A sewer network discharge volume regulation method and system and a storage medium

Abstract

The application discloses a kind of sewer network discharge capacity regulation and control method, system and storage medium, belong to urban drainage management technical field.The method includes constructing the topological structure model of sewer network in target area;The flow rate and pressure of each node on topological structure model are obtained to construct pressure wave calculation model;Total pressure of each node is determined according to pressure wave calculation model;The discharge capacity of each node is determined according to the total pressure of each node;The water level of each node is determined according to the discharge capacity of each node;The maximum safe discharge capacity of each node is determined according to the total discharge capacity of all nodes of sewer network in target time length and the water level of each node;The discharge capacity of upstream pump station of sewer network is adjusted according to the maximum safe discharge capacity of each node.The application realizes global optimization control by simulating pressure wave propagation and superposition effect, avoids the problem of downstream overflow caused by upstream drainage, and improves the efficiency and safety of sewer network operation.

Description

Technical Field

[0001] This invention belongs to the field of urban drainage management technology, and in particular relates to a method, system and storage medium for regulating drainage volume in a drainage network. Background Technology

[0002] Urban drainage systems are critical infrastructure for ensuring urban safety and preventing urban flooding. With the increasing frequency of extreme rainstorms, many urban drainage system outlets are frequently subjected to the backwater effect of external river levels, severely challenging the design and operation conditions of traditional drainage systems. Intelligent control can calculate the drainage capacity of each node in the drainage network in real time and reduce the overflow risk of downstream nodes by controlling upstream drainage volume, thereby improving the resilience of urban drainage networks. Therefore, intelligent control of drainage networks is an important measure for achieving urban water security management.

[0003] Current drainage network control technologies primarily rely on deploying water level, flow, and rainfall sensors at critical nodes in the network prone to risks to monitor their status. These systems are integrated with SCADA (Supervisory Control and Data Acquisition) systems, utilizing a central server or cloud platform to receive and store historical data, building a database to form the foundation for sensing and monitoring. Through hydraulic models such as SWMM and InfoWorksICM, and optimization algorithms, the system achieves a leap from passive monitoring to real-time prediction and proactive control. When the water level at a node exceeds a warning threshold, the system triggers control commands, such as shutting down upstream pumping stations or activating storage facilities.

[0004] However, in most cases, control strategies are localized and fail to achieve global optimization based on the hydraulic connections of the entire drainage network system. Furthermore, most systems rely on simple thresholds or empirical rules, which, when faced with highly dynamic and nonlinear complex conditions such as backwater overflows from external rivers, result in control actions occurring after the overflow actually occurs, leading to poor control performance. Although mature hydraulic models such as SWMM exist, they are mostly used for simulation during the planning phase and have not yet been deeply integrated into real-time control systems for forward-looking pressure wave calculations and active regulation. Summary of the Invention

[0005] This invention provides a method, system, and storage medium for regulating the drainage volume of a drainage network. It can be used to solve the problems in the prior art that fail to perform global optimization based on the hydraulic connection of the entire drainage network system and that control actions occur after the overflow, resulting in poor control effects.

[0006] In a first aspect, the present invention provides a method for regulating the drainage volume of a drainage pipe network, comprising:

[0007] Construct a topological model of the drainage pipe network within the target area;

[0008] The flow velocity and pressure at each node in the topology model are obtained to construct a pressure wave calculation model; where nodes represent vertical shafts in the drainage network.

[0009] The total pressure at each node is determined based on the pressure wave calculation model;

[0010] The drainage volume of each node is determined based on the total pressure at each node;

[0011] The water level of each node is determined based on the drainage volume of each node;

[0012] Based on the total drainage volume of all nodes in the drainage network and the water level of each node within the target time period, determine the maximum safe drainage volume of each node.

[0013] Adjust the drainage volume of the pumping station upstream of the drainage network according to the maximum safe drainage volume of each node.

[0014] Optionally, obtaining the flow velocity and pressure at each node in the topology model to construct a pressure wave calculation model includes:

[0015] Construct the governing equations for unsteady flow within the drainage network:

[0016] ;

[0017] Among them, P i t represents the pressure at the i-th node in the drainage network. i ρ is the time it takes for the pressure wave to propagate to the i-th node; ρ is the density of the liquid within the node; c i V is the wave velocity of the pressure wave in the pipeline between the i-th node and its downstream node; i Let be the liquid flow velocity at the i-th node in the drainage network; | indicates taking the absolute value; x i f is the distance between the i-th node and the outer river along the pipeline axis; i D is the coefficient of pipe friction between the i-th node and its downstream node; i Let K be the pipe diameter between the i-th node and its downstream node; K be the elastic modulus of the water; E i Let e ​​be the elastic modulus of the pipe wall between the i-th node and its downstream node; i Let be the wall thickness of the pipe between the i-th node and its downstream node;

[0018] Characteristic line equations are constructed to solve the unsteady flow control equations within the drainage pipe network, thereby obtaining a simulation of the pressure wave conditions within the drainage pipe network:

[0019] ;

[0020] Among them, H i B is the head of the i-th node;i+1 B is the characteristic impedance of the pipe between the i-th node and its upstream node; i-1 Let C be the characteristic impedance of the pipe between the i-th node and its downstream node; i+1 C represents the feature information of the upstream node of the i-th node; i-1 The downstream node characteristics of the i-th node; R is the pipeline friction resistance constant; V i+1 V represents the liquid flow velocity at the (i+1)th node. i-1 H represents the liquid flow velocity at the (i-1)th node. i+1 H represents the head of the (i+1)th node; i-1 Let be the water head of the (i-1)th node.

[0021] Optionally, determining the total pressure at each node based on the pressure wave calculation model includes:

[0022] With the upstream drainage volume of each node fixed at zero, and the rise in the water level of the outer river used only as the boundary condition for the pressure wave calculation model, the pressure P at the i-th node, generated solely by the backwater effect of the outer river, is simulated and calculated using the pressure wave calculation model. backwater_i ;

[0023] With the current water level of the outer river fixed, the upstream discharge Q of the i-th node is... in_i As boundary conditions for the pressure wave calculation model, the pressure P at the i-th node, generated solely by upstream drainage, is calculated using the pressure wave calculation model. inflow_i ;

[0024] Get the hydrostatic pressure P at the i-th node static_i ;

[0025] P backwater_i P inflow_i and P static_i The sum of is used as the total pressure of the i-th node.

[0026] Optionally, determining the drainage volume of each node based on the total pressure of each node includes:

[0027] Calculate the drainage volume of each node using the following formula:

[0028] ;

[0029] Among them, Q total_i P represents the drainage volume of the i-th node; total_i Let A be the total pressure at the i-th node; i Let ρ be the cross-sectional area of ​​the pipe between the i-th node and its downstream node; ρ be the liquid density within the node; c i Let be the wave velocity of the pressure wave in the pipeline between the i-th node and its downstream node.

[0030] Optionally, determining the water level of each node based on the drainage volume of each node includes:

[0031] The water level equation for a node in the case of two nodes connected in series:

[0032] ;

[0033] Among them, A s,a h is the cross-sectional area of ​​the a-th node in a series of two nodes; a Let t be the water level of the a-th node in a series of two nodes; Q represents the time it takes for water to flow from node a to node (a-1). a-1,a Q represents the drainage volume of the pipeline between node a and node (a-1). a,a+1 Let Q be the drainage volume of the pipe between node a and node (a+1). in_a ρ is the upstream displacement of the a-th node; ρ is the liquid density within the node; L a-1,a Let g be the length of the pipe between node a and node (a-1); g is the acceleration due to gravity; h is the acceleration due to gravity. a-1 Let A be the water level at the (a-1)th node; a F is the cross-sectional area of ​​the pipe between node a and node (a-1); d This refers to the frictional resistance of the pipe wall surface.

[0034] Construct the water level equations for nodes in the case of multiple nodes connected in parallel:

[0035] ;

[0036] Among them, A s,0 h is the cross-sectional area of ​​the central node; multiple nodes are connected in parallel and then in series with the central node; b Let be the water level at the b-th node in a series of parallel nodes; t" be the time it takes for water to flow from the b-th node to the central node; N be the total number of parallel nodes; Q b,0 Q represents the drainage volume of the pipe between the b-th node and the central node. in_0 The upstream drainage volume of the central node; A s,b L is the cross-sectional area of ​​the b-th node; b,0 Let A be the length of the pipe between the b-th node and the center node; b h0 is the cross-sectional area of ​​the pipe between the b-th node and its downstream node; h0 is the water level at the central node.

[0037] Optionally, determining the maximum safe drainage capacity of each node based on the total drainage volume of all nodes in the drainage network within the target time period and the water level of each node includes:

[0038] The water level of the i-th node is less than or equal to the safe critical water level of the i-th node, which is taken as the water level constraint condition of the i-th node.

[0039] The objective function is to maximize the drainage capacity of each node in the topology model.

[0040] Based on the water level constraint of the i-th node, the objective function is calculated using a genetic optimization algorithm to generate a set of candidate values ​​for the upstream drainage of the i-th node.

[0041] For each upstream discharge candidate value, the pressure candidate value set corresponding to the upstream discharge candidate value set is calculated;

[0042] For each pressure candidate value, the set of highest water levels corresponding to the pressure candidate value set is calculated;

[0043] The candidate value of the drainage volume corresponding to the maximum value in the set of highest water levels is taken as the maximum safe drainage volume of the i-th node.

[0044] Optionally, determining the maximum safe drainage capacity of each node based on the total drainage volume of all nodes in the drainage network and the water level of each node within the target time period further includes:

[0045] Construct the penalty function Ф:

[0046] Ф = max(Q total )+μ[max(0,maxh i,x -h critical_i )] 2 ;

[0047] Among them, Q total The total drainage volume of all nodes in the drainage network within the target time period; μ is the penalty coefficient; maxh i,x The maximum value in the set of highest water levels; x = 1, 2, ..., y; y is the total number of candidate values; h critical_i This represents the critical safety water level for the i-th node.

[0048] The genetic optimization algorithm is updated using a penalty function so that the objective function can be calculated using the updated genetic optimization algorithm based on the water level constraint of the i-th node, thereby generating a new set of upstream drainage candidate values ​​for the i-th node.

[0049] For each new upstream discharge candidate value, a new pressure candidate value set corresponding to the new upstream discharge candidate value set is calculated;

[0050] For each new pressure candidate value, a new set of maximum water levels corresponding to the new set of pressure candidate values ​​is calculated;

[0051] The candidate value of the drainage volume corresponding to the maximum value in the new set of highest water levels is taken as the maximum safe drainage volume of the i-th node, and the penalty function is reconstructed until the preset number of updates is reached;

[0052] The candidate value of the drainage volume corresponding to the maximum value in the set of highest water levels corresponding to the last updated genetic optimization algorithm is taken as the final maximum safe drainage volume of the i-th node.

[0053] Optionally, adjusting the drainage volume of the pumping station upstream of the drainage network according to the maximum safe drainage volume of each node includes:

[0054] Actual drainage Q at the i-th node actual_i Greater than the maximum safe drainage capacity Q of the i-th node in_i_safe In such cases, reduce the drainage volume of the upstream pumping station;

[0055] In Q actual_i equals Q in_i_safe In this case, maintain the current drainage volume of the upstream pumping station;

[0056] In Q actual_i Less than Q in_i_safe In such cases, increase the drainage capacity of the upstream pumping station.

[0057] Secondly, the present invention provides a drainage network drainage volume control system, comprising:

[0058] The building module is used to construct the topology model of the drainage pipe network within the target area;

[0059] The acquisition module is used to acquire the flow velocity and pressure of each node on the topology model in order to construct a pressure wave calculation model; where nodes represent vertical shafts in the drainage network.

[0060] The first determining module is used to determine the total pressure at each node based on the pressure wave calculation model.

[0061] The second determining module is used to determine the drainage volume of each node based on the total pressure of each node;

[0062] The third determining module is used to determine the water level of each node based on the drainage volume of each node;

[0063] The fourth determining module is used to determine the maximum safe drainage volume of each node based on the total drainage volume of all nodes in the drainage network and the water level of each node within the target time period.

[0064] The drainage volume adjustment module is used to adjust the drainage volume of the pumping station upstream of the drainage pipeline network according to the maximum safe drainage volume of each node.

[0065] Thirdly, the present invention provides a computer-readable storage medium for storing a computer program; when the computer program is executed by a processor, it implements the steps of the drainage network drainage volume control method described in the first aspect.

[0066] This invention provides a method, system, and storage medium for regulating drainage capacity in a drainage network. The method calculates the propagation and superposition effects of pressure waves throughout the drainage network, determining the optimal solution (i.e., the maximum safe drainage volume and its allocation) from a globally optimal perspective. This avoids the vicious cycle of downstream overflow caused by upstream full-scale drainage, achieving efficient and balanced utilization of the drainage network's capacity. Furthermore, this invention employs a precise numerical solution method (characteristic line method) to simulate the pressure wave conditions within the drainage network, realistically reproducing the complex hydraulic phenomena and accurately predicting downstream water level rises, significantly improving the accuracy and reliability of the regulation strategy.

[0067] This invention can predict the risk of pressure wave superposition in the future when the water level of the outer river begins to rise but the downstream has not yet overflowed. It can then calculate the safe drainage threshold upstream in advance and execute the pump station control instructions in advance, which greatly improves the initiative and safety of flood control and drainage. Attached Figure Description

[0068] To more clearly illustrate the technical solution of the present invention, the drawings used in the embodiments will be briefly introduced below. Obviously, the drawings described below are only embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0069] Figure 1 A flowchart illustrating a method for regulating drainage volume in a drainage network, provided in an embodiment of the present invention;

[0070] Figure 2 This is a schematic diagram of the topology model of the drainage pipe network within the target area provided in an embodiment of the present invention.

[0071] Figure 3 This is a schematic diagram of the drainage pipe network top support structure within the target area provided in an embodiment of the present invention;

[0072] Figure 4 This is a schematic diagram of a drainage network drainage volume control system provided in an embodiment of the present invention. Detailed Implementation

[0073] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0074] Example 1

[0075] like Figure 1 As shown, an embodiment of the present invention provides a method for regulating the drainage volume of a drainage network, comprising:

[0076] Step 101: Construct a topological model of the drainage pipe network within the target area.

[0077] like Figure 2 As shown, the drainage network within the target area is chain-like, with its outlets connected to rivers outside the city. Each rainwater well (vertical shaft) inspection well in the drainage network is a node. The direction of water flow into a node is upstream, and the direction of water flow out of a node is downstream. Each node is equipped with a data acquisition device C3. The pipes between nodes 1_0 and 6_0 (in this embodiment, the number of nodes on the main drainage pipe is 6, which is only an example and not a limitation of this application) are the main drainage pipes C4 arranged from downstream to upstream. Nodes i_1 to i_m are branch pipes C5 connected to node i_0. Figure 2 In the diagram (i=5, m=3), taking node i_0 as an example, nodes i+1_0 and i_1 are both upstream of node i_0, and node i-1_0 is downstream of node i_0. The drainage network monitoring node C1 is located at high-risk points in the drainage network prone to overflow. The diagrams of the upstream and downstream of the target area's drainage network and the backwater effect of the external river are shown below. Figure 3 As shown. The data acquisition device C3 integrates a data transmission module C6, which is mainly used to collect real-time operational monitoring data such as flow rate, water pressure, and water level of the monitoring nodes, as well as monitoring data of external rivers such as water level of the outer river. The collected monitoring data is then transmitted to the data analysis module C7 through the data transmission module C6. The upstream end of the drainage network is connected to the control pumping station C2, which is connected to the data center.

[0078] The data analysis module C7 also communicates with the data center. Based on the received drainage network monitoring data, the data analysis module C7 performs calculations and analyses on the monitoring data, and the data center stores the data and dynamically schedules the operation of the pumping station and node C1 drainage volume.

[0079] Step 102: Obtain the flow velocity and pressure of each node on the topology model to construct a pressure wave calculation model; where nodes represent vertical shafts in the drainage network.

[0080] For example, construct the governing equations for unsteady flow within a drainage network:

[0081] .

[0082] Among them, P i t represents the pressure at the i-th node in the drainage network. i ρ is the time it takes for the pressure wave to propagate to the i-th node; ρ is the density of the liquid within the node; c i V is the wave velocity of the pressure wave in the pipeline between the i-th node and its downstream node; i Let be the liquid flow velocity at the i-th node in the drainage network; | indicates taking the absolute value; x i f is the distance between the i-th node and the outer river along the pipeline axis; i D is the coefficient of pipe friction between the i-th node and its downstream node; i Let K be the pipe diameter between the i-th node and its downstream node; K be the elastic modulus of the water; E i Let e ​​be the elastic modulus of the pipe wall between the i-th node and its downstream node; i Let be the wall thickness of the pipe between the i-th node and its downstream node.

[0083] Characteristic line equations are constructed to solve the unsteady flow control equations within the drainage pipe network, thereby obtaining a simulation of the pressure wave conditions within the drainage pipe network:

[0084] .

[0085] Among them, H i B is the head of the i-th node; i+1 B is the characteristic impedance of the pipe between the i-th node and its upstream node; i-1 Let C be the characteristic impedance of the pipe between the i-th node and its downstream node; i+1 C represents the feature information of the upstream node of the i-th node; i-1 The downstream node characteristics of the i-th node; R is the pipeline friction resistance constant; V i+1 V represents the liquid flow velocity at the (i+1)th node. i-1 H represents the liquid flow velocity at the (i-1)th node. i+1 H represents the head of the (i+1)th node; i-1 Let be the water head of the (i-1)th node.

[0086] Step 103: Determine the total pressure at each node based on the pressure wave calculation model.

[0087] For example, the upstream drainage of each node is fixed at zero, and the rise in the water level of the outer river is used only as the boundary condition for the pressure wave calculation model. The pressure P of the i-th node, generated solely by the backwater effect of the outer river, is then calculated using the pressure wave calculation model. backwater_i .

[0088] With the current water level of the outer river fixed, the upstream discharge Q of the i-th node is... in_i (i.e., the flow rate from the upstream node to the i-th node) is used as the boundary condition for the pressure wave calculation model. The pressure P at the i-th node, generated solely by upstream drainage, is then calculated using the pressure wave calculation model. inflow_i .

[0089] Get the hydrostatic pressure P at the i-th node static_i .

[0090] P backwater_i P inflow_i and P static_i The sum of is used as the total pressure of the i-th node.

[0091] Step 104: Determine the drainage volume of each node based on the total pressure of each node.

[0092] For example, the drainage volume of each node is calculated according to the following formula:

[0093] .

[0094] Among them, Q total_i P represents the drainage volume of the i-th node; total_i Let A be the total pressure at the i-th node; i Let ρ be the cross-sectional area of ​​the pipe between the i-th node and its downstream node; ρ be the liquid density within the node; c i Let be the wave velocity of the pressure wave in the pipeline between the i-th node and its downstream node.

[0095] Step 105: Determine the water level of each node based on the drainage volume of each node.

[0096] For example, the water level equation for nodes constructed in the case of two nodes connected in series (i.e., each node is connected to at most two other nodes, and the nodes are arranged in a linear order):

[0097] .

[0098] Among them, A s,a h is the cross-sectional area of ​​the a-th node in a series of two nodes; a Let t be the water level of the a-th node in a series of two nodes; Q represents the time it takes for water to flow from node a to node (a-1). a-1,aQ represents the drainage volume of the pipeline between node a and node (a-1). a,a+1 Let Q be the drainage volume of the pipe between node a and node (a+1). in_a ρ is the upstream displacement of the a-th node; ρ is the liquid density within the node; L a-1,a Let g be the length of the pipe between node a and node (a-1); g is the acceleration due to gravity; h is the acceleration due to gravity. a-1 Let A be the water level at the (a-1)th node; a F is the cross-sectional area of ​​the pipe between node a and node (a-1); d This refers to the frictional resistance of the pipe wall.

[0099] Construct the water level equations for multiple nodes connected in parallel (i.e., there is a central node, and all other branch nodes are connected to the central node, arranged radially):

[0100] .

[0101] Among them, A s,0 h is the cross-sectional area of ​​the central node; multiple nodes are connected in parallel and then in series with the central node; b Let be the water level at the b-th node in a series of parallel nodes; t" be the time it takes for water to flow from the b-th node to the central node; N be the total number of parallel nodes; Q b,0 Q represents the drainage volume of the pipe between the b-th node and the central node. in_0 The upstream drainage volume of the central node; A s,b L is the cross-sectional area of ​​the b-th node; b,0 Let A be the length of the pipe between the b-th node and the center node; b h0 is the cross-sectional area of ​​the pipe between the b-th node and its downstream node; h0 is the water level at the central node.

[0102] Step 106: Determine the maximum safe drainage volume for each node based on the total drainage volume of all nodes in the drainage network and the water level of each node within the target time period.

[0103] For example, this step includes using the water level of the i-th node being less than or equal to the safe critical water level of the i-th node as a water level constraint condition for the i-th node.

[0104] The objective function f is to maximize the water displacement of each node in the topology model.

[0105] .

[0106] Based on the water level constraint of the i-th node, the objective function is calculated using a genetic optimization algorithm to generate a candidate set of upstream drainage values ​​for the i-th node [Q]. in_i,1 Q in_i,2 ,…,Qin_i,y ]; y is the total number of candidate values, which is generally 50-80.

[0107] For each upstream discharge candidate value, the pressure candidate value set corresponding to the upstream discharge candidate value set is calculated [P]. total_i,1 ,P total_i,2 ,…,P total_i,y ].

[0108] For each pressure candidate value, the set of highest water levels corresponding to the pressure candidate value set [maxh] is calculated. i,1 ,maxh i,2 ,…,maxh i,y ].

[0109] The candidate value of the drainage volume corresponding to the maximum value in the set of highest water levels is taken as the maximum safe drainage volume of the i-th node.

[0110] It also includes constructing the penalty function Ф:

[0111] Ф = max(Q total )+μ[max(0,maxh i,x -h critical_i )] 2 .

[0112] Among them, Q total The total drainage volume of all nodes in the drainage network within the target time period; μ is the penalty coefficient, which is 100 in this embodiment, strictly limiting the highest water level (maxh) of the node with the largest candidate value. i,x Limiting the water level to within the critical safety level of the node to prevent overflow; maxh i,x The maximum value in the set of highest water levels; x = 1, 2, ..., y; h critical_i The critical water level for the i-th node is typically the manhole cover elevation minus a safety margin; max(0, maxh) i,x -h critical_i The degree of constraint violation is 0 if no constraint is violated.

[0113] The genetic optimization algorithm is updated using a penalty function so that the objective function can be calculated using the updated genetic optimization algorithm based on the water level constraint of the i-th node, thereby generating a new set of upstream drainage candidate values ​​for the i-th node.

[0114] For each new upstream discharge candidate value, a new pressure candidate value set corresponding to the new upstream discharge candidate value set is calculated.

[0115] For each new pressure candidate value, a new set of highest water levels corresponding to the new set of pressure candidate values ​​is calculated.

[0116] The candidate value of the drainage volume corresponding to the maximum value in the new set of highest water levels is taken as the maximum safe drainage volume of the i-th node, and the penalty function is reconstructed until the preset number of updates is reached.

[0117] The candidate value of the drainage volume corresponding to the maximum value in the set of highest water levels corresponding to the last updated genetic optimization algorithm is taken as the final maximum safe drainage volume of the i-th node.

[0118] Step 107: Adjust the drainage volume of the pumping station upstream of the drainage pipeline according to the maximum safe drainage volume of each node.

[0119] For example, the actual drainage Q at the i-th node actual_i Greater than the maximum safe drainage capacity Q of the i-th node in_i_safe In such cases, reduce the drainage volume of the upstream pumping station and strictly control the drainage volume below the safe drainage volume to prevent overflow.

[0120] In Q actual_i equals Q in_i_safe Under these circumstances, maintain the current drainage volume of the upstream pumping station.

[0121] In Q actual_i Less than Q in_i_safe In such cases, increase the drainage volume of upstream pumping stations to enhance the drainage capacity of the drainage network.

[0122] If the water level of the outer river drops and the backing is released, the maximum drainage capacity will increase, and the pumping station can be instructed to operate at full capacity to accelerate the emptying of the drainage network.

[0123] The drainage network repeats the "monitoring-simulation-optimization-control" process every 10 minutes to achieve rolling optimization and real-time control of the drainage network. For example:

[0124] Use the sliding window method to create an initialization window and set the window size to 10 minutes.

[0125] The window is placed in the external river water level monitoring sequence, and the maximum drainage capacity of the drainage network node is calculated based on the data in the window.

[0126] When new data is added to the external river water level monitoring sequence, the new data is placed at the end of the window, and the old data at the front of the window is removed. The maximum drainage capacity of the drainage network nodes is recalculated for the data in the window, thereby achieving rolling real-time updates.

[0127] To verify that the solution provided in this embodiment has advantages over related technologies, this embodiment further discloses specific examples.

[0128] The safety water level margin at the target area node is 0.5m.

[0129] The critical safe water level parameters for drainage network nodes are obtained, in meters, as shown in Table 1.

[0130] Table 1. Critical Water Levels for Target Area Nodes

[0131]

[0132] The data parameters of the backwater trough in the drainage network are obtained, in meters, as shown in Table 2:

[0133] Table 2. Time-varying curves of backwater levels in the target area's outer river.

[0134]

[0135] The static water pressure parameters of each node in the drainage network are obtained, in meters, as shown in Table 3:

[0136] Table 3. Hydrostatic Pressure Table of Target Area Nodes

[0137]

[0138] Obtain the actual monitored drainage volume of each node in the drainage network, in meters. 3 / s, as shown in Table 4:

[0139] Table 4 Actual monitored drainage volume of nodes in the target area

[0140]

[0141] Optimization calculations were performed on the drainage network to obtain the maximum water level at each node, in meters, as shown in Table 5.

[0142] Table 5 Maximum and highest water levels at nodes in the target area

[0143]

[0144] The maximum water level of node 5 exceeds the critical safety level by 0.1m, and that of node 7 exceeds the critical safety level by 0.3m. These excess values ​​are fed back to the genetic optimization algorithm to iterate and generate updated maximum water levels for the nodes, in meters, as shown in Table 6.

[0145] Table 6. Maximum and highest water levels at nodes after target area update.

[0146]

[0147] Obtain the maximum safe drainage capacity of the corresponding node, in meters. 3 / s, as shown in Table 7:

[0148] Table 7 Maximum Safe Drainage Capacity of Target Area Nodes

[0149]

[0150] If the actual monitored drainage volume of node 1 is greater than the maximum safe drainage volume between 0:20 and 0:40 and at 1:00, the operation of the upstream pumping station needs to be slowed down. If the actual monitored drainage volume is less than the maximum safe drainage volume at other times, the operation of the upstream pumping station can be appropriately increased.

[0151] If the actual monitored drainage volume at node 2 exceeds the maximum safe drainage volume at 0:00 and between 0:20 and 0:40, the operation of the upstream pumping station needs to be slowed down. If the actual monitored drainage volume is less than the maximum safe drainage volume at other times, the operation of the upstream pumping station can be appropriately increased.

[0152] If the actual monitored drainage volume of node 3 is greater than the maximum safe drainage volume between 0:20 and 1:00, the operation of the upstream pumping station needs to be reduced. If the actual monitored drainage volume is less than the maximum safe drainage volume at other times, the operation of the upstream pumping station can be appropriately increased.

[0153] If the actual monitored drainage volume at node 4 is greater than the maximum safe drainage volume between 0:30 and 0:40 and at 1:00, the operation of the upstream pumping station needs to be reduced. If the actual monitored drainage volume is less than the maximum safe drainage volume at other times, the operation of the upstream pumping station can be appropriately increased.

[0154] If the actual monitored drainage volume of node 5 is greater than the maximum safe drainage volume between 0:20 and 1:00, the operation of the upstream pumping station needs to be slowed down. If the actual monitored drainage volume is less than the maximum safe drainage volume at other times, the operation of the upstream pumping station can be appropriately increased.

[0155] If the actual monitored drainage volume of node 6 is greater than the maximum safe drainage volume between 0:20 and 0:40, the operation of the upstream pumping station needs to be slowed down. If the actual monitored drainage volume is less than the maximum safe drainage volume at other times, the operation of the upstream pumping station can be appropriately increased.

[0156] If the actual monitored drainage volume of node 7 is greater than the maximum safe drainage volume at 0:40, the operation of the upstream pumping station needs to be slowed down. If the actual monitored drainage volume is less than the maximum safe drainage volume at other times, the operation of the upstream pumping station can be appropriately increased.

[0157] The actual monitored drainage volume of node 8 from 0:10 to 1:00 was greater than the maximum safe drainage volume, so the operation of the upstream pumping station needs to be slowed down.

[0158] In summary, this embodiment provides a method for regulating the drainage capacity of a drainage network. By calculating the propagation and superposition effects of pressure waves throughout the entire drainage network, and from the perspective of global optimization of the drainage network, it calculates the optimal solution (i.e., the maximum safe total drainage volume and its allocation) that ensures the safe operation of the entire drainage network. This avoids the vicious cycle of downstream overflow caused by upstream full-scale drainage, and achieves efficient and balanced utilization of the drainage capacity of the drainage network. This embodiment also employs an accurate numerical solution method (characteristic line method) to obtain a simulation of the pressure wave situation within the drainage network. This method can realistically reproduce the complex hydraulic phenomena in the drainage network, accurately predict downstream water level rise, and significantly improve the accuracy and reliability of the regulation strategy.

[0159] This embodiment can predict the risk of pressure wave superposition in the future when the water level of the outer river begins to rise but the downstream has not yet overflowed. It can then calculate the safe drainage threshold upstream in advance and execute the pump station control command in advance, which greatly improves the initiative and safety of flood control and drainage.

[0160] Example 2

[0161] Based on the same inventive concept as Embodiment 1, this embodiment provides a drainage network drainage volume control system. Since the principle of this system in solving the problem is similar to the drainage network drainage volume control method described in Embodiment 1, the implementation of this system can refer to the implementation of the drainage network drainage volume control method.

[0162] like Figure 4 As shown, this embodiment provides a drainage network drainage volume control system, including:

[0163] Module 10 is used to build a topology model of the drainage pipe network within the target area.

[0164] The acquisition module 20 is used to acquire the flow velocity and pressure of each node on the topology model in order to construct a pressure wave calculation model; where the node represents the vertical shaft in the drainage network.

[0165] The first determining module 30 is used to determine the total pressure of each node based on the pressure wave calculation model.

[0166] The second determining module 40 is used to determine the drainage volume of each node based on the total pressure of each node.

[0167] The third determining module 50 is used to determine the water level of each node based on the drainage volume of each node.

[0168] The fourth determining module 60 is used to determine the maximum safe drainage volume of each node based on the total drainage volume of all nodes in the drainage network and the water level of each node within the target time period.

[0169] The drainage volume adjustment module 70 is used to adjust the drainage volume of the pumping station upstream of the drainage pipeline according to the maximum safe drainage volume of each node.

[0170] For more detailed information on the working process of each of the above modules, please refer to the relevant content disclosed in Example 1, which will not be repeated here.

[0171] Example 3

[0172] This embodiment provides a computer device, including a processor and a memory; wherein, when the processor executes the computer program stored in the memory, it implements the steps of the drainage network drainage volume control method described in Embodiment 1.

[0173] For a more detailed explanation of the above method, please refer to the relevant content disclosed in Example 1, which will not be repeated here.

[0174] Example 4

[0175] This embodiment provides a computer-readable storage medium for storing a computer program; when the computer program is executed by a processor, it implements the steps of the drainage network drainage volume control method described in Embodiment 1.

[0176] For a more detailed explanation of the above method, please refer to the relevant content disclosed in Example 1, which will not be repeated here.

[0177] Example 5

[0178] This embodiment provides a computer program product, including computer-executable instructions or a computer program. When the computer-executable instructions or the computer program are executed by a processor, they implement the steps of the drainage network drainage volume control method described in Embodiment 1.

[0179] For a more detailed explanation of the above method, please refer to the relevant content disclosed in Example 1, which will not be repeated here.

[0180] The various embodiments in this specification are described in a progressive manner, with each embodiment focusing on its differences from other embodiments. Similar or identical parts between embodiments can be referred to interchangeably. For the systems, devices, storage media, and computer program products disclosed in the embodiments, since they correspond to the methods disclosed in the embodiments, the descriptions are relatively simple, and relevant parts can be referred to the method section.

[0181] Those skilled in the art will clearly understand that the techniques in the embodiments of the present invention can be implemented using software plus necessary general-purpose hardware platforms. Based on this understanding, the technical solutions in the embodiments of the present invention, or the parts that contribute to the prior art, can be embodied in the form of a software product. This computer software product can be stored in a storage medium, such as ROM / RAM, magnetic disk, optical disk, etc., and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute the methods described in various embodiments or certain parts of the embodiments of the present invention.

[0182] In some embodiments, computer-executable instructions may take the form of programs, software, software modules, scripts, or code, written in any form of programming language (including compiled or interpreted languages, or declarative or procedural languages), and may be deployed in any form, including as stand-alone programs or as modules, components, subroutines, or other units suitable for use in a computing environment.

[0183] As an example, computer-executable instructions may, but do not necessarily, correspond to files in a file system. They may be stored as part of a file that holds other programs or data, for example, in one or more scripts in a Hyper Text Markup Language (HTML) document, in a single file dedicated to the program in question, or in multiple co-located files (e.g., files that store one or more modules, subroutines, or code sections).

[0184] As an example, computer-executable instructions can be deployed to execute on a single electronic device, or on multiple electronic devices located in one location, or on multiple electronic devices distributed across multiple locations and interconnected via a communication network.

[0185] The present invention has been described in detail above with reference to specific embodiments and exemplary examples; however, these descriptions should not be construed as limiting the present invention. Those skilled in the art will understand that various equivalent substitutions, modifications, or improvements can be made to the technical solutions and embodiments of the present invention without departing from the spirit and scope of the invention, and all such modifications and improvements fall within the scope of the present invention. The scope of protection of the present invention is defined by the appended claims.

Claims

1. A method for regulating the drainage volume of a drainage pipe network, characterized in that, include: Construct a topological model of the drainage pipe network within the target area; Obtain the flow velocity and pressure at each node in the topology model to construct a pressure wave calculation model; The total pressure at each node is determined based on the pressure wave calculation model; The drainage volume of each node is determined based on the total pressure at each node; The water level of each node is determined based on the drainage volume of each node; Based on the total drainage volume of all nodes in the drainage network and the water level of each node within the target time period, determine the maximum safe drainage volume of each node. Adjust the drainage volume of the pumping station upstream of the drainage pipeline network according to the maximum safe drainage volume of each node; The construction of the topology model of the drainage pipe network within the target area includes: Each vertical shaft in the drainage network is taken as a node of the drainage network to obtain the topological structure model of the drainage network in the target area; wherein, the outlet of the drainage network is connected to the external river; the direction of water flow into the target node is the upstream of the target node, and the direction of water flow out of the target node is the downstream of the target node; the upstream of the drainage network is connected to a pumping station. The process of obtaining the flow velocity and pressure at each node in the topological model to construct a pressure wave calculation model includes: Construct the governing equations for unsteady flow within the drainage network: ； Among them, P i t represents the pressure at the i-th node in the drainage network. i ρ is the time it takes for the pressure wave to propagate to the i-th node; ρ is the density of the liquid within the node; c i V is the wave velocity of the pressure wave in the pipeline between the i-th node and its downstream node; i Let be the liquid flow velocity at the i-th node in the drainage network; Indicates taking the absolute value; x i f is the distance between the i-th node and the outer river along the pipeline axis; i D is the coefficient of pipe friction between the i-th node and its downstream node; i Let K be the pipe diameter between the i-th node and its downstream node; K be the elastic modulus of the water; E i Let e ​​be the elastic modulus of the pipe wall between the i-th node and its downstream node; i Let be the wall thickness of the pipe between the i-th node and its downstream node; Characteristic line equations are constructed to solve the unsteady flow control equations within the drainage pipe network, thereby obtaining a simulation of the pressure wave conditions within the drainage pipe network: ； Among them, H i B is the head of the i-th node; i+1 B is the characteristic impedance of the pipe between the i-th node and its upstream node; i-1 Let C be the characteristic impedance of the pipe between the i-th node and its downstream node; i+1 C represents the feature information of the upstream node of the i-th node; i-1 The downstream node characteristics of the i-th node; R is the pipeline friction resistance constant; V i+1 V represents the liquid flow velocity at the (i+1)th node. i-1 H represents the liquid flow velocity at the (i-1)th node. i+1 H represents the head of the (i+1)th node; i-1 Let be the water head of the (i-1)th node.

2. The drainage volume regulation method for drainage pipe network according to claim 1, characterized in that, The determination of the total pressure at each node based on the pressure wave calculation model includes: With the upstream drainage volume of each node fixed at zero, and the rise in the water level of the outer river used only as the boundary condition for the pressure wave calculation model, the pressure P at the i-th node, generated solely by the backwater effect of the outer river, is simulated and calculated using the pressure wave calculation model. backwater_i ; With the current water level of the outer river fixed, the upstream discharge Q of the i-th node is... in_i As boundary conditions for the pressure wave calculation model, the pressure P at the i-th node, generated solely by upstream drainage, is calculated using the pressure wave calculation model. inflow_i ; Get the hydrostatic pressure P at the i-th node static_i ; P backwater_i P inflow_i and P static_i The sum of is used as the total pressure of the i-th node.

3. The drainage volume control method for drainage pipe networks according to claim 1, characterized in that, The process of determining the drainage volume of each node based on the total pressure of each node includes: Calculate the drainage volume of each node using the following formula: ； Among them, Q total_i P represents the drainage volume of the i-th node; total_i Let A be the total pressure at the i-th node; i Let ρ be the cross-sectional area of ​​the pipe between the i-th node and its downstream node; ρ be the liquid density within the node; c i Let be the wave velocity of the pressure wave in the pipeline between the i-th node and its downstream node.

4. The drainage volume regulation method for drainage pipe network according to claim 1, characterized in that, The process of determining the water level of each node based on the drainage volume of each node includes: The water level equation for a node in the case of two nodes connected in series: ； Among them, A s,a h is the cross-sectional area of ​​the a-th node in a series of two nodes; a Q represents the water level at the a-th node in a series of two nodes; t' represents the time it takes for water to flow from the a-th node to the (a-1)-th node; a-1,a Q represents the drainage volume of the pipeline between node a and node (a-1). a,a+1 Let Q be the drainage volume of the pipe between node a and node (a+1). in_a ρ is the upstream displacement of the a-th node; ρ is the liquid density within the node; L a-1,a Let g be the length of the pipe between node a and node (a-1); g is the acceleration due to gravity; h is the acceleration due to gravity. a-1 Let A be the water level at the (a-1)th node; a F is the cross-sectional area of ​​the pipe between node a and node (a-1); d This refers to the frictional resistance of the pipe wall surface. Construct the water level equations for nodes in the case of multiple nodes connected in parallel: ； Among them, A s,0 h is the cross-sectional area of ​​the central node; multiple nodes are connected in parallel and then in series with the central node; b Let be the water level of the b-th node in a series of parallel nodes; t'' be the time it takes for water to flow from the b-th node to the central node; N be the total number of parallel nodes; Q b,0 Q represents the drainage volume of the pipe between the b-th node and the central node. in_0 The upstream drainage volume of the central node; A s,b L is the cross-sectional area of ​​the b-th node; b,0 Let A be the length of the pipe between the b-th node and the center node; b h0 is the cross-sectional area of ​​the pipe between the b-th node and its downstream node; h0 is the water level at the central node.

5. The drainage volume regulation method for drainage pipe network according to claim 1, characterized in that, The determination of the maximum safe drainage capacity for each node based on the total drainage volume of all nodes in the drainage network within the target time period and the water level of each node includes: The water level of the i-th node is less than or equal to the safe critical water level of the i-th node, which is taken as the water level constraint condition of the i-th node. The objective function is to maximize the drainage capacity of each node in the topology model. Based on the water level constraint of the i-th node, the objective function is calculated using a genetic optimization algorithm to generate a set of candidate values ​​for the upstream drainage of the i-th node. For each upstream discharge candidate value, the pressure candidate value set corresponding to the upstream discharge candidate value set is calculated; For each pressure candidate value, the set of highest water levels corresponding to the pressure candidate value set is calculated; The candidate value of the drainage volume corresponding to the maximum value in the set of highest water levels is taken as the maximum safe drainage volume of the i-th node.

6. The drainage volume regulation method for drainage pipe network according to claim 5, characterized in that, The method of determining the maximum safe drainage capacity of each node based on the total drainage volume of all nodes in the drainage network within the target time period and the water level of each node also includes: Construct the penalty function Ф: Ф = max(Q total )+μ[max(0,maxh i,x -h critical_i )] 2 ; Among them, Q total The total drainage volume of all nodes in the drainage network within the target time period; μ is the penalty coefficient; maxh i,x The maximum value in the set of highest water levels; x = 1, 2, ..., y; y is the total number of candidate values; h critical_i This represents the critical safety water level for the i-th node. The genetic optimization algorithm is updated using a penalty function so that the objective function can be calculated using the updated genetic optimization algorithm based on the water level constraint of the i-th node, thereby generating a new set of upstream drainage candidate values ​​for the i-th node. For each new upstream discharge candidate value, a new pressure candidate value set corresponding to the new upstream discharge candidate value set is calculated; For each new pressure candidate value, a new set of maximum water levels corresponding to the new set of pressure candidate values ​​is calculated; The candidate value of the drainage volume corresponding to the maximum value in the new set of highest water levels is taken as the maximum safe drainage volume of the i-th node, and the penalty function is reconstructed until the preset number of updates is reached; The candidate value of the drainage volume corresponding to the maximum value in the set of highest water levels corresponding to the last updated genetic optimization algorithm is taken as the final maximum safe drainage volume of the i-th node.

7. The drainage volume regulation method for drainage pipe network according to claim 1, characterized in that, The adjustment of the drainage volume of the upstream pumping station of the drainage pipeline network according to the maximum safe drainage volume of each node includes: Actual drainage Q at the i-th node actual_i Greater than the maximum safe drainage capacity Q of the i-th node in_i_safe In such cases, reduce the drainage volume of the upstream pumping station; In Q actual_i equals Q in_i_safe In this case, maintain the current drainage volume of the upstream pumping station; In Q actual_i Less than Q in_i_safe In such cases, increase the drainage capacity of the upstream pumping station.

8. A drainage network drainage volume control system, characterized in that, include: The building module is used to construct the topology model of the drainage pipe network within the target area; The acquisition module is used to acquire the flow velocity and pressure of each node on the topology model in order to construct a pressure wave calculation model. The first determining module is used to determine the total pressure at each node based on the pressure wave calculation model. The second determining module is used to determine the drainage volume of each node based on the total pressure of each node; The third determining module is used to determine the water level of each node based on the drainage volume of each node; The fourth determining module is used to determine the maximum safe drainage volume of each node based on the total drainage volume of all nodes in the drainage network and the water level of each node within the target time period. The drainage volume adjustment module is used to adjust the drainage volume of the pumping station upstream of the drainage pipeline according to the maximum safe drainage volume of each node. The construction of the topology model of the drainage pipe network within the target area includes: Each vertical shaft in the drainage network is taken as a node of the drainage network to obtain the topological structure model of the drainage network in the target area; wherein, the outlet of the drainage network is connected to the external river; the direction of water flow into the target node is the upstream of the target node, and the direction of water flow out of the target node is the downstream of the target node; the upstream of the drainage network is connected to a pumping station. The process of obtaining the flow velocity and pressure at each node in the topological model to construct a pressure wave calculation model includes: Construct the governing equations for unsteady flow within the drainage network: ； Among them, P i t represents the pressure at the i-th node in the drainage network. i ρ is the time it takes for the pressure wave to propagate to the i-th node; ρ is the density of the liquid within the node; c i V is the wave velocity of the pressure wave in the pipeline between the i-th node and its downstream node; i Let be the liquid flow velocity at the i-th node in the drainage network; Indicates taking the absolute value; x i f is the distance between the i-th node and the outer river along the pipeline axis; i D is the coefficient of pipe friction between the i-th node and its downstream node; i Let K be the pipe diameter between the i-th node and its downstream node; K be the elastic modulus of the water; E i Let e ​​be the elastic modulus of the pipe wall between the i-th node and its downstream node; i Let be the wall thickness of the pipe between the i-th node and its downstream node; Characteristic line equations are constructed to solve the unsteady flow control equations within the drainage pipe network, thereby obtaining a simulation of the pressure wave conditions within the drainage pipe network: ； Among them, H i B is the head of the i-th node; i+1 B is the characteristic impedance of the pipe between the i-th node and its upstream node; i-1 Let C be the characteristic impedance of the pipe between the i-th node and its downstream node; i+1 C represents the feature information of the upstream node of the i-th node; i-1 The downstream node characteristics of the i-th node; R is the pipeline friction resistance constant; V i+1 V represents the liquid flow velocity at the (i+1)th node. i-1 H represents the liquid flow velocity at the (i-1)th node. i+1 H represents the head of the (i+1)th node; i-1 Let be the water head of the (i-1)th node.

9. A computer-readable storage medium, characterized in that, Used to store computer programs; when the computer programs are executed by a processor, they implement the steps of the drainage network drainage volume control method according to any one of claims 1-7.

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