CN117404612A - Sewage pipe network monitoring method and computer readable storage medium - Google Patents
Sewage pipe network monitoring method and computer readable storage medium Download PDFInfo
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 49
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F17—STORING OR DISTRIBUTING GASES OR LIQUIDS
- F17D—PIPE-LINE SYSTEMS; PIPE-LINES
- F17D5/00—Protection or supervision of installations
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Abstract
The invention provides a sewage pipe network monitoring method and a computer readable storage medium, wherein the sewage pipe network monitoring method comprises S1, a flow acquisition step, S2, a synchronous analysis step, and an analysis of sewage inflow Q of a branch section 1 in Sewage output Q out Time synchronicity between them, an optimal lag time deltat; s3, calculating flow loss so as to enable sewage inflow rate Q in And sewage outlet flow rate Q out Synchronization, and then calculating the flow loss Q according to the difference value of the two time sequences s ＝Q in ‑Q out The method comprises the steps of carrying out a first treatment on the surface of the S4, a fault confirmation step, if the flow loss Q s Outside the predetermined standard interval, branch 1 may be potentially faulty. The sewage pipe network monitoring method can detect the seepage situation possibly caused by rupture, notch and the like of the branch section 1, and can also monitor the whole unobstructed condition of the pipeline of the branch section 1. The installation and maintenance of the monitoring system are convenient, the non-contact type monitoring and maintenance can be realized, the real-time detection and the real-time reporting can be realized, and the reaction speed is improved.
Description
Technical Field
The invention relates to the technical field of drainage pipeline detection, in particular to a sewage pipe network monitoring method and a computer-readable storage medium.
Background
Urban sewage pipe networks are generally located underground, and construction and management of the urban sewage pipe networks have a plurality of difficulties. On one hand, the pipe network needs to circulate sewage for a long time, corrosion and blockage of the pipe wall can be caused, the through-flow capacity of the pipe is reduced, on the other hand, the pipe network is greatly influenced by geological environment, local topography subsides/lifts and the like can possibly cause the pipe network to be broken in a long-term flowing process, and the pipe network is inevitably broken at part of positions, so that the sewage is communicated with underground water. After the sewage pipeline is communicated with the underground water, if the pressure of the underground water is large, the sewage can flow back into the sewage pipe network, the workload of the pipeline, the lifting pump station and the treatment plant is increased, and if the pressure of the underground water is insufficient, the sewage can flow into the stratum to pollute the underground water resource. The actions of saving, protecting, preventing and controlling pollution of groundwater are clearly regulated in the regulations of groundwater management implemented in 2021. Therefore, the method has important significance in the aspects of monitoring and detecting the sewage pipe network, finding out problems as early as possible, curing the sewage pipe network, monitoring the pollution discharge state, protecting the underground water resource and the like in the operation and maintenance process of the sewage pipe network.
Disclosure of Invention
Aiming at the existing drainage pipeline, the invention provides a sewage pipe network monitoring method and a computer-readable storage medium.
The technical scheme of the invention provides a sewage pipe network monitoring method, which comprises the following steps:
s1, a flow collection step, namely collecting sewage inflow Q at the inlet end of a branch section in Collecting sewage output Q of outlet end of branch section out ；
S2, synchronously analyzing the sewage inflow rate Q of the branch section in The time sequence and the sewage output Q of the outlet end of the branch section are formed out The time synchronicity between the time sequences is formed, and the optimal lag time delta T between the outlet flow and the inlet flow of the branch section is obtained;
s3, calculating flow loss, namely, through the sewage inflow Q of the branch section in Or sewage outlet flow rate Q out The two are synchronized by shifting the delay time delta T on the time axis, and then the flow loss Q is calculated according to the difference value of the two time sequences s ＝Q in -Q out ；
S4, a fault confirmation step, namely losing the flow loss Q of the branch section s As is predeterminedStandard interval comparison, if the flow loss Q s Outside the predetermined standard interval, the leg may be potentially faulty.
Preferably, the method further comprises an S5 fault positioning step, wherein the S5 fault positioning step determines the feedback time fed back to the flow loss when the sewage inflow rate fluctuates according to the change condition of the flow loss along with the sewage inflow rate, and determines the distance between the fault point and the branch section inlet according to the feedback.
Preferably, the sewage inflow rate fluctuation in the step of S5 fault locating is achieved by changing the number of the water pumps put into operation.
Preferably, the distance D between the fault point and the branch section inlet in the S5 fault locating step is calculated from the average flow velocity v of the sewage and the feedback time t, and d=v·t.
Preferably, the average velocity v passes v= (1/n) ·r 2/3 ·i 1/2 And (3) calculating, wherein R is the hydraulic radius of the water flow section of the branch section inlet, i is the bottom slope of the branch section inlet, and n is the roughness of the water flow section of the branch section inlet.
Preferably, the method further comprises an S6 pipeline smoothness detection step, wherein the S6 pipeline smoothness detection step determines whether the roughness of the branch section is higher than a normal value by comparing the optimal lag time delta T of the branch section with a preset lag time range, and if the optimal lag time is greater than the preset lag time range, the branch section is considered to be poor in smoothness.
Preferably, in the step of S1, the sewage inflow rate Q is collected in And sewage outlet flow rate Q out This can be accomplished by:
firstly, respectively collecting the water flow speed and the height of an overflow section at the inlet and the outlet of the branch section through combined sensors arranged at the two ends of the inlet and the outlet of the branch section, and then calculating the local flow at the moment;
or alternatively, the first and second heat exchangers may be,
secondly, converting flow data passing through the inlet end of the branch section into power and actual lift of a water pump for conveying water to the branch section;
or alternatively, the first and second heat exchangers may be,
thirdly, measuring the sewage inflow rate from the lifting pump station to the branch section by arranging a corresponding flow sensor in a lifting waterway for conveying water to the branch section by a water pump for conveying water to the branch section;
or alternatively, the first and second heat exchangers may be,
and fourthly, setting a flow sensor only at one of the two positions of the outlet of the previous branch section connected with the lifting pump station or the inlet of the next branch section connected with the lifting pump station, and simultaneously acquiring the liquid level of the lifting pump station and acquiring flow data at the other position through calculation.
Preferably, in the step of S4 failure confirmation, if the flow loss Q s Below the set standard interval, there may be potential seepage ingress; if the flow rate is lost Q s Above the set standard interval, there may be potential seepage flow.
The 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 sewage pipe network monitoring method according to any one of the above.
The sewage pipe network monitoring method of the invention realizes the detection of faults such as rupture, notch and the like of the branch section which possibly cause seepage conditions through the acquisition and monitoring of the sewage inflow and the sewage outflow of the branch section, and can also monitor the integral unobstructed condition of the pipeline of the branch section. Because only need set up sensing equipment at the access & exit of a section, make things convenient for monitored control system's installation maintenance, also realized simultaneously to the non-contact control maintenance of a section and blowdown pipe network, avoided the manual work to go deep into the condition emergence that detects in the section inside as far as possible, guaranteed personnel's safety, improved detection efficiency and sensitivity, can accomplish real-time detection, real-time reporting, promoted reaction rate.
Drawings
FIG. 1 is a schematic diagram of a sewage network of the present invention;
FIG. 2 is a schematic illustration of a pipe network leg of the present invention;
fig. 3 is a schematic flow chart of the sewage pipe network monitoring method.
In the drawing the view of the figure,
1, branch section 2, lifting pump station 3, main pipe 4 and branch pipe
Detailed Description
The present invention will be described in detail below with reference to the drawings and the specific embodiments, and in the present specification, the dimensional proportion of the drawings does not represent the actual dimensional proportion, but only represents the relative positional relationship and connection relationship between the components, and the components with the same names or the same reference numerals represent similar or identical structures, and are limited to the schematic purposes.
FIG. 1 is a schematic diagram of a sewage network layout. The sewage network is typically in a multi-level tree-like branch architecture, with multiple branches 4 possibly present in each level merging into the branch 1 and then downstream from the branch 1 until reaching the sewage treatment facility. For a certain branch, in order to ensure the sewage transportation in the branch pipe 4, a plurality of lifting pump stations 2 are arranged at intervals to split the branch pipe into a plurality of branch sections 1 so as to compensate the kinetic energy loss generated when sewage flows in the pipeline. Fig. 2 is a schematic illustration of a specific one of the branches 1. The lifting pump station 2 is arranged at one end or two ends of the branch section 1 in the branch pipe 4, and sewage enters the branch section 1 to flow after supplementing energy under the action of the lifting pump station in the upstream lifting pump station 2 in principle until entering the lifting pump station at the downstream of the lifting pump station 2. The lifting pump station downstream of the lifting pump station 2 does not affect the flow in the branch section 1, but is used for supplementing energy to the sewage in the following branch section 1. The length of the branch section 1 is several kilometers.
In the lifting pump station 2, 2-3 groups or more groups of lifting pumps are arranged, so that a plurality of groups of lifting pumps are selectively started according to sewage flow, and step matching of lifting power and sewage flow is realized. When more than one set of lift pumps is provided in the lift pump station 2, the lift pump operation may generally be controlled in accordance with the liquid level. In fig. 2, two pumps are taken as an example, a pump stopping liquid level is usually set, so that the influence of too low liquid level in the lifting pump station 2 on the service life of the lifting pump is avoided, an alarm liquid level is set, the too high liquid level in the lifting pump station 2 is prevented, and a single pump starting liquid level and a double pump starting liquid level are set between the pump stopping liquid level and the alarm liquid level from low to high according to the liquid level. When the liquid level exceeds the starting liquid level of the single pump, a lifting pump is started to pump the sewage in the lifting pump station 2 into the downstream branch section 1. When the liquid level is still raised to the double-pump starting liquid level, the other lifting pump is started at the same time, so that the pumping power is improved, and the liquid level in the lifting pump station 2 is restored to be lowered. In order to achieve this, it is necessary to provide a level gauge in the lifting pump station 2 for detecting the liquid level, while at the same time it is possible to determine that the volume of sewage and the volume change in the lifting pump station 2 are determinable on the basis of the liquid level collection.
For sewage pipe networks, except for daily maintenance, the key point is to confirm and treat the abnormality in the pipeline in time. For the lifting pump station 2, manual access is available, and for later maintenance, the lifting pump station 2 is usually located in a more convenient place for traffic. The important point is thus to determine the operating state in the limb 1, which is normally not accessible to human power. For sewage networks, the amount of sewage is generally limited, and as shown in fig. 2, the sewage flows out by gravity through the branch section 1 after being lifted by the lifting pump station 2, so that the flow in the branch section 1 is in fact in most cases an open channel uniform flow with a non-full liquid level driven by gravitational force. This is essentially different from a rainwater pipeline, a water supply pipeline, and the like, and since the rainwater pipeline is only used during rainfall and is in an idle state at ordinary times, the design is generally calculated according to the full liquid level, and therefore the design and maintenance of the rainwater pipeline are mainly regarded as the flow of a pressurized pipeline, and the pressure is generally from the water level difference formed after precipitation. For the water supply lines, it is needless to say that there is a pressurised pipe flow. Due to the essential difference between the two methods, the methods in the prior art for detecting leakage in pressurized pipe flows such as water supply pipelines and the like cannot be applied to sewage pipe network detection.
Returning to the sewage network detection, it can be considered an open channel flow for the flow in leg 1. The sewage is pumped to the inlet of the branch section 1 by the water pump in the lifting pump station 2, and the sewage flows to the outlet in the branch section 1 driven by gravitational potential energy. In this process, the sewage flow is not full of the cross section of the pipeline, and an air layer penetrating through the two ends of the pipeline exists above the pipeline. Because of the free liquid level, the local water pressure at any point in the pipeline is the local still water pressure, so that the action of the pressure water head can be disregarded. In addition, in open channel flow, the flow rates at the same moment of any section are not necessarily equal although the fluid continuity equation is still satisfied due to the existence of free liquid level, while in pipe flow, the flow rates at the same moment of pipe are equal due to incompressibility of liquid by default, which is one of the key principles of leakage detection of a part of pipes in the prior art.
In view of the above characteristics of the sewage pipe network, for the branch section 1 of a certain section of the sewage pipe network, which is communicated with two lifting pump stations 2, in order to realize non-contact detection of leakage conditions of the branch section 1, a technical scheme that flow rates of all sections in the pipe flow are equal at the same time cannot be adopted. In particular, the flow process of the water flow can be regarded as a wave transmission process for the open channel flow, and the sewage flowing out of the cross section of the inlet is transmitted to the outlet end after being spread for a period of time. Therefore, the flow characteristics of the water flow at the water inlet end and the water outlet end after a specific time interval can be examined to indirectly acquire the flow channel condition inside the pipeline of the branch section 1. In short, the flow at the outlet of branch 1 is delayed by a certain time compared to the flow at the inlet of branch 1.
The method for detecting the flow channel condition of the inner channel of the branch 1 pipeline can be realized as follows.
S1, flow collection. Collecting sewage inflow Q of inlet end of branch section 1 in Collecting sewage output Q of outlet end of branch section 1 out . Specifically, flow data of the inlet end of the branch section 1 and flow data of the outlet end of the branch section 1 need to be acquired, and under the existing pipe network intelligent monitoring system, the flow data can be realized through combined sensors arranged at two ends of the branch section 1. For example, the water flow speed at the inlet or outlet of the branch section 1, the height of the overflow section and the like are collected simultaneously, and then the local flow at the time is calculated. On the other hand the following two ways are not excluded. 1. The flow data of the inlet end of the branch section 1 is obtained by converting the power and the actual lift of the branch section 1 according to the actual efficiency. 2. The corresponding flow sensor can be directly arranged in the lifting waterway for conveying water from the water pump to the branch section 1, and the flow of sewage which is extracted from the lifting pump station 2 to the branch section 1 is directly measured. Finally, in existing sewage pipe network construction systems, as previously described, for monitoring the lift pump station 2 and for step control of the water pump in the lift pump station 2, the lift pump station 2 will typically beThe liquid level sensor is arranged, and on the basis, the sewage volume and the volume difference in the lifting pump station 2 can be obviously obtained. In order to make full use of the existing equipment resources, a flow sensor may be provided only at one of the outlet of the previous leg 1 connected to the lifting pump station 2 or the inlet of the subsequent leg 1 connected to the lifting pump station 2. Assume that the flow value of the flow sensor is set to be Q t Meanwhile, the volume change delta Q of the lifting pump station 2 can be calculated according to the liquid level sensor of the lifting pump station 2 2 Then the flow value at the position where the flow sensor is not arranged at the other position connected to the lifting pump station 2 is Q g ＝ΔQ 2 -Q t . Here Q t And Q is equal to g The outlet flow and the inlet flow of the communication lifting pump station 2 are respectively corresponding, and the specific correspondence is dependent on the installation of the sensor.
Ideally, an open channel flow for the sewage in branch 1. According to the Xuezhi formulaWherein v is the water flow speed, C is the thank coefficient, R is the hydraulic radius of the water cross section, and i is the bottom slope of the open channel. Further, according to the manning formula, c= (1/n) R 1/6 Where n is the roughness of the open channel. Comprehensive obtainable v= (1/n) ·r 2/3 ·i 1/2 . For a given channel, such as leg 1, the velocity is determined at a certain time in the water section. Thus, at a certain flow rate, the average time of the sewage flow in the branch section 1 is constant, i.e. there is a relatively predictable lag time.
S2, synchronously analyzing. Analysis of the wastewater inflow Q of the branch section 1 in Time series and sewage output Q of the outlet end of branch section 1 out The time synchronicity between the time sequences formed and therewith the optimal lag time deltat between the outlet flow and the inlet flow of the branch 1. Accordingly, the corresponding relation between the sewage inflow rate and the sewage outflow rate of the branch section 1 can be established. As mentioned above, for the inlet flow and the outlet flow of branch 1, there is essentially an input-output response with a time delay, so that its time dependence exists objectively, whereInstead of confirming whether it is relevant, it is what its correlation is, i.e. in case of possible noise interference of the measured data, an optimal lag time deltat of the two time sequences is obtained from the measured sequence. Typically this can be obtained by a time-lag cross-correlation analysis, where the lag time with the highest correlation between the two is statistically the best lag time Δt we find. It should be noted that, since the disturbance in the sewage gradually smoothes during the flow in branch 1, it is not possible to perfectly match the correlation between the inlet and the outlet, and it is less likely to precisely synchronize on a specific flow value, and therefore the correlation coefficient is not necessarily very high, such as greater than 85%, the only key of the above-mentioned process is to determine the lag time corresponding to the maximum correlation, not the height of the correlation.
S3, calculating flow loss. Through the sewage inflow Q of the branch section 1 in Or sewage outlet flow rate Q out The two are synchronized by shifting the delay time delta T on the time axis, and then the flow loss Q is calculated according to the difference value of the two time sequences s ＝Q in -Q out . For example, sewage outlet flow Q out The time sequence leads the translation and delays time delta T time sequence units and on the basis, the sewage inflow Q is generally not considered in practical application in The time series translates back because this would result in the latest data being annihilated. By means of translation operation, the time resolution of the detection of the running condition of the branch section 1 can be greatly improved, and quasi-real-time prediction is realized, namely, prediction can be made on flow change at any moment, and the flow can be identified only after long-time data accumulation is performed due to the fact that seepage or leakage flow reaches a certain order of magnitude. Of course, in practical application, in order to improve the reliability of the system and reduce the no report, the average flow difference in a smaller time interval or the average flow difference at a plurality of continuous time points can be used as the flow loss. In the prior art, the determination of the branch 1 depends in part on an indirect analysis of the volume change in the lifting pump station 2, which in order to ensure the validity of the data requires a long time to detect, at least in days, the volume change of the lifting pump station 2, resulting inThe recognition efficiency is very low, the recognition accuracy is also insufficient, and the actual operation and maintenance work is difficult to support. The step can better solve the problem.
S4, a fault confirmation step. Loss of flow Q of branch 1 s Compared with the set standard interval, if the flow loss Q s Below the set standard interval, there may be potential seepage into, if the flow loss Q s Above the set standard interval, there may be potential seepage flow. In fact, for the sewage inflow rate Q after synchronization in And sewage outlet flow rate Q out In other words, the difference values are not equal due to the smoothing in the flowing process, but the fluctuation condition of the difference values can be confirmed through a pre-test operation experiment, and the prediction precision is considered, so that the corresponding standard interval is established. On the other hand, the difference is not stable and within a fixed range under the influence of the inlet flow, so that the functional relationship between the standard interval of the difference and the sewage inflow rate of the branch section 1 can be established according to the pre-experimental data. When the middle part of the branch section 1 is broken or notched, part of sewage flows out of the branch section 1 through the notch or the crack to cause the flow loss of the branch section 1, and the sewage outlet flow of the outlet end of the branch section 1 is necessarily reduced. Accordingly, the outflow leakage is likely to occur based on the flow loss, particularly, the flow loss is higher than the set value, i.e., the standard interval. In very small cases, if the branch section 1 is located in a region with abundant groundwater, after the branch section 1 is notched or cracked due to high groundwater pressure, the groundwater permeates into the branch section 1, which may lead to a decrease in flow loss, or even a negative flow loss in extreme cases. For example, in the case of a closed inlet, there may still be a water flow output at the outlet.
Further still, it is still possible to attempt to confirm the general location of the crack or notch by the S5 fault localization step. As described above, the infiltration or seepage amount of the fracture is related to the flow in the branch section 1, when the flow of the branch section 1 is large and the water cross section is large, and the static pressure of the sewage is large, the infiltration amount is reduced, and the seepage amount is increased, so that the change condition of the flow loss along with the flow can be detected, and the situation can be foundWhen the flow fluctuates, the feedback time of the flow loss is fed back, so that the rough fault point is determined. Considering that the outlet flow is affected by the flow loss, the inlet flow is generally taken as a reference, that is, the time difference between the time point of determining the characteristic point of the flow loss and the time point of changing the sewage inflow is taken as the input of the distance value of the fault point of the determining branch section 1 from the inlet of the branch section 1. In practice, the influence on the flow loss is not obvious when the fluctuation of the sewage inflow rate in a small range is confirmed in the test operation, and the change characteristics of the corresponding flow loss are difficult to extract due to the existence of data noise. In this regard, it has been mentioned that, in the lifting pump station 2, a plurality of sets of water pumps are usually arranged to realize the step control of the liquid level in the lifting pump station 2, which provides means for controlling the sewage inflow rate of the branch section 1, that is, in order to realize the identification of the flow loss change of the branch section 1, the sewage inflow rate of the branch section 1 can be actively changed in a short time by first changing the number of the water pumps put into operation in a manner of detecting the failure such as fracture, notch, etc. of the branch section 1, in this case, the delay time t of the corresponding change of the flow loss is detected. The average speed can be obtained by trial run experiments and then corrected periodically, or can be obtained as v= (1/n) ·r above 1/6 ·i 1/2 Then, the distance d=vt= (1/n) ·r from the break point of the branch 1 to the inlet can be obtained 1/6 ·i 1/2 ·t。
Finally, as previously mentioned, in S2 an optimal lag time Δt of the flow of the sewage in the branch 1 has been obtained, which value is related to the flow velocity of the sewage in the branch 1, for which v= (1/n) ·r is satisfied 1/6 ·i 1/2 The water flow section of each section of the branch section 1 is unchanged under a given flow rate, so that the hydraulic radius R is unchanged, and the bottom slope i of the branch section 1 is unchanged. Thus, the lag time of the water flow in branch 1 should be related only to the roughness n of branch 1 for a given flow, so that an S6 pipe clear detection step can also be optionally provided. The hysteresis time range under different sewage inflow rates can be determined by theoretical calculation or test run, and then the optimal hysteresis time delta T of the branch section 1 is equal to the preset valueIs used to determine if the roughness of leg 1 is higher than normal. Specifically, when the optimal lag time is greater than the preset lag time range, the roughness of the inner surface of the branch section 1 is considered to be abnormal, the smoothness is insufficient, and the conditions such as sludge accumulation and the like possibly exist, so that early warning can be sent out in a monitoring system to prompt cleaning and maintenance as soon as possible.
It will be appreciated by those skilled in the art that embodiments of the present application may be provided as a method, system, or computer program product. Accordingly, the present application may take the form of an entirely hardware embodiment, an entirely software embodiment, or an embodiment combining software and hardware aspects. Furthermore, the present application may 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, and the like) having computer-usable program code embodied therein.
The present application is described with reference to flowchart illustrations and/or block diagrams of methods, apparatus (systems) and computer program products according to embodiments of the application. It will be understood that each flow and/or block of the flowchart illustrations and/or block diagrams, and combinations of flows and/or blocks in the flowchart illustrations and/or block diagrams, can be implemented by computer program instructions. These computer program instructions may 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, create means for implementing the functions specified in the flowchart flow or flows and/or block diagram block or blocks.
These computer program instructions may also be stored in a computer-readable memory that can direct a computer or other programmable data processing apparatus to function in a particular manner, such that the instructions stored in the computer-readable memory produce an article of manufacture including instruction means which implement the function specified in the flowchart flow or flows and/or block diagram block or blocks.
These computer program instructions may also be loaded onto a computer or other programmable data processing apparatus to cause a series of operational steps to be performed on the computer or other programmable apparatus to produce a computer implemented process such that the instructions which execute on the computer or other programmable apparatus provide steps for implementing the functions specified in the flowchart flow or flows and/or block diagram block or blocks.
The foregoing is merely illustrative of the preferred embodiments of the present invention and is not intended to limit the scope of the invention, and various modifications and improvements made by those skilled in the art to which the invention pertains will fall within the scope of the invention as defined by the appended claims without departing from the spirit of the invention.
Claims (9)
1. The sewage pipe network monitoring method is characterized by comprising the following steps of:
s1, a flow collection step, namely collecting the sewage inflow rate Q of the inlet end of the branch section (1) in Collecting the sewage outlet flow Q of the outlet end of the branch section (1) out ；
S2, synchronously analyzing the sewage inflow Q of the branch section (1) in Time series and sewage output Q of the outlet end of the branch section (1) are formed out The time synchronicity between the time sequences formed, obtaining the optimal lag time delta T between the outlet flow and the inlet flow of the branch section (1);
s3, calculating flow loss, namely, the sewage inflow rate Q of the branch section (1) in Or sewage outlet flow rate Q out The two are synchronized by shifting the delay time delta T on the time axis, and then the flow loss Q is calculated according to the difference value of the two time sequences s ＝Q in -Q out ；
S4, a fault confirmation step, namely, the flow loss Q of the branch section (1) s Compared with a preset standard interval, if the flow loss Q s Outside the predetermined standard interval, a potential fault may exist in the branch section (1).
2. The sewage pipe network monitoring method according to claim 1, further comprising an S5 fault locating step, wherein the S5 fault locating step determines a feedback time for feeding back the fluctuation of the sewage inflow rate to the flow loss according to the change condition of the flow loss along with the sewage inflow rate, and determines the distance between the fault point and the inlet of the branch section (1) according to the feedback time.
3. The sewage pipe network monitoring method as claimed in claim 2, wherein the sewage inflow rate fluctuation in the S5 fault locating step is accomplished by changing the number of water pumps put into operation.
4. The sewage pipe network monitoring method according to claim 2, wherein the distance D from the fault point of the S5 fault location step to the inlet of the branch section (1) is calculated from the average flow velocity v of the sewage and the feedback time t, d=v·t.
5. The sewage pipe network monitoring method as claimed in claim 4, wherein the average velocity v is determined by v= (1/n) & R 2/3 ·i 1/2 And (3) calculating, wherein R is the hydraulic radius of the water passing section of the inlet of the branch section (1), i is the bottom slope of the inlet of the branch section (1), and n is the roughness of the water passing section of the inlet of the branch section (1).
6. The sewage pipe network monitoring method according to claim 1, further comprising an S6 pipe unobstructed detection step, wherein the S6 pipe unobstructed detection step determines whether the roughness of the branch section (1) is higher than a normal value by comparing an optimal lag time Δt of the branch section (1) with a preset lag time range, and considers that the branch section (1) is not unobstructed if the optimal lag time is greater than the preset lag time range.
7. The sewage pipe network monitoring method as claimed in claim 1, wherein in the step of s1, the sewage inflow Q is collected in And sewage outlet flow rate Q out This can be accomplished by:
firstly, respectively collecting the water flow speed and the height of an overflow section at the inlet and the outlet of the branch section (1) through combined sensors arranged at the two ends of the inlet and the outlet of the branch section (1), and then calculating the local flow at the moment;
or alternatively, the first and second heat exchangers may be,
the second step, the power of the water pump for delivering water to the branch section (1) and the actual lift are converted;
or alternatively, the first and second heat exchangers may be,
thirdly, a corresponding flow sensor is arranged in a lifting waterway for conveying water from a water pump for conveying water to the branch section (1) to measure the inflow of sewage extracted from a lifting pump station (2) to the branch section (1);
or alternatively, the first and second heat exchangers may be,
and fourthly, acquiring the liquid level of the lifting pump station (2) through a flow sensor only at one of two positions of an outlet of a previous branch section (1) connected with the lifting pump station (2) or an inlet of a next branch section (1) connected with the lifting pump station (2), and acquiring flow data of the inlet of the corresponding next branch section 1 or the outlet of the previous branch section 1 through calculation.
8. The sewage network monitoring method according to claim 1, wherein in the step of S4 failure confirmation, if the flow loss Q s Below the set standard interval, there may be potential seepage ingress; if the flow rate is lost Q s Above the set standard interval, there may be potential seepage flow.
9. A computer readable storage medium storing a computer program which, when executed by a processor, causes the processor to perform the steps of the sewage network monitoring method according to any one of claims 1-8.
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