Variable water level adaptive scheduling method for dispersed step water-saving ship lock

Abstract

The application discloses a variable water level adaptive scheduling method for a dispersed cascade water-saving ship lock, comprising the following steps: collecting the upstream navigation water level in real time to determine the actual working water head of the upstream single-stage ship lock; comparing the actual working water head with a preset critical water head sequence to determine the number of reference water-saving pools that should be completely activated; based on the balance constraint of the downstream multi-stage continuous ship lock water demand and the upstream single-stage ship lock discharge, calculating the filling and discharge depth adjustment coefficient of the i-th water-saving pool for compensating the current water level deviation; controlling the standard filling and discharge of part of the water-saving pools according to the coefficient, the partial filling and discharge of the i-th water-saving pool, and discharging the remaining water to the downstream first-stage ship lock; if the remaining water is insufficient to meet the water demand of the first-stage ship lock in the downstream continuous cascade ship lock, then controlling the complementary water filling valve of the downstream first-stage ship lock to perform complementary water filling. The application realizes the accurate balance of the upstream and downstream ship lock water quantity under the variable water level condition.

Description

Technical Field

[0001] This invention relates to the field of navigation structure technology, and in particular to a variable water level adaptive scheduling method for decentralized cascade water-saving ship locks. Background Technology

[0002] In the mountainous areas of western China, the navigation head of high dams often exceeds 200 meters. Due to topographical and geological constraints, a decentralized, cascaded arrangement combining a single-stage upstream lock with multiple continuous downstream locks is adopted. This is a key engineering technique for overcoming ultra-high water heads and ensuring the smooth flow of deep-water channels. Such navigation structures must adapt to the significantly fluctuating water levels in the reservoir area while ensuring the high efficiency and safety of the locks at each level.

[0003] In existing technologies, due to the technical difficulties in preventing cavitation in water conveyance valves and the structural safety requirements, the maximum working head of a single-stage ship lock is typically controlled within 60 meters. In a typical distributed system, the upstream is usually equipped with a single-stage ship lock adapted to varying reservoir water levels, and is connected to a series of fixed, continuous ship locks downstream via an intermediate channel or navigation tunnel. The downstream series of ship locks generally distribute the remaining head evenly, and the head of each individual lock is designed to be a fixed value.

[0004] However, the core technical challenge of this arrangement is the mismatch in water volume between upstream and downstream stages caused by significant fluctuations in reservoir water levels. Specifically, when the upstream reservoir is operating at a high water level, the actual working head of the first-stage lock is often significantly higher than the design head of the downstream continuous lock, resulting in a single discharge volume from the upstream being much larger than the filling volume of the downstream first-stage lock chamber. Existing designs lack a refined water volume regulation mechanism for variable head conditions, and relying solely on the entire stage water-saving pool cannot achieve continuous regulation of the discharge volume, making it difficult to eliminate dynamic volume differences. This leads to low water resource utilization, deterioration of the flow pattern in the water conveyance corridor, and uneven system operating load. Summary of the Invention

[0005] The purpose of this invention is to provide a variable water level adaptive scheduling method for decentralized cascade water-saving ship locks, in order to solve at least one of the aforementioned problems in the prior art.

[0006] According to one aspect of this application, a variable water level adaptive scheduling method for a decentralized cascade water-saving ship lock is provided. The decentralized cascade water-saving ship lock includes an upstream single-stage ship lock and a downstream multi-stage continuous ship lock. The upstream single-stage ship lock is configured with m water-saving pools. The method includes:

[0007] The actual working head of the upstream single-stage ship lock is determined based on the real-time collected upstream navigation water level.

[0008] The actual working head is compared with the preset critical head sequence to determine the number of baseline water-saving tanks that should be fully activated. The number of baseline water-saving tanks is an integer.

[0009] Based on the balance constraint between the discharge of the upstream single-stage lock and the water demand of the downstream multi-stage continuous lock, the filling and discharge depth adjustment coefficient of the i-th stage water-saving pool used to compensate for the current water level deviation is calculated, where i is related to the number of benchmark water-saving pools.

[0010] Based on the number of benchmark water-saving pools and the filling and draining depth adjustment coefficient, some of the water-saving pools in the m water-saving pools are controlled to perform standard filling and draining, and the i-th level water-saving pool is controlled to perform partial filling and draining based on the filling and draining depth adjustment coefficient, so that the remaining water is discharged downstream.

[0011] When the remaining water volume is insufficient to meet the water demand of the first-stage lock in the downstream multi-stage continuous lock, the first-stage lock is controlled to open the water replenishment valve for complementary water filling.

[0012] According to another aspect of this application, a dispatching and control system for a distributed cascade water-saving ship lock includes:

[0013] Memory, used to store computer programs;

[0014] A processor is used to implement the steps of any of the above methods when executing a computer program.

[0015] Beneficial effect: Through the above technical solutions, the present invention achieves accurate balance of water volume in upstream and downstream locks under varying water levels. Attached Figure Description

[0016] Figure 1 This is a schematic diagram of the overall process for the variable water level adaptive scheduling method used in decentralized cascade water-saving ship locks.

[0017] Figure 2 A schematic diagram of the complementary water filling process for controlling the opening of the water replenishment valve in the first-stage lock.

[0018] Figure 3 A schematic elevation view of a water-saving layout designed to balance the water volume of the upstream primary lock and the downstream multi-stage locks.

[0019] Figure 4 A schematic diagram of a water-saving layout to achieve water balance between the upstream primary lock and the downstream multi-stage locks.

[0020] Figure 5 This is a schematic diagram of the water level classification for a single-stage lock with a water-saving pool.

[0021] Figure 6 This is a flowchart of the adaptive scheduling process for the water-saving tank under variable water level conditions. Detailed Implementation

[0022] To enable those skilled in the art to better understand the present invention, the technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort should fall within the scope of protection of the present invention.

[0023] Example 1: A general technical framework for a variable water level adaptive scheduling method for distributed cascade water-saving ship locks is provided, such as... Figure 1 As shown, by combining the discrete water-saving pool control of the upstream single-stage lock with the complementary response mechanism of the downstream continuous multi-stage lock, technical problems such as water volume imbalance caused by the mismatch between upstream and downstream heads and the deterioration of the flow pattern in navigation tunnels in high-head hubs can be solved.

[0024] The decentralized cascade water-saving lock includes an upstream single-stage lock and a downstream multi-stage continuous lock. The upstream single-stage lock is equipped with m water-saving pools.

[0025] Step 101: Collect the upstream navigation water level in real time, and determine the actual working head of the upstream single-stage ship lock based on the upstream navigation water level.

[0026] Specifically, this step is mainly performed by water level monitoring devices deployed at the upstream approach channel or lock head. Upstream navigable water level Z up This refers to the current actual water level elevation of the upstream reservoir, in meters. The actual working head H1' of the upstream single-stage ship lock refers to the difference in water level between the upstream and downstream sides that the upstream single-stage ship lock needs to overcome at the current moment. In practical engineering applications, H1' is usually determined by the upstream navigable water level Z. up The head is calculated by subtracting the elevation of the lower sill threshold of the upstream single-stage ship lock or the design operating water level of the downstream navigation tunnel. The real-time nature of this data is crucial, as all subsequent water-saving pool scheduling decisions directly depend on this instantaneous head value.

[0027] Step 102: Compare the actual working head with the preset critical head sequence to determine the number of baseline water-saving pools that should be fully activated. The number of baseline water-saving pools is an integer.

[0028] In this step, the critical head sequence is a set of pre-calculated water level thresholds stored in the controller, used to divide the continuously changing operating head into several control intervals. The baseline water-saving tank number *i* represents the number of water-saving tanks that can be fully filled and drained under the current head. For example, when the actual operating head is between the first and second critical heads, the system determines the baseline number to be 2. This process is equivalent to a rough quantification and classification of the water volume, ensuring that most of the potential energy can be efficiently utilized through standard physical filling and draining processes.

[0029] Step 103: Based on the balance constraint between the discharge of the upstream single-stage lock and the water demand of the downstream multi-stage continuous lock, calculate the filling and discharge depth adjustment coefficient of the i-th level water-saving pool used to compensate for the current water level deviation, where i is related to the number of benchmark water-saving pools.

[0030] Because the actual water level is continuously changing, relying solely on water-saving pools with integer-level parameters cannot achieve accurate water volume matching. The filling and emptying depth adjustment coefficient α is a dimensionless proportional value between 0 and 1, used to define the ratio of the actual filling and emptying depth of the i-th level water-saving pool (i.e., the highest-level activated water-saving pool) to the standard depth. This coefficient is calculated based on a strict water balance equation, requiring that the final discharge volume of the upstream lock after adjustment through i-1 standard water-saving pools and 1 non-standard water-saving pool must be exactly equal to the water demand of a single-stage lock chamber in the downstream continuous lock system. By introducing a non-integer adjustment mechanism, the discrete physical facilities are transformed into a continuously adjustable hydraulic system.

[0031] Step 104: Based on the number of benchmark water-saving pools and the filling and draining depth adjustment coefficient, control some of the water-saving pools in the m water-saving pools to perform standard filling and draining, and control the i-th level water-saving pool to perform partial filling and draining based on the filling and draining depth adjustment coefficient, and discharge the remaining water downstream.

[0032] Specifically, the execution strategy adopts a hybrid control mode. For the first to i-1 level water-saving tanks, their water supply valves are fully opened until the water level reaches the standard exchange depth to maximize water-saving efficiency. For the i-th level water-saving tank, its water supply valves are closed promptly when the water level change reaches α times the standard depth to achieve precise water cutoff. After completing the above water-saving operations, the remaining water in the gate chamber is the amount of water that needs to be discharged downstream.

[0033] The upstream single-stage lock connects to the downstream multi-stage continuous lock via a navigation channel and a navigation tunnel, discharging excess water downstream. Specifically, this involves controlling the upstream single-stage lock to transport excess water to the downstream multi-stage continuous lock system via an independent water conveyance corridor. The excess water does not enter the navigation tunnel to avoid affecting navigable flow conditions within the tunnel. Because the single-discharge volume of the upstream single-stage lock is still enormous, direct discharge into the navigation tunnel would cause severe surface fluctuations and flow turbulence, seriously threatening navigation safety. By establishing an independent water conveyance corridor, the energy of the water flow is dissipated and transported smoothly within the corridor, effectively solving the problem of flow deterioration.

[0034] Step 105: When the remaining water volume is insufficient to meet the water demand of the first-stage lock in the downstream multi-stage continuous lock, control the first-stage lock to open the water replenishment valve for complementary water filling.

[0035] This is a system-level coordinated response step, mainly targeting low water level conditions or extreme conditions where i=0. When the actual working head H1' of the upstream single-stage lock is small, resulting in a smaller discharge volume H... down When the actual discharge height (corresponding to the remaining water discharged downstream from the upstream single-stage lock) is less than the standard required water height ΔH of the downstream first-stage lock, the water level of the downstream first-stage lock will not be able to rise to be level with the navigation tunnel. At this time, the system automatically opens the downstream water supply valve to introduce external water (such as water from the upstream reservoir or intermediate pool through a bypass pipe) to replenish water until the water level difference is filled. Through the strategy of upstream regulation as the main method and downstream water replenishment as a supplement, the navigation facilities can maintain normal operation under extreme water level combinations.

[0036] Example 2 details the construction of the physical environment and the initialization process of important design parameters required for implementing the method of the present invention, which is the physical basis for realizing adaptive scheduling.

[0037] In this embodiment, the physical layout of the decentralized cascade water-saving lock includes: an upstream single-stage lock, an intermediate approach channel, a navigation tunnel, and a downstream n-stage continuous lock. The upstream single-stage lock has m water-saving pools. To accommodate high water heads (e.g., a total head of 230 meters) and significant water level fluctuations (e.g., a 60-meter amplitude) in the western mountainous region, the upstream single-stage lock is designed to handle the variable head, while the downstream multi-stage locks share the remaining fixed head.

[0038] Step 201: Determine the ratio k of the area of ​​the water-saving pool to the area of ​​the gate chamber.

[0039] The ratio of the water-saving pool area to the lock chamber area, k, refers to the ratio of the effective water area of ​​a single water-saving pool to the effective water area of ​​the lock chamber. The design of this parameter is not only related to water-saving efficiency but also to the physical constraints for achieving upstream and downstream water volume matching. The ratio k is determined based on the maximum design head H1 of the upstream single-stage lock and the total number of water-saving pools, m. Its calculation formula is as follows:

[0040] k=(H2-n×H1) / (n×H1-(m+1)×H2);

[0041] Where H2 is the maximum total design head of the downstream multi-stage continuous ship lock, and n is the number of stages of the downstream multi-stage continuous ship lock.

[0042] The setting of this k value has a clear physical meaning: under the condition of the maximum design head H1, the m-th stage water-saving pool divides the effective elevation of the first-stage lock chamber into k(m+1)+1 equal parts. This proportional division ensures that, under the maximum head combination condition where the highest navigable water level upstream corresponds to the lowest navigable water level downstream, after the upstream lock chamber completes the standard filling and emptying of all water-saving pools, the remaining water volume discharged downstream is exactly equal to the volume required for filling a single-stage lock chamber of the downstream continuous lock, thus achieving a balance under the design conditions in terms of physical structure.

[0043] Step 202: Construct the critical head sequence.

[0044] After determining the value of k, a critical head sequence needs to be pre-calculated and constructed as the hierarchical basis for subsequent real-time scheduling. The i-th level critical head H in the critical head sequence... 1,crit (i) Based on the total head H2 of the downstream multi-stage continuous ship lock, the number of stages n of the downstream multi-stage continuous ship lock, and the ratio k of the water-saving pool area to the lock chamber area, the construction formula is pre-constructed as follows:

[0045] H 1,crit (i) =(H2*(k(i+1)+1)) / (n(k+1));

[0046] Where, when i=0, the corresponding 0th stage critical head H 1,crit (0) =H2 / n.

[0047] Critical head sequence H 1,crit (0) H 1,crit (1) ,…,H 1,crit (m) The distribution exhibits a monotonically increasing pattern, dividing the upstream water level variation range [0, H1] into m+1 intervals. For example, when the actual water head is lower than H... 1,crit (0) At times, even without using the water-saving tank, the discharged water is insufficient for downstream use, and replenishment is necessary; when the actual water head is higher than H... 1,crit (0) Only then did the conditions for using the water-saving pool begin to be met.

[0048] Example 3 describes in detail the algorithm logic inside the control system, especially how the filling and draining water depth adjustment coefficient α is derived mathematically, and how to make safety predictions.

[0049] Step 301: Determine whether the actual working head is within the effective working range. The effective working range is defined as being greater than 0 and less than or equal to the maximum design head of the upstream single-stage lock.

[0050] Before initiating the scheduling calculation, the validity of the data is first verified. If the actual working head H1' of the upstream single-stage lock is ≤0, it indicates that the upstream water level is too low or the sensor is faulty; if H1'>H1, it indicates that the water level exceeds the design limit, which may lead to a flooding accident. In this step, if the actual working head exceeds the effective working range, the scheduling is suspended and a lock closure alarm is issued; if it is within the effective working range, the subsequent steps continue.

[0051] Step 302: Obtain the critical head sequence, which contains the critical head values ​​corresponding to levels 0 to m. Determine whether the actual working head is less than or equal to the critical head of level 0 in the critical head sequence. If so, determine that the number of benchmark water-saving tanks is 0. If the actual working head is located within the interval formed by the (i-1)th level critical head and the ith level critical head in the critical head sequence, determine that the number of benchmark water-saving tanks is i, where i is a positive integer from 1 to m.

[0052] This step quickly determines the control strategy at the integer level using a lookup table method. For example, the system traverses the sequence and finds H... 1,crit (1) 1,crit (2) If i=2, then i is immediately locked at 2. That is to say, the first water-saving pool (level 1) needs to be fully used, while the second water-saving pool needs to be partially used. When i=0, it means that the water level is low and no water-saving pool can be used, otherwise even less water will be discharged, exacerbating the water shortage downstream.

[0053] Step 303: Calculate the theoretically effective number of water-saving pools m' based on the actual working head, the ratio of the water-saving pool area to the downstream multi-stage continuous lock.

[0054] To calculate the accurate regulation amount, it is first necessary to derive a theoretically required number of water-saving pools, m', which is usually a decimal. The derivation logic is based on the principle of water balance: the discharge volume of the first-stage lock after activating m' water-saving pools should be equal to the water demand of the downstream single-stage lock.

[0055] Based on the hydraulic principles of water-saving locks, the water height discharged downstream from the first-stage lock (the actual discharge height corresponding to the remaining water discharged downstream from the upstream single-stage lock) H down The relationship with the number of water-saving pools in operation is as follows:

[0056] H down =(k+1)H1' / (km'+k+1);

[0057] Note: According to the principle of water balance, the discharge height should meet H. down =ΔH=H2 / n.

[0058] Solving the above relationships, we can obtain m'. The theoretically effective number of water-saving pools, m', is calculated based on the equilibrium condition that the discharge of a single upstream lock is equal to the water demand of a single downstream multi-stage continuous lock. The calculation formula is as follows:

[0059] m'=((k+1)×(n×H1'-H2)) / (k×H2);

[0060] ​Where H1' is the actual working head of the upstream single-stage lock, k is the ratio of the area of ​​the water-saving pool to the area of ​​the lock chamber, n is the number of stages of the downstream multi-stage continuous lock, and H2 is the maximum design head of the downstream multi-stage continuous lock.

[0061] m' represents the theoretical number of water-saving pools needed to achieve accurate balance.

[0062] Step 304: Calculate the difference between the theoretically effective number of water-saving pools m' and the number of fully operational water-saving pools i-1 to obtain the filling and draining depth adjustment coefficient α. The calculation formula is: α=m'-(i-1).

[0063] After obtaining the theoretical value m', it is compared with the already determined integer-level baseline number (i-1 fully open water-saving pools). The extra part is the share that the i-th level water-saving pool needs to bear.

[0064] The range of the filling and draining depth adjustment coefficient α is: 0 < α ≤ 1.

[0065] For example, if the calculated m' = 1.6 and the baseline quantity i = 2, then α = 1.6 - (2 - 1) = 0.6. That is to say, the second-stage water-saving tank only needs to be used at 60% depth. This algorithm transforms a complex nonlinear hydraulic problem into a simple linear proportional control.

[0066] The filling and draining depth adjustment coefficient α directly affects the actual water exchange volume of the i-th stage water-saving tank. When α is close to 0, the i-th stage water-saving tank hardly participates in water volume regulation, and the system is close to the operating condition of using i-1 complete water-saving tanks; when α is close to 1, the i-th stage water-saving tank participates almost fully, and the system is close to the operating condition of using i complete water-saving tanks. Through continuous adjustment of α, the transformation from discrete control to continuous control is realized.

[0067] Example 4 details the process of standard filling and emptying of some of the m water-saving pools, and partially filling and emptying the i-th level water-saving pool, to discharge the remaining water downstream. It focuses on how to convert the calculated regulation coefficient into physical valve actions and timing control to ensure the accuracy of the hydraulic execution process and navigation safety.

[0068] Step 401: Control the water-saving tanks from level 1 to level i-1 to perform standard filling and emptying. The standard filling and emptying depth corresponding to the standard filling and emptying is x=H1 / (k·(m+1)+1).

[0069] In this step, the first step is to determine the standard exchange depth of a single water-saving tank under design conditions. The standard filling and draining depth x is an inherent property determined by the physical geometry of the water-saving tank. This depth depends on the maximum design head H1, the number of water-saving tanks m, and the ratio of the water-saving tank area to the gate chamber area k. Physically, under full load operation, the total head of the upstream single-stage gate chamber is divided into several standard units. For the first i-1 water-saving tanks determined to be fully operational, the system will perform a full-stroke filling and draining operation, that is, allow the water level to be fully exchanged between the water-saving tank and the gate chamber until physical equilibrium or the design cutoff water level is reached. The water depth exchanged at this point is x. This process maximizes the utilization of gravitational potential energy and is the fundamental guarantee for water-saving efficiency.

[0070] The filling and emptying of the first to i-1 level water-saving pools shall be controlled in accordance with the standard and the principle of energy-level cascade utilization shall be followed.

[0071] Step 402: During the process of filling the lock with water, the first to the (i-1)th level water-saving pools are controlled to fill the upstream single-stage lock with water in order of increasing elevation of the water-saving pools; during the process of releasing water from the lock, the upstream single-stage locks are controlled to release water from the (i-1)th to the first level water-saving pools in order of decreasing elevation of the water-saving pools.

[0072] This step clarifies the energy utilization sequence of the multi-stage water-saving tanks, adhering to the principle of tiered energy conservation. Specifically, during the filling phase, the valve of the lowest-positioned first-stage water-saving tank must be opened first, and closed after it reaches equilibrium with the gate chamber water level. Then, the valve of the second stage is opened, and so on. Disrupting the sequence, such as filling the higher-level water-saving tanks first, will cause the gate chamber water level to rise prematurely, losing the opportunity to replenish water from the lower-level water-saving tanks and resulting in wasted potential energy. Similarly, when releasing water, it must first be released to higher levels, then to lower levels. This strict timing control ensures that every drop of water exerts its maximum effect within its corresponding potential energy range.

[0073] Step 403: Control the i-th level water-saving tank to perform partial filling and draining, where the actual filling and draining depth x corresponds to the partial filling and draining. i =α·x.

[0074] For the i-th level water-saving pool at the adjustment edge, a full-stroke exchange is no longer performed; instead, a truncated stroke is executed. The actual exchange depth x i The depth is directly determined by the filling and emptying depth adjustment coefficient α. For example, if the standard filling and emptying depth x is 10 meters and α is 0.5, then the water-saving pool at this level only exchanges 5 meters of water. This process requires the control system to have a higher real-time response capability than traditional water-saving locks.

[0075] Step 404, controlling the partial filling and emptying of the i-th stage water-saving tank, specifically includes: opening the water supply valve connecting the i-th stage water-saving tank and the gate chamber; real-time monitoring of the water level change in the i-th stage water-saving tank; when the water level change reaches the actual filling and emptying depth x...i At that time, close the water supply valve, or, by controlling the opening degree and opening / closing duration of the water supply valve, make the volume of exchanged water correspond to the actual filling / draining depth x. i '.

[0076] This step provides two specific physical implementation paths. The first is closed-loop feedback control, which uses a high-precision water level gauge deployed in the water-saving tank to monitor the water level in real time. Once the water level rise or fall reaches the target value x, the system will initiate a response. i The first method, which immediately triggers a valve closing command, offers high precision and strong adaptability to changes in flow regime. The second method is open-loop time control, which involves pre-calibrating the valve's flow characteristic curve using a hydraulic model to calculate the valve opening and closing time or specific opening degree required to transport a specific volume of water. For example, the valve can be automatically closed after being open for 45 seconds. This method has less hardware dependence and is suitable for conditions with relatively stable water level fluctuations. In a preferred embodiment, a composite control strategy is adopted, primarily based on level feedback and secondarily based on time verification, to prevent control failure due to level gauge malfunction.

[0077] In a preferred embodiment, the response time of the closed-loop feedback control depends on the opening speed of the water-saving tank's water supply valve and the sampling period of the water level gauge. In typical industrial applications, the water level gauge sampling period is set to 0.5-2 seconds, ensuring real-time monitoring accuracy of water level changes better than 0.1 meters. Valve action delays are typically in the range of 2-5 seconds; by pre-setting compensation in the control algorithm, the steady-state water level error can be controlled within ±0.2 meters.

[0078] Step 405: Monitor the water level of the lock chamber of the upstream single-stage ship lock in real time; when the water level of the lock chamber drops to the same level as the water level of the navigation tunnel, control the opening of the lower lock gate of the upstream single-stage ship lock to allow ships to pass between the upstream single-stage ship lock and the navigation tunnel.

[0079] This step integrates water allocation with navigation operations. Only after the upstream lock chamber has completed all water-saving pool operations and discharged the remaining water will the lock chamber water level drop to the target level, consistent with the downstream navigation tunnel. At this point, the system releases the locking status of the lower lock head gate and executes the opening command, allowing vessels to safely exit the lock and enter the tunnel. This logic ensures that vessels will not force their way through the lock despite a water level difference, guaranteeing navigation safety.

[0080] Example 5 focuses on describing how the downstream system passively responds and actively corrects when upstream regulation fails to meet requirements (such as low water level) or deviations occur, demonstrating the overall robustness of the system.

[0081] Step 501: Calculate the standard required water height ΔH of the first stage lock in the downstream multi-stage continuous lock system. The calculation formula is ΔH = H² / n. Monitor the actual discharge height H corresponding to the remaining water discharged downstream from the upstream single-stage lock.down Control the opening of the water replenishment valve to replenish water to the first-stage lock until the water replenishment height reaches ΔH-H. down This ensures that the water level of the first-stage lock is level with the water level of the navigation tunnel in the decentralized cascade water-saving lock, such as... Figure 2 As shown.

[0082] This step details the calculation and execution process of complementary water filling. Under extremely low water level conditions, such as i=0, the amount of water H directly discharged from the upstream gate chamber... down The actual discharge height (corresponding to the remaining water volume discharged downstream from the upstream single-stage lock) may be much smaller than the required H2 / n for the downstream single-stage lock. In this case, without intervention, the water level in the downstream first-stage lock chamber will be lower than the water level in the navigation tunnel, preventing vessels from entering. By calculating the difference in real time, the system controls the opening of the water supply valve connected to the side wall or bottom of the downstream first-stage lock chamber. The water supply valve is typically connected to a bypass pipe of the upstream reservoir, an intermediate regulating pool, or an auxiliary pumping station. For example, if the calculated gap is 5 meters, the system will accurately control the water supply valve to inject the corresponding volume of water until the lock chamber level gauge reading reaches the preset navigation handover water level.

[0083] Step 502: The lock chamber sidewall of the downstream multi-stage continuous lock is provided with an overflow port. During the filling or replenishment of water in the downstream multi-stage continuous lock, if the water level in the lock chamber is detected to be higher than the highest design water level, the excess water will overflow through the overflow port to maintain the water balance of the downstream multi-stage continuous lock.

[0084] This step provides a safety redundancy mechanism for excessive water volume. Under certain conditions, such as increased inflow due to rainfall or excessive discharge due to upstream regulation errors, the water level in the downstream gate chamber may exceed the target value. In this case, the overflow outlet (such as an overflow weir or overflow orifice) located at a specified elevation on the side wall of the gate chamber will come into play. When the water level exceeds the weir crest elevation, the excess water automatically overflows into the drainage system without the need for complex electrical controls. This physical self-regulating mechanism ensures that even in the event of a control system failure, the downstream gate chamber will not experience overtopping.

[0085] Step 503, calculate the actual discharge height H down The absolute value of the difference between the water level and the standard water demand height ΔH is used to obtain the water balance deviation value ε. If the water balance deviation value ε is less than the preset error threshold, the water balance of this scheduling is confirmed to be qualified; otherwise, the water balance deviation value ε is recorded for subsequent scheduling parameter correction.

[0086] This step introduces an adaptive feedback optimization mechanism. Although the theoretical calculations are accurate, actual engineering operations may be affected by factors such as valve action delays and flow coefficient drift, leading to execution errors. After each run, the system compares the actual water volume delivered with the theoretical water demand and calculates the deviation ε. For example, an error threshold of 0.5 meters is set. If the deviation continues to exceed this threshold, the control system can use machine learning algorithms or PID (proportional-integral-derivative) self-tuning algorithms to fine-tune the filling / draining depth adjustment coefficient α or the valve action time for the next operating cycle. This self-learning mechanism allows the system to become increasingly accurate with increasing operating time.

[0087] Example 6: The feasibility and effectiveness of the method of the present invention under different water level conditions are verified through a specific numerical calculation process.

[0088] In this embodiment, the engineering background is as follows: the highest navigable water level (normal storage level) upstream of a high dam is 600 meters, the lowest navigable water level upstream is 540 meters, the highest navigable water level downstream is 380 meters, and the lowest navigable water level downstream is 370 meters. The maximum navigable head of the dam is H=230 meters. To accommodate a water level fluctuation of 60 meters, a single-stage lock is installed upstream, with a designed maximum head H1=60 meters. A series of multi-stage locks is installed downstream, with a designed maximum total head H2=170 meters. In this preferred embodiment, the number of upstream water-saving pools is m=2, and the number of downstream continuous lock stages is n=6.

[0089] Perform parameter initialization calculations. Calculate the ratio k of the water-saving tank area to the gate chamber area. Substitute the data:

[0090] k = (170 - 6 × 60) / (6 × 60 - (2 + 1) × 170) = -190 / -150 = 1.27. This indicates that the effective area of ​​the water-saving pool is designed to be 1.27 times the area of ​​the lock chamber. At this time, the standard water requirement height ΔH of the first stage lock in the downstream multi-stage continuous lock is 170 / 6 = 28.33 meters.

[0091] Construct the critical head sequence. Calculate according to the formula:

[0092] Critical head H at level 0 1,crit (0) =170 / 6=28.33 meters.

[0093] Level 1 Critical Head H 1,crit (1) =(170×(1.27×(1+1)+1)) / (6×(1.27+1))=44.17 meters.

[0094] Level 2 critical head H 1,crit (2) =H1=60 meters.

[0095] The resulting critical head sequence is: 28.33 meters, 44.17 meters, and 60 meters.

[0096] The following demonstrates the scheduling process under three typical operating conditions:

[0097] Operating Condition 1: Low Water Level Condition. Assume the actual working head of the upstream single-stage ship lock is H1' = 17 meters.

[0098] The system comparison found that 17 < 28.33, which is less than the critical head of level 0, and the number of water-saving pools i = 0 was determined.

[0099] At this time, the water-saving reservoir is not activated, and water is discharged directly from the upstream gate chamber, with an actual discharge height H. down =17 meters.

[0100] Due to H down (17) < ΔH(28.33), triggering complementary water filling logic.

[0101] Calculate the water replenishment volume: 28.33 - 17 = 11.33 meters.

[0102] The system controls the downstream water supply valve to open, causing the water level in the downstream first-stage gate chamber to rise an additional 11.33 meters.

[0103] Operating Condition 2: Mid-water level condition. Assume the actual working head of the upstream single-stage ship lock is H1' = 38 meters.

[0104] The system comparison found that 28.33 < 38 ≤ 44.17, and the number of water-saving pools i = 1 was determined as the baseline.

[0105] Calculate the theoretical effective quantity m' and the filling / draining depth adjustment coefficient α.

[0106] Substituting into the formula m'=((k+1)·(n·H1'-H2)) / (k·H2), where k=1.27, n=6, H1'=38, H2=170:

[0107] m'=((1.27+1)·(6×38-170)) / (1.27×170)=(2.27×58) / 215.9=0.61.

[0108] The filling and draining depth adjustment coefficient α is calculated as α = m' - (i - 1) = 0.61 - (1 - 1) = 0.61.

[0109] The standard filling and draining depth x = H1 / (k·(m+1)+1) = 60 / (1.27×3+1) = 12.5 meters.

[0110] The actual filling and emptying depth of the first-stage water-saving pool is x1' = α·x = 0.61 × 12.5 = 7.63 meters.

[0111] The system controls the first-stage water-saving tank to partially fill and drain water (depth 7.63 meters). At this time, the remaining discharge volume of the upstream gate chamber is exactly maintained at 28.33 meters, which meets the downstream demand.

[0112] Operating Condition 3: High Water Level Condition. Assume the actual working head of the upstream single-stage ship lock is H1' = 53 meters.

[0113] The system comparison found that 44.17 < 53 ≤ 60, and the number of water-saving pools i = 2 was determined as the baseline.

[0114] At this point, the first-level water-saving pool was fully operational (standard depth 12.5 meters).

[0115] The second-stage water-saving tank underwent partial filling and drainage, and the calculated actual filling and drainage depth x2' was 6.87 meters.

[0116] After execution, the remaining upstream discharge volume was still accurately controlled at 28.33 meters.

[0117] Furthermore, as an alternative, this invention remains applicable even if engineering conditions change. For example, if the combination of m=2 and n=5 is used, k=0.62 is calculated; if the combination of m=3 and n=7 is used, k=0.96 is calculated. This shows that this method can flexibly adapt to different cascade planning requirements by adjusting the design parameter k.

[0118] Example 7: A water-saving design method and scheduling operation strategy are provided to achieve water volume balance between the first-stage lock and downstream multi-stage locks, such as... Figure 3 , Figure 4 As shown.

[0119] 7.1 Calculate the number and area of ​​the water-saving pool on the upstream first-stage lock side.

[0120] Let H1 be the maximum design head of the upstream single-stage lock, H2 be the maximum total design head of the downstream multi-stage continuous lock, m be the number of water-saving pools attached to the upstream first-stage lock, k be the ratio of the water-saving pool area to the lock chamber area, and n be the number of stages of the downstream multi-stage continuous lock. uplockdown ΔH represents the water height from the upstream water-saving lock to the downstream; ΔH represents the standard water requirement height of the first-stage lock in the downstream multi-stage continuous lock system.

[0121] The water-saving pools are numbered sequentially from bottom to top as level 1 to level m. When the ratio of the water-saving pool area to the lock chamber area is k, let the water level change in the water-saving pool be x meters. The filling and emptying process and water level classification of the water-saving lock are described in [reference needed]. Figure 5In the water-saving and discharge process, when the m-th level water-saving pool is full, the water level in the water-saving pool rises by x meters, and the water level in the lock chamber drops by kx meters. At this point, the water level in the lock chamber and the water level in the water-saving pool are the same. Similarly, when the (m-1)-th level water-saving pool is full, the water level in the lock chamber and the water level in the water-saving pool are the same. This process continues to determine the elevation of each level water-saving pool. After the m-th level water-saving pool is full, the water in the final lock chamber is discharged into the downstream navigation channel, and the water level in the lock chamber drops by (k+1)x meters. The water-saving lock filling process is the reverse of the discharge process. First, the first level water-saving pool, located at a lower level, fills the lock chamber. When the first level water-saving pool finishes filling the lock chamber, the water level in the water-saving pool drops by x meters, and the water level in the lock chamber rises by kx meters. At this point, the water level in the water-saving pool and the water level in the lock chamber are the same. Similarly, after the m-th level water-saving pool finishes filling the lock chamber with water, the water level in the lock chamber rises by mkx meters. The remaining (k+1)x meters of water height in the lock chamber is replenished by the upstream navigation channel. Therefore, the m-th level water-saving pool divides the elevation of the first lock chamber into k(m+1)+1 equal parts.

[0122] During the water-saving operation of the lock, a portion of the total water volume in the lock chamber, representing (k+1) / (k(m+1)+1), cannot be exchanged with the water-saving pool and needs to be replenished by the upstream lock chamber or directly discharged to the downstream lock chamber. The working head H during water-saving operation is as follows: when the upstream fills the first-stage lock chamber with water and when the last-stage lock chamber fills and discharges water downstream. lockdown The calculation formula is:

[0123] H uplockdown =((k+1)H1) / (k(m+1)+1);

[0124] If the head of a continuous lock is divided equally according to the total head, then the formula for calculating the head ΔH of each stage is: ΔH=H2 / n;

[0125] The volume of water discharged from the upstream single-stage ship lock to the downstream water conveyance tunnel must be equal to the volume of water required to fill the single-stage lock chamber of the downstream continuous cascade ship lock. That is:

[0126] ((k+1)H1) / (k(m+1)+1)=H2 / n;

[0127] Then k = (H2 - nH1) / (nH1 - (m + 1)H2);

[0128] That is, the water area of ​​the water-saving pool of the upstream single-stage lock must be k times the water area of ​​the lock chamber of the single-stage lock, k=(H2-nH1) / (nH1-(m+1)H2), in order to achieve a balance between the discharge of the upstream single-stage lock and the filling of the downstream continuous cascade lock under the maximum head condition.

[0129] 7.2 Describe in detail the scheduling and operation strategy of the water-saving pool under the condition of upstream water level changes.

[0130] In actual operation, the upstream water level varies within the range of the highest navigable water level upstream to the lowest navigable water level downstream.

[0131] Let H1' (0≤H1'≤H1) be the actual working head of the upstream single-stage ship lock corresponding to the actual navigable water level upstream. Then, if all m provincial water pools are in operation, the water height discharged downstream from the first-stage ship lock is:

[0132] H down =((k+1)H1') / (k(m+1)+1);

[0133] The water height required for filling a single-stage lock in a downstream continuous lock is always: ΔH=H2 / n;

[0134] If H1' down <ΔH, the water volume discharged downstream from the upstream first-stage lock is unbalanced with the water volume required for filling the single-stage lock chamber of the downstream continuous cascade lock.

[0135] First, establish the critical points for water level zoning.

[0136] Calculate the critical equilibrium head H of the water-saving tank. 1,crit (0) .

[0137] When the water-saving pool is not activated, it is equivalent to m'=0, and the first-stage lock directly discharges water. The discharge height is the actual working head H1' of the upstream single-stage lock. At this time, the water balance condition is: H1'=H2 / n;

[0138] Therefore, the equilibrium critical head for a water-saving tank is: H 1,crit (0) =H2 / n;

[0139] Calculate the critical head H for the activation of provincial water tanks at all levels. 1,crit (i) (i=1,2,...,m).

[0140] Suppose that when there are i water-saving pools before activation (i.e., the theoretically effective number of water-saving pools m'=i), the water balance condition is:

[0141] ((k+1)H 1,crit (i) ) / (k(i+1)+1)=H2 / n;

[0142] The critical head required for the i-th level water-saving pool to be activated is:

[0143] H 1,crit (i) =(H2(k(i+1)+1)) / (n(k+1));

[0144] Verify the monotonicity of the critical head sequence. ​

[0145] Since k>0 and n>0, it can be proven that H 1,crit (i) Regarding the monotonically increasing nature of i:

[0146] H 1,crit (0) <H 1,crit (1) <H 1,crit (2) <... <H 1,crit (m) =H1;

[0147] This sequence divides the upstream working head range [0, H1] into (m+1) intervals.

[0148] Furthermore, establish the correspondence between water level ranges and the scheduling and operation measurements of the provincial water tank.

[0149] Based on the critical head sequence calculated in the above steps, a scheduling and operation strategy table for the water-saving pool is established, as shown in Table 1.

[0150] Table 1

[0151]

[0152] Based on this, the water-saving tank is partially filled and drained to adjust the water depth and achieve accurate water balance.

[0153] Because the actual working head H1' of the upstream single-stage ship lock is not necessarily exactly equal to the critical value H 1,crit (i) The integer-based water-saving pool activation strategy can only achieve approximate water balance at the first-stage lock. To achieve accurate water balance, a method for adjusting the partial filling and emptying depth of the water-saving pool is introduced.

[0154] Determine the number of baseline water-saving tanks to be put into operation.

[0155] Assume the actual working head H1' satisfies H 1,crit (i-1) 1,crit (i) The baseline number of activated water-saving pools is i.

[0156] Calculate the theoretically effective number of water-saving pools (continuous value).

[0157] Based on the water balance condition, the theoretically effective number of water-saving tanks, m', can be calculated in reverse:

[0158] ((k+1)H1') / (k(m'+1)+1)=H2 / n;

[0159] Solving for m, we get: m' = ((k+1)(nH1'-H2)) / (kH2); ​

[0160] The value m' is a continuous value and is usually a non-integer.

[0161] Calculate the filling and draining depth adjustment coefficient of the i-th level water-saving tank.

[0162] Let the water filling and draining depth adjustment coefficient of the i-th level water-saving tank be α (0<α≤1), then: α=m'-(i-1);

[0163] Where (i-1) represents the number of fully activated water-saving pools, and α represents the usage ratio of the i-th level water-saving pool.

[0164] Adjust the filling and emptying depth of the i-th stage water-saving tank.

[0165] The actual filling and emptying depth of the i-th level water-saving tank is α times the standard depth. This is achieved by controlling the opening and closing time or opening degree of the water supply valves.

[0166] Standard filling / draining depth: x = H1 / (k(m+1) + 1);

[0167] Actual filling / draining depth: x'=αx.

[0168] The following scheduling procedure is executed each time a vessel passes through the lock:

[0169] Monitor the actual navigable water level upstream and calculate the actual working head H1' of the upstream single-stage ship lock;

[0170] Determine the number i of water-saving pools that should be activated by referring to the table;

[0171] Calculate the filling and emptying depth adjustment coefficient α of the i-th level water-saving tank;

[0172] The first to (i-1)th stage water-saving tanks are completely filled and drained, and the i-th stage water-saving tank is filled and drained at a ratio of α.

[0173] The remaining water in the first-stage lock is discharged into the downstream water conveyance channel;

[0174] The downstream first-stage lock completes the water filling or water filling + water replenishment process, and the downstream (n-1)th lock completes the water filling and emptying process.

[0175] The scheduling process has been completed and confirmed.

[0176] like Figure 6 As shown, the adaptive scheduling process of the water-saving tank under variable water level conditions is as follows:

[0177] The following scheduling procedure is executed each time a vessel passes through the lock:

[0178] Step 1: Monitor the actual navigable water level upstream and calculate the actual working head.

[0179] The actual navigable water level Z upstream is obtained in real time by a water level monitoring device installed in the upstream approach channel.up The unit is meters.

[0180] According to the actual navigable water level Z upstream up Elevation Z of the lower lock sill of the first lock sill Calculate the actual working head H1' of the first-stage lock:

[0181] H1'=Z up -Z sill ;

[0182] Among them, Z sill This is the elevation of the sill of the lower gate of the first-stage lock. This value is a fixed constant after the lock is built, and the unit is meters.

[0183] Determine whether the actual working head H1' is within the effective range:

[0184] If H1'≤0, the upstream water level is lower than the minimum design navigation water level, and the navigation conditions are not met, so the lock passage operation is suspended.

[0185] If H1'>H1, the upstream water level exceeds the designed maximum navigation water level, and the navigation conditions are not met, so the lock passage operation is suspended.

[0186] If 0

[0187] Step 2: Determine the number of water-saving pools that should be activated.

[0188] Retrieve the pre-calculated and stored critical head sequence H 1,crit (0) H 1,crit (1) ,…,H 1,crit (m) .

[0189] The critical head sequence is pre-calculated according to the following formula:

[0190] ;

[0191] ;

[0192] Where H2 is the maximum total design head of the downstream multi-stage continuous ship lock, in meters; n is the number of stages of the downstream multi-stage continuous ship lock; k is the ratio of the area of ​​the water-saving pool to the area of ​​the lock chamber; and m is the number of water-saving pools.

[0193] The actual working head H1' of the upstream single-stage ship lock is compared step by step with the critical head sequence to determine the water level range where H1' is located:

[0194] like If i=0, then the number of water-saving pools to be activated is determined.

[0195] like​ If i = 1, 2, ..., m, then the number of water-saving pools to be activated is determined to be i, where i = 1, 2, ..., m.

[0196] Output the number of water-saving pools i that should be activated, and proceed to step 3.

[0197] Step 3: Calculate the filling and draining depth adjustment coefficient of the i-th level water-saving tank.

[0198] When the number of water-saving pools to be activated, i=0, there is no need to calculate the adjustment coefficient. Proceed directly to step 4 and execute direct water discharge to the first stage of the downstream continuous cascade lock without activating the water-saving pools. When the volume of water discharged into the downstream first-stage lock is insufficient to fill the first-stage lock, the water level in the downstream first-stage lock chamber rises to H2 / n when the water supply valve needs to be opened, so that the water level in the downstream first-stage lock chamber is level with the navigation tunnel.

[0199] When the number of water-saving pools to be activated, i > 1, the theoretically effective number of water-saving pools, m', is calculated based on the actual working head H1' of the upstream single-stage lock:

[0200] The theoretically effective number of water-saving pools (m') is calculated based on the water balance condition. The water balance condition is that the water height discharged downstream from the first-stage lock is equal to the water height required for a single stage of filling the downstream continuous locks, i.e.:

[0201] ;

[0202] Transform the above formula to solve for the theoretically effective number of water-saving pools, m':

[0203] ;

[0204] ;

[0205] ;

[0206] Summarized as follows:

[0207] .

[0208] Based on the theoretically effective number of water-saving pools m' and the actual number of fully operational water-saving pools (i-1), calculate the filling and draining depth adjustment coefficient α of the i-th level water-saving pool:

[0209] ;

[0210] Substituting the expression m' into the equation, we get:

[0211] ;

[0212] The range of the filling and draining depth adjustment coefficient α is 0 < α ≤ 1. Its physical meaning is the ratio of the actual filling and draining depth of the i-th level water-saving pool to the standard filling and draining depth.

[0213] Output the filling / draining depth adjustment coefficient α, and proceed to step 4.

[0214] Step 4: Control the filling and draining of the water-saving tank.

[0215] Calculate the standard filling and draining depth x.

[0216] Under design conditions, the standard filling and emptying depth x for each provincial water tank is:

[0217] ;

[0218] Where H1 is the maximum design working head, k is the ratio of the area of ​​the water-saving pool to the area of ​​the gate chamber, and m is the total number of water-saving pools.

[0219] Based on the number of water-saving tanks i to be activated and the filling and draining depth adjustment coefficient α, water-saving tank filling and draining control is implemented in three cases:

[0220] Case 1: i=0 (water-saving pool not enabled).

[0221] When the actual working head of the upstream single-stage ship lock At this time, the discharge from the first-stage lock is relatively small, and there is no need to activate the water-saving pool for water volume regulation. At this time:

[0222] Close all water supply valves between the water-saving pool and the gate chamber;

[0223] The water in the lock chamber of the first-stage ship lock is directly discharged to the downstream continuous ship lock through the water conveyance corridor;

[0224] Proceed to step 5.

[0225] Case 2: i≥1 and α=1 (the integer-level water-saving pool is fully activated).

[0226] When the actual working head H1' of the upstream single-stage ship lock is exactly equal to the critical head H 1,crit (i) At this time, the filling and emptying depth adjustment coefficient α=1, and the i-th level water-saving tank is fully activated. At this time:

[0227] Open the water supply valves between the first-stage to the i-th-stage water-saving tanks and the gate chamber in sequence;

[0228] Each province's water tanks were filled and drained according to the standard filling and draining depth x.

[0229] The water supply valves of the (i+1)th to the mth level water-saving pools remain closed;

[0230] Proceed to step 5.

[0231] Case 3: i≥1 and 0<α<1 (partial filling and draining mode).

[0232] When the actual working head H1' of the upstream single-stage ship lock is between adjacent critical heads, partial filling and emptying control of the i-th stage water-saving pool is required. At this time:

[0233] Complete filling and emptying of the first to (i-1)th level water-saving tanks:

[0234] Open the water supply valves between the first-stage to the (i-1)th-stage water-saving pools and the gate chamber in sequence;

[0235] Each province's water tanks were filled and drained according to the standard filling and draining depth x.

[0236] After completion, close the corresponding water supply valve.

[0237] Partial filling and emptying of the i-th level water-saving tank:

[0238] Calculate the actual filling and emptying depth x of the i-th level water-saving tank. i ':

[0239] ;

[0240] Open the water supply valve between the i-th stage water-saving tank and the gate chamber, and control the filling and emptying depth of the water-saving tank to reach x. i 'Then stop;'

[0241] After completing the filling and draining control of the water-saving tank, proceed to step 5.

[0242] Step 5: The remaining water in the first lock is discharged into the downstream water conveyance channel.

[0243] Calculate the remaining water height H in the first lock chamber. remain .

[0244] After the water-saving pool of the first-stage lock chamber is filled and drained, the remaining water level inside the chamber is:

[0245] When i=0 (water-saving pool not activated):

[0246] ;

[0247] When i≥1:

[0248] ;

[0249] Will Substituting and rearranging, we get:

[0250] ;

[0251] Calculate the water height discharged downstream (the actual discharge height corresponding to the remaining water discharged downstream from the upstream single-stage ship lock) H down .

[0252] The remaining water in the first-stage lock chamber is discharged downstream through the water conveyance corridor. Based on the area relationship between the lock chamber and the water-saving pool, the equivalent water height discharged downstream is:

[0253] H down =H remain ;

[0254] The height H of the water discharged downstream down It should match the standard water requirement height ΔH of the first-stage lock in the downstream multi-stage continuous lock system:

[0255] ;

[0256] Verification conditions:

[0257] ;

[0258] Wherein, ε is the allowable water balance error threshold (water balance deviation value), in meters, which can be set according to the engineering accuracy requirements, generally ε≤0.5 meters. If the verification passes, the water balance is established; if the verification fails, the deviation value is recorded for subsequent scheduling parameter correction.

[0259] Open the water supply valve at the lower lock head of the first-stage lock to discharge the remaining water in the lock chamber to the downstream water supply corridor, completing the water transport for this passage through the lock. The water level in the lock chamber drops to be level with the navigation tunnel. Open the working gate at the lower lock head to allow ships to enter and exit between the first-stage lock and the navigation tunnel. Then close the working gate.

[0260] Step 6: Discharge water from the downstream continuous cascade ship locks.

[0261] After the first-stage lock in the downstream continuous lock is filled with the water transported in step 5 and replenished, the water level rises to be level with the navigation tunnel. The working gate at the upper lock head of the downstream first-stage lock is then opened, allowing vessels to enter and exit between the navigation tunnel and the downstream first-stage lock. The working gate is then closed. The subsequent n-1 lock chambers are filled and drained sequentially. Overflow outlets can be installed on the sides of the lock chamber walls. When the downstream water level is higher than the minimum navigation water level, the lock chamber can overflow to meet the actual water demand of the lock chamber after the downstream water level rises. The water volume control during the overflow process can refer to the overflow scheme of a typical continuous multi-stage lock.

[0262] Step 7: Confirmation of completion of scheduling process.

[0263] Record the parameters for this lock passage scheduling, including: the actual navigable water level Z upstream. up , upstream single-stage ship lock actual working head H1', ​​downstream actual navigable water level Zdown The downstream actual working head H2', the number of water-saving pools in use i, the filling and emptying depth adjustment coefficient α, and the actual discharge height of the upstream first-stage lock (the actual discharge height corresponding to the remaining water body discharged downstream from the upstream single-stage lock) H down Water balance deviation value ε, etc.

[0264] The scheduling process is complete; awaiting the next vessel passage instruction.

[0265] Example 8 describes the hardware system architecture for implementing the above method.

[0266] A dispatching and control system for a distributed cascade water-saving ship lock includes: a memory for storing a computer program; and a processor for executing the computer program to implement the steps of any of the methods of the present invention.

[0267] A dispatching and control system for a distributed cascade water-saving ship lock is physically manifested as an industrial-grade programmable logic controller (PLC), a distributed control system (DCS), or an embedded computer system. The system mainly includes a memory, a processor, and input / output interfaces.

[0268] The memory is used to store computer programs and preset configuration parameters, including but not limited to the ratio k of the water-saving pool area to the gate chamber area and the critical head sequence H. 1,crit (i) The maximum head H1 is designed, etc. The processor is connected to the memory and is used to implement the method steps of any of the above embodiments when executing a computer program. Specifically, the processor internally runs state machine logic, which can quickly perform floating-point operations based on the real-time collected water level signal to calculate the filling / draining depth adjustment coefficient α and generate valve control commands.

[0269] In addition, the system is connected to several peripheral devices via fieldbus or industrial Ethernet:

[0270] Water level monitoring unit: includes high-precision water level gauges (such as radar water level gauges or magnetostrictive liquid level gauges) deployed in the upstream approach channel, water-saving pool, lock chamber and downstream navigation tunnel, to provide real-time data input of the actual water level upstream and feedback signals.

[0271] Actuator drive unit: A hydraulic station or electric actuator connected to the water supply valve of the water-saving pool, the working gate of the gate head and the downstream water supply valve, used to respond to the control commands of the processor and execute the opening, closing and opening adjustment actions of the valve.

[0272] Human-Machine Interface (HMI): Used to display the current operating status (e.g., the current activation of the 1.6-level water-saving tank), alarm information (e.g., water level exceeding the limit), and historical operating records to the operator.

[0273] In summary, the above embodiments fully present the technical method of the present invention, from the design of physical parameters to the derivation of important algorithms, and then to the control of the actuator and the implementation of system hardware, forming a logically rigorous whole. Through this invention, the water balance problem of decentralized cascade ship locks under high head and variable amplitude water level conditions can be effectively solved, and it has high engineering application value.

[0274] This application employs a combination of predetermined structural parameters and an adaptive scheduling algorithm. By setting the ratio k between the water-saving pool area and the gate chamber area, a physical equilibrium foundation is established under design conditions. Using a critical head sequence and a filling / discharging depth adjustment coefficient α, a hybrid control system combining coarse adjustment of the baseline quantity and fine adjustment at the non-integer level is achieved. This method transforms the discrete water-saving pool facility into a continuously adjustable hydraulic system. It can accurately calculate and output the discharge volume that precisely meets the downstream water demand based on the real-time water level, eliminating dynamic volume differences and solving the problem that traditional integral-stage regulation cannot adapt to varying head, thus improving water resource utilization. It also addresses the issues of water volume mismatch between upstream and downstream stages caused by large fluctuations in reservoir water levels and the lack of a refined regulation mechanism in existing technologies.

[0275] This application employs an independent water conveyance corridor for water exchange, preventing direct discharge of water into navigable waterways and ensuring flow stability and navigation safety in the connecting section. It solves the problem of flow deterioration in navigable tunnels caused by water conveyance.

[0276] Furthermore, the embodiments of this application also achieve full-condition coverage through a downstream complementary water filling mechanism, solving the problem of insufficient upstream discharge under low water level conditions.

[0277] 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. A variable water level adaptive scheduling method for distributed cascade water-saving ship locks, characterized in that, The decentralized cascade water-saving ship lock includes an upstream single-stage ship lock and a downstream multi-stage continuous ship lock. The upstream single-stage ship lock is equipped with m water-saving pools. The method includes: The actual working head of the upstream single-stage ship lock is determined based on the real-time collected upstream navigation water level. The actual working head is compared with the preset critical head sequence to determine the number of baseline water-saving tanks that should be fully activated. The number of baseline water-saving tanks is an integer. Based on the balance constraint between the discharge of the upstream single-stage lock and the water demand of the downstream multi-stage continuous lock, the filling and discharge depth adjustment coefficient of the i-th level water-saving pool used to compensate for the current water level deviation is calculated, where i is related to the number of benchmark water-saving pools. Based on the number of benchmark water-saving pools and the filling and draining depth adjustment coefficient, some of the water-saving pools in the m water-saving pools are controlled to perform standard filling and draining, and the i-th level water-saving pool is controlled to perform partial filling and draining based on the filling and draining depth adjustment coefficient, so that the remaining water is discharged downstream. When the remaining water volume is insufficient to meet the water demand of the first-stage lock in the downstream multi-stage continuous lock system, the first-stage lock is controlled to open the water replenishment valve for complementary water filling.

2. The method according to claim 1, characterized in that, By comparing the actual operating head with the preset critical head sequence, the number of baseline water-saving tanks that should be fully activated is determined, including: Obtain the critical head sequence, which contains the critical head values ​​from level 0 to level m. Determine whether the actual working head is less than or equal to the 0th critical head in the critical head sequence. If so, determine that the number of benchmark water-saving pools is 0. If the actual working head is located within the interval formed by the (i-1)th level critical head and the ith level critical head in the critical head sequence, then the number of benchmark water-saving pools is determined to be i, where i is a positive integer from 1 to m.

3. The method according to claim 2, characterized in that, The i-th critical head H in the critical head sequence 1,crit (i) =(H2·(k(i+1)+1)) / (n(k+1)); where H2 is the maximum total design head of the downstream multi-stage continuous lock, n is the number of stages of the downstream multi-stage continuous lock, and k is the ratio of the area of ​​the water-saving pool to the area of ​​the lock chamber. Where, when i=0, the corresponding 0th stage critical head H 1,crit (i) =H2 / n; k=(H2-n·H1) / (n·H1-(m+1)·H2); where H1 is the maximum design head of the upstream single-stage lock, and m is the total number of water-saving pools.

4. The method according to claim 3, characterized in that, The calculation of the filling and emptying depth adjustment coefficient of the i-th level water-saving pool used to compensate for the current water level deviation includes: Based on the actual working head, the area ratio of the water-saving pool, and the total head and number of stages of the downstream multi-stage continuous lock, calculate the theoretical effective number of water-saving pools m'. The difference between the theoretically effective number of water-saving tanks m' and the number of fully operational water-saving tanks i-1 is used to obtain the filling and draining depth adjustment coefficient α, which is calculated as follows: α=m'-(i-1); where 0<α≤1; Among them, the theoretical effective number of water-saving pools m' is calculated based on the balance condition that the discharge of the upstream single-stage lock is equal to the water demand of the downstream multi-stage continuous lock: m'=((k+1)·(n·H1'-H2)) / (k·H2); H1' represents the actual working head of the upstream single-stage ship lock.

5. The method according to claim 4, characterized in that, Controlling a portion of the m water-saving pools to perform standard filling and emptying, and controlling the i-th level water-saving pool to perform partial filling and emptying based on the filling and emptying depth adjustment coefficient, including: The standard filling and emptying of the water-saving tanks from level 1 to level i-1 is controlled, and the corresponding standard filling and emptying depth is x=H1 / (k·(m+1)+1); The control of partial filling and emptying of the i-th level water-saving tank corresponds to the actual filling and emptying depth x. i =α·x; Controlling the filling and draining of the i-th level water-saving tank includes: Open the water supply valve connecting the i-th level water-saving pool and the gate chamber; Real-time monitoring of water level changes in the i-th level water-saving pool; When the water level change reaches the actual filling / discharging depth, close the water supply valve; Alternatively, by controlling the opening degree and opening / closing duration of the water supply valve, the volume of exchanged water can be made to correspond to the actual filling and draining depth.

6. The method according to claim 4, characterized in that, Controlling the opening of the water supply valves in the first-stage lock for complementary water filling includes: Calculate the standard water requirement height ΔH for the first stage lock in the downstream multi-stage continuous lock system, ΔH=H2 / n; The actual discharge height H corresponds to the remaining water volume discharged downstream from the upstream single-stage ship lock. down ; Control the opening of the water replenishment valve to replenish water to the first-stage lock until the water replenishment height reaches ΔH-H. down This ensures that the water level of the first-stage lock is level with the water level of the navigation tunnel of the decentralized cascade water-saving lock.

7. The method according to claim 1, characterized in that, Also includes: The downstream multi-stage continuous ship lock is equipped with an overflow outlet on the side wall of the lock chamber. During the filling or replenishment of water in the downstream multi-stage continuous ship lock, if the water level in the lock chamber is detected to be higher than the design maximum water level, the excess water will overflow through the overflow outlet to maintain the water balance of the downstream multi-stage continuous ship lock. The upstream single-stage lock connects to the downstream multi-stage continuous lock via a navigation channel and a navigation tunnel, discharging excess water downstream, including: The system controls the upstream single-stage lock to transport the remaining water to the downstream multi-stage continuous lock via an independent water conveyance corridor. The remaining water does not enter the navigation tunnel to avoid affecting the navigation flow conditions inside the tunnel.

8. The method according to claim 1, characterized in that, After determining the actual working head of the upstream single-stage lock, and before determining the number of reference water-saving pools, the method also includes: To determine whether the actual working head is within the effective working range, the effective working range is defined as being greater than 0 and less than or equal to the design maximum head of the upstream single-stage lock. If the actual working head exceeds the effective working range, the scheduling will be suspended and a lock closure alarm will be issued; if it is within the effective working range, the subsequent steps will continue.

9. The method according to claim 6, characterized in that, It also includes a verification step: Calculate the actual discharge height H down The absolute value of the difference between the water demand height ΔH and the standard water demand height is used to obtain the water balance deviation value ε. If the water balance deviation ε is less than the preset error threshold, the water balance of this scheduling is confirmed to be qualified; otherwise, the water balance deviation ε is recorded for subsequent scheduling parameter correction.

10. A dispatching and control system for a distributed cascade water-saving ship lock, characterized in that, include: Memory, used to store computer programs; A processor for executing a computer program to implement the steps of the method as claimed in any one of claims 1 to 9.

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