A layout optimization and scheduling method, system and electronic equipment of a rain and sewage diversion pipe network

Abstract

The patent application discloses a rain and sewage shunt pipe network layout optimization and scheduling method, system and electronic equipment, relates to the municipal engineering drainage system optimization technical field, and comprises the following steps: obtaining pipe network operation state data and identifying high load nodes; configuring rainwater direct discharge channel constraints for the high load nodes in the layout model to generate a layout scheme containing a physical direct discharge structure; during rainfall, a time sequence linkage control strategy is executed in response to the high load nodes meeting the trigger condition, the rainwater direct discharge valve and the pump station are opened in turn, the sewage access valve is closed, and the auxiliary discharge port is adjusted based on the downstream water level. The patent application effectively prevents rainwater backflow and sewage plant overload through physical structure adaptation and time sequence linkage control, and guarantees efficient and stable operation of the rain and sewage shunt system.

Description

Technical Field

[0001] This invention patent relates to the field of municipal engineering drainage system optimization technology, specifically to a method, system and electronic equipment for optimizing and scheduling the layout of a rainwater and sewage separation pipe network. Background Technology

[0002] Currently, in the operation and management of urban drainage systems, the layout design and real-time scheduling of stormwater and sewage separation pipe networks typically employ uniform distribution or fixed threshold control. However, under heavy rain conditions, some low-lying sections or areas prone to misconnections within the pipe network are highly susceptible to high loads due to concentrated water runoff. Existing technical solutions have the following drawbacks: Firstly, the pipe network layout lacks specific topology optimization to address the need for direct discharge from these high-load nodes, resulting in long rainwater discharge paths and high resistance, which can easily lead to rainwater retention and backflow into the sewage network. Secondly, real-time scheduling relies heavily on manual experience or simple liquid level triggering, lacking specific time-series linkage control logic for high-load nodes, such as "first depressurize for direct discharge, then block sewage inflow." This results in delayed valve opening and closing responses or improper action sequences, which not only fail to effectively block rainwater intrusion into the sewage system but may also exacerbate the risk of backflow due to pipe network pressure buildup, ultimately causing a sudden increase in the influent load of the sewage treatment plant or even overflow pollution. Therefore, there is an urgent need for a stormwater and sewage separation pipe network management solution that can balance layout topology optimization and operational sequence control. Summary of the Invention

[0003] To address the problems of rainwater backflow and sewage treatment system overload caused by localized overload of pipe network nodes during heavy rain in existing technologies, this application proposes a layout optimization and scheduling method, system, and electronic equipment for rainwater and sewage separation pipe networks. This achieves accurate identification of high-load nodes, targeted configuration of physical direct discharge structures, and sequential linkage control to prevent backflow, thereby ensuring the efficient and stable operation of the rainwater and sewage separation system.

[0004] To achieve the above objectives, this application adopts the following technical solution:

[0005] In a first aspect, this application provides a method for optimizing and scheduling the layout of a stormwater and sewage separation network, comprising: acquiring operational status data of each pipe segment in the stormwater and sewage separation network; identifying high-load nodes in the stormwater and sewage separation network based on the operational status data; configuring stormwater direct discharge channel constraints for the high-load nodes in a network layout model to generate a network layout scheme including stormwater direct discharge channels, wherein the stormwater direct discharge channel constraints are used to indicate the configuration of a physical direct discharge structure including stormwater direct discharge valves at the high-load nodes; during rainfall, in response to the load status of the high-load nodes meeting preset triggering conditions, executing a time-series linkage control strategy; the time-series linkage control strategy includes: in a first time sequence, controlling the opening of the stormwater direct discharge valve corresponding to the high-load node and starting the associated stormwater pumping station; in a second time sequence following the first time sequence, controlling the closing of the access valve connecting the high-load node to the sewage network; and in a third time sequence following the second time sequence, adjusting the downstream auxiliary discharge outlet based on the water level status downstream of the stormwater direct discharge channel.

[0006] The above solution ensures rapid rainwater depressurization and effective blockage of sewage channels from both physical structure and operational logic dimensions by imposing physical direct discharge structural constraints on high-load nodes during the layout phase and executing linkage control with strict sequential timing during the operation phase. This avoids rainwater backflow and sewage treatment plant overload caused by pipeline pressure buildup.

[0007] In one implementation, the operational status data includes real-time flow rate of the pipe segment, design flow rate of the pipe segment, real-time water level of the pipe segment, and design water level of the pipe segment. Identifying high-load nodes in the stormwater and sewage separation network based on the operational status data includes: performing a weighted fusion calculation based on the ratio of the real-time flow rate to the design flow rate of the pipe segment, and the ratio of the real-time water level to the design water level of the pipe segment, to obtain a load index for the pipe segment; and identifying pipe segments whose load index is greater than or equal to a preset load threshold as high-load nodes. This implementation, through weighted fusion of flow rate and water level, can more comprehensively and accurately characterize the actual load status of the pipe segment, avoid misjudgment based on a single parameter, and improve the reliability of high-load node identification.

[0008] As one implementation method, the formula for calculating the load index is:

[0009] in, The load index is... This represents the real-time flow rate of the pipe segment. The design flow rate for the pipe section is... This refers to the real-time water level of the aforementioned pipe section. Design water level for the aforementioned pipe section, and The weighting coefficient is 1.2; the preset load threshold is 1.2. The weighting coefficient is 0.6. The value is 0.4. This implementation provides specific quantitative judgment criteria, making the identification process of high-load nodes reproducible and verifiable, facilitating engineering implementation and parameter calibration.

[0010] As one implementation, the constraints of the direct rainwater discharge channel include: a distance constraint, used to limit the maximum distance between the physical discharge structure and the target discharge water body; and an anti-backflow constraint, used to indicate that a one-way valve is configured at the interface between the sewage network and the physical discharge structure to prevent rainwater from flowing back into the sewage network. This implementation extends layout optimization from simple path planning to the mandatory configuration of physical anti-backflow structures, ensuring the safety and effectiveness of the direct discharge channel under extreme operating conditions.

[0011] As one implementation method, the execution timing linkage control strategy includes: in the first timing sequence, opening the rainwater direct discharge valve to its maximum opening degree and increasing the operating frequency of the rainwater pumping station to a target frequency; in the second timing sequence, reducing the opening degree of the access valve to zero; and in the third timing sequence, monitoring the current water level downstream of the rainwater direct discharge channel, and opening the downstream auxiliary discharge outlet in response to the current water level being greater than or equal to a preset water level threshold. This implementation method clearly defines the specific physical action mapping within each timing sequence, ensuring that the control logic of "first depressurization, then blocking, and then feedback" is accurately executed, preventing control failures caused by ambiguous actions.

[0012] In one implementation, the time window for the first timing sequence is within 10 seconds, the time window for the second timing sequence is within 30 seconds, and the time window for the third timing sequence is within 1 minute; the response delay of the direct discharge valve and the access valve is less than or equal to 5 seconds, and the response delay of the rainwater pumping station is less than or equal to 100 milliseconds. This implementation, by limiting specific time windows and response delays, ensures the real-time performance of the timing-linked control under emergency rainstorm conditions, avoiding missing the optimal diversion opportunity due to slow equipment response.

[0013] In one implementation, the method further includes: acquiring influent flow data of the wastewater treatment plant; in response to the influent flow data being lower than a preset design flow threshold, reducing the opening of the stormwater direct discharge valve corresponding to a non-high-load node; and in response to a failure of the stormwater direct discharge valve corresponding to a high-load node, opening a backup direct discharge valve and starting a peripheral diversion pump. This implementation introduces a dynamic balancing mechanism and emergency redundancy control based on the wastewater treatment plant load, improving the system's adaptability and robustness under complex operating conditions.

[0014] Secondly, this application also provides a layout optimization and scheduling system for a stormwater and sewage separation pipe network, comprising: a data acquisition unit for acquiring operational status data of each pipe segment in the stormwater and sewage separation pipe network; a layout optimization unit for identifying high-load nodes in the stormwater and sewage separation pipe network based on the operational status data, and configuring stormwater direct discharge channel constraints for the high-load nodes in the pipe network layout model to generate a pipe network layout scheme containing stormwater direct discharge channels, wherein the stormwater direct discharge channel constraints are used to indicate the configuration of a physical direct discharge structure containing stormwater direct discharge valves at the high-load nodes; and a real-time scheduling control unit for executing a time-series linkage control strategy in response to the load status of the high-load nodes meeting preset trigger conditions during rainfall; wherein the time-series linkage control strategy includes: in a first time sequence, controlling the opening of the stormwater direct discharge valve corresponding to the high-load node and starting the associated stormwater pumping station; in a second time sequence following the first time sequence, controlling the closing of the access valve connecting the high-load node to the sewage pipe network; and in a third time sequence following the second time sequence, adjusting the downstream auxiliary discharge outlet based on the water level status downstream of the stormwater direct discharge channel.

[0015] The above system, through the collaborative work of its various functional units, maps layout optimization and real-time scheduling methods into control links of physical entities, thereby achieving automated and intelligent management and control of pipeline facilities.

[0016] In one implementation, the data acquisition unit includes a dual-channel ultrasonic flow meter and a high-sensitivity water level sensor, with at least one of each type deployed per 500 square meters. The real-time scheduling and control unit controls the rainwater discharge valve and the access valve via a programmable logic controller and a servo motor. This implementation, by clearly defining the underlying hardware selection and deployment rules, enhances the physical attributes and control accuracy of the system, ensuring reliable implementation of the method in actual engineering environments.

[0017] Thirdly, this application also provides an electronic device, including a memory and a processor, wherein the memory stores a computer program, and the processor executes the computer program to implement the method described above.

[0018] Beneficial effects:

[0019] The technical solution provided in this application solves the problems of long drainage paths and backflow caused by traditional uniform layouts by introducing rainwater direct discharge channel constraints for high-load nodes during the pipeline layout optimization stage. This ensures that high-load areas have the physical basis for rapid pressure relief nearby. Simultaneously, a time-sequential linkage control strategy with strict sequence is constructed during the real-time scheduling stage. This prioritizes opening the direct discharge channel for pressure relief, followed by closing the sewage inlet channel for blocking, and finally adjusting downstream discharge based on water level feedback. This timing logic fundamentally avoids the risks of pipeline pressure buildup and rainwater backflow caused by improper or synchronous valve operation sequences. The combination of these two approaches forms a dual protection mechanism of "physical structure adaptation + operational sequence guarantee," significantly reducing the probability of rainwater mixing into the sewage network during heavy rain, effectively ensuring that the influent load of the sewage treatment plant remains stable within the design range, and improving the overall resilience of the urban drainage system and the efficiency of water environment management. Attached Figure Description

[0020] Figure 1 This is a schematic diagram of the stormwater and sewage diversion pipeline network optimization and scheduling system according to an embodiment of this application;

[0021] Figure 2 This is a flowchart of the main water inrush section determination and valve linkage control method in an embodiment of this application;

[0022] Figure 3 This is a schematic diagram of the load distribution layout of the stormwater and sewage pipe network after optimization by the genetic algorithm in an embodiment of this application.

[0023] Among them, 110 is the data acquisition unit, 120 is the layout optimization unit, and 130 is the real-time scheduling and control unit. Detailed Implementation

[0024] To make the objectives, technical solutions, and advantages of this application clearer, the technical solutions in the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this application. All other embodiments obtained by those skilled in the art based on the embodiments of this application without creative effort are within the scope of protection of this application.

[0025] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs. The terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of the application.

[0026] Example 1:

[0027] like Figure 2As shown, this embodiment provides a method for optimizing and scheduling the layout of a stormwater and sewage separation network. This method solves the problems of rainwater backflow and sewage treatment plant overload during heavy rain by dynamically identifying network bottlenecks and combining them with specific timing control logic. Specifically, the method includes the following steps:

[0028] Step S110: Obtain operational status data for each pipe segment in the stormwater and sewage separation network, and identify high-load nodes in the network based on this data. Specifically, operational status data may include real-time flow rate, real-time water level, flow velocity, and historical data from the same period in the pipe segment. This data can be collected in real-time by sensors deployed at key nodes in the network. High-load nodes refer to areas where, under current rainfall conditions, the actual drainage demand is close to or exceeds the design capacity of the pipe segment, such as low-lying, flood-prone areas, areas with sudden increases in catchment area, or areas with frequent pipe network misconnections. This embodiment dynamically identifies high-load nodes using real-time data, rather than relying on a fixed historical experience list, thereby adapting to changes in catchment characteristics brought about by urban development and ensuring the accuracy of scheduling. It should be understood that the specific algorithm for identifying high-load nodes can employ various methods such as weighted fusion and machine learning models, as long as it can characterize the overload risk of the pipe segment; this application does not limit this approach.

[0029] Step S120 involves configuring rainwater direct discharge channel constraints for high-load nodes in the pipeline layout model to generate a pipeline layout scheme that includes rainwater direct discharge channels. These constraints instruct the configuration of physical direct discharge structures, including rainwater direct discharge valves, at high-load nodes. Specifically, the pipeline layout model is a digital mapping of the actual pipeline topology. The rainwater direct discharge channel constraint is a mandatory topology rule that ensures, during algorithm optimization, that locations identified as high-load nodes must have independent discharge paths leading to natural water bodies or storage facilities. This constraint is not only reflected in software-level path planning but also directly guides the construction or modification of physical entities, namely, installing rainwater direct discharge valves 220 and associated pipelines at high-load nodes. Through this closed loop of "identification-constraint-construction," the inherent deficiency of high-load areas lacking nearby discharge methods is eliminated from a physical structural perspective, providing the necessary hardware foundation for subsequent real-time scheduling.

[0030] Step S130: During rainfall, in response to the load status of high-load nodes meeting preset triggering conditions, a time-series linkage control strategy is executed. This time-series linkage control strategy is the core method for solving the problem of backflow and pressure buildup in the pipeline network in this embodiment, and it strictly follows the execution sequence of the following three time sequences:

[0031] In the first sequence, the system controls the opening of the direct discharge valve for rainwater at high-load nodes and starts the associated rainwater pumping station. Specifically, when the load index of a high-load node reaches the trigger threshold, the system prioritizes issuing a command to open the direct discharge valve for rainwater and simultaneously increases the operating frequency of the rainwater pumping station. The physical significance of this step is "pressure relief first," that is, before cutting off the original drainage path, a low-resistance alternative discharge channel is established in advance, so that the rainwater collected upstream has a clear outlet and avoids water stagnation.

[0032] In the second time sequence following the first, the access valves connecting the high-load nodes to the sewage network are closed. Specifically, the access valves are only closed after it is confirmed that the direct discharge channel for rainwater has been effectively established (e.g., the valve opening reaches a predetermined value or the pump station flow is stable), completely blocking the path of rainwater into the sewage network. The physical significance of this step lies in "post-blocking." It must be emphasized that the order of the first and second time sequences is an irreversible physical safety logic. If a "close first, open later" or "simultaneous action" control method is adopted, in the case of continuous upstream water inflow, the closure of the access valves will instantly cut off the water flow path, while a new direct discharge channel has not yet been formed. This causes the kinetic energy of the water in the pipe to be rapidly converted into pressure energy, generating strong pressure waves or water hammer effects. This not only easily causes manhole overflows and pipe ruptures, but may also force rainwater to backflow into the sewage pipe through gaps due to local high pressure, thus exacerbating the system risk. Therefore, strict timing is a necessary technical means to ensure a smooth hydraulic transition in the pipe network.

[0033] In the third time series following the second, the downstream auxiliary discharge outlet is adjusted based on the water level downstream of the direct discharge channel. Specifically, after depressurization and blocking are completed, the system continuously monitors water level changes downstream of the direct discharge channel (such as at the river interface). If the downstream water level is too high, causing backflow and affecting the direct discharge efficiency, the downstream auxiliary discharge outlet is automatically opened for diversion. This step constitutes a "feedback adjustment" mechanism to prevent the direct discharge channel from failing due to external water backflow, ensuring a safe closed loop for the entire scheduling process.

[0034] Through steps S110 to S130 above, this embodiment constructs an integrated technical solution of "dynamic identification - physical constraints - time-sequential control". In particular, by strictly implementing the time-sequential logic of "first opening the direct discharge pressure relief, then closing the sewage blockage", the risk of pipeline pressure buildup and backflow caused by improper valve action sequence in traditional scheduling is fundamentally avoided, realizing the safe and efficient operation of the rainwater and sewage separation system under extreme weather conditions.

[0035] Example 2:

[0036] Building upon Example 1, this example further provides a specific method for identifying and quantifying high-load nodes. As one implementation, the operating status data includes real-time flow rate, design flow rate, real-time water level, and design water level of the pipe segment. Specifically, to eliminate the dimensional influence caused by differences in pipe diameter, length, and design standards among different pipe segments, this example uses relative ratios rather than absolute values ​​to characterize the load status. The load index of the pipe segment is obtained by weighted and fused calculation of the ratio of the real-time flow rate to the design flow rate and the ratio of the real-time water level to the design water level. This normalization process enables the system to rank pipe segments of different specifications, such as main pipes and branch pipes, under the same evaluation framework, avoiding misjudgments caused by relying solely on a single absolute value. Subsequently, pipe segments with load indices greater than or equal to a preset load threshold are identified as high-load nodes.

[0037] As a preferred implementation method, the formula for calculating the load index is:

[0038] in, The load index, For the real-time flow rate of the pipeline segment, Design flow rate for the pipeline section, For the real-time water level of the pipeline section, Design water level for the pipeline section, and This refers to the weighting coefficient. In this formula, the flow weighting coefficient... Set to be higher than the water level weighting coefficient For example, in this embodiment, the preset load threshold is 1.2, and the weighting coefficient is... The weighting coefficient is 0.6. The value is 0.4. The physical mechanism behind this parameter configuration is as follows: In the hydraulic characteristics of stormwater and sewage separation pipe networks, flow rate is the most direct and sensitive dynamic indicator reflecting the bottleneck of pipe section flow capacity, and can instantly characterize the matching relationship between the intensity of rainwater inflow and the pipeline's transport capacity. In contrast, water level changes are often affected by a combination of static and dynamic factors such as pipe diameter, pipe slope, and downstream backflow, and have a certain lag effect relative to flow rate changes. Therefore, giving flow rate a higher weight allows the load index to more accurately capture the substantial flow bottleneck, while using water level as an auxiliary correction term can effectively identify those hidden high-risk pipe sections where the effective water flow cross-section is reduced due to siltation or backflow, even though the flow rate has not reached its peak. This achieves complementary verification in two dimensions.

[0039] The engineering meaning of setting the preset load threshold to 1.2 is not simply that an alarm is triggered only when the pipe section is overloaded by 20%, but rather that it provides a necessary instantaneous overload buffer for the system. During the initial stages of heavy rain or during showers, the water flow in the pipe network is often accompanied by severe turbulence and short-term pulses. If the threshold is strictly set to 1.0 (i.e., full design load), the high-load node judgment is prone to frequent jumps due to normal fluctuations in sensors or instantaneous impacts in the water flow, leading to ineffective and repeated start-stop cycles of valves and pump stations, shortening equipment lifespan and increasing energy consumption. Raising the threshold to 1.2 means allowing the pipe section to withstand a certain degree of overload for a short period without immediately triggering the scheduling strategy. This conforms to the common practice of short-term overload safety margins in drainage pipe network design, while also ensuring the seriousness and stability of scheduling triggering. It should be understood that the above weighting coefficients and thresholds are only preferred examples based on the characteristics of typical urban stormwater and sewage pipe networks. In actual engineering applications, those skilled in the art can make adaptive adjustments to the above parameters based on the aging of the pipe network, water catchment characteristics and equipment response performance in a specific area, through historical data regression analysis or on-site debugging. As long as they follow the fusion calculation logic of flow-driven and water level-corrected, they all fall within the protection scope of this application.

[0040] Example 3:

[0041] Building upon Example 1, this example further defines the specific physical rules governing the direct stormwater discharge channels. As one implementation method, the constraints on the direct stormwater discharge channels include distance constraints and backflow prevention constraints. This design elevates pipeline layout optimization from a purely path-search algorithm level to a mandatory specification of the physical engineering structure, ensuring that the generated layout scheme is not only mathematically optimal but also safe and effective in actual hydraulic operation.

[0042] Specifically, distance constraints are used to limit the maximum distance between the physical discharge structure and the target discharge water body. Combined with... Figure 3 As shown, in the pipeline layout model, when high-load nodes (such as...) are identified... Figure 3After marking segments A and B, the system does not arbitrarily assign the nearest river access point. Instead, it generates a feasible domain search space with the node as the center and a preset maximum allowable distance as the radius. For example, in this embodiment, the maximum distance is set to no more than 500 meters. This value is not an arbitrary empirical value, but a result derived from both hydraulic gradient and emergency response time. From a hydraulic perspective, urban stormwater pipe networks typically rely on gravity flow or low-lift pumping stations for transportation. Excessively long direct discharge paths can lead to a significant increase in head loss along the way. To maintain sufficient pressure relief velocity, the power of pumping stations or pipe diameters need to be greatly increased, which is often unacceptable in terms of economy and engineering feasibility. From an emergency dispatch perspective, the receding of water accumulation at high-load nodes during rainstorms is highly time-sensitive. The 500-meter distance limit ensures that rainwater reaches the discharge outlet within a very short confluence time, avoiding the situation where "distant water cannot quench immediate thirst" due to excessively long paths, thus preventing the direct discharge channel from losing its timely value in alleviating local flooding. It should be understood that 500 meters is only a preferred example to adapt to the characteristics of pipeline networks in typical urban plain areas. In areas with large terrain undulations or strong pump station configuration capabilities, this distance constraint can be adaptively adjusted according to the actual hydraulic calculation model, as long as it can ensure that the pressure relief efficiency meets the preset response time requirements.

[0043] Backflow prevention constraints are used to indicate the installation of one-way valves at the interface between the sewage network and the physical direct discharge structure to prevent rainwater from flowing back into the sewage network. For example... Figure 3 As shown, the one-way valve is forcibly positioned at the junction of the sewage pipe and the direct rainwater discharge pipe. This constraint mechanism addresses a safety hazard often overlooked in traditional rainwater and sewage separation retrofits. During heavy rain, the water level and pressure in the direct rainwater discharge channel may momentarily exceed those of the sewage network. Without physical isolation, high-pressure rainwater can easily backflow into the sewage system through the connection point, violating the original purpose of rainwater and sewage separation and potentially causing siltation and blockage of the sewage pipes. On the other hand, when the natural water body (such as a river) connected to the direct discharge channel is at a high water level during the flood season, there is also a risk of backflow. The one-way valve utilizes the automatic opening and closing characteristic of fluid pressure difference to form a two-way safety barrier: during normal direct discharge, the valve opens under the thrust of the water flow; once a reverse pressure difference occurs, the valve quickly closes due to its own weight or spring force, thus completely cutting off the path of cross-contamination at the physical level. This approach of making backflow prevention a necessary condition for layout optimization effectively defends against technical solutions that sacrifice system safety by only pursuing the shortest drainage path, ensuring the robustness of the rainwater and sewage separation system under extreme weather conditions.

[0044] In summary, distance constraints ensure the "unimpeded flow" and "timeliness" of the pressure relief channels, while backflow prevention constraints ensure the "safety" and "compliance" of the system. These two constraints complement each other in the pipeline layout model and are indispensable, together constituting the complete technical specifications for the physical direct-discharge structure of high-load nodes. Through this constraint mechanism, the layout scheme generated in this application not only specifies the installation locations of valves and pipelines but also stipulates the engineering performance indicators they must meet, thus providing a reliable physical basis for subsequent real-time scheduling and control.

[0045] Example 4:

[0046] Based on Example 1, this example further defines the specific physical action mapping and time window parameters in the time-series linkage control strategy. As one implementation method, executing the time-series linkage control strategy includes: in the first time sequence, opening the rainwater direct discharge valve to its maximum opening degree and increasing the operating frequency of the rainwater pumping station to the target frequency; in the second time sequence, reducing the opening degree of the access valve to zero; and in the third time sequence, monitoring the current water level downstream of the rainwater direct discharge channel, and opening the downstream auxiliary discharge outlet in response to the current water level being greater than or equal to a preset water level threshold.

[0047] Specifically, combined Figure 2 The control flow shown above, with its three time sequences, involves actions that are not simple on / off commands, but rather refined operations with clear hydraulic objectives. In the first time sequence, the system directly drives the rainwater discharge valve to its maximum opening of 100%, rather than opening it gradually, while simultaneously rapidly increasing the operating frequency of the rainwater pumping station from standby or low frequency to the target frequency (e.g., 50Hz power frequency or the upper limit of the variable frequency drive). The core purpose of this step is to establish a low-resistance, high-flow-rate pressure relief channel as quickly as possible, utilizing the combined effect of the pumping station's forced discharge and gravity flow to preemptively create effective flow capacity before the upstream flood peak reaches the bottleneck. In the second time sequence, the opening of the access valve is smoothly reduced to zero, completely cutting off the path for rainwater to enter the sewage network. The closing action of the access valve is scheduled after the establishment of the discharge channel, with a specific time window reserved, to ensure that the water flow in the pipe has completed the path switch from "entering sewage" to "direct discharge," avoiding severe water hammer effects or local vacuum caused by sudden changes in flow direction. During the third timeframe, the system continuously collects water level data at the outlet of the direct discharge channel. Once it detects that the downstream river level is rising and causing backwater, resulting in a decrease in direct discharge efficiency (i.e., the current water level is greater than or equal to the preset water level threshold), the downstream auxiliary discharge outlet is immediately opened. This feedback adjustment mechanism constitutes the last line of defense in the dispatching closed loop, preventing secondary flooding caused by the failure of the direct discharge channel due to backwater from external water bodies.

[0048] To ensure the effectiveness of the above timing logic in actual engineering, this embodiment also imposes strict constraints on hardware response performance. As a preferred implementation, the time window for the first timing sequence is within 10 seconds, the time window for the second timing sequence is within 30 seconds, and the time window for the third timing sequence is within 1 minute; the response delay of the rainwater direct discharge valve and the inlet valve is less than or equal to 5 seconds, and the response delay of the rainwater pumping station is less than or equal to 100 milliseconds.

[0049] It should be understood that the aforementioned time windows and response delay indicators are not isolated empirical values, but rather necessary technical conditions that are mutually causal and interdependent. From a physical implementation perspective, the 10-second window set in the first time sequence is the "golden pressure relief period" to cope with the extremely rapid confluence velocity at the beginning of a rainstorm. If the response delay of the rainwater direct discharge valve exceeds 5 seconds, it means that within the effective 10-second window, the valve is only fully open for less than half the time. This will directly lead to a loss of more than 50% in the actual flow capacity of the pressure relief channel, rendering the "pressure relief first" strategy ineffective. Similarly, the response delay of the rainwater pumping station, as a power source, is limited to the 100-millisecond range to ensure that a matching power output can be provided the instant the valve opens, avoiding the risk of instantaneous backflow caused by "valve open but pump not started" or equipment cavitation risk caused by "pump started but valve not open". The 30-second window in the second time sequence is a safety buffer period calculated based on the pipe length and the propagation speed of hydraulic waves, providing the necessary time margin for a smooth transition in the water flow direction. The third timing window of one minute takes into account both the lag in downstream water level fluctuations and the mechanical inertia of auxiliary facility activation. Therefore, only when the response delay of the underlying actuators meets the above indicators can the upper-level timing-linked control strategy truly reproduce its design intent in the physical world. If we discuss timing logic in isolation from hardware responsiveness, this solution will be unable to solve the actual pipeline pressure buildup problem. This embodiment ensures the feasibility and reliability of the technical solution by binding the control strategy to hardware performance indicators.

[0050] Example 5:

[0051] Building upon Examples 1 to 4, this embodiment further provides a system-level collaborative and fault-tolerant control mechanism. As one implementation method, the method further includes: acquiring influent flow data from the wastewater treatment plant; in response to influent flow data falling below a preset design flow threshold, reducing the opening of the stormwater direct discharge valve corresponding to a non-high-load node; and in response to a fault in the stormwater direct discharge valve corresponding to a high-load node, opening a backup direct discharge valve and starting peripheral diversion pumps. This implementation method is a dynamic supplement to the basic time-sequential linkage control strategy in the aforementioned embodiments, aiming to solve secondary problems that may be caused by a single scheduling logic under abnormal operating conditions, significantly improving the system's adaptability and robustness.

[0052] Specifically, for situations where the influent flow rate of the wastewater treatment plant is lower than the preset design flow rate threshold, the system executes reverse adjustment logic. During the initial stages of heavy rainfall or periods of inactivity, although some parts of the pipe network may still be under high load, the actual influent flow rate of the wastewater treatment plant may be far lower than its design capacity due to upstream interception or delayed water collection. In this case, if all rainwater discharge valves at non-high-load nodes remain fully open, the amount of rainwater entering the sewage pipe will be too small, causing the flow velocity in the sewage pipe to be lower than the minimum design velocity (usually 0.6 m / s), which can easily lead to siltation or even pipe blockage. At the same time, a long-term low-load operation of the wastewater treatment plant is also detrimental to the stability of the biological treatment system. Therefore, this embodiment monitors the influent flow rate of the wastewater treatment plant in real time. When it is detected that the influent flow rate is lower than the preset design flow rate threshold (e.g., 80% or 90% of the design flow rate), the system actively reduces the opening of the rainwater discharge valves at ordinary nodes that are not identified as high-load nodes. For example, the opening of these valves is reduced from 100% to the range of 50% to 70%. This "moderate flow reduction" strategy has a dual technical effect: on the one hand, it allows a suitable amount of rainwater to mix into the sewage pipe network, using the flushing effect of rainwater to maintain the minimum flow velocity in the network and prevent sediment accumulation; on the other hand, it transports some rainwater to the sewage treatment plant, making full use of its remaining treatment capacity and avoiding water waste and idle treatment facilities caused by excessive diversion. It should be understood that "reducing" here does not mean shutting down, but rather seeking a dynamic balance between hydraulic transport and treatment efficiency while ensuring drainage safety. This complements the "prioritize full-open direct discharge" strategy for high-load nodes in Example 1.

[0053] In response to the failure of the rainwater direct discharge valve corresponding to a high-load node, the system executes automatic emergency takeover logic. Under extreme rainstorm conditions, the rainwater direct discharge valve, as a critical actuator, may fail to open normally due to electrical faults, mechanical jamming, or foreign object entanglement. If relying solely on a single valve without redundancy measures, the high-load node will instantly lose its pressure relief capacity once the main valve fails, leading to severe flooding and backflow accidents. To address this, this embodiment constructs a dual emergency protection mechanism of "backup valve + peripheral diversion pumps". When the system issues an opening command, if no feedback signal of the main valve's arrival is detected within a preset time (e.g., 3 seconds), or a clear fault alarm signal is received, the main valve is immediately determined to be faulty. Subsequently, the system automatically triggers the following linkage actions within 10 seconds: First, the pre-set backup direct discharge valve for this node is opened. This backup valve typically uses a different drive method (e.g., hydraulic or pneumatic) or an independent power supply circuit than the main valve to avoid the risk of common-mode failure; second, diversion pumps in adjacent areas are simultaneously started to share the pressure relief of the faulty node through regional coordinated drainage. This millisecond-level fault diagnosis and second-level emergency switching mechanism ensures that even in the event of a single point of equipment failure, the overall pressure relief capacity of the pipeline network can still be maintained at a safe level, avoiding the risk of systemic paralysis due to local faults.

[0054] In summary, this embodiment, by introducing dynamic balancing regulation based on wastewater treatment plant load feedback and emergency redundancy control based on equipment status awareness, extends the originally linear time-series scheduling strategy into a closed-loop control system with adaptive capabilities. This not only defends against potential encirclement by competitors by adding "wastewater treatment plant feedback" or "fault redundancy" features, but also solves the two major pain points of "low-load stagnation" and "single-point failure" in practical engineering applications, demonstrating the vitality and reliability of the technical solution in complex real-world environments.

[0055] Example 6:

[0056] like Figure 1 As shown, this embodiment provides a layout optimization and scheduling system for a stormwater and sewage separation pipeline network. This system solidifies the method logic of the aforementioned embodiments into a specific physical control architecture to achieve automated and intelligent management and control of the pipeline network facilities. Specifically, the system includes a data acquisition unit 110, a layout optimization unit 120, and a real-time scheduling and control unit 130.

[0057] The data acquisition unit 110 is used to acquire the operating status data of each pipe section in the stormwater and sewage separation pipe network. As the perception layer of the system, the acquisition accuracy and coverage of the data acquisition unit 110 directly determine the accuracy of the upper-level decision-making. In this embodiment, the data acquisition unit 110 includes a dual-channel ultrasonic flow meter and a high-sensitivity water level sensor. The dual-channel ultrasonic flow meter uses the time difference of sound wave propagation in the fluid with and against the flow to accurately measure the average flow velocity of the cross section, which can effectively eliminate the measurement error caused by flow distortion compared with single-channel equipment; the high-sensitivity water level sensor provides high-precision liquid level reference data, and the fusion of the two can calculate accurate real-time flow. In order to ensure that it can keenly capture the subtle changes in local water catchment characteristics under the complex underlying surface conditions of the city, the deployment density of the dual-channel ultrasonic flow meter and the high-sensitivity water level sensor is set to at least one per 500 square meters. The engineering basis for this deployment density is that the typical urban stormwater catchment area is usually in the range of hundreds to thousands of square meters, and is significantly affected by micro-topography such as road slope and green belt obstruction. If monitoring points are too sparse, localized water accumulation hotspots or misconnections between two monitoring points can easily be missed, leading to blind spots in the identification of high-load nodes. Through high-density grid deployment, the system can construct a high-resolution hydraulic state map of the pipe network, providing a solid data foundation for the subsequent accurate identification of high-load nodes.

[0058] The layout optimization unit 120 is used to identify high-load nodes in the stormwater and sewage separation network based on operational status data, and configure stormwater direct discharge channel constraints for these high-load nodes in the network layout model to generate a network layout scheme that includes stormwater direct discharge channels. These stormwater direct discharge channel constraints instruct the configuration of physical direct discharge structures containing stormwater direct discharge valves at high-load nodes. In practical implementation, the layout optimization unit 120 can be deployed on an edge computing gateway or cloud server. It establishes a high-speed data link with the data acquisition unit 110 via industrial Ethernet, receiving massive amounts of monitoring data in real time and running optimization algorithms. This unit not only handles calculations but also transforms abstract optimization results into specific engineering instructions, i.e., outputting a clear valve configuration list and topology constraint parameters downstream to guide the modification or dynamic adjustment of the physical network.

[0059] The real-time scheduling control unit 130 is used to execute a time-series linkage control strategy during rainfall, responding to the load status of high-load nodes meeting preset trigger conditions. The specific execution process of this strategy is as described in embodiments 1 to 5 above, including controlling the opening of the rainwater direct discharge valve and starting the associated rainwater pumping station in the first time sequence, controlling the closing of the access valve in the second time sequence, and adjusting the downstream auxiliary discharge outlet in the third time sequence. To ensure that the above-mentioned strict timing logic can be accurately reproduced in the physical world, the real-time scheduling control unit 130 uses a programmable logic controller (PLC) and a servo motor to control the rainwater direct discharge valve and the access valve. The use of the "PLC + servo motor" combination is not arbitrary, but a necessary hardware foundation for achieving the aforementioned millisecond-level response accuracy. Specifically, the PLC has deterministic hard real-time processing capabilities, and its scan cycle is typically below milliseconds, ensuring minimal time jitter in the issuance of control commands and avoiding control delay fluctuations caused by the uncertainty of task scheduling in general-purpose computer operating systems. Servo motors possess extremely high position and speed loop bandwidths, enabling them to rapidly accelerate and decelerate and accurately position themselves to the target opening degree upon receiving PLC commands. Their response speed far surpasses that of traditional asynchronous motors or electric actuators. It is precisely thanks to this high-performance drive architecture that the system can stably achieve performance indicators such as a response delay of less than or equal to 5 seconds for rainwater direct discharge valves and access valves, and a response delay of less than or equal to 100 milliseconds for rainwater pumping stations. This ensures that the "pressure relief first, then blocking" anti-backpressure timing window does not fail due to the mechanical inertia of the actuator.

[0060] Furthermore, the data acquisition unit 110, layout optimization unit 120, and real-time scheduling control unit 130 achieve bidirectional communication and closed-loop collaboration via industrial Ethernet. Industrial Ethernet provides a high-bandwidth, low-latency, and highly interference-resistant data transmission channel, ensuring that the entire link from sensor data acquisition and optimization decision generation to valve action execution remains stable and reliable even under the harsh electromagnetic environment of heavy rain. Through the deep integration of the above hardware architecture, this embodiment transforms the abstract scheduling method into a tangible and verifiable physical entity system, effectively avoiding the objective risks of purely intellectual rules and providing strong engineering support for the safe and efficient operation of the rainwater and sewage separation pipe network.

[0061] Example 7:

[0062] This embodiment provides an electronic device, including a memory and a processor. The memory stores a computer program, and the processor executes the computer program to implement the layout optimization and scheduling method for the rainwater and sewage diversion network as described in any one of embodiments 1 to 6 above. Specifically, this electronic device constitutes a general hardware carrier for the technical solution of this application. Its core lies in using software definition to solidify the logic involved in the aforementioned embodiments, such as "high-load node identification," "rainwater direct discharge channel constraint generation," and "time-sequence linkage control strategy," into an executable instruction sequence. When the processor calls the computer program in the memory, it can automatically complete the entire process from data acquisition, load index calculation, layout scheme generation to valve and pump station linkage control, without the need for real-time manual intervention.

[0063] It should be understood that the electronic device in this embodiment has multiple deployment forms in specific engineering applications to adapt to different field conditions and business needs. As one implementation, the electronic device can be configured as an edge computing gateway and directly deployed in field cabinets at rainwater pumping stations or key nodes of the pipeline network. In this deployment mode, the electronic device communicates directly with the programmable logic controller and sensors via a local bus or industrial Ethernet, which can minimize network jitter and latency in the data transmission link, thereby strictly ensuring the real-time requirements of valve response latency less than or equal to 5 seconds and pumping station response latency less than or equal to 100 milliseconds within the first time sequence in the aforementioned embodiment, ensuring the reliable execution of the anti-pressure buildup control logic under extreme rainstorm conditions.

[0064] As another implementation, the electronic device can also be configured as a cloud server or central workstation, deployed in a municipal drainage management center or cloud platform server room. In this mode, the electronic device utilizes the powerful computing resources of the cloud to run complex pipeline layout optimization models and genetic algorithm iteration programs, processing massive amounts of historical monitoring data to update the list of high-load nodes and scheduling parameters. Simultaneously, the cloud server can distribute optimized control strategies or threshold parameters to edge devices distributed across various sites via a wide area network, achieving a collaborative architecture of "cloud brain + edge hands and feet." This flexible deployment method enables the electronic device of this application not only to cover traditional embedded software sales scenarios but also to adapt to emerging business models such as SaaS cloud services and remote operation and maintenance platforms, providing a multi-dimensional protection carrier for the technical solution of this application. Furthermore, those skilled in the art will understand that the aforementioned memory may include volatile or non-volatile memory, and the processor may be a general-purpose processor, digital signal processor, or application-specific integrated circuit, etc., as long as it can implement the logical functions of the method described in this application, it falls within the protection scope of this application.

[0065] Example 8:

[0066] To more clearly illustrate the application effect of the technical solution of this application in actual engineering, a detailed explanation is given below using a rainwater and sewage separation renovation project in an 8-square-kilometer catchment area of ​​a city as an example. This area has complex terrain and includes three typical low-lying and flood-prone road sections (A, B, and C). Historical data shows that during heavy rains, rainwater backflow into the sewage pipe network is highly likely. In this project, the rainwater and sewage separation pipe network layout optimization and scheduling system described in Example 6 above was deployed, and dual-channel ultrasonic flow meters, high-sensitivity water level sensors, rainwater direct discharge valves, inlet valves, and check valves were installed in road sections A, B, and C, respectively.

[0067] During a measured rainfall event, the system entered emergency dispatch mode when the rainfall intensity reached 18 mm / hour. Specifically, at 14:00, the data acquisition unit 110 collected a real-time flow rate of 14 cubic meters per second for section A, while the design flow rate for this section was 10 cubic meters per second. Simultaneously, the ratio of the real-time water level to the design water level also increased significantly. The layout optimization unit 120 calculated the load index S of section A to be 1.6 according to the formula in the aforementioned embodiment 2, exceeding the preset load threshold of 1.2. The system immediately determined section A to be the current high-load node and triggered a time-series linkage control strategy. This identification process is fully automated, requiring no manual intervention, ensuring timely response.

[0068] Subsequently, the real-time dispatch control unit 130 strictly followed the preset timing logic to execute the operation. Within the first timing sequence, specifically the 10-second window from 14:00:00 to 14:00:10, the system sent a full-open command to the two DN800 rainwater direct discharge valves in section A, and simultaneously increased the operating frequency of the associated rainwater pumping station to 50Hz. Thanks to the high-performance drive of the PLC and servo motor, the actual valve response delay was only 3.2 seconds, and the pumping station completed the frequency increase within 80 milliseconds, quickly establishing a high-flow-rate pressure relief channel. Immediately following, within the second timing sequence, specifically the 30-second window from 14:00:10 to 14:00:40, after confirming the flow rate of the direct discharge channel was stable, the system smoothly reduced the opening of the three access valves connecting section A to the sewage network to zero, completely cutting off the rainwater inflow path. Because the order of first depressurizing and then blocking was strictly followed, the network pressure fluctuations were stable throughout the switching process, with no water hammer effect or overflow from manholes. In the third time sequence following the second time sequence, around 14:01, the system detected that the water level in the downstream river channel of the direct discharge channel rose due to a large amount of drainage in a short period of time, approaching the preset water level threshold. It then automatically opened the downstream auxiliary discharge outlet, effectively mitigating the backwater effect and ensuring the efficiency of direct discharge.

[0069] Meanwhile, sections B and C were also identified as high-load nodes due to increased rainfall intensity, and the system sequentially implemented the same time-linked control for them. By 2:30 PM, as the rainfall intensity weakened, the load index of each section fell below the threshold, and the system automatically adjusted the opening of the rainwater direct discharge valve back to 50% and gradually opened the access valves, restoring normal operation. Statistics show that during this rainstorm, the total amount of rainwater entering the sewage network from sections A, B, and C decreased significantly from 12 cubic meters per second before the renovation to 0.9 cubic meters per second. The influent flow rate of the sewage treatment plant in the area remained stable within the design treatment capacity of 8 cubic meters per second, with no overload overflow and zero overflow of mixed rainwater and sewage. This measured data fully demonstrates that this application, through a combination of physical structural constraints and time-linked control, can effectively solve the technical problems of rainwater backflow and sewage treatment plant overload during rainstorms.

[0070] Furthermore, the technical solution of this application possesses excellent dynamic adaptability. Three months after the project's operation, a large area of ​​green space was added to section A due to urban planning adjustments, resulting in a reduction of approximately 15% in the catchment area. The model's dynamic update module automatically captured the historical data shift caused by this change and iteratively optimized it again using a genetic algorithm. This adjusted the weight parameters of section A in the layout model, removing it from the high-load node list and updating it as a potential monitoring point. Simultaneously, the default opening priority of the direct discharge valves for this section was correspondingly lowered. This self-evolutionary mechanism based on actual operational data enables the system to continuously adapt to changes in the underlying surface caused by urban development, avoiding the problem of traditional fixed scheduling strategies becoming ineffective over time. This significantly extends the effective service life of the facilities and reduces operation and maintenance costs. It should be understood that the above application scenario is merely illustrative. Those skilled in the art can adaptively adjust the implementation details of this application according to the actual pipeline network scale, rainfall characteristics, and equipment configuration. As long as it follows the core identification, constraint, and timing control logic of this application, it falls within the protection scope of this application.

[0071] The above description is merely a specific implementation of this application, but the scope of protection of this application is not limited thereto. The specific parameters listed in the foregoing embodiments, such as the load index calculation formula, weighting coefficient, preset load threshold, distance constraint value, timing window duration, hardware response delay index, and sensor deployment density, are preferred examples provided to facilitate understanding and implementation of the technical solution of this application by those skilled in the art, and are not intended to limit this application. Any person skilled in the art, within the scope of the technology disclosed in this application, can easily conceive of variations or substitutions based on the core technical concept of 'dynamic identification of high-load nodes – physical constraints of rainwater direct discharge channels – pressure relief followed by blocking timing linkage' disclosed in this application. For example, adopting an equivalent load assessment model, adjusting the triggering conditions of timing control, replacing valves or sensing devices with the same function, or applying the above methods to other types of fluid pipeline network scheduling scenarios, should all be covered within the scope of protection of this application. Therefore, the scope of protection of this application should be determined by the scope of the claims.

Claims

1. A method for optimizing and scheduling the layout of a rainwater and sewage separation pipe network, characterized in that, include: Obtain operational status data for each pipe segment in the stormwater and sewage separation network, and identify high-load nodes in the stormwater and sewage separation network based on the operational status data; In the pipeline layout model, rainwater direct discharge channel constraints are configured for the high-load nodes to generate a pipeline layout scheme that includes rainwater direct discharge channels. The rainwater direct discharge channel constraints are used to indicate the configuration of a physical direct discharge structure containing rainwater direct discharge valves at the high-load nodes. During rainfall, in response to the load status of the high-load node meeting the preset triggering conditions, a time-series linkage control strategy is executed; The time-series linkage control strategy includes: in the first time sequence, controlling the opening of the rainwater direct discharge valve corresponding to the high-load node and starting the associated rainwater pumping station; In the second time sequence following the first time sequence, the access valve connecting the high-load node to the sewage pipe network is closed; in the third time sequence following the second time sequence, the downstream auxiliary discharge outlet is adjusted based on the water level downstream of the rainwater direct discharge channel.

2. The method for layout optimization and scheduling of a rainwater and sewage separation pipe network according to claim 1, characterized in that, The operational status data includes the real-time flow rate of the pipe section, the design flow rate of the pipe section, the real-time water level of the pipe section, and the design water level of the pipe section. The process of identifying high-load nodes in the stormwater and sewage separation network based on the operational status data includes: The load index of the pipe section is obtained by weighted fusion calculation based on the ratio of the real-time flow rate of the pipe section to the design flow rate of the pipe section, and the ratio of the real-time water level of the pipe section to the design water level of the pipe section. Pipe sections whose load index is greater than or equal to a preset load threshold are identified as high-load nodes.

3. The method for layout optimization and scheduling of a rainwater and sewage separation pipe network according to claim 2, characterized in that, The formula for calculating the load index is as follows: in, The load index is... This represents the real-time flow rate of the pipe segment. The design flow rate for the pipe section is... This refers to the real-time water level of the aforementioned pipe section. Design water level for the aforementioned pipe section, and These are the weighting coefficients; The preset load threshold is 1.2, and the weighting coefficient is... The weighting coefficient is 0.

6. It is 0.

4.

4. The method for layout optimization and scheduling of a rainwater and sewage separation pipe network according to claim 1, characterized in that, The constraints on the direct rainwater discharge channel include: Distance constraint is used to limit the maximum distance between the physical discharge structure and the target discharge water body; Backflow prevention constraint is used to indicate that a one-way valve is configured at the interface between the sewage pipe network and the physical direct discharge structure to prevent rainwater from flowing back into the sewage pipe network.

5. The method for layout optimization and scheduling of a rainwater and sewage separation pipe network according to claim 1, characterized in that, The execution timing linkage control strategy includes: During the first time sequence, the rainwater direct discharge valve is opened to its maximum opening degree, and the operating frequency of the rainwater pumping station is increased to the target frequency; During the second timing sequence, the opening degree of the access valve is reduced to zero; During the third time sequence, the current water level downstream of the direct rainwater discharge channel is monitored, and the downstream auxiliary discharge outlet is opened in response to the current water level being greater than or equal to a preset water level threshold.

6. The method for layout optimization and scheduling of a rainwater and sewage separation pipe network according to claim 5, characterized in that, The time window for the first time series is within 10 seconds, the time window for the second time series is within 30 seconds, and the time window for the third time series is within 1 minute; The response delay of the rainwater direct discharge valve and the access valve is less than or equal to 5 seconds, and the response delay of the rainwater pumping station is less than or equal to 100 milliseconds.

7. The method for layout optimization and scheduling of a rainwater and sewage separation pipe network according to claim 1, characterized in that, The method further includes: Acquire influent flow data of the wastewater treatment plant, and in response to the influent flow data being lower than the preset design flow threshold, reduce the opening of the rainwater direct discharge valve corresponding to the non-high load node; In response to a failure of the rainwater direct discharge valve corresponding to the high-load node, the backup direct discharge valve is opened and the surrounding diversion pump is started.

8. A layout optimization and scheduling system for a rainwater and sewage separation pipe network, characterized in that, include: The data acquisition unit is used to acquire the operating status data of each pipe section in the stormwater and sewage separation pipe network; The layout optimization unit is used to identify high-load nodes in the stormwater and sewage diversion network based on the operating status data, and to configure stormwater direct discharge channel constraints for the high-load nodes in the network layout model to generate a network layout scheme containing stormwater direct discharge channels. The stormwater direct discharge channel constraints are used to indicate the configuration of a physical direct discharge structure containing stormwater direct discharge valves at the high-load nodes. A real-time scheduling and control unit is used to execute a time-series linkage control strategy in response to the load status of the high-load node meeting a preset trigger condition during rainfall. The time-series linkage control strategy includes: in the first time sequence, controlling the opening of the rainwater direct discharge valve corresponding to the high-load node and starting the associated rainwater pumping station; In the second time sequence following the first time sequence, the access valve connecting the high-load node to the sewage pipe network is closed; in the third time sequence following the second time sequence, the downstream auxiliary discharge outlet is adjusted based on the water level downstream of the rainwater direct discharge channel.

9. The system according to claim 8, characterized in that, The data acquisition unit includes a dual-channel ultrasonic flow meter and a high-sensitivity water level sensor, and the dual-channel ultrasonic flow meter and the high-sensitivity water level sensor are deployed at a density of at least one per 500 square meters. The real-time scheduling and control unit controls the rainwater direct discharge valve and the access valve through a programmable logic controller and a servo motor.

10. An electronic device comprising a memory and a processor, wherein the memory stores a computer program, characterized in that, When the processor executes the computer program, it implements the method of any one of claims 1 to 7.

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