Ship lock valve well anti-overflow device and optimization design method

Abstract

The invention discloses a ship lock valve well anti-overflow device and an optimization design method, and belongs to the technical field of navigation hydraulics. In order to solve the problem of valve well overflow caused by water hammer waves of a long-distance water filling tank culvert under the emergency door closing working condition of a ship lock, an overflow gallery is arranged between a valve well and the top of a downstream access door well. The overflow gallery is of a multi-section type variable cross-section structure, the geometrical shape of the overflow gallery in the water flow direction is parameterized, and the overflow gallery is used for conducting sectional type collaborative energy dissipation and flow state regulation and control on water flow overflowing from the valve well. For example, the gallery may be implemented in particular as a structure with a bottom referenced WES downflow weir shape, a three-segment structure, or a five-segment structure. Overflow water is safely guided into the access door well, pressure fluctuation in the valve well is effectively relieved, overflow energy is efficiently dissipated, and secondary disturbance of reinjection water flow to the lock chamber is remarkably restrained.

Description

Technical Field

[0001] This invention belongs to the field of navigation hydraulics technology, specifically relating to an anti-overflow device for a lock valve well and its optimized design method. Background Technology

[0002] Ship locks are crucial hydraulic structures for overcoming water level differences in waterways and ensuring ship passage. As the core hub of the ship lock's water conveyance system, the stability and safety of the valve wells are vital to navigation efficiency. In recent years, with the development of large-scale ship lock projects, to meet water conveyance demands, avoid adverse geological conditions, or protect the ecological environment, the intakes of some key components (such as the five-stage ship lock of the Three Gorges New Waterway) are located in upstream waters far from the lock head, and connected to the first-stage valve well via ultra-long intake culverts stretching several kilometers. This ultra-long-distance water conveyance system layout, while solving engineering layout challenges, also introduces extremely complex and severe hydrodynamic challenges, particularly the hydraulic safety of the valve wells under specific operating conditions.

[0003] Currently, research on hydraulic problems in ship lock water conveyance systems mainly focuses on the "prevention" aspect of water hammer waves. For example, researchers are dedicated to optimizing the opening and closing curves of water conveyance valves (such as anti-arc gates and flat gates), especially the emergency closing curve, by employing phased or nonlinear closing strategies to mitigate the rate of change in water flow. Simultaneously, some studies attempt to suppress pressure wave peaks at their source or along their propagation path by optimizing the relative positions of valves within the water conveyance corridor or by incorporating vents in the valve well top structure. Furthermore, some engineering designs also employ a method of directly raising the top elevation of the valve well to increase safety margins as a passive protective measure.

[0004] However, existing technologies still face significant technical bottlenecks when dealing with extreme operating conditions in systems with strong coupling between ultra-long intake culverts and valve wells. Specifically, current preventative measures are insufficient to handle the severe pressure fluctuations during emergency closure, making valve well overflow unavoidable, and there is a lack of effective countermeasures after overflow occurs. First, during emergency closure, the intense water hammer waves within the ultra-long culvert repeatedly reflect and superimpose in the pipeline, resulting in pressure fluctuations far exceeding those of conventional short culverts. Simply optimizing valve curves or ventilating is insufficient to completely eliminate peak values, leading to severe oscillations in valve well water levels and a high risk of overflow. Second, existing technologies do not adequately address the issues of "drainage" and "energy dissipation" after overflow. Simply installing bypass pipes to divert overflowing water ignores the enormous kinetic energy carried by the overflowing water. If this high-speed, high-energy water flow is discharged directly into the downstream maintenance gate without treatment, it will cause severe hydraulic impact on the well structure, triggering intense vibrations and cavitation damage. Finally, this overflow water, which has not been dissipated or regulated, is eventually reinjected into the lock chamber through the bottom water conveyance channel. This will cause significant secondary disturbances to the water in the lock chamber, manifested as high-frequency pressure pulsations, which seriously threaten the stability and safety of ships waiting in the lock chamber. Summary of the Invention

[0005] The purpose of this invention is to provide an anti-overflow device for a lock valve well and an optimized design method, in order to solve at least one technical problem existing in the prior art.

[0006] Technical solution: An overflow prevention device for a lock valve well is installed at the top between the valve well and the maintenance door well to connect the valve well and the maintenance door well. The device is a multi-segment variable cross-section overflow channel. The geometry of the overflow corridor along the water flow direction is parametrically designed to perform segmented coordinated energy dissipation and flow regulation of the water overflowing from the valve well.

[0007] Optionally, the multi-segment variable cross-section overflow channel has a rectangular cross-section of equal width, and the bottom shape of the overflow channel is referenced to the shape of the WES overflow weir. A priority elevation difference Δh and / or a guide wall are provided at the entrance of the overflow corridor; and a pre-damping unit is provided at the exit or downstream of the overflow corridor.

[0008] Optionally, the WES overflow weir shape includes a three-circular-arc curve in front of the weir crest and a WES-shaped power curve behind the weir crest; the guide wall at the inlet also includes a guide nose sill; and the device also includes a ventilation structure and a flood prevention structure.

[0009] Optionally, the multi-section variable cross-section overflow corridor has a three-section structure, comprising the following sections sequentially along its length: The water inlet section is narrowed, and the side wall of the water inlet section is equipped with a spiral guide channel; The composite energy dissipation section has a stepped-swirl composite structure, with swirl guide vanes set on multiple steps; The water outlet section is regulated and equipped with a pressure-responsive baffle.

[0010] Optionally, the sidewall of the contraction inlet section is provided with a spiral guide channel of varying depth or angle; The top of the contraction inlet section has a sine curve profile, and the bottom has a cosine square function lifting curve to form a Venturi effect.

[0011] Optionally, the stepped-swirl composite structure of the composite energy dissipation section includes: Multi-stage steps; and small swirl guide vanes disposed on or between the steps; And / or, the step surface of the step is provided with a serrated microstructure.

[0012] Optionally, the outlet section for water regulation includes: A pressure-responsive deflector, the angle (α(P)) of which is configured to automatically adjust according to real-time pressure (P); It has a gradually expanding cross section that diffuses according to a quadratic function; An optimized flow-lifting nose sill is installed at the outlet, and its surface is coated with a hydrophobic coating.

[0013] Optionally, the multi-section variable cross-section overflow channel has a five-section structure, which includes, in sequence along the water flow direction: The L1 inlet contraction section is used to achieve a smooth transition and acceleration of the water flow; L2 vortex energy dissipation section is used to generate a controllable rotational motion of water flow to extend the water flow path and dissipate energy. The L3 stepped drop section is used to further dissipate energy through multi-stage drop and local energy dissipation units; The L4 diffusion and stabilization section is used to reduce water flow velocity and attenuate high-frequency pulsations. The L5 water outlet regulating section is used to perform final regulation of the flow pattern of water before it enters the maintenance gate well.

[0014] Optionally, the L1 inlet contraction section (L1) has a funnel-Venturi combined structure, which is defined by a top sinusoidal decay curve and a bottom cosine square rise curve. And / or a spiral guide groove is provided on the side wall of the L1 section; Furthermore, the L2 swirl energy dissipation section (L2) has a channel cross-section that gradually changes to an ellipse along the path. And / or variable-angle spiral guide vanes are provided inside the L2 section. And / or the inner wall of the L2 segment is provided with a sinusoidal corrugated rough surface.

[0015] Optionally, the L3 stepped drop section (L3) is provided with N non-equal height steps, and the height distribution of the steps satisfies the law of exponential decay and superimposed sinusoidal fluctuation. Local energy dissipation pools are provided between each level of steps, and / or biomimetic fish scale-like microstructures are provided on the step surface of the steps; The L4 diffusion steady flow section (L4) has a cross section that diffuses according to a quadratic function. Parabolic guide piers are installed in the L4 section. A perforated flow stabilizer plate with an opening ratio that increases exponentially along the flow path is provided, and / or a honeycomb rectifier grid is provided at the end of the L4 section.

[0016] Optionally, the L5 effluent regulating section (L5) includes at least one of the following technical features: An adjustable outlet gate is provided, the opening of which is configured to be adjusted according to real-time hydraulic parameters; A flow-lifting nose sill is provided at the outlet, the flow-lifting nose sill having a parabolic profile and the surface of the flow-lifting nose sill being provided with a nano-hydrophobic coating.

[0017] According to another aspect of this application, a method for optimizing the design of overflow prevention for a lock valve well is also provided, for designing a top overflow corridor connecting the valve well and the maintenance gate well, comprising the following steps: Obtain the maximum overflow Q of the valve well under emergency closing conditions; Determine the width B of the overflow channel; Based on the formula for the flow rate of a wide-crest overflow weir, the required head h or height H above the weir for the overflow corridor is calculated and determined using the maximum overflow flow rate Q and the width B. The top elevation of the upstream end of the overflow channel is set to be flush with the top elevation of the valve well; And the overflow corridor is designed as a multi-segment variable cross-section overflow corridor. The multi-section variable cross-section overflow channel can be a three-section structure, a five-section structure, or a rectangular cross-section of equal width with a bottom shape referencing the WES overflow weir shape.

[0018] Beneficial effects: This invention safely guides overflow water into the maintenance gate well, effectively alleviates pressure fluctuations in the valve well, efficiently dissipates overflow energy, and significantly suppresses secondary disturbances of the gate chamber by the reinjected water flow. Attached Figure Description

[0019] Figure 1 This is a schematic diagram of the layout of existing lock valve wells and maintenance gate wells.

[0020] Figure 2 This diagram illustrates the change in valve well water level over time under emergency shut-off conditions using existing technology, showing severe water level fluctuations and extremely high overflow.

[0021] Figure 3 This is a schematic diagram of the optimized design for preventing overflow of the lock valve well in one embodiment of the present invention.

[0022] Figure 4 This is a schematic diagram showing the change of valve well flow rate over time under corresponding operating conditions.

[0023] Figure 5 This is a schematic diagram illustrating the configuration of the overflow corridor using the WES overflow weir shape in an embodiment of the present invention.

[0024] Figure 6 for Figure 5 Enlarged view of point α in the middle.

[0025] Figure 7 This is a schematic diagram of the three-section design of the present invention. Detailed Implementation

[0026] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be noted that, unless otherwise specified, the embodiments and features described in these embodiments can be combined with each other.

[0027] This invention aims to solve the technical problem of severe water level fluctuations and overflow in valve wells caused by the transmission of strong water hammer fluctuations from long-distance water-filled culverts to the valve wells during emergency closure of locks. The invention addresses this problem by installing a top overflow channel between the valve well and the downstream maintenance gate well. This channel directs the overflowing water into the maintenance gate well, which is then ultimately reinjected into the lock chamber via a bottom water conveyance corridor, effectively mitigating pressure fluctuations within the valve well.

[0028] exist Figure 3 The illustrated embodiment shows the basic structure of the present invention, including a valve well 1, an inspection door well 2, a water conveyance channel 3 located at the bottom, and an overflow channel located at the top. Both the valve well 1 and the inspection door well 2 are existing structures. The present invention adds the overflow channel and its specific structural design.

[0029] like Figure 1 As shown, A and B are the front view and top view, respectively, depicting the valve well and the maintenance gate well. Maintenance gate wells are usually installed upstream or downstream of the valve well. When a valve malfunctions, or during regular maintenance of the water conveyance corridor, valves, and embedded components, the maintenance gate well is used to temporarily block water and isolate the upstream and downstream water levels.

[0030] like Figure 2 As shown, during the opening of the primary valve, the water level in the gate well continuously decreases as the valve opening increases. During emergency valve closure, the momentum of the water flow is suddenly obstructed, and the enormous water hammer pressure causes the water level in the gate well to rise rapidly, forming a significant pressure peak. Subsequently, the water level in the gate well will undergo a period of decaying oscillations until it gradually stabilizes. In some scenarios, during emergency closure, the pressure fluctuations in the valve well are drastic, causing a large amount of water to overflow from the valve well. The water level in the gate well can reach as high as 197m, exceeding the highest upstream water level by 22m. This leads to uncontrolled water levels in the lock chamber, preventing ships from ascending or descending normally, and may even cause collisions or grounding accidents.

[0031] Example 1: An overflow prevention device for a lock valve well is provided.

[0032] The device in this embodiment is located at the top between valve well 1 and maintenance door well 2, and its function is to connect valve well 1 and maintenance door well 2. When the water level in valve well 1 rises sharply due to water hammer or other reasons and exceeds its top elevation, the overflowing water will enter the device.

[0033] Specifically, the device is a multi-segment variable cross-section overflow channel. Here, "multi-segment" means that it is divided into multiple functional sections along the water flow direction (i.e., from valve well 1 to maintenance door well 2), and each section has a specific geometric shape and hydraulic function.

[0034] Furthermore, the geometry of the overflow channel along the water flow direction is parametrically designed to perform segmented coordinated energy dissipation and flow regulation of the water overflowing from valve well 1. Parametric design means that the key geometric features of the channel, such as width, height, bottom curve, and sidewall shape, are precisely defined by specific mathematical functions, geometric curves (such as WES weir curves, sine curves, parabolas, etc.) or design parameters (such as angles, radii, and elevation differences).

[0035] Segmented coordinated energy dissipation and flow regulation refers to the fact that the energy of the water flow (especially the energy of high-frequency pressure waves) is not concentrated and dissipated at a single location, but is dissipated and shaped step by step and in a coordinated manner through multiple sections (e.g., the inlet section, vortex section, drop section, stabilization section, outlet section, etc. described in subsequent embodiments). At the same time, the velocity distribution and turbulence characteristics of the water flow are adjusted to ensure that the water flow is smoothly injected back into the maintenance gate well 2 and the water conveyance corridor at the bottom, avoiding secondary impact on the gate chamber.

[0036] In this embodiment, the multi-segment variable cross-section overflow corridor can be implemented in various structural forms, such as those described in detail in subsequent embodiments: Method 1: A rectangular cross-section of equal width, but with a bottom shape referencing the WES overflow weir shape of the gallery.

[0037] Method 2: A three-section structure, consisting of a converging inlet section, a composite energy dissipation section, and a regulating outlet section.

[0038] Method 3: A five-section structure, consisting of a corridor consisting of an L1 inlet contraction section, an L2 vortex energy dissipation section, an L3 stepped drop section, an L4 diffusion and flow stabilization section, and an L5 outlet regulation section.

[0039] Example 2: A method for optimizing the design of overflow prevention for a lock valve well is provided, which is used to design the top overflow corridor connecting the valve well 1 and the maintenance door well 2.

[0040] In this embodiment, the method specifically includes the following steps: Step 1: Obtain the maximum overflow Q of the valve well 1 under emergency closing conditions.

[0041] This step involves inputting the design parameters. The maximum overflow rate Q can be determined or calculated using physical model experiments (physical model), numerical simulation (CFD), or a simplified water hammer model, for a specific emergency shut-off strategy (e.g., valve opening degree, shut-off speed). For example, in some operating conditions, the maximum flow rate (i.e., overflow rate) of the valve well can reach approximately 156 m³ / s.

[0042] Step 2: Determine the width B of the overflow corridor.

[0043] Normally, the widths of valve well 1 and inspection door well 2 are basically the same. To ensure smooth water flow and reduce energy loss and local backlog caused by lateral water flow contraction, preferably, the width B of the overflow corridor can be the same as the width of valve well 1. For example, in a certain implementation case, the width of valve well is 7.1m, then the width B of overflow corridor is also 7.1m.

[0044] Step 3: Based on the formula for the flow rate of a wide-top overflow weir, use the maximum overflow flow rate Q and the width B to calculate and determine the required head h or height H of the weir for the overflow corridor.

[0045] In this step, the inlet section of the overflow channel is approximated as a broad-crested overflow weir. Its flow rate formula can be expressed as: Q = c * m * ε * σ * B * (2g) 1 / 2 *h 3 / 2 Where: Q is the maximum overflow flow, determined in step one; c is the upstream weir slope influence coefficient, which can be taken as 1 if the valve well wall is vertical; m is the flow coefficient, which can be temporarily taken as m=0.5 according to relevant specifications; ε is the lateral contraction coefficient, which can be taken as 1 if the overflow gallery has a uniform width along its length (i.e., B equals the width of the valve well); σ (sigma) is the submergence coefficient, which can be temporarily taken as σ=1 if there are no guide piers in the gallery and the downstream outflow is smooth; B is the weir width (i.e., the overflow gallery width), determined in step two; g is the gravitational acceleration, taken as 9.8 m / s². 2 h represents the head above the weir, which is the water depth above the crest (bottom) of the overflow channel. Using the above formula, the minimum required head above the weir, h, can be calculated from Q and B. For example, substituting Q=156 m³ / s, c=1, m=0.5, ε=1, σ=1, B=7.1 m, g=9.8 m / s... 2 From this, we can calculate that h is approximately 4.6m. After determining h, a certain margin of safety (e.g., to prevent impact to the roof or to cope with more extreme conditions) needs to be considered to determine the final design height H of the overflow corridor. For example, H can be taken as h + margin of safety, such as H = 5.5m.

[0046] Step 4: Set the top elevation of the upstream end of the overflow channel to be flush with the top elevation of valve well 1. This step is a benchmark setting for elevation. This ensures that when the water level in valve well 1 just reaches its top elevation, overflow begins to enter the overflow channel, instead of overflowing from the valve well opening first. Combining the height H calculated in Step 3, the weir crest elevation (i.e., bottom elevation) of the overflow channel is correspondingly determined as: valve well top elevation H. For example, if the valve well top elevation is 185m and H=5.5m, then the overflow channel weir crest elevation is 179.5m.

[0047] Step 5: Design the overflow corridor as a multi-segment variable cross-section overflow corridor.

[0048] Specifically, the multi-section variable cross-section overflow channel can be a three-section structure, a five-section structure (as described in Examples 4 and 5), or a rectangular cross-section of equal width with a bottom shape referencing the WES overflow weir shape (as described in Example 3).

[0049] Optionally, the present invention also provides a more advanced design method, which is not limited to WES inverse calculation, but includes more detailed parametric design and system optimization steps. For example, the method may include: Obtain the operating condition boundary and operation curve, and predict the maximum flow rate Q. max With characteristic frequency bands.

[0050] Select the WES profile or other curves as the initial values, and set the priority of the initial geometric values ​​such as the height difference Δh, width B, and fillet r.

[0051] Perform three-parameter linkage optimization, that is, optimize ventilation Q air The non-submergence criterion σ and tailwater back pressure are optimized in a coordinated manner to ensure hydraulic performance.

[0052] Set the dual-mode switching criteria (e.g., based on σ threshold) and the corresponding orifice / short pipe model parameters.

[0053] Parametric design of pre-damping units (such as perforated plates, energy dissipation wells, and honeycomb structures).

[0054] Design linkage control logic (such as the linkage between adjustable weir and valve curves).

[0055] Finally, the indicators were checked to ensure that the design met the peak water level H of the gate chamber. pk Root mean square (RMS) and pressure pulsation coefficient (σ) p Minimum pressure p min Requirements such as these indicators.

[0056] Example 3 provides a specific implementation method for an overflow prevention device for a lock valve well. This method is based on the WES overflow weir and integrates multiple optimized designs.

[0057] In this embodiment, the multi-segment variable cross-section overflow channel has a rectangular cross-section of equal width, and the bottom shape of the overflow channel is referenced to the WES overflow weir shape. Here, "rectangular cross-section of equal width" means that the width B of the channel remains essentially constant along the flow path. Preferably, this width B is consistent with the width of the valve well 1 to ensure smooth water flow.

[0058] The use of the WES overflow weir shape as the bottom profile of the gallery leverages its proven hydraulic properties. This shape enhances the gallery's discharge capacity and hydraulic efficiency. Its weir head curve closely matches the natural tongue shape of the flowing water, allowing the water to flow smoothly and closely along the weir surface, effectively suppressing cavitation and reducing the risk of cavitation erosion. 3 .

[0059] Specifically, refer to Figure 5 The WES overflow weir shape includes a three-circular-arc curve before the weir crest and a WES-type power curve after the weir crest. Based on the head h calculated in Example 2 (e.g., h = 4.6 m), the radii of the three-circular-arc curves can be specifically set as follows: R1 = 0.5h (e.g., 2.30 m), R2 = 0.2h (e.g., 0.92 m), and R3 = 0.04h (e.g., 0.18 m). 5 The shape of the WES-type power curve behind the dam crest can be determined by formula x. n =kh n-1 The y-coordinate is defined as follows: x is the direction coordinate of water flow, y is the vertical coordinate, h is the design head, and k and n are empirical coefficients. Preferably, k=2 and n=1.85, meaning the curve shape is x. 1.85 =2h 0.85 y.

[0060] For example, in a certain scenario, the maximum water depth in the overflow channel is h=4.6m. Considering the margin of error, a height of H=5.5m for the overflow channel is more appropriate. The weir crest elevation of the overflow channel is: valve well crest elevation H=185m-5.5m=179.5m.

[0061] The overflow channel shape is designed with reference to the WES overflow weir shape, with three circular arc curves in front of the weir crest, such as... Figure 5 As shown, the radii of the three arcs are R1=0.5h=2.30m, R2=0.2h=0.92m, and R3=0.04h=0.18m, respectively. The distance from the top of the weir to the wall of the valve well is 0.282h=1.30m. The distances from the apex of the second and third arcs to the top of the weir are 0.175h=0.81m and 0.276h=1.27m, respectively.

[0062] The downstream side curve of the overflow corridor weir crest is x n =kh n-1According to the specifications, y, k, and n are taken as k=2 and n=1.85, respectively, and the overflow channel curve shape is x1.85=2h0.85y. Based on the curve shape, the slope of the downstream straight tangent segment can be taken as 1:1.6, with a length of 3m. The radius of the inverse circular arc segment behind the tangent segment is taken as R=11.4m, and the angle is α=60°. According to the calculation, the height of the bottom of the downstream end of the overflow channel from the weir crest is P2=20m.

[0063] According to another aspect of this application, the width of the overflow channel varies depending on the width of the valve well 1 and the maintenance gate well 2, and the corresponding overflow weir-side contraction system also differs. Any technical solution that uses an overflow channel to transport overflow water from the valve well 1 to the maintenance gate well 2 falls within the scope of protection claimed by this invention.

[0064] In a preferred embodiment of the present invention, in order to solve the problem that water may overflow from all sides of the wellhead simultaneously when overflowing from the top of the valve well 1 (i.e., overflowing at the same level), and to ensure that the overflow enters the overflow corridor preferentially and smoothly, a priority elevation difference (Δh) and / or a guide wall is provided at the entrance of the overflow corridor.

[0065] The priority elevation difference (Δh) here refers to the intentional setting of the weir crest elevation (i.e., bottom elevation) of the overflow gallery. Below The top elevation of valve well 1 is Δh, and the elevation difference is Δh. For example, Δh can be between 0.30 meters and 1.00 meters.

[0066] The guide wall is installed at the entrance of the corridor to guide the water flow. Furthermore, the guide wall at the entrance also includes a guide nose sill. The height of the guide wall can be exemplary, ranging from 0.3 meters to 0.8 meters, and it features an optimized rounded transition, for example, a rounded radius r not less than 0.1 times the corridor width B, to reduce local head loss when the water enters.

[0067] Meanwhile, in order to reduce the secondary fluctuations and impact on the gate chamber that may be caused by high-speed water flow (such as water flow accelerated after passing through the WES weir) directly reinjected into the maintenance gate well 2, this embodiment sets a front damping unit at the outlet or downstream of the overflow corridor.

[0068] The pre-damping unit here is used to stabilize the water flow and dissipate high-frequency energy before it enters the inspection gate well 2. Specifically, this unit can be implemented by setting one or more perforated baffles, with an opening ratio η preferably ranging from 15% to 35%.

[0069] Optionally, the damping unit may also include an energy dissipation well structure, for example, an energy dissipation section with a length L of approximately 1.0 to 1.5 times the corridor width B. In some embodiments, the damping unit may also have a honeycomb rectifier grid at its end, for example, with a honeycomb aperture a of 0.05 to 0.10 times the corridor width B and an aspect ratio L / a of not less than 6, thereby achieving selective attenuation of high-frequency pulsating energy.

[0070] In addition, to ensure the effectiveness and operational safety of the WES weir flow model in this embodiment, the device also includes a ventilation structure and a flood prevention structure.

[0071] The ventilation structure is used to replenish air at the weir surface (especially the downstream side of the WES curve) to prevent negative pressure from being generated below the water tongue due to air entrainment, which could induce cavitation and vibration. This ventilation structure can be implemented as a ventilation shaft or air intake located at the top or side wall of the corridor. Preferably, the ventilation volume needs to meet a certain lower limit, such as Q. air ≥kQ water *(V / c), where Q air Q is the ventilation rate. water V is the water flow rate, C is the speed of sound, and k is an empirical coefficient, for example, k can be taken as 0.02 to 0.08.

[0072] The flood prevention structure ensures that the downstream flow of the WES weir is not submerged by the water level in the maintenance gate well 2, thus maintaining free outflow hydraulic conditions. This structure can be implemented as a downstream diffuser or a pressure relief structure to ensure that the submergence coefficient σ (sigma, defined as the ratio of downstream water depth to the total head above the weir) remains below a certain critical value σ. lim (e.g. σ) lim <0.70 or 0.85). In a more preferred embodiment, the device further includes pressure and water level sensors for real-time monitoring of the submersion coefficient σ. When σ is detected to exceed the threshold, the control system can determine that the WES free outflow condition has switched to the pressurized outflow (orifice / short pipe) condition and activate the corresponding control model.

[0073] According to one aspect of this application, by adding an overflow corridor at the top of the primary valve well and the downstream maintenance valve well to connect the two valve wells, when the valve well overflows, the overflowing water can enter the downstream maintenance valve well through the overflow corridor, and finally enter the gate chamber through the bottom water conveyance corridor.

[0074] Specifically, the overflow prevention device for the lock valve well includes the valve well, the maintenance gate well, the water conveyance corridor, and the overflow corridor.

[0075] The valve well is the main well structure for installing and operating valves (such as anti-arc valves and flat valves), and the valve well has a rectangular cross-section.

[0076] The inspection gate well is located downstream of the valve well and is usually used to install inspection valves. It is used when it is necessary to isolate the downstream water body for maintenance. The gate well has a rectangular cross-section and its width is usually the same as that of the valve well.

[0077] The water conveyance corridor, located at the bottom of the lock wall, connects the upstream and the lock chamber and is the main channel for filling the lock chamber with water when the valve is opened.

[0078] The overflow corridor is located at the top between the valve well and the downstream maintenance door well. The overflow corridor is a closed box with a rectangular cross-section and equal width along the entire length. Its shape is similar to that of the WES overflow weir. The top of the upstream end of the corridor is flush with the top of the valve well, and the downstream end of the corridor is located in the middle of the maintenance door well. This makes the overflow corridor have a large discharge capacity, reasonable pressure distribution, and less prone to cavitation damage.

[0079] Under a certain operating condition, the relevant parameters can be as follows: (1) Width of overflow corridor B Typically, the widths of valve wells and maintenance door wells are roughly the same, as is the width of overflow corridors. B The width of the valve well can be used to ensure smooth water flow.

[0080] (2) Overflow corridor height H :high H It must be based on the maximum flow rate in the valve well. Q Hydraulic calculations are performed to determine this. The overflow channel can be approximated as a WES broad-crested weir, based on the following broad-crested weir flow formula: Q = cmεσB (2) g ) 1 / 2 h 3 / 2 ； in, Q Represents the maximum flow rate m 3 / s; c This represents the influence coefficient of the upstream weir slope. m Indicates the flow coefficient. ε Indicates the lateral contraction coefficient. σ Indicates the submersion coefficient. B The width of the weir is expressed in m, which is the width of the valve well. g The acceleration due to gravity is m / s² 2 ; h The water head (m) represents the water depth above the weir crest in the overflow corridor.

[0081] (3) Maximum flow rate in the valve well Q Based on the water level change curve of the valve well measured by physical experiments, the maximum flow rate into the valve well is calculated using hydraulic formulas.

[0082] (4) Elevation of the upstream end of the overflow corridor: The top elevation of the upstream end must be consistent with the top elevation of the gate chamber, and the bottom elevation of the upstream end is the top elevation minus the height of the overflow corridor. H This ensures that overflow water preferentially enters the corridor rather than overflows out of the valve wellhead.

[0083] In this case, the overflow corridor design at the top of the valve well and the maintenance gate well allows the water overflowing from the valve well to be guided into the maintenance valve well through the overflow corridor during emergency closure, and then returned to the gate chamber through the water conveyance corridor at the bottom of the maintenance gate well. This allows the pressure fluctuations in the valve well to be released quickly, ensuring the balance of the water level in the gate chamber.

[0084] Similar to WES overflow weirs, they can greatly improve the discharge capacity of the channel and have high hydraulic efficiency. The weir head curve closely matches the shape of the "natural water tongue" when the water flows down, which allows the water to flow smoothly and closely along the weir surface. This can effectively suppress cavitation and reduce the risk of cavitation erosion.

[0085] The overflow channel adopts a structural design with the same width as the valve well, which can ensure the smooth flow of water in the overflow channel to a certain extent, reduce the occurrence of local water level rise or water flow turbulence, and facilitate construction.

[0086] The optimized valve well layout serves as a safety measure during emergency gate closure and will not affect the normal operation of the lock.

[0087] Example 4: Description of the three-segment structure.

[0088] Specifically, the multi-section variable cross-section overflow channel has a three-section structure, which includes, in sequence: a contraction inlet section, the side wall of which is provided with a spiral guide channel; a composite energy dissipation section, which has a stepped-swirl composite structure and swirl guide vanes on multiple steps; and a regulating outlet section, which is provided with a pressure-responsive guide plate.

[0089] The first section, the design goal of the contraction inlet section, is to ensure a smooth transition of water flow and generate pre-swirl, in preparation for the next stage of composite energy dissipation.

[0090] In this embodiment, the sidewall of the contraction inlet section is provided with a spiral guide channel of varying depth or angle. Specifically, the channel depth d(x) can be designed to decrease exponentially, for example, d(x) = 0.05 * H0exp(-x / L1); the channel angle θ(x) can be designed to increase linearly, for example, θ(x) = 15° + 10° * (x / L1), where x is the coordinate along the path, L1 is the length of the inlet section, and H0 is the design head height.

[0091] Simultaneously, the top of the contracting inlet section has a sinusoidal curve profile, and the bottom has a cosine square function lifting curve, thus forming a Venturi effect. The Venturi effect here refers to the acceleration of water flow, increased kinetic energy, and decreased potential energy through a smooth contraction of the water passage, which helps stabilize the flow. Specifically, the top sinusoidal curve profile can be formed by Z... top (x) = Z0 - 0.5*sin(πx / 2L1) is used as the constraint; the bottom cosine square function rise curve can be determined by Z. bottom (x)=Z0-H0+0.3*H0*[1-cos(πx / L1)] 2 The reference elevation is defined as Z0.

[0092] The second section, the design goal of the composite energy dissipation section, is to integrate the functions of swirling energy dissipation and stepped waterfall energy dissipation to achieve a dual energy dissipation effect of falling and rotating.

[0093] In this embodiment, the stepped-swirl composite structure of the composite energy dissipation section includes: multiple steps; small swirl guide vanes disposed on or between the steps; and / or, serrated microstructures disposed on the step surface of the steps.

[0094] Specifically, the multi-level steps can be N levels (e.g., 6 levels) of non-equal-height steps, with a height h. i It can be distributed according to an exponential decay law, for example, h i =(H0 / 6)*[1+0.2*exp(-i / 3)], where i is the step number.

[0095] The small swirl guide vane set on the step has an angle β i It can vary with the step number i, for example, β i =20°+5°*i; its blade height h blade Can be related to step height h i Association, such as h blade =0.3 * h i .

[0096] The serrated microstructures can be set on the step surface of the step to enhance near-bottom turbulence. Their depth can be 2-3 mm and the spacing can be 10 mm.

[0097] The third section, the design goal of the regulating water outlet section, is to combine the functions of diffusion flow stabilization and water outlet regulation, reduce the flow velocity through a gradually expanding cross section, and respond to pressure changes through an active adjustment mechanism.

[0098] In this embodiment, the controlled water outlet section includes: a pressure-responsive baffle plate whose angle (α(P)) is configured to automatically adjust according to the real-time pressure (P); a gradually expanding cross section that diffuses according to a quadratic function; and an optimized flow-lifting nose provided at the outlet, the surface of which is provided with a hydrophobic coating.

[0099] Specifically, the cross-sectional area A3(x) of the gradually expanding cross section that diffuses according to a quadratic function can be expressed as A3(x) = A 2* [1+0.4 * (x / L3) 2 [Limited, where A2 is the entrance area of ​​the segment and L3 is the length of the segment.]

[0100] The pressure-responsive baffle's angle α(P) can be automatically adjusted according to the real-time monitored pressure P, for example, following the formula α(P) = α0 + k. p* (PP ref The linear relationship between α0 and k, where α0 is the reference angle (e.g., 30°). p P is the adjustment coefficient (e.g., 2.0° / m). ref For reference pressure.

[0101] The optimized flow-through nose flap can be parabolic, for example, y=-x 2 / (4×1.5 * H0)+0.15 * H0. The hydrophobic coating is used to reduce the water flow adhesion effect and reduce energy loss.

[0102] It is understood that the three-section structure of the present invention is not limited to the above-described progressive energy dissipation scheme. In optional embodiments, a graded energy dissipation scheme can also be adopted, which sequentially includes: a buffer inlet section (for contraction and primary energy dissipation), an enhanced energy dissipation section (the main energy dissipation zone using multi-stage cascades), and a steady-flow outlet section (for rectification and outlet). In another optional embodiment, a gradual continuous scheme can also be adopted, which sequentially includes: a contraction acceleration section, a diffusion deceleration section (for deceleration and energy dissipation), and a regulating outlet section.

[0103] According to one aspect of this application, the relevant design parameters are as follows: First section: Intelligent shrinkage inlet section (L1=2.5H) o ) Cross-sectional variation function: A1(x) = B0 × H(x); The height function is: H(x) = H0 × [1 - 0.2 × (x / L1)] 2 ]; Top curve: Z top (x) = Z0 - 0.5 × sin(πx / 2L1); Bottom curve: Z bottom(x)=Z0-H0+0.3H0×[1-cos(πx / L1)] 2 ; Sidewall guide channel: Channel depth: d(x) = 0.05H0 × exp(-x / L1); Channel angle: θ(x) = 15° + 10° × (x / L1); The inlet section employs a gradually narrowing design to create a Venturi effect. Variable-depth spiral guide channels are installed on the sidewalls to induce pre-swirl in the water flow, preparing for energy dissipation in the next stage. The top features a smooth sine curve transition, while the bottom is raised with a cosine curve to reduce dead water zones.

[0104] Second section: Composite energy dissipation section (L2=4.0H0) Stepped distribution (6 levels): h i =H0 / 6×[1+0.2×exp(-i / 3)]; Step length: l i =L2 / 6×[1+0.1×i]; Swirl device on each step: Guide vane angle: β i =20°+5°×i; Blade height: h blade =0.3×h i ; Energy dissipation pool depth: d pool =0.2×h i ; The cross-section gradually changes, including: width remains constant: B(x) = B0; height changes: H(x) = H1 × [1 + 0.3 × sin(2πx / L2)]; The original swirling and stepped waterfall functions are integrated, with small swirling guide vanes installed on each step to achieve dual energy dissipation through "falling + rotating". The step surface adopts a serrated microstructure (2-3mm deep, 10mm spacing) to enhance turbulence. This composite design ensures energy dissipation efficiency while simplifying the structure.

[0105] Third section: Intelligent control of water output (L3=2.0H0) Integrated design of diffusion and regulation: Cross-sectional diffusion function: A3(x) = A2 × [1 + 0.4 × (x / L3)] 2 ]; Adaptive adjustment mechanism: Adjustable deflector angle: α(P) = α0 + k p ×(PP ref ); Where: α0 = 30° (reference angle); k p =2.0° / m (adjustment coefficient); P = real-time pressure; Export optimization curve: Flow sill: y=-x 2 / (4×1.5H0)+0.15H0; Angle of 25°.

[0106] Example 5 describes a five-segment structure. This structure, through precise functional zoning and parametric geometric design, achieves stepwise dissipation of overflow energy, spectrum shaping, and precise control of flow regime.

[0107] In this embodiment, the multi-segment variable cross-section overflow channel has a five-segment structure, which includes the following segments sequentially along the water flow direction: The L1 inlet contraction section is used to achieve a smooth transition and acceleration of the water flow; L2 vortex energy dissipation section is used to generate a controllable rotational motion of water flow to extend the water flow path and dissipate energy. The L3 stepped drop section is used to further dissipate energy through multi-stage drop and local energy dissipation units; The L4 diffusion and stabilization section is used to reduce water flow velocity and attenuate high-frequency pulsations. The L5 water outlet regulating section is used to perform final regulation of the flow pattern of water before it enters the maintenance gate well.

[0108] As a preferred implementation of this embodiment, the structure and parameterization design of the above five segments are described in detail below: Specifically, L1 inlet contraction section: This section preferably has a funnel-Venturi combination structure for smoothly introducing water flow and suppressing flushing and overflow. This structure can be defined by a top sinusoidal attenuation curve and a bottom cosine square lift curve.

[0109] Specifically, the equation of the top curve can be designed as: Z 1top (x)=Z0-α 1* sin(πx / 2L1) * exp(-βx / L1), where Z0 is the reference elevation, α1 is the amplitude coefficient, β is the attenuation coefficient, and L1 is the length of the segment.

[0110] The equation for the bottom curve can be designed as: Z 1bottom (x)=Z0-H0+γ 1* [1-cos(πx / L1)] 2 Where H0 is the design head and γ1 is the bottom lift coefficient.

[0111] Optionally, and / or a spiral guide groove is provided on the side wall of the L1 section to generate pre-swirl in the water flow.

[0112] L2 vortex energy dissipation section: This section preferably has a channel cross-section that gradually changes elliptical along the path, and its major and minor axes a2(z) and b2(z) can be expressed as trigonometric functions (e.g., a2(z) = (B0 / 2)). *The value changes by [1+0.2sin(2πz / L2)], where z is the coordinate along the path and L2 is the length of the segment.

[0113] Furthermore, preferably, a variable-angle spiral guide vane is provided inside the L2 section, and its installation angle θ(z) can increase in a power function (e.g., to the power of 1.5), such as θ(z) = θ0 + Ω. * (z-L1) 1.5 / L2 0.5 , where θ0 is the initial angle and Ω is the helical increment.

[0114] Optionally, and / or the inner wall of the L2 segment is provided with a sinusoidal corrugated rough surface, the roughness ε(z) of which can vary periodically, such as ε(z) = ε 0* [1+A ε* sin(nπz / L2)], to enhance turbulent energy dissipation.

[0115] This section can also embed a piezoelectric pressure sensor array for real-time monitoring.

[0116] L3 stepped waterfall section: This section preferably has N non-equal height steps (e.g., N=12). The height distribution h of the steps... i Preferably, it follows a law of exponential decay superimposed with sinusoidal oscillation, for example, h i =h 0* exp(-λ * i / N) * [1+δ * sin(2πi / N)], where h0 is the initial step height, λ is the attenuation coefficient, δ is the fluctuation coefficient, and i is the step number.

[0117] Furthermore, preferably, local energy dissipation pools are provided between each level of steps, with a depth d. i Can be combined with the order h i Related, such as d i =d 0* [1+0.3 * sin(πi / N)] * sqrt(h i / h0).

[0118] Optionally, and / or the step surface of the steps is provided with biomimetic fish scale-like microstructures (e.g., 0.5-2 mm deep), and a 1 / 4 arc transition is provided at the corners to reduce cavitation risk and stabilize energy consumption.

[0119] L4 diffusion steady flow section: This section preferably has a cross-section that diffuses according to a quadratic function, and its cross-sectional area A4(z) can be expressed by A4(z) = A 3* [1+κ * (z-z3) 2 / L42 [Definition] where A3 is the inlet area of ​​the segment, κ is the diffusion coefficient, z3 is the starting coordinate of the segment, and L4 is the length of the segment.

[0120] Furthermore, the L4 section is preferably provided with three parabolic guide piers, and their heights can be arranged in descending order.

[0121] Optionally, a perforated flow stabilizer 1 is provided with an aperture ratio φ(z) that increases exponentially along the flow path, for example, φ(z) = φ 0* [1-exp(-(z-z3) / L c )], where φ0 is the maximum open area ratio, L c The characteristic length is denoted as .

[0122] Optionally, and / or a honeycomb rectifier grid is provided at the end of the L4 segment for selectively cutting high-frequency energy, wherein the aperture a and the aspect ratio L / a are preferably a=0.05–0.10B and L≥6.

[0123] L5 Outlet Regulating Section: This section is used for the final regulation of the flow pattern.

[0124] In this embodiment, an adjustable outlet gate is preferably provided, and the opening degree of the adjustable outlet gate is configured to be adjusted according to real-time hydraulic parameters (e.g., the pressure difference δP(t) monitored in L2 or L4 segment).

[0125] Furthermore, preferably, a flow-fed nose cone is provided at the outlet, the flow-fed nose cone having a parabolic profile, for example, y=-x 2 / (4f)+h n Where f is the focal length parameter, h n This refers to the height of the nose ridge.

[0126] Optionally, the surface of the nasal canopy is provided with a nano-hydrophobic coating (e.g., contact angle > 150°) to reduce water flow adhesion to the wall and secondary eddies.

[0127] According to one aspect of this application, the design parameters are as follows: First section, water inlet contraction section (L1 section): Cross-sectional area variation function: A1(x) = B0 × [H0 - k1 × (x / L1)] 2 ×H o ]; Where: x∈[0,L1], L1=2.5H0; k1=0.15 (contraction coefficient); B0=valve well width; H0=design head height; Top curve equation: Z 1top (x)=Z0-α1×sin(πx / 2L1)×exp(-βx / L1); Where: α1 = 0.8m (amplitude coefficient); β = 0.5 (attenuation coefficient); Bottom curve equation: Z 1bottom (x)=Z0-H0+γ1×[1-cos(πx / L1)] 2 ; Where: γ1=0.3H0 (bottom lifting coefficient).

[0128] The inlet contraction section adopts a gradual contraction design, with a sinusoidal attenuation curve at the top to create a "trumpet mouth" effect, allowing water to smoothly transition from the valve well into the channel. The bottom uses a cosine square function to raise the flow, generating a Venturi effect that accelerates the water flow while reducing pressure pulsations. Spiral guide channels are installed on the sidewalls, with the channel depth decreasing logarithmically to promote water rotation and reduce direct impulse energy.

[0129] The second section, the vortex energy dissipation section (L2 section). Cross-sectional shape function (elliptical gradient): x 2 / a2(z) 2 +y 2 / b2(z) 2 =1 Among them: a2(z)=B0 / 2×[1+0.2sin(2πz / L2)]; b2(z)=H0×[0.8+0.1cos(2πz / L2)]; z∈[L1,L1+L2], L2=3.0H0; Helical guide vane angle: θ(z) = θ0 + ω × (z - L1) 1.5 / L2 0.5 ; Where: θ0 = 15° (initial angle); ω = 45° (spiral increment); Inner wall roughness function: ε(z) = ε0 × [1 + A ε [×sin(nπz / L2)]; Where: ε0 = 0.003m (basic roughness); A ε =0.5 (amplitude coefficient); n=8 (number of ripples).

[0130] The swirling energy dissipation section employs an elliptical, gradually changing cross-section, coupled with variable-angle spiral guide vanes, to induce a controllable rotational motion in the water flow. The vane angle increases in a 1.5-power function, maximizing the water flow path. The inner wall features a sinusoidal corrugated rough surface with periodically varying roughness, enhancing the turbulence energy dissipation effect. This section also incorporates a piezoelectric sensor array to monitor pressure distribution in real time.

[0131] The third section, the stepped waterfall section (L3 section); Step height distribution: h i=h0×exp(-λᵢ×i / N)×[1+δsin(2πi / N)]; Where: i=1,2,...,N (step number, N=12); h0=H0 / N (initial step height); λ=0.15 (attenuation coefficient); δ=0.2 (fluctuation coefficient); Step width variation l i =l0×[1+(i / N) 0.5 ]; Where: l0 = L3 / (2N) (foundation width); L3 = 4.0H0; Energy dissipation pool depth: d i =d0×[1+0.3×sin(πi / N)]×sqrt(h i / h0); Where: d0 = 0.15H0 (base depth); The tiered waterfall section features 12 non-uniform steps, with each step's height decreasing exponentially and superimposed with sinusoidal fluctuations to form a "wave-like" waterfall. Each step has an independent energy dissipation pool, the depth of which is proportional to the square root of the step height. The step surface employs a biomimetic fish-scale-like microstructure (0.5-2mm deep) to reduce cavitation risk. Step corners feature a 1 / 4 circular arc transition with a radius r. i =0.3h i .

[0132] The fourth section, the diffusion and stabilization section (Section L4) Cross-sectional diffusion function: A4(z) = A3 × [1 + κ × (z - z3)] 2 / L4 2 ]; Where: κ = 0.6 (diffusion coefficient); L4 = 2.0H0; A3 = end cross-sectional area; Arrangement of diversion piers: Pier location: x j =L4 / 3+j×L4 / 3,j=0,1,2; Pier height: H j =H0×exp(-0.3j); Pier shape: y 2 =4p j ×x, p j =0.2×(1+0.1j) (parabolic); Perforated plate opening ratio: φ(z)=φ0×[1-exp(-(z-z3) / L] c )]; Where: φ0 = 0.45 (maximum opening ratio); L sc =L4 / 3 (characteristic length); The diffusion and stabilization section employs a quadratic function diffusion method, featuring three parabolic guide piers with decreasing pier heights. A gradually changing perforated flow stabilizing plate is installed at z=L4 / 2, with the perforation rate increasing exponentially along the flow path, and the pore size distributed according to the Fibonacci sequence (5, 8, 13, 21 mm). A honeycomb-shaped flow-rectifying grid is installed at the end of the section, with hexagonal units having a side length of 20 mm and a depth of 100 mm.

[0133] Fifth section: Water outlet regulation section (L5 section) Adjustable gate opening function: H gate (t)=H min +(H max -H min )×tanh(k t ×ΔP(t) / P ref ) Wherein: H min =0.3H0 (minimum opening); H max =H0 (maximum opening); k t =2.0 (response coefficient); ΔP(t) = Real-time pressure difference; P ref =Design pressure differential; Optimized exit section curve: Flow-through nose sill curve: y=-x 2 / (4f)+h n ; Where: f = 1.5H0 (focal length parameter); h n =0.2H0 (nose rim height); The outlet regulating section is equipped with an intelligent regulating gate that adjusts its opening in real time according to the pressure difference. The outlet features an optimized flow-lifting nose sill with a parabolic design and a lift angle of 25°. The surface of the nose sill is coated with a nano-hydrophobic coating (contact angle >150°) to reduce the water flow adhesion effect.

[0134] Example 6 describes an adaptive control method for hydraulic conditions.

[0135] In this embodiment, a hydraulic control method for a top overflow channel is characterized by determining the current operating condition based on the submergence coefficient σ and / or differential pressure δp within the overflow channel.

[0136] The inundation coefficient σ here can be defined as the water depth H behind the weir. n With the total head H above the weir s The ratio, i.e., σ=H n / H s This coefficient can be monitored in real time by installing pressure or water level sensors at key locations within the corridor (such as behind the weir and on the top slab).

[0137] The differential pressure δp here can be the pressure difference between the entrance and exit of the corridor (or between sections L2 and L4).

[0138] The method further includes adaptive switching between a free outflow model (weir flow) and a pressurized outflow model (orifice / short pipe).

[0139] Specifically, this switching can be determined using a threshold value σ*. Preferably, σ* can be between 0.70 and 0.85. When σ≥σ* is detected, the control system determines the hydraulic condition as pressurized outflow and calls the orifice / short pipe model (using the corresponding flow coefficients μ and φ) for calculation and control; when σ<σ*, it is determined as free outflow and the WES weir flow model is called.

[0140] Optionally, to prevent the control system from frequently switching (i.e., jittering) near the threshold, a hysteresis band Δσ can be set. hys For example, when σ≤σ*-Δσ hys Only then should it switch back to the free model.

[0141] The method further includes adjusting the ventilation rate Q. air The non-submergence criterion σ is linked with the tailwater back pressure for constraint and tuning, which is a three-parameter linkage strategy.

[0142] Ventilation constraints: Ventilation rate Q must be guaranteed. air The lower limit must be met to maintain the free water tongue and prevent cavitation. For example, Q air ≥k * Q water* (V / c), where k can take values ​​from 0.02 to 0.08. When p is detected min When the minimum pressure is below the threshold, ventilation can be actively increased (e.g., through the self-adjusting vent).

[0143] Inundation constraint: The inundation coefficient σ must be kept below the critical value σ. lim To maintain the free outflow (WES) operating condition.

[0144] Tailwater control: Actively control tailwater back pressure through downstream diffusers or pressure relief structures to maintain the submergence factor σ ≤ σ lim Within this range, this is the means to achieve flooding constraints.

[0145] These three factors are adjusted in a coordinated manner to achieve p min Increase, cavitation number σ cav The overall effect is to improve and reduce the RMS of the gate chamber fluctuation.

[0146] The method further includes linking the effluent regulating gate and the valve shut-off process to reduce high-frequency fluctuations entering the gate chamber.

[0147] The outlet regulating gate here is the adjustable gate in Example 5 or the adjustable guide plate in Example 4.

[0148] Preferably, the height H of the gate gate (t) (or the deflector angle α(P)) is calculated according to a specific control law. For example, the hyperbolic tangent (tanh) function can be used: H gate (t)=H min +(H max -H min ) * tanh(k t* δP(t) / P ref Among them, H min and H max These represent the minimum and maximum opening degrees of the gate, respectively; k t δP(t) is the response coefficient; δP(t) is the real-time monitored pressure difference (as input); P ref This is the design reference pressure difference.

[0149] This type of linkage control (e.g., linkage with the shut-off curve of the main water supply valve) allows the system to adjust the equivalent damping ζ online according to the real-time hydraulic conditions. eq This minimizes the transition time T. settle And ensure that the hydraulic parameters do not exceed the limits.

[0150] Optionally, this method can be further enhanced. For example, by integrating a predictive model (such as an LSTM neural network or an ARX model) into the system, future pressure δP or water level H can be predicted. Based on this prediction, the control system can adjust the gate opening in advance, thereby realizing a feedforward + feedback coupled control strategy, further improving the system's response speed and stability.

[0151] Example 7: In this example, by employing the multi-segment variable cross-section overflow corridor and its collaborative control method of the present invention, the secondary fluctuations of valve well overflow on the gate chamber can be effectively reduced, achieving one or more of the following verifiable performance indicators: Lock chamber response indicators: Compared to before the modification, the hydraulic response inside the gate chamber was significantly improved after adopting the device of this invention. Specifically: Peak water level H in the sluice chamber pk The reduction should be no less than 25%.

[0152] The root mean square (RMS) of the gate chamber water level (characterizing the overall degree of fluctuation) decreases by no less than 30%.

[0153] Pressure pulsation coefficient σ p (Characterizing high-frequency fluctuations) are suppressed to a range of no more than 5% to 8%.

[0154] As an optional implementation (e.g., using a simplified configuration 5 of schemes B or C in embodiment 3), its gate chamber response index can also reach: peak value H pk The pressure pulsation coefficient σ is reduced by no less than 20%, RMS is reduced by no less than 25%, and the pressure pulsation coefficient σ is reduced by no less than 20%. p No higher than 8% to 10%.

[0155] Operational safety indicators: Through reasonable geometric design and aeration-effect water linkage control, the safe operation of the equipment can be ensured. Critical cavitation number σ at key locations (such as downstream of the weir or at points of geometric abrupt change) cav It is controlled within the range of not less than 1.5 and 2.0. Minimum pressure p for critical components. min The ventilation rate shall not exceed the set safety limits. The ventilation volume shall meet Q. air ≥k * Q water* (V / c) to maintain the free water tongue and prevent the negative pressure from becoming too low.

[0156] The inundation coefficient σ is controlled to be σ≤σ lim Within a certain range, to prevent downstream flooding from causing deterioration of hydraulic conditions.

[0157] System cooperative gain metrics: Total energy dissipation efficiency η total Through η total =1-Π(1-η i )+Δη coupling Modeling is performed.

[0158] Where, η i Let Δη be the independent energy dissipation efficiency of the i-th segment (e.g., segments L1 to L5); coupling This refers to the synergistic coupling gain generated by the flow pattern and spectrum shaping in each segment.

[0159] In comparative experiments or simulations, it can be verified that Δη coupling >0 (e.g., Δη) coupling (Starting from 0.15).

[0160] Example 8: This example provides another more comprehensive and systematic implementation of the optimized design method for preventing overflow in lock valve wells. Compared to the basic method in Example 2, which focuses on WES weir-type hydraulic back-calculation, this example provides a parametric design and system optimization method for designing multi-segment variable cross-section corridors (such as Examples 4 and 5).

[0161] The method preferably includes the following steps: First, obtain the operating condition boundaries and operating curves. Specifically, this includes inputting upstream / downstream water levels, emergency gate closure curves, and the geometric parameters and hydraulic modes of the water conveyance system (such as ultra-long box culverts).

[0162] Next, based on physical models, measured data, or numerical simulations, the maximum overflow Q of the valve well 1 under emergency closing conditions is predicted. max And lock the characteristic frequency band to be suppressed in the design (such as the characteristic frequency band of water hammer coupled to ultra-long box culverts).

[0163] Based on this, select the initial profile of the overflow channel (e.g., WES profile) and initial hydraulic values ​​(e.g., flow coefficient m, upstream slope influence coefficient c, lateral contraction coefficient ε). Also, set initial values ​​for key geometric control parameters, such as setting the range of preferred elevation difference δh (e.g., 0.30-1.00m), channel width B, and corner radius r for key locations.

[0164] Subsequently, the hydraulic system is optimized collaboratively, i.e., a three-parameter linkage strategy is implemented. Specifically, the ventilation rate Q is calculated or simulated. air (Q must be met) air ≥k * Q * (V / c)), Non-submergence criterion σ (must satisfy σ≤σ) lim The system is coordinated with tailwater backpressure to ensure that the corridor (especially in the WES section) can maintain a free jet and prevent downstream flooding.

[0165] Simultaneously, a dual-mode switching criterion is established. This involves setting one or more threshold values ​​(e.g., the submergence coefficient σ^* within the range of [0.7, 0.85]) to switch between the free outflow (WES) model and the pressurized outflow (orifice / short pipe) model. The flow coefficients μ and φ under pressurized conditions are also verified.

[0166] Next, the geometry of the corridor is designed in detail and constraints are imposed. For example, for non-uniform width transition sections, the entrance contraction angle (e.g., ≤12–15°), exit diffusion angle (e.g., ≤6–8°), and turning radius (e.g., R) are limited. c / B≥2–4). And provide or fit the corresponding lookup table relationship between the lateral contraction coefficient ε and the local loss coefficient ζ.

[0167] Furthermore, the pre-damping unit is designed parametrically. For example, the perforation ratio η of the perforated septum (e.g., 15–35%), the length L of the energy dissipation well (e.g., 1.0–1.5B), the aperture a of the cellular rectifier grid (e.g., 0.05–0.10B), and the aspect ratio L / a (e.g., ≥6) are determined.

[0168] Subsequently, the linkage control strategy is designed. For example, the linkage between the adjustable weir gate (as in Example 5) or the throttle valve and the main valve shut-off curve is implemented, and the equivalent damping ζ used for online tuning is determined. eq The control law (such as the tanh function described in Example 6).

[0169] Finally, a comprehensive performance check was conducted on the completed design scheme. The check included, but was not limited to: gate chamber response indicators, safety indicators, and hydraulic operating condition indicators (such as maximum flow velocity V). max ≤V lim Energy gradient J≤J lim ).

[0170] If the indicators do not meet the design requirements, return to the previous steps to adjust the geometric or control parameters, and iterate to optimize until all indicators converge within the target range.

[0171] Finally, a design document is generated, which includes an optimized parameter range table, design drawings, and comparative example data.

[0172] As a further refinement of the method described in Example 6, the step of adaptively switching between the free outflow model and the pressurized outflow model is described. Preferably, the switching employs a flooding coefficient threshold σ*. This threshold σ* can be exemplarily set between 0.70 and 0.85. To prevent frequent switching, a hysteresis band δσ is preferably set. hys Specifically, when σ≥σ*, the control system switches to the pressure-driven outflow model; when σ≤σ*-δσ hys At that time, the control system switches back to the free outflow model.

[0173] As a further refinement of the method described in Example 6, the ventilation rate Q is... air The non-submergence criterion σ is linked with the tailwater back pressure for constraint and adjustment.

[0174] Preferably, the ventilation rate Q air Satisfies the lower limit formula: Q air ≥k * Q water* (V / c), where Q water Let V be the water flow rate, C be the flow velocity, and k be a coefficient (e.g., k ranges from 0.02 to 0.08). The method may further include: when a minimum pressure p is detected... min When the water level falls below the safety threshold, the ventilation rate is actively increased and the rate of change of the outlet gate opening is limited. Simultaneously, the submersion coefficient σ is controlled within a preset upper limit σ through downstream diffusion / depressurization structures and bypass venting. lim Within the designated area, to avoid flooding behind the weir.

[0175] As a further refinement of the method described in Example 6, in the step of linking the water outlet regulating gate and the valve shut-off process, the height H of the water outlet regulating gate is... gate (t) (or the guide vane angle as in Example 4) is preferably calculated according to the tanh (hyperbolic tangent) function or a piecewise linear function.

[0176] For example, the tanh function law is used: H gate (t)=H min +(H max -H min ) * tanh(k t* δP(t) / P ref H min and H max These represent the minimum and maximum opening degrees of the gate, respectively; k t δP(t) represents the response coefficient; δP(t) represents the real-time monitored pressure difference; P ref The design reference pressure difference is used. Furthermore, it is preferable to impose an upper limit constraint on the rate of change of the gate opening, dH / dt, to prevent excessively rapid adjustment from causing new disturbances.

[0177] In a preferred embodiment, the method further includes parameter identification and prediction feedforward steps. Specifically, key parameters in the hydraulic model (e.g., flow coefficients μ and φ for orifice models, or ε and ζ for WES weirs) can be identified and corrected in real time using operational data collected online or offline. Furthermore, prediction models (e.g., LSTM neural network models or ARX autoregressive models) can be used for short-term prediction of future key hydraulic parameters (such as δP and H).

[0178] Based on the prediction result, the control device adjusts the opening of the outlet gate in advance, thereby achieving coupled control of feedforward and feedback. Furthermore, the method described in this embodiment preferably includes anomaly and limit-crossing strategies. Specifically, the method continuously monitors key indicators such as HGL (hydraulic gradient line), pressure, and water level. When any indicator is detected to be trending towards exceeding its limit, a preset emergency strategy is immediately triggered, such as triggering full opening of the bypass and / or immediately reducing the slope of the closing curve of the main water supply valve (e.g., a reverse-arc gate) (i.e., slowing down the closing speed), and the abnormal event is recorded for subsequent analysis.

[0179] In summary, traditional ship locks have a close upstream intake and a short intake culvert. Even in the most severe and unfavorable accident requiring emergency valve closure, the water level rise in the gate wells is low. Therefore, as long as traditional ship locks maintain normal operation, they generally do not experience problems and do not require overflow channels. For example, under certain operating conditions, the upstream and downstream head difference is 113m, and the upstream intake is located 3km upstream of the lock. With a large head and a distant intake, if an unfavorable situation requiring emergency valve closure occurs, strong water hammer fluctuations will occur in the intake culvert. The water level fluctuation in the gate well of the first lock will reach 41m, with the highest water level exceeding the top of the lock by 11m. This will not only cause overflow but also severely damage the water conveyance system structure. Given such a severe situation, it is necessary to prepare countermeasures in advance for potential catastrophic consequences. Therefore, the overflow channel concept is unique under its specific environmental conditions, and it is neither necessary nor possible for traditional ship locks to operate.

[0180] To address this, the present invention provides a clear drainage path, namely, setting up a top overflow corridor between valve well 1 and maintenance gate well 2. Its dimensions are scientifically determined using hydraulic calculation methods (such as back-calculating the WES weir height 6 based on Q=156m³ / s5) to ensure it can withstand the maximum overflow.

[0181] Secondly, regarding the issues of high-energy impact and cavitation, the core of this invention lies in designing the overflow channel itself as a sophisticated multi-stage energy dissipator, rather than a simple pipe. Specific methods include: employing a WES overflow weir shape with excellent hydraulic characteristics; or using a stepped-swirl composite energy dissipation structure; or employing a more refined five-stage structure, dissipating energy step-by-step through an L2 swirl energy dissipation section and an L3 stepped drop section (supplemented with biomimetic microstructures). The effect is that the kinetic energy is significantly reduced before the water reaches the downstream area, and the critical cavitation number (σ) is ensured. cav The pH value is not less than 1.5–2.0, which solves the problems of impact and cavitation.

[0182] Finally, to address the issue of secondary disturbances in the gate chamber, this invention incorporates key flow stabilization and regulation units at the end of the channel. Specific measures include: installing pre-damping units (such as perforated plates and honeycomb rectifier grids), or setting up an L4 diffusion stabilization section and an L5 outlet regulating section. In particular, by actively controlling the L5 outlet gate (e.g., using a tanh control law), high-frequency pulsations are suppressed before water reinjection. The effect is reflected in the gate chamber response indicators, such as a reduction of over 30% in the root mean square (RMS) of the water level, thus resolving the secondary disturbance problem.

[0183] The preferred embodiments of the present invention have been described in detail above. However, the present invention is not limited to the specific details in the above embodiments. Within the scope of the technical concept of the present invention, various equivalent transformations can be made to the technical solutions of the present invention, and these equivalent transformations all fall within the protection scope of the present invention.

Claims

1. An overflow prevention device for a lock valve well, characterized in that: It is located at the top between the valve well (1) and the maintenance door well (2) to connect the valve well (1) and the maintenance door well (2). The device is a multi-segment variable cross-section overflow corridor (3); The geometry of the overflow channel (3) along the water flow direction is parametrically designed to perform segmented coordinated energy dissipation and flow regulation of the water overflowing from the valve well (1).

2. The apparatus as described in claim 1, characterized in that: The multi-segment variable cross-section overflow channel (3) has a rectangular cross-section of equal width, and the bottom shape of the overflow channel (3) is referenced to the shape of the WES overflow weir. A priority elevation difference (Δh) and / or a guide wall are provided at the entrance of the overflow corridor (3); and a front damping unit is provided at the outlet or downstream of the overflow corridor (3).

3. The apparatus as described in claim 2, characterized in that: The WES overflow weir shape includes a three-circular arc curve in front of the weir crest and a WES-shaped power curve behind the weir crest; the guide wall at the inlet also includes a guide nose sill; and the device also includes a ventilation structure and a flood prevention structure.

4. The apparatus as claimed in claim 1, characterized in that: The multi-section variable cross-section overflow corridor (3) has a three-section structure, which includes the following sections in sequence: The water inlet section is narrowed, and the side wall of the water inlet section is equipped with a spiral guide channel; The composite energy dissipation section has a stepped-swirl composite structure, with swirl guide vanes set on multiple steps; The water outlet section is regulated and equipped with a pressure-responsive baffle.

5. The apparatus as described in claim 4, characterized in that: The sidewall of the contraction inlet section is provided with a spiral guide channel of varying depth or angle. The top of the contraction inlet section has a sine curve profile, and the bottom has a cosine square function lifting curve to form a Venturi effect.

6. The apparatus as described in claim 5, characterized in that: The stepped-swirl composite structure of the composite energy dissipation section includes: Multi-stage steps; and small swirl guide vanes disposed on or between the steps; And / or, the step surface of the step is provided with a serrated microstructure.

7. The apparatus as claimed in claim 4, characterized in that: The regulating water outlet section includes: A pressure-responsive deflector, the angle (α(P)) of which is configured to automatically adjust according to real-time pressure (P); It has a gradually expanding cross section that diffuses according to a quadratic function; An optimized flow-lifting nose sill is installed at the outlet, and its surface is coated with a hydrophobic coating.

8. The apparatus as claimed in claim 1, characterized in that: The multi-section variable cross-section overflow channel (3) has a five-section structure, which includes the following sections in sequence along the water flow direction: The L1 inlet contraction section is used to achieve a smooth transition and acceleration of the water flow; L2 vortex energy dissipation section is used to generate a controllable rotational motion of water flow to extend the water flow path and dissipate energy. The L3 stepped drop section is used to further dissipate energy through multi-stage drop and local energy dissipation units; The L4 diffusion and stabilization section is used to reduce water flow velocity and attenuate high-frequency pulsations. The L5 water outlet regulating section is used to perform final regulation of the flow pattern of water before it enters the maintenance gate well (2).

9. The apparatus as claimed in claim 8, characterized in that: The L5 outlet regulating section (L5) includes at least one of the following technical features: set up It has an adjustable outlet gate, the opening of which is configured to be adjusted according to real-time hydraulic parameters; A flow-lifting nose sill is provided at the outlet, the flow-lifting nose sill having a parabolic profile and the surface of the flow-lifting nose sill being provided with a nano-hydrophobic coating.

10. A method for optimizing the design of overflow prevention for a lock valve well, used to design a top overflow corridor (3) connecting the valve well (1) and the maintenance gate well (2), characterized in that, Includes the following steps: Obtain the maximum overflow Q of the valve well (1) under emergency closing conditions; Determine the width B of the overflow corridor (3); Based on the formula for the flow rate of a wide-top overflow weir, the required head h or height H above the weir for the overflow corridor (3) is calculated using the maximum overflow flow rate Q and the width B. The top elevation of the upstream end of the overflow channel (3) is set to be flush with the top elevation of the valve well (1); And the overflow corridor (3) is designed as a multi-segment variable cross-section overflow corridor. The multi-section variable cross-section overflow channel can be a three-section structure, a five-section structure, or a rectangular cross-section of equal width with a bottom shape referencing the WES overflow weir shape.

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