Dynamic balance control method for water pressure of multiple tributaries in river diversion construction

Abstract

The application discloses a kind of dynamic balance control method of multiple tributary water pressure in river diversion construction, belong to river diversion construction technical field, to solve the imbalance of tributary water pressure and main river corresponding position pressure when multiple tributaries flow into newly opened main river, prone to river scouring, tributary silting or gate damage Problem.The technical scheme points are as follows: install water distribution gate and tributary pressure sensor near the entrance of each tributary, install main river reference pressure sensor downstream of the corresponding entrance of newly opened main river, all sensors are signal connected with central controller, and water distribution gate is controlled by central controller;Central controller calculates pressure difference value in real time, and when difference value exceeds preset balance threshold, adjust gate opening according to rules, review after waiting for stable time after adjustment, lock gate after all tributary pressure is balanced and continue to monitor.The method is used for river diversion construction, realizes dynamic balance control of multiple tributary water pressure, and guarantees construction safety and stability.

Description

Technical Field

[0001] This invention relates to the field of river diversion construction technology. More specifically, this invention relates to a method for dynamic balance control of water pressure in multiple tributaries during river diversion construction. Background Technology

[0002] During the implementation phase of river diversion projects, it is common for multiple tributaries to sequentially connect to the newly opened main channel. The hydraulic conditions in the confluence areas of the tributaries and the main channel are complex, and uneven water pressure distribution is prone to occur. Currently, the industry generally adopts a manual operation mode combined with experience-based gate opening control for water flow regulation when multiple tributaries flow into the main channel, and a standardized control method based on pressure parameter linkage has not yet been formed.

[0003] Under natural conditions, the inherent differences in the inflow rate and water depth of each tributary result in variations in static pressure at the confluence of different tributaries. Furthermore, the water pressure in different sections of the newly opened main channel along the flow direction is also dynamically changing. This makes it difficult to maintain consistent water pressure between the tributaries and the corresponding confluence points of the main channel. Under conventional control methods, staff can only adjust the flow gates based on on-site water level observations, making it impossible to accurately quantify the actual pressure difference between the tributaries and the main channel, thus hindering the synchronous matching of water pressure conditions.

[0004] When the water pressure in the tributary area is higher than the corresponding water pressure in the main channel, the tributary water flows too fast, which can easily cause the local water flow velocity in the main channel to exceed the limit, exacerbating the erosion of the riverbanks and riverbed. If the water pressure in the tributary area is lower than the water pressure in the main channel, it is easy for water from the main channel to flow into the tributary in reverse. Over a long period of time, this will cause siltation in the tributary, reduce the cross-sectional area of ​​water flow, and affect the water flow capacity and flood control stability of the river.

[0005] Existing control methods lack unified data judgment criteria. When multiple tributaries experience simultaneous water pressure deviations, it is impossible to determine a reasonable gate adjustment sequence. Disorderly gate opening adjustments can easily trigger new water pressure imbalances in adjacent tributaries, causing repeated fluctuations in the overall hydraulic control state and resulting in poor control stability. Furthermore, water pressure in the river channel exhibits propagation characteristics. After gate opening adjustments, a certain propagation transition time is required for water pressure to stabilize. Current control operations do not consider the river flow characteristics to determine a reasonable stabilization waiting time, often conducting secondary parameter checks before the water pressure has stabilized. This leads to biased pressure data and further reduces the accuracy of gate adjustments.

[0006] Furthermore, the rapid adjustment of gate opening can easily create instantaneous hydraulic shocks within tributaries, causing not only drastic short-term fluctuations in water pressure and disrupting normal flow, but also damage to the gate's opening and closing mechanism. In field construction scenarios, long-term operation of diversion gates can lead to operational anomalies such as delayed response of the actuator and sluggish mechanical movements. Existing conventional control systems cannot promptly identify such equipment malfunctions and continue to adjust water pressure balance according to normal control logic. This further affects the effectiveness of water pressure balance control, making it difficult to maintain a stable water pressure matching state between multiple tributaries and the main channel throughout the entire river diversion construction process, and failing to meet the actual needs of smooth construction in current river diversion projects. Summary of the Invention

[0007] Another objective of this invention is to provide a dynamic balance control method for water pressure in multiple tributaries during river diversion construction. Existing methods for river diversion construction, when multiple tributaries converge into a newly opened main channel, lack a complete automated water pressure balance control process. This makes it impossible to accurately collect and compare water pressure data at corresponding locations in the tributaries and the main channel in real time, and to automatically adjust the opening of diversion gates based on pressure differences. Furthermore, there is no standardized adjustment sequence when multiple tributaries simultaneously become unbalanced, and the stabilization waiting time is not reasonably set based on the laws of gravity wave propagation. Adjustments are made after the water pressure has not stabilized, making it difficult to maintain stable water pressure across the entire area in the long term. Overall, the automation and stability of the control are insufficient.

[0008] The traditional method of selecting water pressure balance thresholds is rather arbitrary and does not take into account the actual water level difference in the river. The same threshold standard is used uniformly for river projects with different water level differences. When the water level difference is large, the threshold is too small and frequent erroneous adjustments are likely to occur. When the water level difference is small, the threshold is too large and it is impossible to identify small water pressure deviations in time. The threshold setting lacks engineering adaptability and significantly reduces the accuracy of water pressure anomaly identification.

[0009] There are no clear specifications for the placement of pressure sensors in the main channel. They are easily installed arbitrarily in the backflow area near the confluence of tributaries or too far away from the confluence. The pressure data collected is distorted by the backflow interference and cannot accurately reflect the standard reference water pressure downstream of the confluence. This results in an inaccurate comparison between the pressure of tributaries and the main channel, which directly affects the accuracy of subsequent gate regulation.

[0010] In the past, the adjustment step of the diversion gate opening was fixed and did not flexibly adjust the adjustment range according to the degree of deviation of the actual pressure difference from the balance threshold. When the pressure difference deviation was small, the adjustment range was too large, which could easily cause excessive water pressure fluctuation. When the pressure difference deviation was large, the adjustment range was too small, resulting in low adjustment efficiency. It was impossible to balance the water pressure adjustment accuracy and the overall control operation efficiency.

[0011] During the conventional gate opening adjustment process, the instantaneous hydraulic impact phenomenon is not monitored in real time. Rapid opening and closing of the gate can easily cause violent fluctuations in the water pressure inside the tributary, resulting in hydraulic impact and disturbance of the water flow. At the same time, there is no reasonable retreat or delayed retry mechanism after the impact occurs. Continuing to adjust after multiple impacts can easily damage the gate equipment and can also easily disrupt the overall water pressure balance of the river channel.

[0012] When the overall pressure difference in the tributary is relatively small, directly using the actual small pressure difference as the benchmark for judging hydraulic shock is very likely to lead to the failure of the judgment standard and misjudgment of hydraulic shock. The shock judgment logic fails within the small pressure difference range, and it is impossible to accurately identify small hydraulic shocks generated in low pressure difference environments. The scope of application of the shock protection mechanism is obviously limited.

[0013] To achieve these objectives and other advantages according to the present invention, a method for dynamic balance control of water pressure in multiple tributaries during river diversion construction is provided, comprising the following steps: Step 1: Install a diversion gate near the confluence of each tributary to be connected to the newly opened main channel, and install a tributary pressure sensor on the downstream side of the diversion gate near the confluence. Simultaneously, install a main channel reference pressure sensor corresponding to each tributary on the downstream side of the confluence of each tributary within the newly opened main channel. The tributary pressure sensors and the corresponding main channel reference pressure sensors are positioned at the same horizontal elevation. Both the tributary pressure sensors and the main channel reference pressure sensors are connected to a central controller, and the diversion gates are connected to the central controller for control. Step 2: The central controller reads the first pressure value measured by the pressure sensor of each tributary and the second pressure value measured by the reference pressure sensor of the main channel corresponding to the tributary in real time, and calculates the pressure difference between the first pressure value and the second pressure value of each tributary. Step 3: When the absolute value of the pressure difference of any tributary exceeds the preset balance threshold, the central controller adjusts the opening of the diversion gate of that tributary according to the following rules: if the first pressure value is greater than the second pressure value, the opening of the diversion gate is reduced; if the first pressure value is less than the second pressure value, the opening of the diversion gate is increased; if multiple tributaries need to be adjusted at the same time, they are adjusted in descending order of the absolute value of the pressure difference of each tributary, and only one tributary is adjusted at a time. Step 4: After adjusting the opening of the diversion gate of this tributary, wait for a stabilization period. The method for determining the stabilization period is as follows: Determine the downstream and upstream tributary confluences along the newly opened main channel's flow direction. Calculate the distance between these confluences and the downstream tributary confluence, dividing by the estimated main channel gravity wave velocity to obtain the first propagation time. For the downstream tributary, the first propagation time is calculated as the distance between its confluence and the corresponding main channel reference pressure sensor, divided by the estimated main channel gravity wave velocity. The main channel gravity wave velocity is calculated using the formula c = (gh). 1 / 2 Calculate, where g is the acceleration due to gravity and h is the design average water depth for the corresponding river section; The second propagation time is obtained by dividing the distance between the confluence of the tributary and the confluence of the upstreammost tributary by the estimated gravity wave velocity of the main channel. For the upstreammost tributary, the second propagation time is the distance between the confluence of the tributary and the corresponding reference pressure sensor of the main channel divided by the estimated gravity wave velocity of the main channel. The larger value between the first and second propagation times, which must be no less than 3 seconds, is taken as the basic stabilization time. If the basic stabilization time exceeds 30 seconds, the central controller monitors the rate of change of the pressure difference corresponding to the tributary in real time at a frequency of once per second. When the absolute value of the rate of change of the pressure difference calculated from two consecutive samplings is less than 0.002 MPa / s, it is considered stable, and the waiting period ends. If the timer has not stabilized after more than 60 seconds since the start of monitoring, the waiting period is forcibly ended, and the next adjustment cycle begins. If the basic stabilization time is less than or equal to 30 seconds, the system directly waits for the basic stabilization time. After the stabilization period ends, reread the tributary and its corresponding second pressure value. If the absolute value of the recalculated pressure difference still exceeds the equilibrium threshold, repeat step three. Step 5: When the absolute value of the pressure difference of all tributaries is lower than the balance threshold, the central controller locks the current opening of all diversion gates and continues to monitor the pressure difference of all tributaries at a frequency of once every 15 seconds to once every 30 seconds; if the absolute value of the pressure difference of any tributary is detected to exceed the balance threshold again, the control process of steps 3 to 4 is restarted.

[0014] Preferably, in step three, the equilibrium threshold is determined based on the difference between the design maximum water level and the design minimum water level of the project according to the following rules: When the difference between the design maximum water level and the design minimum water level is greater than 5 meters, the balance threshold is taken as 0.05 MPa to 0.2 MPa. When the difference between the design maximum water level and the design minimum water level is less than or equal to 5 meters, the balance threshold is taken as 0.005 MPa to 0.02 MPa.

[0015] Preferably, in step one, the main channel reference pressure sensor is installed on the downstream side of the corresponding tributary confluence inlet and at a distance of no more than twice the width of the main channel from the confluence inlet, and is installed in an area unaffected by the tributary confluence backflow zone.

[0016] Preferably, each time the opening of the diversion gate is adjusted, the central controller determines the adjustment step size of the diversion gate opening according to the following rules based on the relationship between the absolute value of the current pressure difference and the multiple of the balance threshold: If the absolute value of the current pressure difference does not exceed 1.2 times the balance threshold, the opening adjustment step is 5% of the current opening of the diversion gate; If the absolute value of the current pressure difference exceeds 1.2 times the balance threshold but is less than 2 times the balance threshold, the opening adjustment step is 10% of the current opening of the diversion gate. If the absolute value of the current pressure difference is greater than or equal to twice the balance threshold, the opening adjustment step is 15% of the current opening of the diversion gate.

[0017] Preferably, in step three, when the central controller adjusts the opening of the diversion gate of any branch, it simultaneously monitors the instantaneous fluctuation of the first pressure value of that branch within the first 2 seconds after the adjustment action begins. The average value of the first pressure value of the tributary within 0.5 seconds before the start of the adjustment action is taken as the reference value. The maximum positive deviation and the maximum negative deviation of the pressure value relative to the reference value within 2 seconds are monitored, and the larger of the two absolute values ​​is taken as the instantaneous fluctuation amplitude. If the instantaneous fluctuation amplitude exceeds 50% of the absolute value of the current pressure difference of the tributary, it is determined that a hydraulic shock has occurred. The central controller pauses the current adjustment and returns the opening of the diversion gate to the state before the adjustment at a rate not exceeding half of the original adjustment step size execution speed. The original adjustment step size execution speed refers to the default opening change rate set by the central controller, in percentage per second. If the central controller does not set this rate separately, it is calculated as 5% per second. After the rollback is completed, an extended base stabilization time is added, which is 1.5 times the original base stabilization time. Then, the adjustment is restarted with 1 / 3 of the current adjustment step size as the new step size. The above impact judgment is repeated. If hydraulic impact occurs in three consecutive adjustments, including the retry after rollback, the central controller rolls the opening of the tributary back to the state before adjustment, locks it, and issues an alarm, waiting for manual intervention.

[0018] Preferably, before determining whether the instantaneous fluctuation amplitude exceeds 50% of the absolute value of the current pressure difference of the corresponding tributary, the central controller first compares the absolute value of the current pressure difference with a preset minimum pressure difference threshold; if the absolute value of the current pressure difference is less than the minimum pressure difference threshold, the central controller uses the minimum pressure difference threshold instead of the absolute value of the current pressure difference as a comparison benchmark; wherein, the minimum pressure difference threshold is between 0.005 MPa and 0.01 MPa.

[0019] Preferably, in step five, the central controller monitors the actuator response time of each diversion gate at a frequency of not less than twice per second, independent of the pressure difference monitoring cycle; wherein, the actuator response time is the delay time between the central controller issuing the opening command and the change in the actual opening feedback signal of the diversion gate. If the actuator response time of one of the diversion gates exceeds 3 seconds for three consecutive monitoring values, or exceeds 1.5 times the factory calibration value for the diversion gate for three consecutive monitoring values, the central controller determines that the diversion gate has mechanical hysteresis and takes the following measures: The balance threshold of the tributary corresponding to the diversion gate is temporarily increased by 1.3 times, and the priority of the tributary in the regulation sequence is temporarily reduced by one level. The reduction by one level is to multiply the current pressure difference of the tributary by 0.9 and then sort it with other tributaries in descending order of the absolute value of the pressure difference. Start the hysteresis elimination timer. If the actuator response time monitoring value of the diversion gate exceeds the normal range no more than twice within the next 5 consecutive minutes, then restore the original balance threshold and original priority of the tributary. The normal range is the actuator response time ≤ 3 seconds and ≤ 1.5 times the factory calibration value. If the mechanical lag of the diversion gate continues for more than 72 hours, the central controller will issue a maintenance alarm and maintain the temporarily reduced balance threshold and priority until the recovery conditions are met or the gate is manually reset.

[0020] Preferably, when the diversion gates of two or more tributaries are all determined to have mechanical lag, and the distance between the confluence of these tributaries and the direction of the newly opened main channel is less than 5 times the width of the newly opened main channel, the central controller performs the following control on the group of tributaries: The central controller executes the following for this group of tributaries: it does not multiply the current pressure difference of this group of tributaries by a coefficient of 0.9, and at the same time temporarily increases the balance threshold of this group of tributaries by 1.3 times; The central controller adjusts only one branch at a time, as specified in step three, and adjusts the branch group sequentially according to the absolute value of the current pressure difference between the branch groups from largest to smallest. The central controller multiplies the base settling time of each tributary in the group by an additional factor of 1.5 in step four; If, after three out of five adjustments made to a tributary within the group, the absolute value of the pressure difference of that tributary still fails to fall below the equilibrium threshold, the central controller multiplies the stabilization time of that tributary by 1.5 times. At this point, the total stabilization time coefficient of that tributary is 2.25 times, and the tributary is still adjusted in the same order within the group as specified in this claim during subsequent adjustments. For tributaries whose settling time has been multiplied by the coefficient as specified above, the central controller will no longer execute the monitoring mechanism in step four, but will directly wait for the complete settling time after multiplying by the coefficient; if the complete settling time exceeds 60 seconds, the central controller will wait for 60 seconds and then forcibly end the waiting.

[0021] The present invention has at least the following beneficial effects: This invention establishes a complete and standardized automated dynamic balance control process for multi-tributary water pressure. It relies on sensors to collect real-time pressure data at corresponding locations in the tributaries and the main channel, accurately calculates the pressure difference, and automatically adjusts the opening of the diversion gates based on the direction of the pressure difference. When multiple tributaries experience simultaneous water pressure imbalance, adjustments are made in an orderly manner according to the magnitude of the pressure difference to avoid mutual interference during the adjustment process. Simultaneously, the stable waiting time is scientifically determined based on the river's flow propagation characteristics, and differentiated stability judgment methods are used for different waiting times to ensure that the water pressure is fully stabilized before re-adjustment. This process completely eliminates the need for manual experience-based control, removing the lag and subjectivity inherent in manual control. It can maintain a stable water pressure balance between the tributaries and the newly opened main channel over a long period, effectively improving the automation level and overall operational stability of hydraulic control at river diversion construction sites.

[0022] This invention, based on the actual water level difference in river engineering, divides the selection range of different balance thresholds. For projects with a large difference between high and low water levels, a larger balance threshold is selected, effectively reducing frequent adjustment actions caused by normal small fluctuations in water flow and reducing losses from frequent start-ups and shutdowns of control equipment. For projects with a small difference between high and low water levels, a smaller balance threshold is selected, which can promptly detect subtle water pressure deviations and make rapid control responses. This setting method fits the actual working conditions of different river construction projects, making the water pressure imbalance judgment standard more scientific and reasonable. It can not only ensure the overall smooth operation of water flow, but also enable timely intervention for minor water pressure anomalies, significantly improving the accuracy of water pressure anomaly identification and early control.

[0023] This invention clearly defines the installation location and deployment range of the main channel benchmark pressure sensor, ensuring that the sensor avoids the backflow disturbance area at the tributary confluence and strictly controls the installation distance from the confluence, effectively preventing interference from backflow water in the pressure acquisition process. The collected pressure values ​​accurately reflect the standard benchmark water pressure of the main channel, ensuring a unified comparison standard between tributary pressure and main channel benchmark pressure, significantly improving the accuracy of pressure difference calculation results. Ensuring the reliability of basic monitoring data from the data acquisition source provides solid data support for subsequent precise gate opening adjustments, further improving the operational accuracy of overall water pressure balance control.

[0024] This invention sets tiered adjustment steps for the gate opening based on the deviation of the actual pressure difference from the balance threshold, enabling intelligent and flexible switching of the adjustment range. When the water pressure deviation is small, a small-proportion opening adjustment is used to avoid excessive adjustment range causing reverse water pressure fluctuations and imbalance, thus improving the effect of fine-tuning control. When the water pressure deviation is large, a large-proportion opening adjustment is used to quickly reduce the water pressure difference and improve the overall imbalance rectification efficiency. The tiered adjustment mode balances control precision and construction control efficiency, adapting to various water pressure imbalance conditions, making the gate opening adjustment rhythm more reasonable, and optimizing the overall water pressure balance control effect.

[0025] This invention monitors the instantaneous water pressure fluctuations within the tributary in real time during gate opening adjustment operations. It can quickly and accurately identify hydraulic shock problems generated during adjustment. Once a hydraulic shock is detected, the adjustment operation is immediately paused, and the gate is slowly returned to its original state. The adjustment is then gently retried by extending the stabilization time and reducing the adjustment step size. After multiple consecutive hydraulic shocks, the gate is locked in a timely manner and an early warning signal is issued. This effectively protects the gate's opening and closing mechanism, extends the equipment's service life, and prevents hydraulic shocks from disrupting the overall river flow order, thus comprehensively improving the safety of water flow operation during gate adjustment.

[0026] This invention adds a minimum pressure difference threshold for a fixed interval. When the actual pressure difference in the tributary is relatively small, it replaces the original excessively small pressure difference value as the hydraulic shock judgment benchmark, effectively solving the problems of shock judgment standard failure, misjudgment, or missed judgment in low-pressure difference environments. It further improves the hydraulic shock identification and judgment logic, broadening the applicability of the shock protection and control mechanism. Whether the river channel is in a state of severe high pressure imbalance or low pressure fluctuation, it can accurately identify instantaneous hydraulic shock phenomena, making the safety protection system for the entire water pressure regulation process more rigorous and complete.

[0027] This invention employs high-frequency monitoring to collect the response time of the diversion gate actuator in real time, enabling timely and accurate identification of mechanical hysteresis faults in the gate. Upon equipment malfunction, the corresponding tributary balance threshold is temporarily relaxed and the adjustment priority is lowered, allowing for flexible control to adapt to the equipment failure state and conduct water pressure regulation. Simultaneously, a fault self-healing condition is set; if normal operation is restored within a short time, the original control parameters are restored; if restoration is not achieved within a long period, a maintenance alarm is promptly pushed. This reduces the adverse impact of mechanical equipment failures on water pressure balance control without interrupting diversion construction, improving control adaptability under abnormal operating conditions.

[0028] This invention addresses the complex situation where multiple adjacent tributary gates simultaneously exhibit mechanical lag. It develops a dedicated group-based collaborative control strategy, rationally adjusting the tributary balance thresholds within the group while retaining the original differential pressure ranking adjustment method. Simultaneously, it extends the stabilization waiting time for the group's tributaries. For tributaries that fail to meet standards after multiple adjustments, additional stabilization time is added, and a maximum waiting time limit is set to simplify the monitoring process. This approach effectively adapts to the slow water pressure recovery speed under conditions of interconnected equipment failures. This control method significantly improves adaptability to complex construction scenarios with multiple faults, ensuring the orderly and stable operation of water pressure balance adjustment under complex conditions and enhancing the overall operational reliability of the control method.

[0029] Other advantages, objectives and features of the present invention will become apparent in part from the following description, and in part from those skilled in the art through study and practice of the invention. Detailed Implementation

[0030] The present invention will be further described in detail below with reference to embodiments, so that those skilled in the art can implement it based on the description.

[0031] This invention provides a method for dynamic balance control of water pressure in multiple tributaries during river diversion construction, comprising the following steps: Step 1: Install a diversion gate near the confluence of each tributary to be connected to the newly opened main channel, and install a tributary pressure sensor on the downstream side of the diversion gate near the confluence. Simultaneously, install a main channel reference pressure sensor corresponding to each tributary on the downstream side of the confluence of each tributary within the newly opened main channel. The tributary pressure sensors and the corresponding main channel reference pressure sensors are positioned at the same horizontal elevation. Both the tributary pressure sensors and the main channel reference pressure sensors are connected to a central controller, and the diversion gates are connected to the central controller for control. Step 2: The central controller reads the first pressure value measured by the pressure sensor of each tributary and the second pressure value measured by the reference pressure sensor of the main channel corresponding to the tributary in real time, and calculates the pressure difference between the first pressure value and the second pressure value of each tributary. Step 3: When the absolute value of the pressure difference of any tributary exceeds the preset balance threshold, the central controller adjusts the opening of the diversion gate of that tributary according to the following rules: if the first pressure value is greater than the second pressure value, the opening of the diversion gate is reduced; if the first pressure value is less than the second pressure value, the opening of the diversion gate is increased; if multiple tributaries need to be adjusted at the same time, they are adjusted in descending order of the absolute value of the pressure difference of each tributary, and only one tributary is adjusted at a time. Step 4: After adjusting the opening of the diversion gate of this tributary, wait for a stabilization period. The method for determining the stabilization period is as follows: Determine the downstream and upstream tributary confluences along the newly opened main channel's flow direction. Calculate the distance between these confluences and the downstream tributary confluence, dividing by the estimated main channel gravity wave velocity to obtain the first propagation time. For the downstream tributary, the first propagation time is calculated as the distance between its confluence and the corresponding main channel reference pressure sensor, divided by the estimated main channel gravity wave velocity. The main channel gravity wave velocity is calculated using the formula c = (gh). 1 / 2 Calculate, where g is the acceleration due to gravity and h is the design average water depth for the corresponding river section; The second propagation time is obtained by dividing the distance between the confluence of the tributary and the confluence of the upstreammost tributary by the estimated gravity wave velocity of the main channel. For the upstreammost tributary, the second propagation time is the distance between the confluence of the tributary and the corresponding reference pressure sensor of the main channel divided by the estimated gravity wave velocity of the main channel. The larger value between the first and second propagation times, which must be no less than 3 seconds, is taken as the basic stabilization time. If the basic stabilization time exceeds 30 seconds, the central controller monitors the rate of change of the pressure difference corresponding to the tributary in real time at a frequency of once per second. When the absolute value of the rate of change of the pressure difference calculated from two consecutive samplings is less than 0.002 MPa / s, it is considered stable, and the waiting period ends. If the timer has not stabilized after more than 60 seconds since the start of monitoring, the waiting period is forcibly ended, and the next adjustment cycle begins. If the basic stabilization time is less than or equal to 30 seconds, the system directly waits for the basic stabilization time. After the stabilization period ends, reread the tributary and its corresponding second pressure value. If the absolute value of the recalculated pressure difference still exceeds the equilibrium threshold, repeat step three. Step 5: When the absolute value of the pressure difference of all tributaries is lower than the balance threshold, the central controller locks the current opening of all diversion gates and continues to monitor the pressure difference of all tributaries at a frequency of once every 15 seconds to once every 30 seconds; if the absolute value of the pressure difference of any tributary is detected to exceed the balance threshold again, the control process of steps 3 to 4 is restarted.

[0032] In the above technical solution, during on-site construction and deployment, commercially available hydraulic diversion gates can be used as tributary water control components, waterproof submersible pressure sensors can be used as pressure acquisition devices, and industrial programmable logic controllers can be used as the overall central controller. During deployment, the diversion gates are placed in straight river sections near the confluence of the tributaries. The tributary pressure sensors are installed downstream of the diversion gates near the confluence, and the main river reference pressure sensors are correspondingly placed downstream of each tributary confluence. All pressure sensors are installed at the same horizontal elevation, and all sensor and control circuits are waterproofed and powered stably, completing the entire hardware assembly layout. On-site, the basic hydraulic calculation parameters are determined based on the average design water depth of the river channel, with a uniform gravitational acceleration of 9.8 m / s². 2The design average water depth h used to calculate gravity wave velocity is taken as the arithmetic mean of the water depths at each design section along the longitudinal profile of the river segment between two tributary confluences for the river segment. If the difference between the maximum and minimum design section water depths in the river segment does not exceed 20% of the minimum value, the arithmetic mean of the design water depths at the beginning and end of the river segment can be directly taken. For local river segments between the confluence of the downstream or upstream tributary and its corresponding main channel reference pressure sensor, h is taken as the design water depth value at the section where the sensor is located. Based on the actual distance between the confluences of each tributary, the propagation time of the water flow is estimated. A minimum basic stability time of 3 seconds is preset, and a forced termination waiting time of 60 seconds is preset. 0.002 MPa / s is determined as the pressure difference change rate judgment value, thus completing the preset work of the entire set of basic operating parameters.

[0033] After equipment deployment and parameter debugging are completed, the system enters a normalized automatic operation state. The central controller continuously collects the first pressure value on the tributary side and the second pressure value at the corresponding position on the main channel, automatically calculating the pressure difference between the two sets of data. When the absolute value of the pressure difference exceeds the preset balance threshold, the opening of the diversion gate is adjusted according to the pressure relationship on both sides. When multiple tributaries need to be adjusted simultaneously, each tributary is adjusted individually in descending order of absolute pressure difference. After a single gate opening adjustment is completed, the system automatically calculates the corresponding basic stabilization time. If the basic stabilization time is less than or equal to 30 seconds, the system directly enters the static waiting process. If the basic stabilization time exceeds 30 seconds, the pressure difference change data is collected at a frequency of 1 time / second. If the change rate obtained from two consecutive collections is less than the set standard, the water pressure is determined to be stabilizing. If the waiting time reaches 60 seconds, the static process is directly terminated. After the static process is completed, the pressure data is collected again to check the pressure difference status. If the balance standard is not reached, the opening adjustment operation is repeated.

[0034] When the pressure difference of all tributaries within the entire area is within the equilibrium threshold range, the central controller locks the current actual opening of all sluice gates and completes the full-area pressure data patrol monitoring at fixed time intervals of 15 to 30 seconds. If the pressure difference of any tributary exceeds the limit range again during the monitoring process, the system automatically restarts the entire opening adjustment and water pressure stabilization control process. The entire operation process conforms to the natural propagation law of water flow within the river channel, and can adapt to various construction conditions where multiple tributaries simultaneously flow into the newly opened main channel. It relies on automated data acquisition and built-in logic to complete water pressure matching control throughout the process, and can maintain the water pressure in the confluence area of ​​tributaries and the main channel in a balanced state for a long time. It can adapt to water flow regulation operations under different river depth conditions and meet the normalized water pressure control needs of the entire construction cycle of river diversion projects.

[0035] By adopting this technical solution, the present invention can completely get rid of the problems of lag and subjectivity caused by traditional manual on-site control, unify and standardize the synchronous regulation sequence of multiple tributaries, and reasonably control the water pressure stability time based on the hydraulic propagation law, which greatly improves the automation level and operational stability of water pressure control at the river diversion construction site and is suitable for river water flow management under different hydrological conditions.

[0036] In another technical solution, in step three, the equilibrium threshold is determined based on the difference between the design maximum water level and the design minimum water level of the project according to the following rules: When the difference between the design maximum water level and the design minimum water level is greater than 5 meters, the balance threshold is taken as 0.05 MPa to 0.2 MPa. When the difference between the design maximum water level and the design minimum water level is less than or equal to 5 meters, the balance threshold is taken as 0.005 MPa to 0.02 MPa.

[0037] In the aforementioned technical solution, the determination of the balance threshold is based entirely on the difference between the highest and lowest design water levels obtained from preliminary measurements. For river projects with a water level difference greater than 5m, any value within the range of 0.05MPa to 0.2MPa can be selected as the balance threshold for on-site use. For river projects with a water level difference less than or equal to 5m, any value within the range of 0.005MPa to 0.02MPa can be selected as the balance threshold for on-site use. The determined balance threshold parameters are directly entered into the built-in operating program of the central controller, serving as the core criterion for the system to determine whether the water pressure is unbalanced. During the daily pressure difference calculations of the control equipment, the system can automatically match the corresponding threshold standard to complete the data comparison, eliminating the need for manual modification of operating parameters by on-site personnel. During the water commissioning phase of the river diversion project, on-site personnel only need to verify the actual water level difference value and confirm the matching of the selected threshold range to complete the parameter verification. After the equipment is officially put into use, it can achieve fully automatic parameter calling and status determination, preventing issues such as parameter mixing or incorrect judgment standards. In actual field applications, the specific value of the equilibrium threshold can be flexibly adjusted within a predetermined range according to the water level fluctuations during the construction period, adapting to the hydrological operation status at different stages of construction. The threshold range division method is fully in line with the actual hydrological characteristics of river diversion projects of different scales.

[0038] By adopting this technical solution, the present invention can achieve precise matching between the balance threshold and the on-site water level conditions, effectively avoiding the problems of ineffective control and abnormal omission caused by the unified threshold standard, making the water pressure imbalance judgment standard more in line with the actual water flow state on site, and improving the accuracy of water pressure anomaly identification and early intervention.

[0039] In another technical solution, in step one, the main channel reference pressure sensor is installed on the downstream side of the corresponding tributary confluence inlet and at a distance of no more than twice the width of the main channel from the confluence inlet, and is installed in an area unaffected by the tributary confluence backflow zone.

[0040] In the above technical solution, when installing the main channel benchmark pressure sensor, a corrosion-resistant stainless steel mounting bracket can be used as an auxiliary component for sensor installation, and an outdoor waterproof sealed junction box can be used to protect the sensor circuit. These components are readily available and commonly used at water conservancy construction sites. The actual assembly location is strictly limited to the downstream area of ​​the tributary confluence, and the overall installation distance is controlled within a range not exceeding twice the width of the main channel. The installation point actively avoids the backflow disturbance area formed by the tributary confluence and is far away from the influence range of the eddy currents on the river sidewall, ensuring that the sensor is located in a water area with stable and smooth water flow. After the sensor is fixedly installed, the pressure sensing and acquisition end face is adjusted to maintain a horizontal arrangement, strictly aligning with the horizontal installation height of the pressure sensor on the same side of the tributary. On-site assembly and positioning can be quickly determined by directly relying on the measured width of the main channel, without the need for complex hydrological positioning surveys, and can adapt to the needs of simple and rapid construction and installation in open-air river channels. After the equipment is installed according to the established assembly location standards, the data interference caused by the tributary confluence and backflow can be isolated from the pressure acquisition work from the hardware installation level. This ensures that the data collected by the main channel benchmark pressure sensor can truly reflect the actual water pressure in the stable water area downstream of the confluence, and provides a unified and effective comparison reference standard between the tributary pressure data and the main channel benchmark pressure data.

[0041] The specific method for determining "areas unaffected by the tributary confluence backflow zone" on-site is as follows: Downstream of the tributary confluence, starting from the center point of the confluence, set up velocity and direction measuring points along the main channel direction, with a spacing of no more than 0.5 times the width of the main channel. Continuously measure the angle between the flow direction and the main channel direction at no fewer than three measuring points. When the angle between two consecutive measuring points is less than 15° and the velocity direction at that point fluctuates by no more than ±5° within 10 seconds, it is determined that the area where the measuring point is located is unaffected by the backflow zone, and a main channel reference pressure sensor can be installed. If on-site velocity measurement is not feasible, the boundary of the visible backflow vortex downstream of the confluence should be used as a reference. The sensor installation point should be located outside the visible boundary of the backflow vortex and at least 0.5 times the width of the main channel from that boundary.

[0042] By adopting this technical solution, the present invention can ensure the authenticity and reliability of the pressure difference calculation results from the source of data acquisition, providing accurate basic data support for the precise adjustment of the opening of the subsequent water diversion gate, and effectively improving the overall operational accuracy of the entire water pressure balance control operation.

[0043] In another technical solution, each time the opening of the diversion gate is adjusted, the central controller determines the adjustment step size of the diversion gate opening according to the following rules based on the relationship between the absolute value of the current pressure difference and the multiple of the balance threshold: If the absolute value of the current pressure difference does not exceed 1.2 times the balance threshold, the opening adjustment step is 5% of the current opening of the diversion gate; If the absolute value of the current pressure difference exceeds 1.2 times the balance threshold but is less than 2 times the balance threshold, the opening adjustment step is 10% of the current opening of the diversion gate. If the absolute value of the current pressure difference is greater than or equal to twice the balance threshold, the opening adjustment step is 15% of the current opening of the diversion gate.

[0044] In the above technical solution, when setting the adjustment step size of the diversion gate opening, an intelligent hydraulic drive component with built-in real-time percentage opening feedback function can be selected as the gate's power drive component. This type of drive component is a common and readily available supporting device for hydraulic automatic control gates, and can accurately execute opening adjustment actions of various proportional amplitudes. The system uses a predetermined balance threshold as the core reference benchmark to divide the adjustment standards into three levels. When the absolute value of the pressure difference does not exceed 1.2 times the balance threshold, the single opening adjustment step size is set to 5% of the current gate opening. When the absolute value of the pressure difference is within the range of 1.2 to 2 times the balance threshold, the single opening adjustment step size is set to 10% of the current gate opening. When the absolute value of the pressure difference is greater than or equal to 2 times the balance threshold, the single opening adjustment step size is set to 15% of the current gate opening. After the central controller completes the real-time pressure difference calculation, it automatically compares the multiple relationship between the difference and the balance threshold, autonomously matches the opening adjustment step size of the corresponding gear, and sends the corresponding adjustment execution command to the gate hydraulic drive component. The drive component smoothly completes the action of increasing or decreasing the gate opening according to the set ratio.

[0045] By adopting this technical solution, the present invention can take into account both the accuracy of water pressure balance control and the efficiency of overall on-site control operations. Slight water pressure deviations are addressed by small-scale fine-tuning to ensure stable water flow, while severe water pressure deviations are addressed by large-scale adjustment to accelerate the balancing speed. This allows the gate opening adjustment rhythm to better match the actual hydraulic imbalance state on-site, thus optimizing the overall effect of coordinated control of water pressure across multiple tributaries in the entire region.

[0046] In another technical solution, in step three, when the central controller adjusts the opening of the diversion gate of any branch, it simultaneously monitors the instantaneous fluctuation of the first pressure value of that branch within the first 2 seconds after the adjustment action begins. The average value of the first pressure value of the tributary within 0.5 seconds before the start of the adjustment action is taken as the reference value. The maximum positive deviation and the maximum negative deviation of the pressure value relative to the reference value within 2 seconds are monitored, and the larger of the two absolute values ​​is taken as the instantaneous fluctuation amplitude. If the instantaneous fluctuation amplitude exceeds 50% of the absolute value of the current pressure difference of the tributary, it is determined that a hydraulic shock has occurred. The central controller pauses the current adjustment and returns the opening of the diversion gate to the state before the adjustment at a rate not exceeding half of the original adjustment step size execution speed. The original adjustment step size execution speed refers to the default opening change rate set by the central controller, in percentage per second. If the central controller does not set this rate separately, it is calculated as 5% per second. After the rollback is completed, an extended base stabilization time is added, which is 1.5 times the original base stabilization time. Then, the adjustment is restarted with 1 / 3 of the current adjustment step size as the new step size. The above impact judgment is repeated. If hydraulic impact occurs in three consecutive adjustments, including the retry after rollback, the central controller rolls the opening of the tributary back to the state before adjustment, locks it, and issues an alarm, waiting for manual intervention.

[0047] In the above technical solution, relevant operating parameters are preset and determined in the control system in advance. Values ​​within the range of 0.005MPa to 0.01MPa can be selected as auxiliary judgment benchmarks. The default opening adjustment speed is uniformly set to 5% / s. Three consecutive failed adjustment retry attempts are determined as the gate locking early warning judgment condition, completing the preset work of parameters for the entire process of hydraulic impact protection. When any tributary diversion gate starts the opening adjustment action, the central controller simultaneously activates the real-time monitoring function of instantaneous water pressure fluctuation. The average pressure value within 0.5s before the adjustment action is started is used as the numerical comparison benchmark. The maximum positive deviation and the maximum negative deviation of the pressure value within 2s after the adjustment is started are statistically analyzed. The one with the larger absolute value is selected as the instantaneous fluctuation amplitude, and the determination of whether hydraulic impact phenomenon occurs on site is made by comparing with the established rules. Upon confirmation of hydraulic shock, the current adjustment action is immediately terminated. The diversion gate is reset to its initial state before adjustment at a rate not exceeding half of the original adjustment speed. After the waiting time is extended to 1.5 times the original basic stabilization time, the adjustment step size is reduced to one-third of the original value and adjustment operation is carried out again. After three consecutive re-adjustments trigger the hydraulic shock judgment, the system directly locks the gate opening and sends an on-site warning signal.

[0048] Three consecutive attempts refer to the following: the initial adjustment triggers a hydraulic shock; after a pullback, extended stabilization time, and reduced step size, a first retry triggers another shock; after another pullback, a second retry triggers a third shock, resulting in a total of three consecutive adjustment actions all triggering hydraulic shocks. At this point, the system locks the gate. If a hydraulic shock is not triggered during any of the retry attempts and the pressure difference after adjustment falls below the equilibrium threshold, the consecutive failure count is interrupted, and the tributary completes the adjustment according to the normal procedure. If, after the retry, the pressure difference does not trigger a hydraulic shock but still exceeds the equilibrium threshold, the adjustment is re-executed according to step three, and the consecutive failure count restarts.

[0049] The monitoring time window within the first 2 seconds after the start of the adjustment action is determined as follows: According to the hydraulic theory of water hammer pressure wave propagation, the pressure disturbance caused by the sudden change in the opening of the diversion gate propagates in the form of an elastic wave along the upstream direction of the tributary. The time T required for this disturbance wave to propagate from the gate to the upstream boundary of the tributary and reflect back to the gate (i.e., the duration of the water hammer phase) is estimated by the following formula: T = 2L / c w Where L is the straight length from the tributary gate to the upstream undisturbed boundary, and c w The propagation velocity of pressure waves in tributary water bodies is typically taken as 1000 m / s to 1200 m / s. Calculations based on common tributary lengths (usually 50 m to 300 m) used in water conservancy diversion projects show that the T value ranges from 0.1 s to 0.6 s. Pressure disturbances are most significant and destructive within the first cycle after reflection (approximately 2 to 3 times the T duration). To ensure complete capture of the initial peak pressure caused by changes in gate opening and the superimposed effect of the first reflection, while avoiding inclusion of subsequent normal turbulent noise in the misjudgment range, a monitoring window of 2 seconds was uniformly set based on extensive field measurements of water pressure fluctuation curves and gate operation response characteristics. This duration is sufficient to cover the peak response range of hydraulic impacts at the conventional tributary scale, and engineering practice has verified its reliable ability to distinguish between impact fluctuations caused by gate operation and natural river flow pulsations, demonstrating universality and industrial operability.

[0050] By adopting this technical solution, the present invention can identify the hydraulic impact phenomenon of water body caused by rapid gate adjustment in the first time, and resolve the water flow turbulence problem by resetting and resting, reducing the adjustment range and other gentle handling methods. This effectively reduces the adverse effects of severe water pressure fluctuations on the gate drive structure and temporary construction facilities in the river channel, and further improves the overall operational safety of water flow control operations during river diversion construction.

[0051] In another technical solution, before determining whether the instantaneous fluctuation amplitude exceeds 50% of the absolute value of the current pressure difference of the corresponding tributary, the central controller first compares the absolute value of the current pressure difference with a preset minimum pressure difference threshold. If the absolute value of the current pressure difference is less than the minimum pressure difference threshold, the central controller uses the minimum pressure difference threshold instead of the absolute value of the current pressure difference as a comparison benchmark. The minimum pressure difference threshold is between 0.005 MPa and 0.01 MPa.

[0052] In the above technical solution, functional upgrades and expansions can be achieved by adding automatic value replacement judgment logic to the built-in program of the central controller. Field personnel can select fixed values ​​within the range of 0.005MPa, 0.008MPa, and 0.01MPa as the minimum pressure difference threshold. This threshold can be flexibly selected based on the daily natural water pressure fluctuation range of the river channel, and once determined, it is permanently entered into the control system for fixed use. Before performing the hydraulic impact fluctuation amplitude comparison operation, the central controller first performs a comparison between the measured pressure difference value and the preset minimum pressure difference threshold. When the measured pressure difference value is less than the minimum pressure difference threshold, the system automatically uses the preset minimum pressure difference threshold to replace the original measured value in the impact amplitude judgment. When the measured pressure difference value reaches or exceeds the minimum pressure difference threshold, the original measured pressure difference value is directly used to complete the conventional judgment process. This judgment optimization logic only applies to the hydraulic impact identification stage and operates independently of the conventional pressure difference regulation process, without causing errors in the original control logic.

[0053] By adopting this technical solution, the present invention can effectively fill the logical loopholes in the hydraulic shock judgment under low pressure difference operation conditions, avoid problems such as the failure of judgment criteria, misjudgment and missed judgment caused by the small pressure difference value, broaden the scope of application of hydraulic shock safety protection mechanism, make shock identification rules adaptable to various water pressure fluctuation scenarios, and further improve the safety monitoring and control system of the whole process of gate regulation.

[0054] In another technical solution, in step five, the central controller monitors the actuator response time of each diversion gate at a frequency of no less than twice per second, independent of the pressure difference monitoring cycle; wherein, the actuator response time is the delay time between the central controller issuing the opening command and the change in the actual opening feedback signal of the diversion gate. If the actuator response time of one of the diversion gates exceeds 3 seconds for three consecutive monitoring values, or exceeds 1.5 times the factory calibration value for the diversion gate for three consecutive monitoring values, the central controller determines that the diversion gate has mechanical hysteresis and takes the following measures: The balance threshold of the tributary corresponding to the diversion gate is temporarily increased by 1.3 times, and the priority of the tributary in the regulation sequence is temporarily reduced by one level. The reduction by one level is to multiply the current pressure difference of the tributary by 0.9 and then sort it with other tributaries in descending order of the absolute value of the pressure difference. Start the hysteresis elimination timer. If the actuator response time monitoring value of the diversion gate exceeds the normal range no more than twice within the next 5 consecutive minutes, then restore the original balance threshold and original priority of the tributary. The normal range is the actuator response time ≤ 3 seconds and ≤ 1.5 times the factory calibration value. If the mechanical lag of the diversion gate continues for more than 72 hours, the central controller will issue a maintenance alarm and maintain the temporarily reduced balance threshold and priority until the recovery conditions are met or the gate is manually reset.

[0055] In the above technical solution, when establishing a monitoring system for the operating status of the diversion gate actuator, a general-purpose gate opening feedback sensor can be used as the actuator response time acquisition device, and an industrial timing and statistics module can be used to complete the delay time data recording. A 3-second threshold is uniformly set as the basic judgment limit for actuator response time, 1.5 times the gate's factory calibration response time is used as the auxiliary judgment standard for equipment anomalies, 5 minutes is set as the short-term fault self-healing observation time, and 72 hours is set as the long-term mechanical fault maintenance early warning trigger time, thus completing the unified setting of all operating parameters for equipment status monitoring. The central controller departs from the conventional pressure difference monitoring cycle and continuously collects data at a frequency of no less than 2 times / second, statistically analyzing the interval between the issuance of the control command and the change in the actual gate opening feedback signal. If the duration data obtained from three consecutive monitoring sessions exceeds the predetermined judgment standard, the system directly determines that the corresponding diversion gate has a mechanical hysteresis fault. After the fault is determined, the balance threshold of the tributary is temporarily increased to 1.3 times the original value. The regulation priority of the tributary is reduced by multiplying the measured pressure difference by 0.9. Then, a short-term fault self-healing timer is started. If the number of abnormal triggers of the equipment during the observation period meets the recovery standard, all the original control parameters can be restored. After the mechanical hysteresis fault lasts for 72 hours, the system automatically pushes the equipment maintenance reminder signal and maintains the temporary control parameters unchanged.

[0056] By adopting this technical solution, the present invention can quickly detect the slow operation of the gate transmission structure in complex field construction environments. It can adapt to the abnormal state of the equipment and carry out water pressure regulation by flexibly adjusting the control parameters. It can distinguish between two types of fault states: temporary operation fluctuations and permanent mechanical damage. This enables early identification, flexible adaptation, and timely warning of equipment abnormalities, and minimizes the negative impact of gate mechanical failures on the water pressure balance control of multiple branches in the entire area.

[0057] In another technical solution, when the diversion gates of two or more tributaries are determined to have mechanical lag, and the distance between the confluence of these tributaries and the newly opened main channel is less than 5 times the width of the newly opened main channel, the central controller performs the following control on the group of tributaries: The central controller executes the following for this group of tributaries: it does not multiply the current pressure difference of this group of tributaries by a coefficient of 0.9, and at the same time temporarily increases the balance threshold of this group of tributaries by 1.3 times; The central controller adjusts only one branch at a time, as specified in step three, and adjusts the branch group sequentially according to the absolute value of the current pressure difference between the branch groups from largest to smallest. The central controller multiplies the base settling time of each tributary in the group by an additional factor of 1.5 in step four; If, after three out of five adjustments made to a tributary within the group, the absolute value of the pressure difference of that tributary still fails to fall below the equilibrium threshold, the central controller multiplies the stabilization time of that tributary by 1.5 times. At this point, the total stabilization time coefficient of that tributary is 2.25 times, and the tributary is still adjusted in the same order within the group as specified in this claim during subsequent adjustments. For tributaries whose settling time has been multiplied by the coefficient as specified above, the central controller will no longer execute the monitoring mechanism in step four, but will directly wait for the complete settling time after multiplying by the coefficient; if the complete settling time exceeds 60 seconds, the central controller will wait for 60 seconds and then forcibly end the waiting.

[0058] In the aforementioned technical solution, a boundary of five times the newly opened main channel width is used to delineate tributaries within a group. Tributaries within this distance that are all determined to have mechanical lag faults are uniformly classified into the same control group. Tributaries within the group will no longer undergo pressure difference value conversion to reduce priority, and will uniformly use the 1.3 times temporarily expanded equilibrium threshold standard for control. All tributaries within the group still follow the basic rule of single-tribute regulation, and will complete the opening regulation operation in descending order of the absolute value of the measured pressure difference of the tributaries. Simultaneously, the original basic stabilization time of all tributaries within the group will be uniformly multiplied by 1.5 times the completion time and adjusted upwards. If a single tributary fails to control the pressure difference within the equilibrium threshold after five rounds of regulation, a 1.5 times time adjustment coefficient is applied again, ultimately adjusting the stabilization time to a maximum of 2.25 times the original value. After the coefficient amplification, the stabilization waiting period no longer uses the real-time pressure difference change rate monitoring process, and directly executes a full-process static waiting operation. At the same time, a uniform 60 seconds is set as the maximum upper limit of static waiting time. Once the upper limit is reached, the static waiting ends and the next round of regulation cycle begins.

[0059] By adopting this technical solution, the present invention can accurately adapt to complex construction site conditions where multiple adjacent tributaries simultaneously experience mechanical hysteresis faults. It reasonably extends the settling time by taking into account the actual characteristic that the water pressure recovery speed is slower under fault conditions, while simplifying the monitoring process under ultra-long duration conditions. Under the premise of adhering to the basic regulation order, it adapts to abnormal equipment conditions and effectively improves the on-site adaptability of the entire water pressure dynamic balance control method in complex scenarios with multiple faults superimposed.

[0060] Although embodiments of the present invention have been disclosed above, they are not limited to the applications listed in the specification and embodiments. They can be applied to various fields suitable for the present invention. For those skilled in the art, other modifications can be easily made. Therefore, without departing from the general concept defined by the claims and their equivalents, the present invention is not limited to the specific details and embodiments shown and described herein.

Claims

1. A method for dynamic balance control of water pressure in multiple tributaries during river diversion construction, characterized in that, Includes the following steps: Step 1: Install a diversion gate near the confluence of each tributary to be connected to the newly opened main channel, and install a tributary pressure sensor on the downstream side of the diversion gate near the confluence. Simultaneously, install a main channel reference pressure sensor corresponding to each tributary on the downstream side of the confluence of each tributary within the newly opened main channel. The tributary pressure sensors and the corresponding main channel reference pressure sensors are positioned at the same horizontal elevation. Both the tributary pressure sensors and the main channel reference pressure sensors are connected to a central controller, and the diversion gates are connected to the central controller for control. Step 2: The central controller reads the first pressure value measured by the pressure sensor of each tributary and the second pressure value measured by the reference pressure sensor of the main channel corresponding to the tributary in real time, and calculates the pressure difference between the first pressure value and the second pressure value of each tributary. Step 3: When the absolute value of the pressure difference of any tributary exceeds the preset balance threshold, the central controller adjusts the opening of the diversion gate of that tributary according to the following rules: if the first pressure value is greater than the second pressure value, the opening of the diversion gate is reduced; if the first pressure value is less than the second pressure value, the opening of the diversion gate is increased; if multiple tributaries need to be adjusted at the same time, they are adjusted in descending order of the absolute value of the pressure difference of each tributary, and only one tributary is adjusted at a time. Step 4: After adjusting the opening of the diversion gate of this tributary, wait for a stabilization period. The method for determining the stabilization period is as follows: Determine the downstream and upstream of all tributary confluences along the direction of water flow in the newly opened main channel; The first propagation time is obtained by dividing the distance between the confluence of the tributary and the confluence of the most downstream tributary by the estimated gravity wave velocity of the main channel. For the most downstream tributary, the first propagation time is the distance between the tributary's confluence and its corresponding main channel reference pressure sensor divided by the estimated main channel gravity wave velocity. The gravity wave velocity in the main channel is calculated using the formula c = (gh). 1 / 2 Calculate, where g is the acceleration due to gravity and h is the design average water depth for the corresponding river section; The second propagation time is obtained by dividing the distance between the confluence of the tributary and the confluence of the upstreammost tributary by the estimated gravity wave velocity of the main channel. For the upstreammost tributary, the second propagation time is the distance between the tributary's confluence and its corresponding main channel reference pressure sensor divided by the estimated main channel gravity wave velocity; the larger of the first propagation time and the second propagation time is taken, and it shall not be less than 3 seconds, as the basic stabilization time. If the basic stabilization time exceeds 30 seconds, the central controller monitors the rate of change of the pressure difference corresponding to the tributary in real time at a frequency of once per second. When the absolute value of the rate of change of the pressure difference calculated from two consecutive samplings is less than 0.002 MPa / s, it is considered stable and the waiting period ends. If the timer has been running for more than 60 seconds since the start of monitoring and the stabilization time has not yet stabilized, the waiting period is forcibly ended and the next adjustment cycle begins. If the basic stabilization time is less than or equal to 30 seconds, the system waits directly for the basic stabilization time. After the stabilization period ends, reread the tributary and its corresponding second pressure value. If the absolute value of the recalculated pressure difference still exceeds the equilibrium threshold, repeat step three. Step 5: When the absolute value of the pressure difference of all tributaries is lower than the balance threshold, the central controller locks the current opening of all diversion gates and continues to monitor the pressure difference of all tributaries at a frequency of once every 15 seconds to once every 30 seconds; if the absolute value of the pressure difference of any tributary is detected to exceed the balance threshold again, the control process of steps 3 to 4 is restarted.

2. The dynamic balance control method for water pressure in multiple tributaries during river diversion construction as described in claim 1, characterized in that, In step three, the equilibrium threshold is determined based on the difference between the project's highest design water level and its lowest design water level according to the following rules: When the difference between the design maximum water level and the design minimum water level is greater than 5 meters, the balance threshold is taken as 0.05 MPa to 0.2 MPa. When the difference between the design maximum water level and the design minimum water level is less than or equal to 5 meters, the balance threshold is taken as 0.005 MPa to 0.02 MPa.

3. The dynamic balance control method for water pressure in multiple tributaries during river diversion construction as described in claim 1, characterized in that, In step one, the main channel reference pressure sensor is installed on the downstream side of the corresponding tributary confluence and at a distance of no more than twice the width of the main channel from the confluence, and is installed in an area unaffected by the tributary confluence backflow zone.

4. The dynamic balance control method for water pressure in multiple tributaries during river diversion construction as described in claim 2, characterized in that, Each time the opening of the diversion gate is adjusted, the central controller determines the adjustment step size of the diversion gate according to the following rules based on the relationship between the absolute value of the current pressure difference and the multiple of the balance threshold: If the absolute value of the current pressure difference does not exceed 1.2 times the balance threshold, the opening adjustment step is 5% of the current opening of the diversion gate; If the absolute value of the current pressure difference exceeds 1.2 times the balance threshold but is less than 2 times the balance threshold, the opening adjustment step is 10% of the current opening of the diversion gate. If the absolute value of the current pressure difference is greater than or equal to twice the balance threshold, the opening adjustment step is 15% of the current opening of the diversion gate.

5. The dynamic balance control method for water pressure in multiple tributaries during river diversion construction as described in claim 1, characterized in that, In step three, when the central controller adjusts the opening of the diversion gate of any branch, it simultaneously monitors the instantaneous fluctuation of the first pressure value of that tributary within the first 2 seconds after the adjustment action begins. The average value of the first pressure value of the tributary within 0.5 seconds before the start of the adjustment action is taken as the reference value. The maximum positive deviation and the maximum negative deviation of the pressure value relative to the reference value within 2 seconds are monitored, and the larger of the two absolute values ​​is taken as the instantaneous fluctuation amplitude. If the instantaneous fluctuation amplitude exceeds 50% of the absolute value of the current pressure difference of the tributary, it is determined that a hydraulic shock has occurred. The central controller pauses the current adjustment and returns the opening of the diversion gate to the state before the adjustment at a rate not exceeding half of the original adjustment step size execution speed. The original adjustment step size execution speed refers to the default opening change rate set by the central controller, in percentage per second. If the central controller does not set this rate separately, it is calculated as 5% per second. After the rollback is completed, an extended base stabilization time is added, which is 1.5 times the original base stabilization time. Then, the adjustment is restarted with 1 / 3 of the current adjustment step size as the new step size. The above impact judgment is repeated. If hydraulic impact occurs in three consecutive adjustments, including the retry after rollback, the central controller rolls the opening of the tributary back to the state before adjustment, locks it, and issues an alarm, waiting for manual intervention.

6. The dynamic balance control method for water pressure in multiple tributaries during river diversion construction as described in claim 5, characterized in that, Before determining whether the instantaneous fluctuation amplitude exceeds 50% of the absolute value of the current pressure difference of the corresponding tributary, the central controller first compares the absolute value of the current pressure difference with a preset minimum pressure difference threshold. If the absolute value of the current pressure difference is less than the minimum pressure difference threshold, the central controller uses the minimum pressure difference threshold instead of the absolute value of the current pressure difference as the comparison benchmark. The minimum pressure difference threshold is between 0.005 MPa and 0.01 MPa.

7. The dynamic balance control method for water pressure in multiple tributaries during river diversion construction as described in claim 1, characterized in that, In step five, the central controller monitors the actuator response time of each diversion gate at a frequency of no less than twice per second, independent of the pressure difference monitoring cycle; wherein, the actuator response time is the delay time between the central controller issuing the opening command and the change in the actual opening feedback signal of the diversion gate. If the actuator response time of one of the diversion gates exceeds 3 seconds for three consecutive monitoring values, or exceeds 1.5 times the factory calibration value for the diversion gate for three consecutive monitoring values, the central controller determines that the diversion gate has mechanical hysteresis and takes the following measures: The balance threshold of the tributary corresponding to the diversion gate is temporarily increased by 1.3 times, and the priority of the tributary in the regulation sequence is temporarily reduced by one level. The reduction by one level is to multiply the current pressure difference of the tributary by 0.9 and then sort it with other tributaries in descending order of the absolute value of the pressure difference. Start the hysteresis elimination timer. If the actuator response time monitoring value of the diversion gate exceeds the normal range no more than twice within the next 5 consecutive minutes, then restore the original balance threshold and original priority of the tributary. The normal range is the actuator response time ≤ 3 seconds and ≤ 1.5 times the factory calibration value. If the mechanical lag of the diversion gate continues for more than 72 hours, the central controller will issue a maintenance alarm and maintain the temporarily reduced balance threshold and priority until the recovery conditions are met or the gate is manually reset.

8. The method for dynamic balance control of water pressure in multiple tributaries during river diversion construction as described in claim 7, characterized in that, When the diversion gates of two or more tributaries are all determined to have mechanical lag, and the distance between the confluence of these tributaries and the newly opened main channel is less than 5 times the width of the newly opened main channel, the central controller performs the following control on the group of tributaries: The central controller executes the following for this group of tributaries: it does not multiply the current pressure difference of this group of tributaries by a coefficient of 0.9, and at the same time temporarily increases the balance threshold of this group of tributaries by 1.3 times; The central controller adjusts only one branch at a time, as specified in step three, and adjusts the branch group sequentially according to the absolute value of the current pressure difference between the branch groups from largest to smallest. The central controller multiplies the base settling time of each tributary in the group by an additional factor of 1.5 in step four; If, after three out of five adjustments made to a tributary within the group, the absolute value of the pressure difference of that tributary still fails to fall below the equilibrium threshold, the central controller multiplies the stabilization time of that tributary by 1.5 times. At this point, the total stabilization time coefficient of that tributary is 2.25 times, and the tributary is still adjusted in the same order within the group as specified in this claim during subsequent adjustments. For tributaries whose settling time has been multiplied by the coefficient as specified above, the central controller will no longer execute the monitoring mechanism in step four, but will directly wait for the complete settling time after multiplying by the coefficient; if the complete settling time exceeds 60 seconds, the central controller will wait for 60 seconds and then forcibly end the waiting.