Sewer network monitoring method and computer readable storage medium

Abstract

This invention provides a wastewater pipeline network monitoring method and a computer-readable storage medium. The wastewater pipeline network monitoring method includes S1. a flow acquisition step and S2. a synchronous analysis step, analyzing the wastewater inflow Q of branch segment 1. in Wastewater outflow rate Q out The time synchronization between them, the optimal lag time ΔT; S3. Flow loss calculation steps, to make the sewage inflow Q in With wastewater outflow Q out Synchronize, and then calculate the flow loss Q based on the difference between the two time series. s =Q in -Q out S4. Fault confirmation steps, if the traffic loss Q s If the branch section is located outside the predetermined standard range, there may be a potential fault. This sewage pipe network monitoring method can detect potential seepage conditions in branch section 1, such as ruptures or gaps, and can also monitor the overall patency of the pipe in branch section 1. It facilitates the installation and maintenance of the monitoring system, enabling non-contact monitoring and maintenance, and allows for real-time detection and reporting, thus improving response speed.

Description

Technical Field

[0001] This invention relates to the field of drainage pipeline inspection technology, specifically to a sewage pipeline network monitoring method and a computer-readable storage medium. Background Technology

[0002] Urban sewage pipe networks are generally located underground, presenting numerous challenges in their construction and management. On one hand, the continuous flow of sewage can lead to pipe wall corrosion and blockage, reducing flow capacity. On the other hand, they are significantly affected by geological conditions; localized subsidence / uplift can cause pipe ruptures. During long-term flow, ruptures are inevitable in some locations, leading to sewage connecting with groundwater. If the groundwater pressure is high, sewage can backflow into the sewage network, increasing the workload of pipelines, pumping stations, and treatment plants. If the groundwater pressure is insufficient, sewage may flow into the strata, polluting groundwater resources. The "Groundwater Management Regulations," implemented in 2021, clearly stipulate activities related to groundwater conservation and protection, and pollution prevention. Therefore, strengthening monitoring and inspection of sewage pipe networks during operation and maintenance, and promptly identifying and addressing problems, is crucial for network maintenance, sewage discharge monitoring, and groundwater resource protection. Summary of the Invention

[0003] In view of existing drainage pipelines, the present invention provides a sewage pipeline network monitoring method and a computer-readable storage medium.

[0004] The present invention provides a method for monitoring sewage pipe networks, comprising the following steps:

[0005] S1. Flow acquisition steps: Collect the sewage inflow rate Q at the branch inlet. in The wastewater outflow rate Q at the outlet end of the sampling branch section. out ;

[0006] S2. Synchronous analysis step, analyze the sewage inflow rate Q of the branch section. in The time series formed is related to the sewage outflow Q at the outlet end of the branch segment. out The time synchronization between the time series constituted is used to obtain the optimal lag time ΔT between the outlet flow and the inlet flow of the branch;

[0007] S3. Flow loss calculation step, by calculating the sewage inflow Q of the branch section. in Or the sewage outflow rate Q out The two time series are synchronized by shifting the lag time ΔT on the time axis, and then the flow loss Q is calculated based on the difference between the two time series. s =Q in -Q out ;

[0008] S4. Fault confirmation steps: The flow loss Q of the branch segment... s Compared with the predetermined standard range, if the flow loss Q s If the branch is located outside the predetermined standard range, there may be a potential fault.

[0009] Preferably, it also includes a fault location step S5. The fault location step S5 determines the feedback time of the flow loss when the sewage inflow fluctuates by measuring the change in flow loss with the sewage inflow, and determines the distance of the fault point from the branch inlet based on the feedback.

[0010] Preferably, the fluctuation in sewage inflow in the S5 fault location step is achieved by changing the number of pumps put into operation.

[0011] Preferably, in the S5 fault location step, the distance D from the fault point to the branch inlet is calculated by the average flow velocity v of the sewage and the feedback time t, where D = v·t.

[0012] Preferably, the average velocity v is obtained by v = (1 / n)·R 2 / 3 ·i 1 / 2 The calculation is performed, where R is the hydraulic radius of the cross-section at the branch inlet, i is the bottom slope of the branch inlet, and n is the roughness of the cross-section at the branch inlet.

[0013] Preferably, the system also includes a pipeline patency detection step (S6), which determines whether the roughness of the branch section is higher than the normal value by comparing the optimal lag time ΔT of the branch section with a preset lag time range. If the optimal lag time is greater than the preset lag time range, the branch section is considered to have insufficient patency.

[0014] Preferably, in the S1. flow acquisition step, the wastewater inflow rate Q is acquired. in With wastewater outflow Q out This can be accomplished in the following way:

[0015] First, by using a combination of sensors installed at both ends of the branch inlet and outlet to collect the water flow velocity and the height of the flow cross section at the branch inlet and outlet respectively, the local flow rate at that time can be calculated.

[0016] or,

[0017] Second, the flow rate data at the inlet of the branch section is obtained by converting the power and actual head of the water pump supplying water to the branch section.

[0018] or,

[0019] Third, by installing corresponding flow sensors in the lifting water path of the water pump that supplies water to the branch section, the inflow rate of sewage drawn from the lifting pump station into the branch section is measured.

[0020] or,

[0021] Fourth, by installing a flow sensor at one of two locations—either at the outlet of the preceding section of the booster pump station or at the inlet of the following section of the booster pump station—and simultaneously collecting the liquid level of the booster pump station, the flow data at the other location can be obtained through calculation.

[0022] Preferably, in the S4 fault confirmation step, if the flow loss Q s If the flow rate is below the set standard range, there may be potential seepage; if the flow rate loss Q s If the flow rate is higher than the set standard range, there may be potential seepage or outflow.

[0023] The present invention also provides a computer-readable storage medium storing a computer program, which, when executed by a processor, causes the processor to perform the steps of the wastewater network monitoring method described in any of the preceding claims.

[0024] The wastewater pipeline monitoring method of this invention collects and monitors the inflow and outflow of wastewater in branch sections, enabling the detection of faults such as cracks and gaps that may cause seepage in the branch sections, and also monitoring the overall unobstructed flow of the pipeline in the branch sections. Since only sensing devices need to be installed at the inlet and outlet of the branch sections, the installation and maintenance of the monitoring system are convenient. It also achieves non-contact monitoring and maintenance of the branch sections and the sewage pipeline network, minimizing the need for manual inspection inside the branch sections, ensuring personnel safety, improving detection efficiency and sensitivity, enabling real-time detection and reporting, and enhancing response speed. Attached Figure Description

[0025] Figure 1 This is a schematic diagram of the sewage pipe network of the present invention;

[0026] Figure 2 This is a schematic diagram of a pipeline branch section according to the present invention;

[0027] Figure 3 This is a flowchart illustrating the wastewater pipeline monitoring method.

[0028] In the picture,

[0029] 1: Branch section; 2: Booster pump station; 3: Main pipe; 4: Branch pipe Detailed Implementation

[0030] The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments. In this specification, the dimensions of the drawings do not represent the actual dimensions. They are only used to illustrate the relative positional and connection relationships between the components. Components with the same name or the same reference numeral represent similar or identical structures and are limited to illustrative purposes.

[0031] Figure 1This is a schematic diagram of the sewage pipe network layout. Sewage pipe networks typically have a multi-layered, tree-like branching structure. In each layer, multiple branch pipes 4 may converge into branch segment 1, and then flow downstream from branch segment 1 until reaching the sewage treatment facility. For a particular branch, to ensure the transport of sewage in branch pipe 4, multiple booster pump stations 2 are installed at certain intervals to divide it into multiple branch segments 1 to compensate for the kinetic energy loss caused by the sewage flowing in the pipe. Figure 2 This is a schematic diagram of a specific branch segment 1. A booster pump station 2 is installed at one or both ends of branch segment 1 within branch pipe 4. In principle, under the action of the booster pump station upstream of branch segment 1, the sewage is replenished with energy before flowing into branch segment 1, until it merges into the booster pump station downstream of branch segment 2. The booster pump station downstream of branch segment 2 does not affect the flow in branch segment 1; instead, it is used to replenish the sewage in the next branch segment 1. The length of branch segment 1 varies from several kilometers.

[0032] In booster pump station 2, 2-3 or more sets of booster pumps are installed, allowing for the selective activation of several sets of booster pumps based on the sewage flow rate, thus achieving a stepped match between booster power and sewage flow. When booster pump station 2 has more than one set of booster pumps, their operation can generally be controlled based on the liquid level. Figure 2 Taking two pumps as an example, a pump stop level is typically set to prevent the liquid level in pump station 2 from being too low and affecting the service life of the pumps. An alarm level is also set to prevent the liquid level in pump station 2 from becoming too high. Between the pump stop level and the alarm level, single-pump start levels and dual-pump start levels are set from low to high based on the liquid level. When the liquid level exceeds the single-pump start level, one pump is started to pump the sewage in pump station 2 to downstream branch 1. When the liquid level still rises to the dual-pump start level, the other pump is started simultaneously to increase the pumping power, causing the liquid level in pump station 2 to drop again. To achieve this, a level gauge needs to be installed in pump station 2 to detect the liquid level. Simultaneously, based on the liquid level data, the volume of sewage in pump station 2 and its changes can be determined.

[0033] For sewage pipe networks, in addition to routine maintenance, the key to maintenance is the timely identification and handling of abnormalities in the pipeline. For booster pump station 2, manual inspection is possible, and for future maintenance considerations, booster pump station 2 is usually located in a convenient location. Therefore, the focus is on determining the operational status of branch section 1, which is typically inaccessible to manual personnel. For sewage pipe networks, generally, the sewage volume is limited, and... Figure 2The flow is typically lifted by pump station 2 and then flows out by gravity through branch section 1. Therefore, the flow in branch section 1 is mostly a uniform open channel flow driven by gravity, not at full level. This is fundamentally different from stormwater pipes and water supply pipes. Stormwater pipes are only used during rainfall and are otherwise idle; therefore, they are generally designed as being at full level. Thus, the design and maintenance of stormwater pipes are primarily considered as pressurized pipe flows, with pressure generally derived from the water level difference formed after rainfall. Water supply pipes, undeniably, are pressurized pipe flows. Due to this fundamental difference, existing methods for leak detection in pressurized pipe flows such as water supply pipes cannot be applied to sewage pipe network inspections.

[0034] Returning to the sewage pipe network inspection, the flow in branch 1 can be considered as open channel flow. That is, the pumps in booster pump station 2 pump sewage to the inlet of branch 1, where it flows to the outlet driven by gravitational potential energy. During this process, the sewage flow does not fill the pipe cross-section; an air layer exists above the pipe, running through both ends. Due to the presence of a free liquid surface, the local water pressure at any point in the pipe is the local hydrostatic pressure, so the effect of pressure head can be ignored. Furthermore, in open channel flow, although the fluid continuity equation is still satisfied due to the presence of a free liquid surface, the flow rate at any cross-section at the same time may not be equal. However, in pipe flow, it is assumed that due to the incompressibility of the liquid, the flow rate is equal at all points in the pipe at the same time. This is one of the key principles of leakage detection in some existing pipe technologies.

[0035] Given the aforementioned characteristics of the sewage pipe network, for a branch section 1 connecting two booster pump stations 2 within the sewage pipe network, in order to achieve non-contact detection of leakage in branch section 1, the technical solution based on equal flow rates at all cross-sections at any given moment in the pipe flow cannot be adopted. Instead, specific circumstances should be considered. For open channel flow, the water flow process can be regarded as a wave transmission process. The sewage flowing out of the inlet cross-section will be transmitted to the outlet end after a period of time without considering its diffusion. Therefore, the flow characteristics at the inlet and outlet ends can be examined after a specific time interval to indirectly obtain the flow channel conditions inside the branch section 1 pipe. Simply put, the flow rate at the outlet of branch section 1 has a certain time lag compared to the flow rate at the inlet of branch section 1.

[0036] Therefore, the method for detecting the flow path condition inside the pipe section 1 can be implemented as follows.

[0037] S1. Flow Acquisition Steps. Acquire the wastewater inflow rate Q at the inlet end of branch section 1. in The sewage outflow rate Q at the outlet end of section 1 was collected. outSpecifically, it is necessary to obtain flow data at the inlet and outlet of branch section 1. Under the existing intelligent monitoring system of the pipeline network, this can be achieved by setting up a combination of sensors at both ends of branch section 1. For example, the water flow velocity and cross-sectional height at the inlet or outlet of branch section 1 can be collected simultaneously, and then the local flow rate can be calculated. On the other hand, the following two methods are not excluded: 1. The flow data at the inlet of branch section 1 can be obtained by converting the power and actual head of branch section 1 according to the actual efficiency. 2. A corresponding flow sensor can be directly set in the lifting water path from the pump to branch section 1 to directly measure the flow rate of sewage drawn from lifting pump station 2 into branch section 1. Finally, in the existing sewage pipeline network construction system, as mentioned above, in order to monitor lifting pump station 2 and control the pumps in lifting pump station 2, level sensors are usually installed in lifting pump station 2. Based on this, the sewage volume and volume difference in lifting pump station 2 can obviously be obtained. To make full use of existing equipment resources, a flow sensor can be installed at either the outlet of the preceding branch 1 connecting to the booster pump station 2 or the inlet of the following branch 1 connecting to the booster pump station 2. Assume the flow rate value of the installed flow sensor is Q. t Meanwhile, based on the liquid level sensor of booster pump station 2, the volume change ΔQ2 of booster pump station 2 can be calculated. Therefore, the flow rate at another location connected to booster pump station 2 without a flow sensor is Q. g =ΔQ2-Q t Q here t With Q g These correspond to the outlet flow and inlet flow of the connecting booster pump station 2, respectively. The specific correspondence depends on how the sensors are installed.

[0038] Ideally, for the open channel flow of sewage in branch 1, according to the Chezy formula, we have... Where v is the water flow velocity, C is the Chezy coefficient, R is the hydraulic radius of the cross-section, and i is the bottom slope of the open channel. Furthermore, according to Manning's formula, C = (1 / n)R 1 / 6 Where n is the roughness coefficient of the open channel. Combining these, we get v = (1 / n)·R 2 / 3 ·i 1 / 2 For a given channel, such as branch 1, the velocity is fixed when the cross-sectional area is constant. Therefore, under a certain flow rate, the average time of sewage flow in branch 1 is constant, meaning there is a relatively predictable lag time.

[0039] S2. Synchronous Analysis Steps. Analyze the wastewater inflow rate Q of branch section 1. in The time series formed is related to the wastewater outflow Q at the outlet end of segment 1. outThe time synchronization between the constructed time series is used to obtain the optimal lag time ΔT between the outlet flow and the inlet flow of branch 1. Based on this, the correspondence between the sewage inflow and sewage outflow of branch 1 can be established. As mentioned earlier, the flow at the inlet and outlet of branch 1 is essentially an input-output response with a time lag, so its time correlation objectively exists. The focus here is not on whether it is correlated, but rather on what the correlation is, i.e., obtaining the optimal lag time ΔT between the two time series based on the measurement sequence, even with potential noise interference in the measurement data. This is usually obtained through time lag cross-correlation analysis. Statistically, the lag time with the strongest correlation between the two is the optimal lag time ΔT we are looking for. It should be noted that because the disturbances in the sewage gradually smooth out during the flow within branch 1, although there is a correlation between the inlet and outlet, they cannot be completely identical, let alone precisely synchronized at specific flow values. Therefore, the correlation coefficient may not be very high, for example, greater than 85%. The key to the above processing is only to determine the lag time corresponding to the maximum correlation, not the level of correlation.

[0040] S3. Flow loss calculation steps. This involves calculating the wastewater inflow Q of branch 1. in Or the sewage outflow rate Q out The two time series are synchronized by shifting the lag time ΔT on the time axis, and then the flow loss Q is calculated based on the difference between the two time series. s =Q in -Q out For example, the wastewater outflow rate Q out The time series is shifted ahead by a lag time ΔT units, and based on this, the wastewater inflow rate Q is generally not included for practical application convenience. in The time series is shifted backward because this would cause the latest data to be lost. This shifting operation significantly improves the temporal resolution of the operational status detection of branch 1, enabling near real-time prediction. This means that flow changes can be predicted at any given moment, rather than requiring a long period of data accumulation before identification due to seepage or leakage reaching a certain order of magnitude. Of course, in practical applications, to improve system reliability and reduce missed reports, the average flow difference over a short time interval or the average flow difference across multiple consecutive time points can be used as the flow loss. Under current technological conditions, the determination of branch 1 partly relies on indirect analysis of volume changes within booster pump station 2. To ensure data validity, volume changes in booster pump station 2 need to be detected over a long period, at least several days, resulting in very low identification efficiency and insufficient accuracy, making it difficult to support actual operation and maintenance work. This step, however, can effectively solve this problem.

[0041] S4. Fault Confirmation Steps. The flow loss Q in branch 1...s Compared with the set standard range, if the flow loss Q s If the flow rate is below the set standard range, there may be potential seepage. If the flow rate Q... s If the flow rate exceeds the set standard range, there may be potential seepage and outflow. In fact, for the synchronized wastewater inflow rate Q... in With wastewater outflow Q out In terms of flow smoothing, the difference is not equal, but the fluctuation of the difference can be confirmed through preliminary trial runs, and the prediction accuracy can be considered to establish a corresponding standard range. On the other hand, affected by the inlet flow rate, the difference is not stable within a fixed range. Therefore, a functional relationship between the standard range of the difference and the sewage inflow rate of branch 1 can be established based on preliminary experimental data. When there is a rupture or gap in the middle of branch 1, some sewage flows out of the gap or crack to the outside of branch 1, causing a flow loss in branch 1, which will inevitably lead to a reduction in the sewage outflow at the outlet of branch 1. Therefore, based on the flow loss, especially if the flow loss exceeds the set value, i.e., the standard range, there is a high probability of outflow leakage. In a very small case, if branch 1 is located in an area with abundant groundwater, the high groundwater pressure may cause groundwater to seep into branch 1 after a gap or crack appears. This may actually reduce the flow loss, or even cause the flow loss to become negative in extreme cases. For example, even when the inlet is closed, there may still be water output at the outlet.

[0042] Furthermore, the approximate location of the crack or gap can still be confirmed through the S5 fault location steps. As mentioned earlier, the amount of infiltration or outflow at the rupture point is related to the flow rate within branch 1. When the flow rate and cross-sectional area of ​​branch 1 are large, resulting in a large static pressure of sewage, the infiltration will decrease and the outflow will increase. Therefore, the change in flow loss with the flow rate can be detected, and the feedback time of flow loss when the flow rate fluctuates can be found, thereby roughly determining the approximate fault point. Considering that the outlet flow rate will be affected by the flow loss, the inlet flow rate is generally used as the benchmark. That is, the time difference between the time point where the characteristic point of flow loss is determined and the time point where the sewage inflow changes is determined is used as the input to determine the distance of the fault point of branch 1 from the inlet of branch 1. In fact, small fluctuations in the sewage inflow rate have been confirmed to have little impact on the flow loss during trial operation. Due to the presence of data noise, it is difficult to extract the corresponding flow loss change characteristics. As mentioned earlier, multiple sets of pumps are typically installed in booster pump station 2 to achieve stepped control of the liquid level. This provides a means to control the sewage inflow of branch section 1. Specifically, to identify changes in flow loss in branch section 1, if a fault such as a crack or gap is detected, the sewage inflow of branch section 1 can be actively and significantly altered for a short period by first changing the number of pumps in operation. In this case, the lag time t of the corresponding change in flow loss can be detected. The average velocity can be obtained through trial operation experiments and then periodically corrected, or it can be calculated using v = (1 / n)·R as mentioned above. 1 / 6 ·i 1 / 2 Therefore, the distance from the break point of segment 1 to the entrance can be obtained as D = vt = (1 / n)·R 1 / 6 ·i 1 / 2 ·t.

[0043] Finally, as mentioned earlier, the optimal lag time ΔT for the sewage flow in branch 1 can be obtained in S2. This value is related to the flow velocity of the sewage in branch 1. For the flow velocity, v = (1 / n)·R 1 / 6 ·i 1 / 2The lag time of the water flow in branch 1 is related to the cross-sectional roughness, the hydraulic radius of the cross-section, and the bottom slope. Under a given flow rate, the cross-sectional area of ​​each section of branch 1 remains unchanged, therefore the hydraulic radius R remains unchanged, and the bottom slope i of branch 1 remains unchanged. Thus, under a given flow rate, the lag time of the water flow in branch 1 should only be related to the roughness n of branch 1. Therefore, an optional S6 pipeline patency detection step can be set. The lag time range under different sewage inflow rates can be determined through theoretical calculations or trial operation. Then, by comparing the optimal lag time ΔT of branch 1 with the preset lag time range, it can be determined whether the roughness of branch 1 is higher than the normal value. Specifically, when the optimal lag time is greater than the preset lag time range, it is considered that the roughness of the internal surface of branch 1 is abnormal, indicating insufficient patency, possibly due to sludge accumulation. Therefore, an early warning can be issued in the monitoring system, prompting prompt cleaning and maintenance.

[0044] Those skilled in the art will understand that embodiments of this application can be provided as methods, systems, or computer program products. Therefore, this application can take the form of a completely hardware embodiment, a completely software embodiment, or an embodiment combining software and hardware aspects. Furthermore, this application can take the form of a computer program product embodied on one or more computer-usable storage media (including but not limited to disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0045] This application is described with reference to flowchart illustrations and / or block diagrams of methods, apparatus (systems), and computer program products according to embodiments of this application. It will be understood that each block of the flowchart illustrations and / or block diagrams, and combinations of blocks in the flowchart illustrations and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, special-purpose computer, embedded processor, or other programmable data processing apparatus to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing apparatus, generate instructions for implementing the flowchart... Figure 1 One or more processes and / or boxes Figure 1 A device that provides the functions specified in one or more boxes.

[0046] These computer program instructions may also be stored in a computer-readable storage medium that can direct a computer or other programmable data processing device to function in a particular manner, such that the instructions stored in the computer-readable storage medium produce an article of manufacture including instruction means, which are implemented in a process Figure 1 One or more processes and / or boxes Figure 1 The function specified in one or more boxes.

[0047] These computer program instructions may also be loaded onto a computer or other programmable data processing equipment to cause a series of operational steps to be performed on the computer or other programmable equipment to produce a computer-implemented process, thereby providing instructions that execute on the computer or other programmable equipment for implementing the process. Figure 1 One or more processes and / or boxes Figure 1 The steps of the function specified in one or more boxes.

[0048] The above description is merely a preferred embodiment of the present invention and is not intended to limit the scope of the present invention. Various modifications and improvements made by those skilled in the art to the technical solutions of the present invention without departing from the spirit of the present invention should fall within the protection scope defined by the claims of the present invention.

Claims

1. A method for monitoring sewage pipe networks, characterized in that, Includes the following steps: S1 flow acquisition steps: Collect the sewage inflow at the inlet end of branch (1). The sewage outflow rate at the outlet end of the sampling branch (1) ; S2 synchronous analysis steps, analyze the sewage inflow rate of branch (1). The time series formed is related to the sewage outflow at the outlet end of segment (1). The time synchronization between the time series constituted is used to obtain the optimal lag time between the outlet flow and the inlet flow of segment (1). ; The S3 flow loss calculation steps involve calculating the sewage inflow rate of branch (1). Or sewage outflow Shift the lag time on the time axis The two are synchronized in a certain way, and then the flow loss is calculated based on the difference between the two time series. ; The S4 fault confirmation step involves assessing the flow loss of branch (1). Compared with the predetermined standard range, if there is a loss of flow rate If it is located outside the predetermined standard range, then the branch (1) may have a potential fault; It also includes the S5 fault location step, which determines the feedback time of the sewage inflow fluctuation to the flow loss by the change of the flow loss with the sewage inflow, and determines the distance of the fault point from the inlet of the branch section (1) based on the feedback time; the sewage inflow fluctuation in the S5 fault location step is accomplished by changing the number of pumps put into operation. It also includes the S6 pipeline patency test step, which uses the optimal lag time of the branch segment (1) to perform the test. The roughness of the branch (1) is compared with the preset lag time range to determine whether it is higher than the normal value. If the optimal lag time is greater than the preset lag time range, the smoothness of the branch (1) is considered to be insufficient.

2. The sewage pipe network monitoring method as described in claim 1, characterized in that, The distance from the fault point to the entrance of the branch section (1) in the S5 fault location step. The average flow velocity of sewage and feedback time calculate, .

3. The sewage pipe network monitoring method as described in claim 2, characterized in that, The average flow velocity through Calculation, where The hydraulic radius of the inlet cross section of branch (1) is given. The bottom slope at the entrance of branch section (1), The roughness of the inlet cross section of the branch (1) is given by the roughness of the cross section.

4. The sewage pipe network monitoring method as described in claim 1, characterized in that, The wastewater inflow rate is collected in the S1 flow acquisition step. With wastewater outflow This can be accomplished in the following way: First, by using a combination of sensors installed at both ends of the branch section (1) at the inlet and outlet, the water flow velocity and the height of the flow cross section at the inlet and outlet of the branch section (1) are collected respectively, and then the local flow rate at that time is calculated; or, Second, it is obtained by converting the power and actual head of the water pump supplying water to branch section (1); or, Third, by setting a corresponding flow sensor in the lifting water path of the water pump that supplies water to the branch section (1), the inflow rate of sewage drawn from the lifting pump station (2) into the branch section (1) is measured. or, Fourth, by using a flow sensor located at either the outlet of the preceding branch (1) or the inlet of the following branch (1) connected to the booster pump station (2), the liquid level of the booster pump station (2) is simultaneously collected, and the flow data of the inlet of the following branch (1) or the outlet of the preceding branch (1) is obtained by calculation.

5. The sewage pipe network monitoring method as described in claim 1, characterized in that, In the S4 fault confirmation step, if there is a flow loss If the flow rate is below the set standard range, there may be potential seepage; if the flow rate is lost... If the flow rate is higher than the set standard range, there may be potential seepage or outflow.

6. A computer-readable storage medium storing a computer program, which, when executed by a processor, causes the processor to perform the steps of the wastewater network monitoring method as described in any one of claims 1-5.

Images