Method for opening sluice hole of flood discharge sluice

Abstract

The invention relates to the field of flood discharge, in particular to a method for opening sluice holes of a flood discharge sluice, which comprises the following steps of: establishing a hydraulic physical model of a flood discharge building, selecting at least three characteristic water levels and at least three characteristic flows of the flood discharge building, and selecting different sluice hole opening numbers and opening heights under the same characteristic flow, the method comprises the following steps: respectively carrying out flood discharge tests, forming a discharge database according to data such as excess flow, flow state, pressure, water surface line and flow velocity data of the flood discharge gate acquired in the tests, acquiring actually measured water level and actually measured flow data in actual operation of the flood discharge gate, and determining various feasible schemes with the flow state, pressure, water surface line and flow velocity meeting requirements in the flood discharge database. In the feasible scheme, the opening number and the opening height of the sluice holes are determined by taking the minimum opening adjustment number and the minimum opening height adjustment value of the sluice holes as target values, reference can be provided for operation management of the sluice, the operation safety of the sluice is improved, and the flood discharge capacity and the flood discharge safety of a hub are improved.

Description

Technical Field

[0001] The invention relates to the field of flood discharge, and in particular to a method for opening a gate hole of a flood discharge gate. Background Art

[0002] Flood discharge gates are working gates used to discharge flood water and regulate and control the water level of reservoirs. They can release excess water when the water level is too high to ensure the safety of reservoirs or rivers, effectively prevent floods, and avoid disasters causing significant losses to people's lives and property. At the same time, flood discharge gates can also regulate water levels, maintain the stability of water sources and the cleanliness of water quality, and improve production efficiency and agricultural production capacity.

[0003] The discharge capacity of a flood gate is an important hydraulics issue, which involves the layout of the hub, gate type, flow characteristics, and downstream energy dissipation and anti-scouring. In order to study and evaluate the discharge capacity of a flood gate, physical model testing is a commonly used method. Summary of the invention

[0004] The purpose of the present invention is to overcome the shortcomings of the prior art, provide a method for opening the gate hole of a flood discharge gate, study the opening mode of the gate hole of the flood discharge gate under characteristic water level and characteristic flow, and provide a reference for the operation and management of the flood discharge gate.

[0005] In a first aspect, the present invention provides a method for opening a flood discharge gate hole, comprising the following steps:

[0006] S1: Establishing a hydraulic physical model of a flood discharge structure, wherein the flood discharge structure comprises a flood discharge gate, and the flood discharge gate comprises at least two gate holes;

[0007] S2: Select at least three characteristic water levels and at least three characteristic flows, and select different numbers and heights of gate openings under the same characteristic flow, and conduct flood discharge tests respectively;

[0008] S3: Collect the data of the discharge volume, flow pattern, pressure, water surface line and flow velocity of the flood discharge gate in the flood discharge test in S2, and judge whether the requirements are met;

[0009] S4: forming a flood discharge database, the flood discharge database at least including data on characteristic water level, characteristic flow, number of gate openings, opening height, flood discharge gate flow, flow pattern, pressure, water surface line, and flow velocity;

[0010] S5: Collect the measured water level and flow data during the actual operation of the flood discharge gate, determine multiple feasible solutions in the flood discharge database that meet the requirements of flow state, pressure, water surface line, and flow rate, and determine the number and height of the gate hole openings with the minimum adjustment value of the gate hole opening and the opening height as the target value among the feasible solutions.

[0011] Preferably, the characteristic water level in S2 includes a check water level, a design water level and an energy dissipation and anti-scouring water level.

[0012] Preferably, the characteristic flow in S2 includes the annual average flow, the 1-year flood flow, the 2-year flood flow, the 5-year flood flow, the 10-year flood flow, the 20-year flood flow, the 50-year flood and the 100-year flood.

[0013] Preferably, the change in the number of gate hole openings in S2 includes fully open, fully closed, odd-numbered holes open and even-numbered holes closed, odd-numbered holes closed and even-numbered holes open, any one hole open and the rest closed, any two holes open and the rest closed, any one hole closed and the rest open, and any two holes closed and the rest open.

[0014] Preferably, the change in the gate hole opening height in S2 includes a change every 1 m, a change every 0.5 m, a change every 0.2 m or a change every 0.1 m.

[0015] Preferably, the pressure data in S3 include the time-averaged pressure on the weir surface of the flood discharge gate, and the pulsating pressure on the bottom plate of the steep slope section of the gate chamber and the downstream sea floodplain section.

[0016] Preferably, the water surface line data in S3 include the water surface line along the upstream protection apron to the downstream sea section of the flood discharge gate.

[0017] Preferably, the flow velocity data in S3 includes the bottom flow velocity along the section from the upstream apron to the downstream seafloor of the flood discharge gate.

[0018] Preferably, in S4, interpolation is performed based on the collected data to form a leakage flow database.

[0019] Preferably, in S5, the gate hole opening adjustment quantity is taken as the first goal, and the minimum opening height adjustment value is taken as the second goal.

[0020] Compared with the prior art, the present invention has the following beneficial effects:

[0021] The method for opening the gate hole of a flood discharge gate provided by the present invention forms a discharge database based on data such as the discharge volume, flow state, pressure, water surface line, flow velocity data of the flood discharge gate collected in a physical model test, and then collects measured water level and measured flow data in the actual operation of the flood discharge gate, and determines a plurality of feasible schemes in which the flow state, pressure, water surface line, and flow velocity all meet the requirements in the flood discharge database, and determines the number of gate hole openings and the opening height with the minimum gate hole opening adjustment value and the opening height adjustment value as the target value in the feasible scheme, which can provide a reference for the operation and management of the flood discharge gate, improve the safety of the operation of the flood discharge gate, and improve the flood discharge capacity and flood discharge safety of the hub. BRIEF DESCRIPTION OF THE DRAWINGS

[0022] Figure 1This is a schematic diagram of the scope of the hydraulic physical model.

[0023] Figure 2 This is the overall layout diagram of the hydraulic physical model.

[0024] Figure 3 This is the layout diagram of the floodgate in the hydraulic physics model.

[0025] Figure 4 This is a water level-flow relationship diagram when the flood gate is open.

[0026] Figure 5 This is the gate opening-flow relationship diagram when the flood discharge gate is partially opened.

[0027] Figure 6 This is the flow capacity diagram for different gate opening combinations.

[0028] Figure 7 Schematic diagram of the flow pattern at the water inlet on the dam under a certain working condition.

[0029] Figure 8 Schematic diagram of the flow pattern in the lock chamber and the floodplain section below the dam under a certain working condition.

[0030] Fig. 9 This is the layout diagram of the average pressure measuring points of the flood discharge gate.

[0031] Fig.10 To verify the average pressure distribution diagram on the flood discharge gate weir surface under the water level.

[0032] Fig.11 This is the average pressure distribution diagram on the flood discharge gate weir surface under the design water level.

[0033] Fig.12 The average pressure distribution on the flood discharge gate weir surface under the water level of energy dissipation and anti-scouring conditions.

[0034] Fig.13 This is the layout diagram of the pulsating pressure measurement points.

[0035] Fig.14 To check the mean square error diagram of the bottom plate pulsating pressure under water level.

[0036] Fig.15 It is the mean square deviation diagram of the fluctuating pressure on the bottom plate under the design water level.

[0037] Fig.16 It is the mean square deviation diagram of the pulsating pressure on the bottom plate under the energy dissipation and anti-scouring water level.

[0038] Fig.17 To verify the bottom flow velocity diagram along the water level.

[0039] Fig.18 This is the bottom flow velocity diagram along the course under the design water level.

[0040] Fig.19 This is the bottom flow velocity diagram along the water level for energy dissipation and anti-scouring. DETAILED DESCRIPTION

[0041] The present invention is further described in detail below in conjunction with specific embodiments. However, this should not be understood as the scope of the above subject matter of the present invention being limited to the following embodiments, and all technologies realized based on the content of the present invention belong to the scope of the present invention.

[0042] Unless otherwise specified, in the description of the specific embodiments of the present invention, the terms indicating the orientation or position relationship such as "up", "down", "left", "right", "center", "inside", "outside", etc. are all based on the expression of the orientation or position relationship shown in the drawings, or are the orientation or position relationship when the invented product / equipment / device is usually used. These terms of orientation or position relationship are only for the convenience of describing the scheme of the present invention or simplifying the description in the specific embodiments, so as to facilitate the technicians to quickly understand the scheme, and do not indicate or imply that a specific device / component / element must have a specific orientation, or be constructed and operated in a specific position relationship, and therefore cannot be understood as a limitation on the present invention.

[0043] In addition, if the terms "horizontal", "vertical", "overhanging", "parallel" and the like appear, it does not mean that the corresponding devices / components / elements are required to be absolutely horizontal or vertical or overhanging or parallel, but may be slightly tilted or have deviations. For example, "horizontal" only means that its direction is more horizontal than "vertical", and does not mean that the structure must be completely horizontal, but may be slightly tilted. Alternatively, it can be simplified to mean that the corresponding devices / components / elements are set in directions such as "horizontal", "vertical", "overhanging", "parallel", etc., and can have an error / deviation of ±10% relative to the corresponding direction setting, more preferably an error / deviation within ±8%, more preferably an error / deviation within ±6%, more preferably an error / deviation within ±5%, and more preferably an error / deviation within ±4%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its role in the scheme of the present invention.

[0044] In addition, the expressions “first”, “second”, “third”, etc., which appear in the terms, are merely used to distinguish the description of the same or similar components and should not be understood as emphasizing or implying the relative importance of specific components.

[0045] In addition, in the description of the embodiments of the present invention, "several", "plurality" and "a number" represent at least 2. It can be any number such as 2, 3, 4, 5, 6, 7, 8, 9, and even more than 9.

[0046] In addition, in the description of the technical solution of the present invention, unless otherwise clearly specified / defined / restricted, the terms "set", "install", "connect", "connected", "provided with", "laid", and "arranged" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection, and can be welding, riveting, bolting, threading, and other commonly used connection means in the field. This connection can be a mechanical connection, an electrical connection, or a communication connection; it can be a direct connection, or an indirect connection through an intermediate medium, and it can be the internal connection of two elements.

[0047] Example 1

[0048] A method for opening a flood discharge gate hole comprises the following steps:

[0049] S1: Establishing a hydraulic physical model of a flood discharge structure, wherein the flood discharge structure comprises a flood discharge gate, and the flood discharge gate comprises at least two gate holes.

[0050] Model scale:

[0051] The normal model is used for hydraulic simulation of flood discharge structures. According to the experimental research content, the model scale is determined by comprehensively considering the test site conditions, minimum water depth, water flow Reynolds number and other constraints. At the same time, the hydraulic physical model must meet the requirements of geometric similarity, flow velocity similarity, resistance similarity and flow similarity.

[0052] In addition, the model should also satisfy (1) the model water flow must be turbulent, that is, the model Reynolds number ≥ 1000.

[0053] Where, V is the flow velocity (m / s); R is the hydraulic radius (m); v is the viscosity coefficient of water flow.

[0054] (2) Minimum water depth restriction: To avoid the influence of surface tension, the minimum water depth of the model test section should not be less than 0.03 m.

[0055] Model range:

[0056] According to the topographic data of the hub river section, and considering the similarity of the flow conditions of the model inlet and outlet, the flow pattern in the test section is guaranteed not to be affected. The research scope of the physical model is 510m upstream of the dam site to 650m downstream of the dam site, and the length of the simulated river section is about 1.16km. Figure 1 .

[0057] Model making:

[0058] The model is supplied with water by the water supply system. A flat water section and a water stabilizing fence are set up upstream to ensure the smooth flow of water in the reservoir area. The reservoir area and the downstream river channel are simulated according to the actual terrain. The terrain modeling adopts the cross-section method. The model section is scaled down according to the plane scale and vertical scale based on the measured riverbed terrain. The model section is made of five layers of plates and is set up by the arranged main control. The cross-section elevation control error is less than ±1.0mm, the plane control error is less than ±1.0cm, and the terrain surface is plastered with cement mortar. The flood discharge gate, bottom hole, power station and other flow structures and the downstream sea floodplain section are made of plexiglass to facilitate flow field observation and parameter measurement. The simulated river section is all lined with concrete. The prototype roughness is 0.012~0.014, and the model roughness is required to be 0.006~0.008. The cement mortar plastering and plexiglass can meet the roughness requirements. The model site layout is shown in 2-3.

[0059] Measurement and control equipment:

[0060] The main measurement and control instruments and equipment for model tests include:

[0061] Flow rate: Siemens electromagnetic flowmeter is used for control and measurement.

[0062] Tailgate water level: controlled and adjusted by a flap-type tailgate with fine-tuning function.

[0063] Water level along the route: measured using a water level probe.

[0064] Time-averaged pressure: measured using a pressure gauge.

[0065] Pulsating pressure: measured by a resistive pulsating pressure sensor.

[0066] Flow velocity: measured using a new Norwegian-made acoustic Doppler three-dimensional point flow meter and a propeller flow meter.

[0067] S2: Select at least three characteristic water levels and at least three characteristic flow rates, and select different numbers and heights of gate openings at the same characteristic flow rate to conduct flood discharge tests.

[0068] The characteristic water level includes three typical characteristic water levels: the check water level (P = 0.1%), the design water level (P = 1%) and the energy dissipation and anti-scouring water level (P = 2%). Furthermore, the upstream riverbed anti-scouring control standard can also be considered, and the maximum navigable water level (P = 5%) can be added as a test condition.

[0069] Considering the impact of downstream tidal level changes on the riverbed below the dam and the lining range of the slopes on both sides, the upstream and downstream riverbed anti-scouring control conditions were tested for high tide and low tide levels respectively.

[0070] Table 1 Hub characteristic water level table (downstream low tide level)

[0071]

[0072] Table 2 Hub characteristic water level table (downstream high tide level)

[0073]

[0074] Characteristic flows include annual average flow, 1-year flood flow, 2-year flood flow, 5-year flood flow, 10-year flood flow, 20-year flood flow, 50-year flood and 100-year flood.

[0075] The discharge capacity measurement results of the flood discharge gates with all 7 holes fully open and partially open (the water level above the dam is the normal water level (H = 8.70m)) are shown in Figure 2. Figure 4 and Figure 5 , see Table 3 for specific values.

[0076] From the measured results, it can be seen that the measured discharge capacity of the 7-hole open discharge gate is about 5% larger than the design value, which can meet the requirements of flood discharge capacity. Design flood flow 5090m 3 / s, the measured water level above the dam is 11.60m, the designed water level is 12.01m; the verified flood flow is 7510m 3 / s, the measured water level above the dam is 14.68m, the designed water level is 15.17m; the flow coefficient is between 0.372 and 0.377.

[0077] Table 3 Model measured floodgate water level ~ flow relationship

[0078]

[0079] From the right bank to the left bank, the gate holes of the flood discharge gate are numbered 1# to 7#. The changes in the number of gate hole openings include full opening, full closing, odd-numbered holes open and even-numbered holes closed, odd-numbered holes closed and even-numbered holes open, any one hole open and the rest closed, any two holes open and the rest closed, any one hole closed and the rest open, any two holes closed and the rest open. The opening rule of odd-numbered holes: first open the fourth hole with a small opening, then as the flow rate increases, open the second and sixth holes, then open the third and fifth holes, and then the first and seventh holes. The opening rule of even-numbered holes: first open the third and fifth holes with a small opening, then as the flow rate increases, open the first and seventh holes, and then open the second and sixth holes. Furthermore, in order to ensure the symmetry of the flow state in the downstream sea floodplain as much as possible and prevent biased flow, the flood discharge gate opening method follows the principle of symmetrical opening.

[0080] The change of the gate hole opening height includes a change every 1m, a change every 0.5m, a change every 0.2m or a change every 0.1m, etc. The smaller the change value of the gate hole opening height is, the more data is collected, which is more conducive to the data accuracy of the subsequent database.

[0081] S3: Collect the data of discharge volume, flow state, pressure, water surface line and flow velocity of the flood discharge gate in the flood discharge test in S2, and determine whether the requirements are met.

[0082] Under different opening hole numbers, as the gate opening height increases, the discharge curve of the flood discharge gate shows obvious hole flow to weir flow transition characteristics. When the ratio of the gate opening height to the water head on the weir, e / H≤0.65, it shows obvious hole flow characteristics, and the discharge capacity increases significantly with the increase of the gate hole opening height; but when the ratio of the opening height to the water head on the weir, e / H>0.65, the discharge capacity does not increase significantly with the gate hole opening height, showing obvious weir flow characteristics. Figure 6 and as shown in Table 4 below.

[0083] Table 4 Measured flow rates under different gate opening combinations

[0084]

[0085] The flow pattern, pressure, water surface line and flow velocity data under various working conditions must meet the requirements of current specifications, such as: "General Design Specifications for Channelization Engineering Hubs" (JTS182-1-2009), "Sluice Design Specifications" (SL 265-2016), "Spillway Design Specifications" (SL 253-2018)

[0086] When analyzing the flow pattern, it is necessary to analyze the flow pattern of the water inlet on the dam, the lock chamber and the sea floodplain section under the dam under various working conditions. If there is no obvious adverse flow pattern, the flow pattern is considered to meet the requirements. However, under some test conditions, such as Figure 7 As shown in the figure, a strong backflow vortex zone is formed at the right inlet of the flood discharge gate, and the flow pattern is relatively bad, so it is considered that the flow pattern does not meet the requirements. Figure 8 As shown in the figure, the water jump occurs in the steep slope section of the gate chamber, the jump head is close to the gate hinge, and the water splash on the surface of the water tongue has the risk of impacting the gate hinge, then the flow pattern is considered to not meet the requirements.

[0087] The pressure data include the time-averaged pressure on the weir surface of the flood discharge gate, and the pulsating pressure on the bottom plate of the steep slope section of the gate chamber and the downstream sea floodplain section.

[0088] Average pressure

[0089] To measure the time-averaged pressure on the flood discharge gate weir surface, 12 measuring points were arranged in the lock chamber sections of No. 1 flood discharge gate and No. 4 flood discharge gate. The measuring point arrangement is shown in Fig. 9 The time-averaged pressure test results under various working conditions are shown in Table 5 and Figure 10-12 .

[0090] When all 7 holes of the flood discharge gate are open, the pressure on the flood discharge gate weir surface is positive under all working conditions. The measuring point x1 is located on the vertical wall at the front end of the wide crest weir. The measuring hole direction is consistent with the water flow direction. The measured time-averaged pressure includes both the position head and the flow head, so the pressure value is relatively large; the measuring point x8 is located at the transition position between the flat top section and the steep slope section of the weir surface. Due to the change in the weir surface form, the water flow direction changes, and there is a tendency for the water flow to separate from the wall surface, so the pressure value is relatively small.

[0091] Table 5 Average pressure on the flood discharge gate weir surface (unit: 9.8 kPa)

[0092]

[0093] Pulsating pressure

[0094] The pulsating pressure on the bottom plate of the steep slope section of the lock chamber and the downstream seafloor section was measured. A total of 32 measuring points were arranged, of which 22 were arranged along the center line of the 4# flood discharge gate in the direction of the water flow, and 10 were arranged along the center line of the 1# flood discharge gate in the water flow impact area. The measuring point arrangement is shown in Fig.13 When all 7 flood discharge gates are open, the results of the mean square error of the model-measured pulsating pressure are shown in Table 6, and the mean square error of the pulsating pressure along the way is shown in Figure 14-16 The maximum value of the pulsating pressure occurs in the steep slope section of the lock chamber, near the head of the water jump. The mean square deviation of the maximum pulsating pressure under various working conditions is 0.58 × 9.8 kPa, which is not large in magnitude.

[0095] Table 6 Measured results of mean square error of pulsating pressure

[0096]

[0097] The water surface line data includes the water surface line along the upstream protection tank to the downstream sea floodgate. The measuring points are arranged along the center line of the 4# flood floodgate. When all 7 holes of the flood floodgate are open, the test results under various working conditions are shown in Table 7. Analyzing along the direction of water flow, the water surface gradient is not large in the range of 400m to 50m above the dam. When the water flows to the hub, the water surface drops suddenly due to the contraction of the section; as the water level decreases, the position of the water jump moves backward, but under the three working conditions, the head of the water jump is located in the steep slope section of the gate chamber, resulting in a submerged water jump; 55m to 155m below the dam is the water flow adjustment section, and at the end of the sea floodgate section, the water flow has stabilized; the water surface height does not change much in the range of 150m to 600m below the dam.

[0098] Table 7 Water level measurement results along the route (unit: m)

[0099]

[0100] The velocity data include the bottom velocity along the upstream apron to the downstream seawall section of the flood discharge gate. The velocity measurement points are basically consistent with the water surface measurement points, and the upstream and downstream river channels are partially denser. The test results under various working conditions are shown in Table 8 and Figure 17-Figure 19 . 400m above the dam, the riverbed flow velocity is 3.0m / s~3.8m / s; 20m below the dam, the flow velocity at the top of the flood discharge gate is the largest, at 10.3m / s~12.6m / s; 70m below the dam, it belongs to the seafloor section, with a flow velocity at the bottom of 6.0m / s~7.5m / s; 400m below the dam, the downstream riverbed flow velocity is 1.0m / s~1.6m / s.

[0101] Table 8 Measured results of bottom flow velocity along the way (unit: m / s)

[0102]

[0103]

[0104] S4: Forming a flood discharge database, which at least includes data on characteristic water level, characteristic flow, number of gate openings, opening height, flood discharge gate flow, flow pattern, pressure, water surface line, and flow velocity. Furthermore, interpolation can be performed based on the collected data to form a more detailed flood discharge database.

[0105] S5: Collect the measured water level and flow data during the actual operation of the flood discharge gate, and determine multiple feasible solutions in the flood discharge database that meet the requirements of flow state, pressure, water surface line, and flow rate. Among the feasible solutions, the minimum gate hole opening adjustment number and opening height adjustment value are used as the target value to further determine the gate hole opening number and opening height.

[0106] For example, under a certain measured water level and measured flow rate, there may be several feasible solutions at the same time, and these feasible solutions all meet the requirements of the current specifications for flow state, pressure, water surface line, and flow rate. Furthermore, among these solutions, the minimum gate hole opening adjustment number and opening height adjustment value are used as the target value to further determine the optimal solution for the gate hole opening number and opening height, and the gate hole opening number and opening height are adjusted according to this optimal solution to improve the safety of flood discharge gate operation.

[0107] Furthermore, the number of gate opening adjustments can be set as the first goal, and the minimum opening height adjustment value can be set as the second goal, so as to minimize the number of gate adjustments, improve the safety of the gate during operation, and ensure the safe operation of the hub.

[0108] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. A method for opening a flood discharge gate hole, characterized in that: The following steps are involved: S1: Establishing a hydraulic physical model of a flood discharge structure, wherein the flood discharge structure comprises a flood discharge gate, and the flood discharge gate comprises at least two gate holes; S2: Select at least three characteristic water levels and at least three characteristic flow rates, and select different numbers and heights of gate openings under the same characteristic flow rate to conduct flood discharge tests respectively; S3: Collect the data of the discharge volume, flow pattern, pressure, water surface line and flow velocity of the flood discharge gate in the flood discharge test in S2, and judge whether the requirements are met; S4: forming a flood discharge database, the flood discharge database at least including data on characteristic water level, characteristic flow, number of gate openings, opening height, flood discharge gate flow, flow pattern, pressure, water surface line, and flow velocity; S5: Collect the measured water level and flow data during the actual operation of the flood discharge gate, determine multiple feasible solutions in the flood discharge database that meet the requirements of flow state, pressure, water surface line, and flow rate, and determine the number and height of the gate hole openings with the minimum adjustment value of the gate hole opening and the opening height as the target value among the feasible solutions.

2. A method for opening a flood discharge gate hole according to claim 1, characterized in that: The characteristic water level in S2 includes the check water level, the design water level and the energy dissipation and anti-scouring water level.

3. A method for opening a flood discharge gate hole according to claim 1, characterized in that: The characteristic flows in S2 include the annual average flow, the 1-year flood flow, the 2-year flood flow, the 5-year flood flow, the 10-year flood flow, the 20-year flood flow, the 50-year flood and the 100-year flood.

4. A method for opening a flood discharge gate hole according to claim 1, characterized in that: The changes in the number of gate hole openings in S2 include fully open, fully closed, odd-numbered holes open and even-numbered holes closed, odd-numbered holes closed and even-numbered holes open, any one hole open and the rest closed, any two holes open and the rest closed, any one hole closed and the rest open, and any two holes closed and the rest open.

5. A method for opening a flood discharge gate hole according to claim 1, characterized in that: The change in the gate hole opening height in S2 includes a change every 1 m, a change every 0.5 m, a change every 0.2 m or a change every 0.1 m.

6. A method for opening a flood discharge gate hole according to claim 1, characterized in that: The pressure data in S3 include the time-averaged pressure on the weir surface of the flood discharge gate, and the pulsating pressure on the bottom plate of the steep slope section of the gate chamber and the downstream sea floodplain section.

7. A method for opening a flood discharge gate hole according to claim 1, characterized in that: The water surface line data in S3 include the water surface line along the upstream protection tank to the downstream sea section of the flood discharge gate.

8. A method for opening a flood discharge gate hole according to claim 1, characterized in that: The flow velocity data in S3 include the bottom flow velocity along the upstream apron to the downstream seafloor section of the flood discharge gate.

9. A method for opening a flood discharge gate hole according to any one of claims 1 to 8, characterized in that: In S4, interpolation is performed based on the collected data to form a leakage flow database.

10. A method for opening a flood discharge gate hole according to any one of claims 1 to 8, characterized in that: In S5, the gate hole opening adjustment quantity is taken as the first target, and the minimum opening height adjustment value is taken as the second target.

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