CN112211163B - Gate scheduling method for reducing waves of double-groove type water delivery aqueduct - Google Patents
Gate scheduling method for reducing waves of double-groove type water delivery aqueduct Download PDFInfo
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- CN112211163B CN112211163B CN202010971624.3A CN202010971624A CN112211163B CN 112211163 B CN112211163 B CN 112211163B CN 202010971624 A CN202010971624 A CN 202010971624A CN 112211163 B CN112211163 B CN 112211163B
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Abstract
The invention provides a gate scheduling method for reducing waves of a double-groove type water transmission aqueduct, which comprises the following steps: step one, according to the flow of the double-groove type aqueduct check gate and the corresponding downstream water level, calculating the gate opening height e when the double-hole gate uniformly controls the leakage according to the water level normally set in front of the gate; and secondly, calculating the relative opening height e/H of the gate according to the opening height e of the gate and the water depth H in front of the gate, if the relative opening height e/H of the gate is not more than 0.65, uniformly controlling the leakage of the double-hole gate according to the calculated opening height e of the gate, if the calculated relative opening height e/H of the double-hole gate is more than 0.65, not controlling the normally-set water level in front of the gate, and operating in a mode of fully opening the one-hole gate and partially opening the one-hole gate, wherein the relative opening height of the one-hole gate in the leakage control operation needs to meet the condition that the relative opening height e/H is more than 0.65 and less than e/H and less than 0.75. The invention is simple and practical, can obviously reduce the large wave generated in the operation of the double-groove type water delivery aqueduct, and improves the operation condition of the aqueduct.
Description
Technical Field
The invention relates to the field of water delivery safety of diversion and diversion engineering, in particular to a gate dispatching method for reducing waves of a double-groove type water delivery aqueduct.
Background
In some large-scale water diversion projects, the aqueduct is the most common water delivery cross building and has a single-trough type, double-trough type and multi-trough type arrangement form. For the double-groove type water delivery aqueduct, the left and right double grooves are arranged by taking the center line of the partition pier in the aqueduct as a symmetrical axis.
According to the current water flow conditions of the general large-scale water delivery aqueduct, the aqueduct and the channel water flow are slow flow, and the Reynolds number Re of the water flow in the aqueduct is more than 3 multiplied by 106Therefore, the aqueduct outlet pier tail water flow has the necessary condition of generating the Karman vortex street, and is characterized in that the pier tail water flow periodically has independent vortexes which are opposite in rotation direction and are alternately arranged left and right, and forms two rows of vortex strings to develop downstream, the frequency f of the single vortex can be calculated by a Strohal formula f ═ St (u/d), u is the average velocity of the cross section of the aqueduct outlet, d is the thickness of the pier in the aqueduct, St is the Strohal number, when the Reynolds number Re of the aqueduct outlet cross section water flow is more than 3 multiplied by 106When St is constant 0.27, the pier tail vortex swings left and right periodically. In the process that micro-amplitude waves caused by 'Karman vortex street' at the pier tail are transmitted upstream through the aqueduct, the micro-amplitude waves in the left and right troughs have a half period difference due to the characteristic of 'Karman vortex street' at the pier tail, if a working gate of the aqueduct is fully opened, when the micro-amplitude waves in the two troughs are transmitted to a water area at the inlet of the aqueduct, the phenomenon that the water surfaces at the left and right sides change alternately from high to low can occur, namely the water surface before the inlet of the aqueduct can generate transverse fluctuation; the periodic horizontal water surface fluctuation in front of the aqueduct inlet causes the inflow of the left and right aqueducts to show periodic change, thereby further exciting the 'Karman vortex street' intensity in the aqueduct pier tail water flow and increasing the left and right swing amplitude of the pier tail water flow; the transverse fluctuation of the aqueduct pier tail 'Karman vortex street' and the aqueduct inlet water flow is a mutual excitation process, and finally, the fluctuation maximum value under the corresponding flow condition is generated in the aqueduct.
When a certain double-groove type aqueduct (shown in figures 2 and 3) of the south-to-north central line adjusting project passes through the designed flow, two working gates are fully opened and drained according to a normal scheduling method, and as a result, periodic large fluctuation with the wave height exceeding 1.0m occurs in the aqueduct, the water surfaces in the left and right aqueducts alternately ascend and descend, and even the water surfaces in an upstream open channel and a downstream open channel of the aqueduct are also fluctuated; on one hand, the water delivery capacity of the aqueduct is reduced, on the other hand, the threat to the safety of the aqueduct structure and the stability of the channel side slope is formed, the bottleneck restricting the water delivery capacity of the whole line engineering is formed, and the comprehensive benefit of the whole engineering is influenced.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a gate scheduling method for reducing the waves of a double-groove type water delivery aqueduct so as to reduce the large fluctuation of water flow in the aqueduct, ensure that the aqueduct and an open channel can deliver water stably and ensure that the water delivery capacity of the aqueduct meets the requirement.
In order to solve the technical problems, the invention adopts a technical scheme that: the gate dispatching method for reducing the waves of the double-groove type water transfer aqueduct comprises the following steps:
step one, according to the flow Q planned to pass by the double-groove type aqueduct check gate and the corresponding aqueduct downstream water level HLower partAccording to the water level H normally set in front of the gateOften timesCalculating the opening height e of the gate when the double-hole gate uniformly controls the leakage;
step two, according to the opening height e of the gate and the water depth H (H) in front of the gateOften timesThe difference between the height of the gate and the height of the front bottom plate of the gate) to calculate the relative opening height e/H of the gate, and if the relative opening height e/H of the gate is less than or equal to 0.65, performing uniform leakage control operation on the double-hole gate according to the calculated gate opening height e; if the calculated relative opening height e/H of the double-hole gate is more than 0.65, the front water level of the gate is not controlled, and the full-opening and leakage of the one-hole gate and the partial-opening and leakage control of the one-hole gate are adopted for operation.
Further, in the second step, under the operation mode of fully opening and releasing one hole gate and partially opening and releasing the other hole gate, the relative opening height of the gate should satisfy 0.65 < e/H < 0.75, specifically Q/QEnlarging the＝-43.003(e/H)2+55.549(e/H) -16.933, Q being the intended flow rate of the aqueduct damper gate, QEnlarging theMaximum flow for the aqueduct check gate design.
Further, the formula for calculating the opening height e of the gate when the double-hole gate uniformly controls the leakage in the first step is as follows:
in the formula: q-aqueduct throttling brake flow (m)3/s)；
Mu-coefficient of free outflow flow of the gate;
e-gate opening height (m);
σsdischarge flood factor of the sluice hole, according to the difference in water level (H) upstream and downstream of the sluiceOften times-HLower part) And the opening height e of the gate, and obtaining the height by looking up the pictures in the relevant textbooks or calculation manuals;
n is the number of the gate holes;
b-the clear width (m) of the gate hole;
g-acceleration of gravity (m/s)2)；
H-depth of water (m) before gate, i.e. HOften timesThe difference between the height of the gate and the height of the front bottom plate of the gate;
H0-total head before brake H0＝H+v2V is the mean flow velocity (m/s) of the cross section before the gate, which can be calculated by Q, H and b;
and (3) facing a plane gate: mu-0.60-0.18 e/H (2)
The formula adaptation range is as follows: e/H is more than 0.1 and less than 0.75
And (3) arc gate alignment: μ ═ e (0.97-0.258 θ) - (0.56-0.258 θ) e/H (3)
In the formula: theta is the angle (radian) between the tangent line of the bottom edge and the horizontal plane when the gate is opened to a height e;
the formula adaptation range is as follows: e/H is more than 0.1 and less than 0.75, and theta is more than 0.44 and less than 1.57.
The invention has the beneficial effects that: the invention eliminates the periodic lifting of the water surfaces at the front left side and the right side of the aqueduct inlet by a gate scheduling mode, avoids the periodic change of the inflow of the two aqueducts, namely eliminates the periodic transverse fluctuation of the water surfaces at the front of the aqueduct inlet: firstly, a uniform leakage control operation mode of the double-hole gate is adopted to block the water surface micro amplitude wave caused by the karman vortex street at the tail of the aqueduct pier from being transmitted to the water area in front of the aqueduct inlet, and the relative opening degree of the double-hole gate for local leakage control is required to meet the condition that e/H is less than or equal to 0.65; and secondly, the operation mode of fully opening one hole gate and partially opening the other hole gate (e/H is more than 0.65 and less than 0.75) is adopted, so that the water flow condition in front of the inlet of at least one aqueduct is not influenced by fluctuation caused by 'Karman vortex street' at the tail of the pier.
The invention can obviously reduce the amplitude of the double-groove type aqueduct with large waves, and the maximum amplitude reduction rate is about 80 percent; the water flow in the aqueduct and the open channel is stable, which is beneficial to the safety of the aqueduct structure and the stability of the open channel side slope. The method is also suitable for the gate scheduling of the multi-groove type water delivery aqueduct with larger waves.
Drawings
FIG. 1 is a flow chart of one embodiment of a gate scheduling method for reducing double-trough water transfer trough waves according to the present invention;
FIG. 2 is a plan layout view of a double-tank water transfer aqueduct in the central line adjusting project from south to north;
FIG. 3 is a cross-sectional view of a double-tank water transfer aqueduct in the central line-adjusting engineering of south-to-north water.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. All other embodiments, which can be obtained by a person skilled in the art without any inventive step based on the embodiments of the present invention, are within the scope of the present invention.
Referring to fig. 1, an embodiment of the present invention provides a method for scheduling a gate to reduce waves of a double-trough water transfer aqueduct, which includes the following steps:
step 1: for each specific double-groove type water delivery aqueduct, collecting data such as characteristic size (number n of sluice holes, clear width b of the sluice holes and the like) of a gate, size (length, width, height of a bottom plate of the aqueduct at the gate and the like) of the aqueduct, upstream water level and downstream water level corresponding to each level of water delivery flow and the like;
step 2: according to the flow Q planned to pass through by the double-groove type aqueduct check gate and the corresponding downstream water level HLower partThe water level H is always set before the gateOften timesCalculating the gate opening height e when the double-hole gate uniformly controls the leakage, wherein the calculation formula is as follows:
in the formula: q-aqueduct throttling brake flow (m)3/s)；
Mu-coefficient of free outflow flow of the gate;
e-gate opening height (m);
σsthe outflow submerging coefficient of the gate hole can be obtained by looking up a diagram in a related textbook or a hydraulic calculation manual according to the difference delta z of water level between the upstream and downstream of the gate and the opening height e of the gate by delta z/H, e/H;
n is the number of the gate holes;
b-the clear width (m) of the gate hole;
g-acceleration of gravity (m/s)2)；
H-depth of water (m) before gate, i.e. HOften timesThe difference between the height of the gate and the height of the front bottom plate of the gate;
H0-total head before brake H0＝H+v2V is the mean flow velocity (m/s) across the front of the gate, which can be calculated from Q, H and b.
And (3) facing a plane gate: mu-0.60-0.18 e/H (2)
The formula adaptation range is as follows: e/H is more than 0.1 and less than 0.75
And (3) arc gate alignment: μ ═ e (0.97-0.258 θ) - (0.56-0.258 θ) e/H (3)
In the formula: theta is the angle (radian) between the tangent line of the bottom edge and the horizontal plane when the gate is opened to a height e;
the formula adaptation range is as follows: e/H is more than 0.1 and less than 0.75, and theta is more than 0.44 and less than 1.57.
And step 3: according to the calculated opening height e of the gate and the front of the gateControlling water delivery according to a conventional scheduling method when the water depth H and the relative opening height e/H of the gate are smaller than or equal to 0.65; if e/H is more than 0.65, adopting wave-reducing dispatching method to control water delivery, i.e. one-hole gate is fully opened and let off, and one-hole gate is partially opened and let off (0.65 < e/H < 0.75), specifically Q/QEnlarging the＝-43.003(e/H)2+55.549(e/H) -16.933. Within the relative opening range of the gate, the water surface wave caused by the Karman vortex street at the downstream of the aqueduct can not be transmitted to the upstream basically through the gate, the instantaneous maximum water surface elevation in the aqueduct and the channel is obviously reduced, and the water delivery capacity is ensured.
Table 1 shows the results of hydraulic model wave tests using a conventional scheduling method and the scheduling method of the present invention for a double-tank type water transport aqueduct check gate, respectively; the results show that: when a conventional scheduling method is adopted, the maximum amplitude in the aqueduct is 0.86-1.04 m; when the scheduling method is adopted, the maximum amplitude in the aqueduct can be controlled within 0.20m, the reduced amplitude is about 80%, the influence on the water delivery capacity is small, the instantaneous maximum water surface elevation of an upstream channel is reduced by 3-5 cm under the condition of all levels of flow, and the safe water delivery requirement of the engineering is met.
TABLE 1 comparison of results of wave tests of different scheduling methods of double-trough water transfer aqueduct
The above description is only an embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention are included in the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (2)
1. A gate scheduling method for reducing waves of a double-groove type water delivery aqueduct is characterized in that: the method comprises the following steps:
step one, according to the flow Q planned to pass by the double-groove type aqueduct check gate and the corresponding downstream water level HLower partThe water level H is always set before the gateOften timesCalculating the opening height e of the gate when the double-hole gate uniformly controls the leakage;
step two, calculating the relative opening height e/H of the gate according to the opening height e of the gate and the water depth H in front of the gate, and if the relative opening height e/H of the gate is less than or equal to 0.65, uniformly controlling the leakage of the double-hole gate according to the calculated opening height e of the gate; if the calculated relative opening height e/H of the double-hole gate is more than 0.65, the water level H is normally set before the gate is not controlledOften timesThe method adopts a full opening and leakage mode of a hole gate and a partial opening and leakage control mode of the hole gate to operate;
in the second step, the relative opening height of the one-hole gate in controlled leakage operation is required to be more than 0.65 and less than e/H and less than 0.75, specifically Q/QEnlarging the＝-43.003(e/H)2+55.549(e/H) -16.933, Q being the intended flow rate of the aqueduct damper gate, QEnlarging theMaximum flow for the aqueduct check gate design.
2. The method of claim 1 for gate scheduling for shedding waves in a dual channel water transfer flume, wherein: step one, the formula for calculating the opening height e of the gate when the double-hole gate uniformly controls the leakage is as follows:
in the formula: q-aqueduct throttling brake flow (m)3/s)；
Mu-coefficient of free outflow flow of the gate;
e-gate opening height (m);
σsdischarge flood factor of the sluice hole, according to the difference in water level (H) upstream and downstream of the sluiceOften times-HLower part) And the opening height e of the gate, and obtaining the height by looking up the pictures in the relevant textbooks or calculation manuals;
n is the number of the gate holes;
b-the clear width (m) of the gate hole;
g-acceleration of gravity (m/s)2)；
H-depth of water (m) before gate, i.e. HOften timesThe difference between the height of the gate and the height of the front bottom plate of the gate;
H0-total head before brake H0＝H+v2V is the mean flow velocity (m/s) of the cross section before the gate, calculated by Q, H and b;
and (3) facing a plane gate: mu-0.60-0.18 e/H (2)
The formula adaptation range is as follows: e/H is more than 0.1 and less than 0.75
And (3) arc gate alignment: μ ═ e (0.97-0.258 θ) - (0.56-0.258 θ) e/H (3)
In the formula: theta is the included angle between the tangent line of the bottom edge and the horizontal plane when the gate is opened to a height e; the formula adaptation range is as follows: e/H is more than 0.1 and less than 0.75, and theta is more than 0.44 and less than 1.57.
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| JP2004156271A (en) * | 2002-11-06 | 2004-06-03 | Nikko Co Ltd | Diverging apparatus for diversion channel |
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| CN109797715B (en) * | 2019-01-21 | 2020-07-17 | 河海大学 | Method for optimizing hydraulic flow state of diffusion section of aqueduct |
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