池 1的尾坎2靠近坎顶的下游面,出口采用孔径约10cm的圆孔,通气管3出口个数根据跌流消力池1尾坎2的宽度确定。The ventilation pipe 3 generally adopts a circular pipe, and the outlet of the ventilation pipe 3 is arranged on the downstream surface of the end sill 2 of the falling flow stilling pool 1 near the top of the sill, and the outlet adopts a round hole with an aperture of about 10 cm. The width of the tail sill 2 of the flow stilling pool 1 is determined.
作为优选,跌流消力池1的长度L由水舌跌落长度l1和跌流壅高水跃长度l2组成,根据跌坎高度和正常运行期间的最大单宽流量确定。水舌跌落长度可按式(3)估算:As a preference, the length L of the slump stilling pool 1 is composed of the drop length l1 of the water tongue and the length l2 of the sag height hydraulic jump, and is determined according to the height of the sill and the maximum single-width flow rate during normal operation. The drop length of the water tongue can be estimated according to formula (3):
式(1)中:q—跌坎处的单宽流量;P—跌坎高度;h0—来流水深。对于高坎水舌的跌落距离可用式(4)估算:In formula (1): q—single-width flow at the sill; P—height of the sill; h 0 —deep flow. For the drop distance of the high ridge water tongue, it can be estimated by formula (4):
跌流壅高水跃长度:The length of the falling water and the high hydraulic jump:
l2=3.2h2 (5)l 2 =3.2h 2 (5)
式(5)中:h2—跌流水跃第二共轭水深,按水跃公式计算。In formula (5): h 2 —the second conjugate water depth of falling water jump, calculated according to the hydraulic jump formula.
作为优选,跌流消力池1的级数取决于倒虹吸工程正常运行期间进水口8前池7水位的变化范围;假设进水口前池的水位最大变化值为ΔHmax,则跌流消力池的级数N按式(6)计算:As a preference, the series of falling flow stilling pool 1 depends on the variation range of the water level in the forebay 7 of the water inlet 8 during the normal operation of the inverted siphon engineering; assuming that the maximum change value of the water level in the forebay of the water inlet is ΔH max , then the falling flow stilling The series number N of the pool is calculated according to formula (6):
N=ΔHmax/(3~6) (6)N= ΔHmax /(3~6) (6)
作为优选,跌流消力池1末端尾坎2高度为跌坎高度的1/3~1/4 之间,且最后一级跌流消力池1的高度减小0.3~0.6m;其长度增加长度3m。As a preference, the height of the tail sill 2 at the end of the falling flow stilling pool 1 is between 1/3 to 1/4 of the height of the falling sill, and the height of the last stage of falling flow stilling pool 1 is reduced by 0.3 to 0.6m; its length Increase the length by 3m.
作为优选,导流防涡孔5的出口顶板高程低于前池7最低运行水位,保持出口最小淹没深度不小于0.5m,导流防涡孔5进口上,下缘均采用圆弧曲面或椭圆曲面修圆,以利进口水流顺畅稳定。As a preference, the outlet top plate elevation of the diversion anti-vortex hole 5 is lower than the minimum operating water level of the forebay 7, and the minimum submerged depth of the outlet is kept not less than 0.5m. The curved surface is rounded to facilitate smooth and stable water flow at the inlet.
作为优选,导流防涡孔5和前池7由沿水流方向布置的隔墩9按照倒虹吸管道的根数均匀分成多孔,以便各倒虹吸管道在独立和联合的运行条件下都可以保持前池的水流顺畅。As a preference, the diversion anti-vortex hole 5 and the forebay 7 are evenly divided into holes according to the number of inverted siphon pipes by the partition piers 9 arranged along the water flow direction, so that each inverted siphon pipe can maintain the forward siphon under independent and combined operating conditions. The water flow in the pool is smooth.
与现有技术相比本实用新型的优点在于:Compared with the prior art, the utility model has the advantages of:
1)本实用新型通过多级跌流消力池消耗引水渠与前池正常运行水位之间的多余能量,使得最后一级跌流消力池的水流能量与前池正常运行所需能量相匹配,多级跌流消力池可根据引水渠的来流状况自动调节最后一级跌流消力池的水位,避免了前池内水流消能引起水气混合流问题,以适应前池水位因运行条件改变所引起的大幅度变化。1) The utility model consumes the excess energy between the diversion canal and the normal operating water level of the forebay through the multi-stage downflow stilling pool, so that the water flow energy of the last downflow stilling pool matches the energy required for the normal operation of the forebay , The multi-stage falling flow stilling pool can automatically adjust the water level of the last level falling flow stilling pool according to the flow situation of the diversion canal, avoiding the problem of water-air mixed flow caused by the energy dissipation of the water flow in the forebay, so as to adapt to the water level of the forebay due to the operation Large changes caused by changing conditions.
2)实现了不同运行条件下前池内一直维持缓流流态,不会因为运行条件改变而发生流态变化,前池内主流流动轨迹相对固定,避免了进水口前的环向水流,消除了形成漩涡的不利流动,从而能够在前池水位大幅度变化的情况下保持进水口前不会形成有害漩涡。2) The slow flow state in the forebay has been maintained under different operating conditions, and the flow state will not change due to changes in operating conditions. The mainstream flow trajectory in the forebay is relatively fixed, avoiding the circular flow in front of the water inlet, and eliminating the formation of The unfavorable flow of the vortex can keep the harmful vortex from forming in front of the water inlet when the water level of the forebay changes greatly.
3)借助整流幕墙将消能区的水面与前池水面隔离分开,水流消能区域与前池相互独立,消除了水流消能引起的水面大幅波动对前池水流流动的影响,有效减小了前池水面波动;借助排气升坎的排气作用,避免了跌流消能过程中卷入水流的气泡流入前池,以维系倒虹吸管道的平稳运行。3) The water surface of the energy dissipation area is separated from the water surface of the forebay by means of the rectifying curtain wall, and the water flow energy dissipation area and the forebay are independent of each other, which eliminates the influence of large fluctuations in the water surface caused by the energy dissipation of the water flow on the water flow in the forebay, effectively reducing the The water surface of the forebay fluctuates; with the help of the exhaust function of the exhaust riser, the air bubbles involved in the water flow during the energy dissipation process of the falling flow are prevented from flowing into the forebay, so as to maintain the smooth operation of the inverted siphon pipe.
4)倒虹吸工程过水流量发生变化时无需改变闸门开度,避免闸门开度变化引起的水击压力,可增强倒虹吸管道运行的安全性能。4) When the water flow of the inverted siphon project changes, there is no need to change the gate opening, avoiding the water hammer pressure caused by the change of the gate opening, and enhancing the safety performance of the inverted siphon pipeline operation.
5)可以自动适应前池水位的大幅度变化,简化倒虹吸工程的运行管理过程。5) It can automatically adapt to large changes in the water level of the forebay, simplifying the operation and management process of the inverted siphon project.
附图说明Description of drawings
图1为现有技术倒虹吸管道的纵剖面示意图;Fig. 1 is the longitudinal section schematic diagram of prior art inverted siphon pipeline;
图2为本实用新型实整流防涡装置立体图;Fig. 2 is a three-dimensional view of the rectification and anti-vortex device of the utility model;
图3为本实用新型实施例1整流防涡装置的结构示意图;Fig. 3 is a structural schematic diagram of a rectifying and anti-vortex device according to Embodiment 1 of the present utility model;
图3A为本实用新型实施例1整流防涡装置纵剖面示意图;Fig. 3A is a schematic longitudinal sectional view of the rectifying and anti-vortex device according to Embodiment 1 of the present utility model;
图3B为本实用新型实施例1整流防涡装置平面结构图。Fig. 3B is a plane structure diagram of the rectifying and anti-vortex device according to Embodiment 1 of the present utility model.
图中个数字代表意义为:1、跌流消力池;2、尾坎;3、通气管; 4、整流幕墙;5、导流防涡孔;6、排气升坎;7、前池;8、进水口; 9、隔墩。The meanings of the numbers in the figure are: 1. Falling flow stilling pool; 2. End sill; 3. Ventilation pipe; 4. Rectification curtain wall; 5. Diversion anti-vortex hole; 6. Exhaust sill; ; 8. Water inlet; 9. Separation pier.
具体实施方式Detailed ways
为使本实用新型的目的、技术方案及优点更加清楚明白,以下结合附图并举实施例,对本实用新型做进一步详细说明。In order to make the purpose, technical solution and advantages of the utility model clearer, the utility model will be further described in detail below in conjunction with the accompanying drawings and examples.
实施例1Example 1
如图2、3所示,本实施例中的倒虹吸管道长度约11000m,并排布置两根内径2.8m的预应力混凝土管,正常运行期间的引水流量为 16.0~39.0m3/s,管道糙率系数取值区间为0.012~0.013,倒虹吸进出口之间的水头损失介于16.6m至28.8m之间,正常运行情况下,前池水位的变化幅度约12.0m。As shown in Figures 2 and 3, the length of the inverted siphon pipe in this embodiment is about 11,000m , and two prestressed concrete pipes with an inner diameter of 2.8m are arranged side by side. The rate coefficient ranges from 0.012 to 0.013, and the head loss between the inlet and outlet of the inverted siphon ranges from 16.6m to 28.8m. Under normal operating conditions, the water level of the forebay varies by about 12.0m.
整流防涡装置的结构如图2所示,包括与紧靠引水渠的三级跌流消力池1、三级跌流消力池1的跌落高度分别为4.5m、4.5m和4.1m,以满足前池7水位与12.0m的变化幅度的要求。在跌流消力池1的末端设尾槛2,使消力池壅水以满足形成跌流水跃所需的水垫水深。每一级跌流消力池1的池长和尾槛2高度按照运行期间工程最大引水流量情况下,跌流消力池内形成稳定淹没水流的要求根据经验公式进行设计计算:The structure of the rectifying and anti-vortex device is shown in Figure 2, including the three-stage falling flow stilling pool 1 close to the diversion channel, and the falling heights of the three-stage falling flow stilling pool 1 are 4.5m, 4.5m and 4.1m respectively. To meet the requirements of the change range between the water level of the forebay 7 and 12.0m. A tail sill 2 is set at the end of the falling flow stilling pool 1, so that the stilling pool is backed up with water to meet the required depth of the water cushion for forming the falling flow hydraulic jump. The length of the pool 1 and the height of the sill 2 of each level of the falling flow stilling pool 1 are designed and calculated according to the requirements of the stable submerged water flow in the falling flow stilling pool under the maximum diversion flow of the project during the operation period:
h1、h2—水跃前后的共轭水深(m),hk—相应于最大引水流量的临界水深(m);P—跌坎高度(m)。h 1 , h 2 —conjugate water depth before and after the hydraulic jump (m), h k —critical water depth corresponding to the maximum diversion flow (m); P—height of the sill (m).
跌流消力池1的长度为水舌跌落距离和水跃长度之和,水舌跌落距离为:The length of the falling flow stilling pool 1 is the sum of the drop distance of the water tongue and the length of the hydraulic jump, and the drop distance of the water tongue is:
跌流水跃的跃长l2为:The jump length l 2 of the falling water jump is:
l2=3.2h2 (10)l 2 =3.2h 2 (10)
尾槛的高度a为:The height a of the tail sill is:
a=σh2-h3 (11)a=σh 2 -h 3 (11)
式中:a-尾槛高度(m);σ-水跃淹没系数,一般取1.05~1.1;h3—尾槛的坎顶水深(m)。跌流消力池宽度为13.0m,最大引水流量为39.0m3/s,由式(1)~式(5)计算得到三级消力池的长度分别为 13.42m、13.42m和13.19m,尾槛高度分别为1.37m、1.37m和1.33m。In the formula: a - height of stern sill (m); σ - hydraulic jump submersion coefficient, generally taken as 1.05~1.1; h 3 - water depth of sill top of stern sill (m). The width of the falling flow stilling basin is 13.0m, and the maximum diversion flow rate is 39.0m 3 /s. The lengths of the third-level stilling basins calculated from formulas (1) to (5) are 13.42m, 13.42m and 13.19m respectively. The tail sill heights are 1.37m, 1.37m and 1.33m respectively.
位于第三级跌流消力池1后部底板上的排气升坎可以兼备第三级跌流消力池1的尾槛功能,排气升坎6的顶部高程高于导流防涡孔5 进口底板高程约0.5m,或者其高度可取相应尾槛高度的1.5~2.0倍。在排气升坎6后3~5m处设置整流幕墙4,整流幕墙4的墙顶高于最高运行水位(超高值0.3m)。导流防涡孔5和前池7由沿中心线布置的隔墩9对称分成两孔,以便两根倒虹吸管道在独立和联合的运行条件下都可以保持前池的水流顺畅。导流防涡孔5的宽度与前池7的宽度相同,均为5.0m,导流防涡孔5出口的高度按照最大引水流量为39m3/s时,其出口水流的水流佛氏数为0.5的控制条件设计,经计算可知其出口孔口高度为1.8m,导流防涡孔5出口顶部高程低于前池7 正常运行的最低水位约1.0m,以保证由导流防涡孔5流入前池的水流在正常运行情况下都处于缓流流态,同时兼顾减小水面波动,稳定水流。The exhaust sill located on the rear floor of the third-stage slump stilling tank 1 can also serve as the tail sill function of the third-stage slump stilling tank 1, and the top elevation of the exhaust sill 6 is higher than the diversion and anti-vortex holes 5 The elevation of the bottom plate of the inlet is about 0.5m, or its height may be taken as 1.5~2.0 times of the height of the corresponding stern sill. A rectification curtain wall 4 is installed 3-5m behind the exhaust sill 6, and the top of the rectification curtain wall 4 is higher than the highest operating water level (super high value 0.3m). The diversion anti-vortex hole 5 and the forebay 7 are symmetrically divided into two holes by the pier 9 arranged along the center line, so that the two inverted siphon pipes can keep the water flow in the forebay smooth under both independent and combined operating conditions. The width of the diversion anti-vortex hole 5 is the same as the width of the forebay 7, which is 5.0m. When the height of the outlet of the diversion anti-vortex hole 5 is 39m 3 /s according to the maximum diversion flow rate, the Floyd's number of the outlet water flow is The control condition of 0.5 is designed, and the calculation shows that the height of the outlet orifice is 1.8m, and the top elevation of the outlet of the diversion anti-vortex hole 5 is about 1.0m lower than the minimum water level of the forebay 7 in normal operation, so as to ensure that the diversion anti-vortex hole 5 The water flowing into the forebay is in a slow flow state under normal operating conditions, while taking into account the reduction of water surface fluctuations and stabilizing the water flow.
本领域的普通技术人员将会意识到,这里所述的实施例是为了帮助读者理解本实用新型的实施方法,应被理解为本实用新型的保护范围并不局限于这样的特别陈述和实施例。本领域的普通技术人员可以根据本实用新型公开的这些技术启示做出各种不脱离本实用新型实质的其它各种具体变形和组合,这些变形和组合仍然在本实用新型的保护范围内。Those of ordinary skill in the art will appreciate that the embodiments described here are to help readers understand the implementation method of the present utility model, and it should be understood that the protection scope of the present utility model is not limited to such special statements and examples . Those skilled in the art can make various other specific modifications and combinations based on the technical revelations disclosed in the utility model without departing from the essence of the utility model, and these variations and combinations are still within the protection scope of the utility model.
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Cited By (2)
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CN109555088A (en) * | 2019-01-14 | 2019-04-02 | 中国水利水电科学研究院 | A kind of anti-whirlpool device of rectification |
CN118241619A (en) * | 2024-05-20 | 2024-06-25 | 中国水利水电第三工程局有限公司 | Stilling pool device |
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CN109555088A (en) * | 2019-01-14 | 2019-04-02 | 中国水利水电科学研究院 | A kind of anti-whirlpool device of rectification |
CN109555088B (en) * | 2019-01-14 | 2023-11-07 | 中国水利水电科学研究院 | Rectifying vortex-preventing device |
CN118241619A (en) * | 2024-05-20 | 2024-06-25 | 中国水利水电第三工程局有限公司 | Stilling pool device |
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