Overflow reduction contribution-based optimization design method for rainwater pipe network reconstruction scheme

Abstract

The present application relates to the technical field of sewer network optimization design, and discloses a rainwater pipe network reconstruction scheme optimization design method based on overflow reduction contribution degree, which comprises the following steps: constructing a hydrodynamic model of a target area; identifying a target overflow node based on the simulation results of the hydrodynamic model under rainfall conditions; determining a candidate drainage restricted pipeline based on the target overflow node; performing flow capacity disturbance calculation on the candidate drainage restricted pipeline, calculating the comprehensive overflow reduction contribution degree, and determining a to-be-optimized pipeline set based on the comprehensive overflow reduction contribution degree; constructing a multi-objective optimization model with pipe diameter adjustment level as the decision variable, with reconstruction economic indicators and drainage performance indicators as the double objectives, and coupled with the constraints of engineering design specifications; and iteratively solving the multi-objective optimization model based on the to-be-optimized pipeline set to obtain an optimal reconstruction design scheme that meets the requirements of engineering design. The present application can avoid the problem of excessively large calculation scale caused by directly taking the entire pipe network as the optimization object.

Description

Technical Field

[0001] This invention relates to the field of drainage network optimization design technology, specifically to a method for optimizing stormwater network renovation schemes based on overflow reduction contribution. Background Technology

[0002] Existing stormwater drainage network renovation designs are typically based on hydrodynamic models. These models simulate the network's operation under different design rainfall conditions, analyzing hydraulic factors such as pipe flow rate, velocity, water depth, fullness, node head, and node overflow to pinpoint locations with insufficient drainage capacity. Common methods include those based on pipe fullness, those based on node overload depth, those identifying bottleneck pipes based on the relationship between the pipe's hydraulic gradient and design gradient, and those directly determining the scope of renovation based on node overflow or water accumulation. While these methods can reflect the network's operational status, they still have limitations in identifying pipes requiring renovation and optimizing renovation plans.

[0003] For overflow problems at manhole nodes, the hydraulic contradiction usually lies in the insufficient discharge capacity of the downstream drainage path. When rainfall runoff flows into the manhole node, if the downstream pipes and boundary conditions between the node and the drainage outlet, receiving water body, pumping station, gate, or preset drainage boundary cannot discharge the corresponding amount of water in time, the node water level will continue to rise and overflow will occur. In this case, if only the pipes around the overflow node, the full-flow pipes, or the upstream confluence pipes are directly taken as the targets for modification, it is difficult to accurately locate the downstream pipes that truly limit the node's drainage capacity, and it may even exacerbate the overflow risk of the target node by increasing the upstream confluence capacity. Existing methods often directly select the entire pipe network, all full-flow pipes, all bottleneck pipes, or pipes around the overflow node as optimization targets when determining the scope of pipes to be modified. For large urban drainage networks, this approach will significantly increase the number of optimization variables and the number of times the hydrodynamic model is called, reducing the efficiency of optimization solution; at the same time, some pipes that contribute little to the reduction of node overflow may also be included in the scope of modification, resulting in ineffective or excessive modification and increasing project investment.

[0004] Current technologies lack methods for quantitatively assessing the contribution of candidate drainage-restricted pipelines to overflow reduction at target overflow nodes through flow capacity perturbation analysis. Existing pipeline network modification and optimization methods often focus on balancing modification costs with total network overflow, but they do not adequately consider the overflow severity at different overflow nodes, nor the actual reduction effect of different downstream candidate pipelines on target overflow nodes. Regarding decision variable settings, using continuously varying pipe diameters as decision variables makes it difficult to match commercially available discrete pipe diameter specifications in engineering projects, reducing the feasibility of optimization results. In terms of optimization model construction, existing methods often lack systematic coupling with engineering design specifications such as pipeline slope, flow velocity, and cover depth, making it difficult for optimization results to directly guide engineering construction.

[0005] In pipeline network renovation design, traditional methods often focus on single-objective optimization, making it difficult to balance multiple conflicting objectives such as renovation costs and drainage capacity. Furthermore, after obtaining the Pareto optimal solution set through multi-objective optimization, it is usually necessary to further screen recommended solutions that balance economy and drainage performance. Without a unified method for optimal solution selection, the choice of solution can easily become reliant on human experience. Summary of the Invention

[0006] This invention provides an optimization design method for stormwater pipe network renovation schemes based on overflow reduction contribution, in order to solve the problem in the prior art of lacking an optimization method for stormwater pipe network renovation schemes that determines the set of pipes to be optimized based on the assessment of pipe overflow reduction contribution.

[0007] In a first aspect, the present invention provides an optimization design method for stormwater pipe network renovation schemes based on overflow reduction contribution, the method comprising: Construct a hydrodynamic model of the target area; Based on the simulation results of the hydrodynamic model under rainfall conditions, the target overflow node is identified; Based on the target overflow node, downstream drainage path tracing is performed to identify candidate drainage-restricted pipelines; The flow capacity perturbation calculation is performed on the candidate drainage-restricted pipelines, the comprehensive overflow reduction contribution of the candidate drainage-restricted pipelines is calculated, and the set of pipelines to be optimized is determined based on the comprehensive overflow reduction contribution. A multi-objective optimization model is constructed, with pipe diameter adjustment level as the decision variable, economic indicators of renovation and drainage performance indicators as dual objectives, and coupled with engineering design specification constraints. The multi-objective optimization model is iteratively solved based on the set of pipelines to be optimized to obtain the optimal modification design scheme that meets the engineering design requirements.

[0008] This invention provides an optimization design method for stormwater pipe network renovation schemes based on overflow reduction contribution. It constructs a hydrodynamic model of the target area, extracts the overflow response results of manhole nodes under rainfall conditions, and identifies target overflow nodes. Using the target overflow node as the starting point of the drainage path, it traces downstream to the drainage outlet, receiving water body, pumping station, gate, or other preset drainage boundary to determine candidate drainage-restricted pipes. By performing virtual flow capacity enhancement processing on the candidate drainage-restricted pipes, it calculates the changes in overflow volume, overflow peak value, and overflow duration of the target overflow node before and after disturbance, obtaining the overflow reduction contribution of the candidate drainage-restricted pipes, and forming a set of pipes to be optimized. Based on this, a multi-objective optimization model that considers both renovation economy and drainage performance is constructed. Through iterative solution of the multi-objective optimization model, the final renovation design scheme is obtained. This avoids the problem of excessive computational scale caused by directly using the entire pipe network as the optimization object, improving the targeting and engineering feasibility of determining the set of pipes to be optimized.

[0009] In one alternative implementation, the target overflow node is identified based on the simulation results of the hydrodynamic model under rainfall conditions, including: Based on the simulation results of the hydrodynamic model under the design rainfall conditions, the overflow flow time series of each inspection well node was extracted; Based on the overflow flow time series of each inspection well node, calculate the overflow volume, overflow peak value and overflow duration of each inspection well node; The manhole nodes with overflow volumes greater than zero are identified as the nodes where overflows have occurred. When the number of overflow nodes exceeds a preset number or preset proportion, the overflow severity index is calculated based on the overflow volume, overflow peak value and overflow duration of each inspection well node, and the nodes with the highest overflow severity index are selected as the target overflow nodes.

[0010] In the above technical solution, the target overflow node is determined by the overflow result output by the hydrodynamic model, without relying on external water accumulation points, population, roads or building data, which can improve the applicability of the method in areas with incomplete data.

[0011] In one optional implementation, downstream drainage path tracing is performed based on the target overflow node to determine candidate drainage-restricted pipes, including: Extract the overflow volume, overflow peak value, and overflow duration of the target overflow node, and determine the node weight of the target overflow node based on the overflow volume, overflow peak value, and overflow duration of the target overflow node; Using the target overflow node as the starting point of the drainage path, and based on the pipeline topology connection relationship and the pipeline design drainage direction, the drainage path is traced downstream to the drainage outlet, receiving water body, pumping station, gate or preset drainage boundary to determine the candidate drainage restricted pipeline.

[0012] In one optional implementation, the node weight of the target overflow node is determined based on the overflow volume, overflow peak value, and overflow duration of the target overflow node, including: After normalizing the overflow volume, overflow peak value, and overflow duration of the target overflow node, a weighted summation is performed to obtain the overflow severity index of the target overflow node. The node weight of the target overflow node is determined based on the overflow severity index of the target overflow node.

[0013] In the above technical solution, the node weights are determined entirely by the simulation results of the hydrodynamic model, which can reflect the severity of overflow at different target overflow nodes, so that subsequent overflow reduction contribution calculations can prioritize nodes with large overflow volume, high peak value, or long duration.

[0014] In one optional implementation, using the target overflow node as the starting point of the drainage path, and based on the pipeline network topology and the designed drainage direction, the drainage path is traced downstream to the drainage outlet, receiving water body, pumping station, gate, or preset drainage boundary to determine candidate drainage-restricted pipelines, including: Based on the upstream and downstream nodes of each pipe in the stormwater pipe network of the target area, a directed pipe network topology is constructed according to the drainage direction of the pipe design. For any target overflow node, in the directed pipeline topology diagram, starting from the target overflow node, trace downstream along the pipeline design drainage direction to obtain the set of downstream drainage paths between the target overflow node and the drainage outlet, receiving water body, pumping station, gate or preset drainage boundary. The pipes located in the downstream drainage path set are identified as candidate drainage restricted pipes corresponding to the target overflow node; The union of all candidate drainage-restricted pipes corresponding to the target overflow nodes is used to obtain the set of candidate drainage-restricted pipes for the target area.

[0015] In the above technical solution, the candidate drainage restricted pipes downstream of the target overflow node are determined directly based on the pipe network topology and the design drainage direction. It does not require setting minimum flow thresholds for different pipes, nor does it require setting flow discrimination parameters for each pipe individually. It can be applied to large drainage pipe networks containing a large number of pipes with different diameters, different service areas and different flow levels.

[0016] In one alternative implementation, determining candidate drainage-restricted pipes further includes: Set the maximum tracking length or the maximum number of tracking levels; Pipes whose cumulative path length from the target overflow node to each pipe on the drainage path does not exceed the maximum tracking length, or whose number of pipe stages between the target overflow node and each pipe on the drainage path does not exceed the maximum tracking stage, are identified as candidate drainage-restricted pipes.

[0017] In the above technical solution, by setting the maximum tracking length or the maximum tracking level, the number of candidate drainage restricted pipes can be limited, thereby reducing the computational load of subsequent disturbance calculations and optimization solutions.

[0018] In one optional implementation, flow capacity perturbation calculations are performed on candidate drainage-restricted pipes to calculate their comprehensive overflow reduction contribution, and a set of pipes to be optimized is determined based on the comprehensive overflow reduction contribution, including: The flow capacity perturbation calculation is performed on the candidate drainage restricted pipe to obtain the change in overflow response of the target overflow node before and after the perturbation. Based on the overflow response change and node weight, the comprehensive overflow reduction contribution of candidate drainage-restricted pipelines is calculated. The overflow reduction contribution pipelines are determined based on the comprehensive overflow reduction contribution, and a set of pipelines to be optimized is formed based on the overflow reduction contribution pipelines.

[0019] In one optional implementation, the flow capacity perturbation calculation is performed on the candidate drainage restricted pipe to obtain the change in overflow response of the target overflow node before and after the perturbation, including: Virtual flow capacity enhancement treatment is performed on candidate drainage restricted pipes. Virtual flow capacity enhancement treatment includes one or more of the following: temporarily increasing pipe diameter, temporarily reducing roughness coefficient, temporarily reducing siltation rate, temporarily reducing local head loss coefficient, or temporarily increasing equivalent flow capacity. Update the network parameters after virtual flow capacity enhancement to the hydrodynamic model, and rerun the hydrodynamic model; Obtain the overflow volume, peak overflow value, and overflow duration of the target overflow node after the overflow capacity disturbance; Based on the difference in overflow volume, overflow peak value, and overflow duration of the target overflow node before and after the disturbance, the overflow response change corresponding to the candidate drainage restricted pipe is determined.

[0020] In the above technical solution, by performing virtual flow capacity enhancement processing on the candidate drainage restricted pipe, it can be determined whether the change in the flow capacity of the pipe can effectively reduce the overflow volume, overflow peak or overflow duration of the target overflow node, thereby avoiding the determination of the modification target based solely on spatial location.

[0021] In one optional implementation, the comprehensive overflow reduction contribution of candidate drainage-restricted pipes is calculated based on the overflow response change and the node weights, including: Based on the difference in overflow volume, overflow peak value, and overflow duration of the target overflow node before and after the disturbance, the single-node overflow reduction contribution of the candidate drainage-restricted pipeline to a single target overflow node is calculated. Based on the node weights of the target overflow nodes, the overflow reduction contribution of each single node is weighted and summed to obtain the comprehensive overflow reduction contribution of the candidate drainage-restricted pipelines.

[0022] In the above technical solution, by comprehensively considering the overflow volume reduction, overflow peak reduction, overflow duration reduction, and target overflow node weight, the actual contribution of candidate drainage-restricted pipes to node overflow reduction can be quantitatively characterized, thereby improving the accuracy of pipe set identification to be optimized.

[0023] In one optional implementation, overflow reduction contribution pipelines are determined based on the comprehensive overflow reduction contribution, and a set of pipelines to be optimized is formed based on the overflow reduction contribution pipelines, including: When the overall overflow reduction contribution of the candidate drainage restricted pipe is greater than the preset contribution threshold, or when the overall overflow reduction contribution ranks among the candidate drainage restricted pipes in the top preset number or top preset proportion, the corresponding candidate drainage restricted pipe will be determined as the overflow reduction contribution pipe. One or more of the following are identified as the pipeline set to be optimized: overflow reduction contributing pipeline, downstream continuous pipeline located on the same drainage path as the overflow reduction contributing pipeline, key drainage outlet pipeline connected to the receiving water body, and downstream pipeline directly connected to the target overflow node.

[0024] In the above technical solution, by screening the pipeline set to be optimized by the overflow reduction contribution, the optimization object can be limited to the pipelines that have a substantial effect on the overflow reduction of nodes, thereby reducing ineffective and excessive modifications to non-critical pipelines.

[0025] Secondly, the present invention provides an optimization design device for stormwater pipe network renovation schemes based on overflow reduction contribution, the device comprising: The hydrodynamic model building module is used to build a hydrodynamic model of the target area. The overflow node identification module is used to identify target overflow nodes based on the simulation results of the hydrodynamic model under rainfall conditions; The restricted pipeline determination module is used to trace the downstream drainage path based on the target overflow node and determine candidate restricted drainage pipelines. The pipeline determination module is used to perform flow capacity disturbance calculation on the candidate drainage-restricted pipelines, calculate the comprehensive overflow reduction contribution of the candidate drainage-restricted pipelines, and determine the set of pipelines to be optimized based on the comprehensive overflow reduction contribution. The optimization model building module is used to construct a multi-objective optimization model with pipe diameter adjustment level as the decision variable, economic indicators of renovation and drainage performance indicators as dual objectives, and coupled with engineering design specification constraints. The iterative solution module is used to iteratively solve the multi-objective optimization model based on the pipeline set to be optimized, so as to obtain the optimal modification design scheme that meets the engineering design requirements.

[0026] Thirdly, the present invention provides an electronic device, comprising: a memory and a processor, wherein the memory and the processor are communicatively connected to each other, the memory stores computer instructions, and the processor executes the computer instructions to perform the above-described first aspect or any corresponding embodiment of the method for optimizing the design of rainwater pipe network renovation scheme based on overflow reduction contribution.

[0027] Fourthly, the present invention provides a computer-readable storage medium storing computer instructions for causing a computer to execute the stormwater pipe network renovation scheme optimization design method based on overflow reduction contribution as described in the first aspect or any corresponding embodiment.

[0028] Fifthly, the present invention provides a computer program product, including computer instructions, which are used to cause a computer to execute the above-described first aspect or any corresponding embodiment of the method for optimizing the design of rainwater pipe network renovation scheme based on overflow reduction contribution. Attached Figure Description

[0029] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0030] Figure 1 This is a schematic diagram of the first process of the optimized design method for stormwater pipe network renovation scheme based on overflow reduction contribution according to an embodiment of the present invention. Figure 2 This is a schematic diagram of the second process of the optimized design method for stormwater pipe network renovation scheme based on overflow reduction contribution according to an embodiment of the present invention; Figure 3 This is a structural block diagram of a stormwater pipe network renovation scheme optimization design device based on overflow reduction contribution according to an embodiment of the present invention. Figure 4 This is a schematic diagram of the hardware structure of an electronic device according to an embodiment of the present invention. Detailed Implementation

[0031] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, 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, 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.

[0032] It is understood that before using the technical solutions disclosed in the various embodiments of the present invention, users should be informed of the types, scope of use, and usage scenarios of the personal information involved in the present invention and their authorization should be obtained in accordance with relevant laws and regulations through appropriate means.

[0033] According to an embodiment of the present invention, an embodiment of the optimization design method for stormwater pipe network renovation scheme based on overflow reduction contribution is provided. It should be noted that the steps shown in the flowchart in the accompanying drawings can be executed in a computer system such as a set of computer-executable instructions. Furthermore, although a logical order is shown in the flowchart, in some cases, the steps shown or described may be executed in a different order than that shown here.

[0034] This embodiment provides an optimized design method for stormwater pipe network renovation schemes based on overflow reduction contribution, which can be used in the aforementioned electronic equipment. Figure 1 This is a flowchart of an optimization design method for stormwater pipe network renovation schemes based on overflow reduction contribution according to an embodiment of the present invention, such as... Figure 1 As shown, the process includes the following steps: Step S101: Construct a hydrodynamic model of the target area.

[0035] The target area refers to the geographical scope requiring stormwater drainage network renovation design, which can be an urban area, drainage zone, catchment area, or administrative region. The target area typically includes stormwater pipes, stormwater inspection wells, stormwater inlets, drainage outlets, receiving rivers, pumping stations, storage facilities, and other facilities related to stormwater discharge, and has clearly defined topographical boundaries, drainage boundaries, and hydraulic boundaries.

[0036] A hydrodynamic model is a mathematical model based on hydraulic principles used to simulate the flow of water in a stormwater drainage network and its receiving water body under rainfall conditions. A hydrodynamic model can include a network model, a river model, and the hydraulic coupling relationship between the network and the river. The network model simulates the flow of water in stormwater pipes, manholes, and drainage outlets; the river model simulates the flow of water at river cross-sections, river sections, and hydraulic structures; and the coupling relationship establishes the hydraulic connection between the network and the receiving water body through drainage outlets, gates, pumping stations, or other connecting facilities.

[0037] The specific implementation process of step S101 is as follows: Acquire and preprocess the basic data for the target area. The basic data includes at least pipeline data, manhole data, drainage outlet data, river cross-section data, water system data, topographic data, land use data, rainfall data, and tide level data. Preprocessing includes data trimming, redundant data removal, field extraction and calculation, coordinate system 1 verification, connectivity checks, pipe bottom elevation checks, manhole bottom elevation checks, ground elevation extraction, and anomaly data correction.

[0038] Based on the preprocessed basic data, a pipe network model and a river model are constructed respectively. The pipe network model and the river model are coupled through the drainage outlet. Hydraulic structures, storage tanks, tidal curves, upstream inflow boundaries and downstream water level boundaries are added to generate a one-dimensional coupled hydrodynamic model of the pipe network and river in the target area.

[0039] A hydrodynamic model is a mathematical model based on hydraulic principles used to simulate the flow patterns of water in a drainage system. The components of a hydrodynamic model include: Pipeline model: Simulates the water flow in facilities such as rainwater pipes, inspection wells, and drainage outlets; River channel model: simulates the water flow movement in river cross-sections and river sections; Coupling relationship: The hydraulic connection between the pipe network and the river is achieved through the drainage outlet.

[0040] In one alternative implementation, the hydrodynamic model is the SWMM model (Storm Water Management Model).

[0041] Specifically, the pre-processed data on pipe networks, manholes, drainage outlets, sub-catchments, rainfall, river cross-sections, hydraulic structures, and tidal processes are written into the SWMM input file. The SWMM model is then run to obtain the hydraulic simulation results of each manhole node and pipeline within the target area under rainfall conditions.

[0042] In an optional implementation, step S101 above includes: calibrating the parameters of the hydrodynamic model so that the hydrodynamic model can simulate the drainage process under different design return periods.

[0043] The calibration parameters include one or more of the following: impermeability, Manning roughness, depression depth, infiltration parameters, pipe roughness, river roughness, and parameters of the storage facility. The calibrated hydrodynamic model is used for subsequent target overflow node identification, candidate drainage-restricted pipe identification, overflow reduction contribution calculation, and modification scheme optimization calculation.

[0044] Step S102: Based on the simulation results of the hydrodynamic model under rainfall conditions, identify the target overflow node.

[0045] Among them, the target overflow node refers to the manhole node that needs to be analyzed in detail from the manhole nodes that have overflowed, based on the simulation results of the hydrodynamic model.

[0046] Specifically, based on the simulation results of the hydrodynamic model under the designed rainfall conditions, the overflow flow time series of each inspection well node is extracted, and the overflow volume, overflow peak value and overflow duration of each node are calculated accordingly. Nodes with overflow volume greater than zero are identified as nodes where overflow has occurred. When the number of nodes where overflow has occurred exceeds a preset number or preset proportion, the overflow severity index is calculated based on the overflow volume, overflow peak value and overflow duration of each node, and the nodes are sorted from largest to smallest according to the index. The nodes with the highest ranking are selected as target overflow nodes.

[0047] Step S103: Based on the target overflow node, downstream drainage path tracking is performed to determine candidate drainage restricted pipes.

[0048] The downstream drainage path refers to the pipeline connection path that starts from the target overflow node and traces downstream along the designed drainage direction of the pipeline to the drainage outlet, receiving water body, pumping station, gate, or preset drainage boundary.

[0049] Candidate drainage restricted pipes refer to pipes located downstream of the target overflow node whose flow capacity changes may affect the overflow volume, overflow peak value, or overflow duration of the target overflow node.

[0050] Step S104: Perform flow capacity disturbance calculation on candidate drainage-restricted pipes, calculate the comprehensive overflow reduction contribution of candidate drainage-restricted pipes, and determine the set of pipes to be optimized based on the comprehensive overflow reduction contribution.

[0051] Among them, the flow capacity disturbance calculation refers to the process of performing virtual flow capacity enhancement processing on candidate drainage restricted pipelines, updating the processed pipeline network parameters in the hydrodynamic model and rerunning it, and evaluating the effect of the pipeline flow capacity change on the overflow reduction effect of the target overflow node by comparing the changes in overflow volume, overflow peak value and overflow duration of the target overflow node before and after the disturbance.

[0052] The comprehensive overflow reduction contribution is a comprehensive quantitative indicator used to quantitatively characterize the overflow reduction effect of candidate drainage-restricted pipelines on the target overflow node.

[0053] Specifically, each candidate drainage-restricted pipe undergoes virtual flow capacity enhancement processing, and the hydrodynamic model is rerun. Based on the difference in overflow volume, overflow peak value, and overflow duration of the target overflow node before and after the disturbance, combined with the node weight of the target overflow node, the comprehensive overflow reduction contribution of each candidate drainage-restricted pipe is calculated. Pipes with a comprehensive overflow reduction contribution greater than a preset threshold or ranked higher are identified as overflow reduction contribution pipes, and a set of pipes to be optimized is formed accordingly.

[0054] Step S105: Construct a multi-objective optimization model with pipe diameter adjustment level as the decision variable, economic indicators of renovation and drainage performance indicators as dual objectives, and coupled with engineering design specification constraints.

[0055] Specifically, the multi-objective optimization model constructed in this embodiment uses the pipe diameter adjustment level of each pipe in the pipeline set to be optimized as the decision variable, which is an integer variable representing the order of magnitude of the pipe diameter increase; it uses minimizing the total cost of the renovation as the economic index of the renovation and minimizing the total overflow of the pipeline network as the drainage performance index, forming a dual objective function; and it couples the pipe slope constraint, flow velocity constraint, soil cover depth and drainage outlet bottom elevation constraint as engineering design specification constraints, thereby achieving synergistic optimization of the economy and drainage capacity of the renovation scheme under the premise of meeting the design specifications.

[0056] Step S106: Iteratively solve the multi-objective optimization model based on the set of pipelines to be optimized to obtain the optimal modification design scheme that meets the engineering design requirements.

[0057] Specifically, the pipe diameter adjustment level is used as the decision variable to generate the renovation scheme. The updated pipe network parameters are written into the hydrodynamic model for simulation. The economic indicators and drainage performance indicators of the renovation are calculated, and it is verified whether the engineering design specifications such as pipe slope, flow velocity, soil cover depth, maximum allowable pipe diameter and bottom elevation of drainage outlet are met. The schemes that meet the constraints are determined as feasible solutions. The Pareto optimal solution set is obtained through non-dominated sorting, and the TOPSIS method is used to select the renovation design scheme with the best overall performance.

[0058] This embodiment provides an optimization design method for stormwater pipe network renovation schemes based on overflow reduction contribution. It constructs a hydrodynamic model of the target area, extracts the overflow response results of manhole nodes under rainfall conditions, and identifies target overflow nodes. Using the target overflow node as the starting point of the drainage path, it traces downstream to the drainage outlet, receiving water body, pumping station, gate, or other preset drainage boundary to determine candidate drainage-restricted pipes. By performing virtual flow capacity enhancement processing on the candidate drainage-restricted pipes, it calculates the changes in overflow volume, overflow peak value, and overflow duration of the target overflow node before and after disturbance, obtaining the overflow reduction contribution of the candidate drainage-restricted pipes, and forming a set of pipes to be optimized. Based on this, a multi-objective optimization model that considers both renovation economy and drainage performance is constructed. Through iterative solution of the multi-objective optimization model, the final renovation design scheme is obtained. This avoids the problem of excessive computational scale caused by directly using the entire pipe network as the optimization object, improving the targeting and engineering feasibility of determining the set of pipes to be optimized.

[0059] This embodiment provides an optimized design method for stormwater pipe network renovation schemes based on overflow reduction contribution, which can be used in the aforementioned electronic equipment. Figure 2This is a flowchart of an optimization design method for stormwater pipe network renovation schemes based on overflow reduction contribution according to an embodiment of the present invention, such as... Figure 2 As shown, the process includes the following steps: Step S201: Construct a hydrodynamic model of the target area. See details below. Figure 1 Step S101 of the illustrated embodiment will not be described again here.

[0060] Step S202: Based on the simulation results of the hydrodynamic model under rainfall conditions, identify the target overflow node.

[0061] Specifically, step S202 includes: Step S2021: Based on the simulation results of the hydrodynamic model under the design rainfall conditions, extract the overflow flow time series of each manhole node; based on the overflow flow time series of each manhole node, calculate the overflow volume, overflow peak value and overflow duration of each manhole node; determine the manhole nodes with overflow volume greater than zero as the nodes where overflow occurs.

[0062] Specifically, based on the hydrodynamic model constructed and calibrated in step S201, simulations are performed under the design return period rainfall conditions to obtain the overflow flow time series of each inspection well node.

[0063] Let the set of manhole nodes within the target area be: (1); The pipeline assembly is as follows: (2); The set of simulation time steps is as follows: (3); in, For the number of inspection well nodes, For the number of pipes, This is to simulate the number of time steps.

[0064] No. The inspection well node at the first The overflow flow rate at each time step is recorded as follows: .

[0065] in, For the first Each inspection well node at time Overflow flow.

[0066] In one optional implementation, to avoid the influence of extremely small numerical noise in the model output on the overflow statistics, a model output accuracy tolerance is set. .in, This is a minimal positive number set based on the output accuracy of the hydrodynamic model; when numerical noise is not considered, .

[0067] No. Overflow volume of each inspection well node Calculate according to the following formula: (4); in, Output the time step for the hydrodynamic model. This is an indicator function; it takes the value 1 when the condition within the parentheses is true, and 0 otherwise.

[0068] No. Peak overflow at each inspection well node Calculate according to the following formula: (5); No. Overflow duration at each inspection well node Calculate according to the following formula: (6); When the A manhole node is identified as an overflow node when it meets the following conditions: (7); This yields the set of nodes where overflow occurred: (8).

[0069] Step S2022: When the number of nodes experiencing overflow exceeds a preset number or a preset proportion, calculate the overflow severity index based on the overflow volume, overflow peak value, and overflow duration of each inspection well node, and select the nodes with the highest overflow severity index ranking (previous preset number or previous preset proportion) as target overflow nodes.

[0070] Specifically, when the number of overflowing nodes is large, the nodes can be further sorted according to the overflow severity index, and the nodes at the top of the sorting can be selected as the target overflow nodes. The overflow severity index for each overflowing node is then calculated. and in accordance with Sort the nodes from largest to smallest, and select the nodes that rank within the top preset number or top preset proportion as the target overflow nodes. The target overflow node set can then be represented as: (9); or: (10); In the formula, For the first The overflow nodes are sorted by overflow severity index from largest to smallest. The preset selection quantity; The preset selection ratio; This represents the number of nodes where overflow occurred.

[0071] Step S203: Based on the target overflow node, downstream drainage path tracing is performed to determine candidate drainage restricted pipes.

[0072] Specifically, step S203 includes: Step S2031: Extract the overflow volume, overflow peak value, and overflow duration of the target overflow node, and determine the node weight of the target overflow node based on the overflow volume, overflow peak value, and overflow duration of the target overflow node.

[0073] In one optional implementation, to differentiate the impact of different target overflow nodes on pipeline network modification and optimization, node weights are determined based on the simulated overflow characteristics of the target overflow nodes under design rainfall conditions. The simulated overflow characteristics include overflow volume, overflow peak value, and overflow duration.

[0074] The above step S2031 includes: Step a1: Normalize the overflow volume, overflow peak value, and overflow duration of the target overflow node, and then perform a weighted summation to obtain the overflow severity index of the target overflow node.

[0075] Specifically, for the first The overflow volume, peak overflow value, and overflow duration of each target overflow node are as follows: .

[0076] To eliminate the differences in the dimensions of different indicators, the above indicators are normalized.

[0077] No. The normalized overflow volume of each target overflow node is: (11); No. The normalized value of the overflow peak value of each target overflow node is: (12); No. The normalized value of the overflow duration of each target overflow node is: (13); In the formula, To prevent constants with a denominator of zero.

[0078] Then, calculate the first... Overflow severity index for each target overflow node: (14); In the formula, For the first Overflow severity index for each target overflow node; Let be the weighting coefficients, and satisfy: (15).

[0079] It should be noted that when focusing more on reducing the total regional waterlogging, improving... When focusing more on the risk of short-duration, high-intensity overflows, improve... When more attention is paid to the ongoing impact of flooding, improve .

[0080] Step a2: Determine the node weight of the target overflow node based on the overflow severity index of the target overflow node.

[0081] Specifically, the weights of target overflow nodes are determined based on the overflow severity index: (16); In the formula, For the first The node weight of each target overflow node.

[0082] The node weights mentioned above are determined entirely by the simulation results of the hydrodynamic model, without relying on external data such as road grade, building density, population density, distribution of key protected objects, or historical water accumulation frequency, which can improve the applicability of the method in areas with incomplete data.

[0083] Step S2032: Using the target overflow node as the starting point of the drainage path, based on the pipeline network topology connection relationship and the pipeline design drainage direction, trace along the downstream drainage direction to the drainage outlet, receiving water body, pumping station, gate or preset drainage boundary to determine the candidate drainage restricted pipeline.

[0084] Specifically, for any target overflow node Taking the target overflow node as the starting point of the drainage path, based on the pipeline network topology and the pipeline design drainage direction, the system traces the drainage path downstream to the drainage outlet, receiving water body, pumping station, gate or other preset drainage boundary, determines the downstream drainage path pipeline related to the overflow process of the target overflow node, and uses it as a candidate drainage restricted pipeline.

[0085] Among them, the candidate drainage restricted pipe refers to the pipe located at the target overflow node. Changes in flow capacity along the downstream drainage path to the drainage boundary may affect the target overflow node. The overflow volume, overflow peak value, or overflow duration of the pipe.

[0086] In some optional implementations, step S2032 above includes: Step b1: Based on the upstream and downstream nodes of each pipe in the stormwater pipe network of the target area, construct a directed pipe network topology diagram determined according to the drainage direction of the pipe design.

[0087] Specifically, let the pipeline topology within the target area be as follows: (17); In the formula, It is a set of pipeline network nodes, which include one or more of the following: manhole nodes, drainage outlet nodes, pumping station nodes, gate nodes, and storage facility nodes; This is the set of pipe edges.

[0088] For the root canal Its starting node and ending node are as follows: .

[0089] in, For the first The upstream node of the root pipe in the design drainage direction, For the first The downstream node of the root pipe in the designed drainage direction.

[0090] Based on the starting and ending nodes of each pipeline, construct a directed pipeline network topology graph: (18); In the formula, This is the set of directed pipe edges determined according to the drainage direction of the pipe design.

[0091] Step b2: For any target overflow node, start from the target overflow node in the directed pipeline topology graph and trace downstream along the pipeline design drainage direction to obtain the set of downstream drainage paths between the target overflow node and the drainage outlet, receiving water body, pumping station, gate or preset drainage boundary.

[0092] Specifically, for the first Each target overflow node is located in the directed pipe network topology graph. In the middle, from the target overflow node Starting from the design drainage direction of the pipeline, trace downstream until reaching the drainage outlet, receiving water body, pumping station, gate, or other preset drainage boundary to obtain the target overflow node. The corresponding set of downstream drainage paths: (19); In the formula, For the target overflow node The set of downstream drainage paths to the drainage boundary; For the first A downstream drainage path.

[0093] Step b3: Identify the pipes located in the downstream drainage path set as candidate drainage restricted pipes corresponding to the target overflow node; take the union of all candidate drainage restricted pipes corresponding to the target overflow node to obtain the target area candidate drainage restricted pipe set.

[0094] Specifically, if a certain pipe is located at the target overflow node In any downstream drainage path, that pipe is identified as the target overflow node. Candidate drainage restricted pipes: (20); In the formula, For the first The set of candidate drainage restricted pipes corresponding to each target overflow node.

[0095] When the The root pipe is directly connected to the target overflow node. Downstream, the first The root pipe is the target overflow node. Direct downstream candidate drainage restricted pipelines; when the first Root pipe and target overflow node When there is one or more intermediate pipes in between, the first The root pipe is the target overflow node. Indirect downstream candidate drainage restricted pipelines.

[0096] The union of the sets of candidate drainage-restricted pipes corresponding to all target overflow nodes is used to obtain the set of candidate drainage-restricted pipes for the target area. (twenty one).

[0097] Step S2033: Set the maximum tracking length or the maximum tracking level; identify the pipes whose cumulative path length from the target overflow node to each pipe on the drainage path does not exceed the maximum tracking length, or whose number of pipe levels between the target overflow node and each pipe on the drainage path does not exceed the maximum tracking level, as candidate drainage restricted pipes.

[0098] Specifically, to avoid an excessive number of candidate pipelines due to excessively long downstream paths in large pipeline networks, a maximum tracking length or a maximum tracking level can be set. At this point, the... The set of candidate drainage-restricted pipes corresponding to each target overflow node can be represented as: (twenty two); or: (twenty three); In the formula, For the target overflow node To the The cumulative path length of the root pipe; The preset maximum tracking length; For the target overflow node To the The number of pipe stages between root pipes; This is the preset maximum tracking level.

[0099] In one alternative implementation, when there are multiple drainage branches downstream of a target overflow node, the pipes on each downstream branch path are included in the candidate drainage-restricted pipe set, and their actual contribution to the overflow reduction of the target overflow node is determined by the flow capacity perturbation calculation in subsequent steps.

[0100] When there is backflow, tailwater backflow, or the pipeline design drainage direction is inconsistent with the simulated dominant water flow direction, the pipeline design drainage direction can be checked or corrected based on the pipeline flow time series output by the hydrodynamic model; after the direction check or correction is completed, the downstream drainage path tracing is then performed.

[0101] Step S204: Perform flow capacity disturbance calculation on candidate drainage-restricted pipes, calculate the comprehensive overflow reduction contribution of candidate drainage-restricted pipes, and determine the set of pipes to be optimized based on the comprehensive overflow reduction contribution.

[0102] Specifically, step S204 includes: Step S2041: Perform flow capacity disturbance calculation on the candidate drainage restricted pipe to obtain the change in overflow response of the target overflow node before and after the disturbance.

[0103] In an optional implementation, step S2041 includes: Step c1: Perform virtual flow capacity enhancement processing on the candidate drainage restricted pipe. Virtual flow capacity enhancement processing includes one or more of the following: temporarily increasing the pipe diameter, temporarily reducing the roughness coefficient, temporarily reducing the siltation rate, temporarily reducing the local head loss coefficient, or temporarily increasing the equivalent flow capacity.

[0104] Specifically, for the candidate set of drainage-restricted pipes Any candidate drainage restricted pipe The virtual flow capacity enhancement process is performed, and the processed parameters are updated in the hydrodynamic model and run again.

[0105] The virtual flow capacity enhancement process includes at least one of the following: temporarily increasing the diameter of the candidate drainage-restricted pipe by one commercial pipe diameter class; temporarily reducing the roughness coefficient of the candidate drainage-restricted pipe; temporarily reducing the siltation rate of the candidate drainage-restricted pipe; temporarily reducing the local head loss coefficient of the candidate drainage-restricted pipe; and multiplying the equivalent flow capacity of the candidate drainage-restricted pipe by a preset enhancement factor.

[0106] Step c2: Update the network parameters after the virtual flow capacity enhancement process to the hydrodynamic model, and rerun the hydrodynamic model.

[0107] Specifically, no. The diameter disturbance value of the candidate drainage-restricted pipe is determined according to the following formula: (twenty four); In the formula, For the first The pipe diameter after virtual perturbation of the candidate drainage-restricted pipe; For a diameter greater than the original pipe diameter The next level of commercial pipe diameter; This is the preset maximum allowable pipe diameter.

[0108] In one alternative implementation, the first The roughness coefficient disturbance value of the candidate drainage restricted pipe is determined according to the following formula: (25); In the formula, The roughness coefficient after disturbance; The roughness coefficient before the disturbance; The roughness coefficient is reduced by a certain percentage; This is the preset minimum roughness coefficient.

[0109] In one alternative implementation, the first The equivalent flow capacity of the candidate drainage-restricted pipe is determined according to the following formula: (26); In the formula, This represents the equivalent current carrying capacity before the disturbance. For the first The cross-sectional area of ​​the root pipe for water flow; For the first Hydraulic radius of the root pipe; For the first Roughness coefficient of the root canal.

[0110] The equivalent current capacity after disturbance is determined by the following formula: (27); In the formula, The equivalent current carrying capacity after disturbance; To increase the proportion of current carrying capacity.

[0111] Update the disturbed pipe diameter, roughness coefficient, or equivalent flow capacity parameters to the hydrodynamic model, and rerun the hydrodynamic model to obtain the result. Simulation results after perturbation of the root candidate drainage-restricted pipe.

[0112] In one alternative implementation, to reduce computational load, perturbation calculations can be performed only on pipes within a preset distance downstream of the target overflow node in the candidate set of restricted drainage pipes, or perturbation calculations can be performed on the candidate restricted drainage pipes after initial screening based on hydraulic path length, pipe diameter, slope, flow velocity, flow rate, or distance from the drainage boundary.

[0113] Step c3: Obtain the overflow volume, overflow peak value, and overflow duration of the target overflow node after the flow capacity disturbance; based on the difference in overflow volume, overflow peak value, and overflow duration of the target overflow node before and after the disturbance, determine the overflow response change corresponding to the candidate drainage restricted pipe.

[0114] Specifically, for the first root candidate drainage restricted pipe and the first The target overflow node, the first one before the disturbance The overflow volume, peak overflow value, and overflow duration of each target overflow node are as follows: .

[0115] After the disturbance The overflow volume, peak overflow value, and overflow duration of each target overflow node are as follows: .

[0116] Then the first Root candidate drainage restricted pipe for the first The overflow volume reduction for each target overflow node is: (28); The peak overflow reduction is: (29); The reduction in overflow duration is: (30); Specifically, if a certain overflow index of the target overflow node does not decrease after the disturbance, the corresponding reduction amount will be set to 0 to avoid misjudging the adverse disturbance as a positive contribution.

[0117] Step S2042: Calculate the comprehensive overflow reduction contribution of candidate drainage-restricted pipes based on the overflow response change and node weights.

[0118] In an optional implementation, step S2042 includes: Step d1: Based on the difference in overflow volume, overflow peak value, and overflow duration of the target overflow node before and after the disturbance, calculate the single-node overflow reduction contribution of the candidate drainage restricted pipe to the individual target overflow node.

[0119] Specifically, based on the overflow volume reduction, overflow peak reduction, and overflow duration reduction, the first... Root candidate drainage restricted pipe for the first Single-node overflow reduction contribution of each target overflow node: (31); In the formula, For the first Root candidate drainage restricted pipe for the first The single-node overflow reduction contribution of each target overflow node; This refers to the amount of overflow volume reduction. This is the amount of overflow peak reduction; This is the amount of time the overflow duration is reduced. For the first disturbance The overflow volume of each target overflow node; For the first disturbance The peak overflow value of each target overflow node; For the first disturbance The overflow duration of each target overflow node; To prevent constants with a denominator of zero; Let be the weighting coefficients, and satisfy: (32).

[0120] In one alternative implementation, when more attention is paid to the reduction effect on total water accumulation, improving... When focusing more on the risk of short-duration, strong spillovers, improve... When more attention is paid to the ongoing impact of traffic disruptions or flooding, improve .

[0121] Step d2: Based on the node weight of the target overflow node, the overflow reduction contribution of a single node is weighted and summed to obtain the comprehensive overflow reduction contribution of the candidate drainage-restricted pipeline.

[0122] Specifically, the node weight of the target overflow node is combined to calculate the first... The combined overflow reduction contribution of candidate drainage-restricted pipes: (33); In the formula, For the first The overall overflow reduction contribution of candidate drainage-restricted pipes; For the first Each target overflow node has a node weight determined based on the overflow severity. For the first Root candidate drainage restricted pipe for the first The contribution of a single node to the overflow reduction of a target overflow node.

[0123] In an optional implementation, to reflect the differences in path distance between different target overflow nodes and candidate drainage-restricted pipes, a path attenuation coefficient can be introduced to calculate the overall overflow reduction contribution: (34); in, For the first The target overflow node to the first Path attenuation coefficient between root candidate drainage-restricted pipes.

[0124] The path attenuation coefficient can be determined according to the following formula: (35); In the formula, For the first The target overflow node to the first The cumulative path length between root candidate drainage-restricted pipes; This is the preset length attenuation parameter.

[0125] When the path distance decay effect is not considered, let: (36).

[0126] Step S2043: Determine the overflow reduction contribution pipelines based on the comprehensive overflow reduction contribution, and form a set of pipelines to be optimized based on the overflow reduction contribution pipelines.

[0127] In an optional implementation, step S2043 includes: Step e1: When the overall overflow reduction contribution of the candidate drainage restricted pipe is greater than the preset contribution threshold, or when the overall overflow reduction contribution ranks among the top preset number or top preset proportion of the candidate drainage restricted pipes, the corresponding candidate drainage restricted pipe is determined as an overflow reduction contribution pipe.

[0128] Specifically, based on the comprehensive overflow reduction contribution of each candidate drainage-restricted pipe. Identify the overflow reduction contribution pipeline.

[0129] In one alternative implementation, when the first A candidate drainage-restricted pipe is identified as an overflow reduction contribution pipe if it meets any of the following conditions: (37); or: (38); or: (39); In the formula, The preset contribution threshold; For the first The candidate drainage-restricted pipes are ranked in descending order of their comprehensive overflow reduction contribution. The preset selection quantity; The preset selection ratio; This represents the number of candidate drainage-restricted pipes.

[0130] This yields the set of overflow reduction contribution channels: (40).

[0131] Step e2 identifies one or more of the following as the pipeline set to be optimized: overflow reduction contributing pipeline, downstream continuous pipeline located on the same drainage path as the overflow reduction contributing pipeline, key drainage outlet pipeline connected to the receiving water body, and downstream pipeline directly connected to the target overflow node.

[0132] Specifically, downstream continuous pipes located on the same drainage path as the overflow reduction contributing pipes, key drainage outlet pipes connected to the receiving water body, and downstream pipes directly connected to the target overflow node are included in the pipe set to be optimized.

[0133] The pipeline set to be optimized is determined according to the following formula: (41); In the formula, For pipeline sets to be optimized; Contribute pipeline set to overflow reduction; For the downstream continuous pipeline collection located on the same drainage path as the overflow reduction contributing pipeline; A collection of key drainage outlet pipes connected to the receiving water body.

[0134] In the above technical solution, by identifying the target overflow node, tracking the downstream drainage path, disturbing the flow capacity of candidate drainage restricted pipes, and calculating the overflow reduction contribution, the set of pipes to be optimized is limited to the range of pipes that have a substantial impact on the reduction of node overflow volume, overflow peak value, and overflow duration. This reduces ineffective and excessive modifications to non-critical pipes and improves the targeting of pipe network modification targets and the feasibility of engineering.

[0135] Step S205: Construct a multi-objective optimization model with pipe diameter adjustment level as the decision variable, economic indicators of renovation and drainage performance indicators as dual objectives, and coupled with engineering design specification constraints.

[0136] Specifically, in determining the pipeline set to be optimized Then, a multi-objective optimization model for the rainwater pipe network renovation scheme was constructed.

[0137] Let the pipeline set to be optimized be... Include The pipeline to be optimized, the first The pipe diameter adjustment level for the pipeline to be optimized is: .

[0138] All pipe diameter adjustment schemes for the pipelines to be optimized are represented as follows: (42); in: (43); In the formula, Indicates the first No pipe diameter adjustment will be made for the pipeline to be optimized. Indicates the first Add a commercial pipe diameter class to the pipeline diameter to be optimized; Indicates the first Two additional commercial pipe diameter grades will be added to the pipeline diameter to be optimized. This is the preset maximum pipe diameter adjustment level.

[0139] No. The pipe diameter after the pipeline modification to be optimized is determined according to the following formula: (44); In the formula, For the first Based on the existing commercial pipe diameter to be optimized; For the first The pipe diameter to be optimized is numbered in the commercial pipe diameter sequence; To increase Commercial pipe diameter after each grade; This is the preset maximum allowable pipe diameter.

[0140] Specifically, step S205 includes: Step S2051: Construct economic indicators for the transformation.

[0141] Economic indicators for renovation are used to characterize the total cost of a renovation project. For renovation projects... The total cost of the project is: (45); In the formula, For the renovation plan The total cost of the project; For the first The cost of constructing or replacing the pipeline to be optimized; For the first The cost of dismantling the pipeline to be optimized; For the first The cost of modifying the ancillary facilities corresponding to the pipeline to be optimized.

[0142] In one alternative implementation, the first The cost of constructing or replacing the pipeline to be optimized is determined according to the following formula: (46); In the formula, For the first The pipe length to be optimized; For pipe diameter The depth of the soil cover is Comprehensive cost per unit length of pipeline; For the first The depth of soil cover after pipeline modification needs to be optimized.

[0143] No. The cost of dismantling the pipeline to be optimized is determined according to the following formula: (47); In the formula, For the first The existing pipe diameter of the pipeline to be optimized; For the first The current soil cover depth of the pipeline needs to be optimized. This represents the cost per unit length for demolition under the corresponding conditions.

[0144] Cost of renovation of ancillary facilities This includes one or more of the following: manhole renovation, road demolition and restoration, trench excavation and backfilling, traffic diversion, support and dewatering, and partial renovation of drainage outlets.

[0145] Step S2052: Construct drainage performance indicators.

[0146] In one optional implementation, the drainage performance index is a weighted overflow risk index. For the retrofit scheme... The model was updated and run to obtain the overflow volume, peak overflow value, and overflow duration of each target overflow node after modification, which are denoted as follows: (48); Then the renovation plan The weighted overflow risk indicator is: (49); In the formula, For the renovation plan The weighted overflow risk indicator; , , The modified number Overflow volume, peak overflow, and overflow duration of each target overflow node; , , They are respectively the first before the renovation Overflow volume, peak overflow, and overflow duration of each target overflow node; For the first The node weight of each target overflow node; Let be the weighting coefficients, and satisfy: (50); When considering only the overflow volume, let: .

[0147] At this point, the drainage performance index degenerates into the weighted overflow volume index of the target overflow node.

[0148] Step S2053: Construct engineering design specification constraints.

[0149] The multi-objective optimization model is coupled with engineering design specification constraints, which include pipeline slope constraints, flow velocity constraints, soil cover depth constraints, maximum allowable pipe diameter constraints, and drainage outlet bottom elevation constraints.

[0150] No. The design slope of the pipeline after optimization is as follows: (51); In the formula, For the first The elevation of the upstream pipe bottom after the pipeline modification to be optimized; For the first The downstream pipe bottom elevation after the pipeline modification to be optimized; For the first The pipe length needs to be optimized.

[0151] The slope constraint is: (52); In the formula, Minimum allowable slope; This represents the maximum permissible slope.

[0152] No. The pipeline to be optimized is in the first... The simulated flow velocity at each time step is: .

[0153] The flow velocity constraint is: (53); In the formula, Minimum allowable flow rate; This is the maximum permissible flow rate.

[0154] No. The depth of soil cover after the pipeline modification to be optimized is: (54); In the formula, For the first Based on the ground elevation of the location of the pipeline to be optimized; For the first The top elevation of the pipe after the pipeline modification needs to be optimized.

[0155] The elevation of the top of the pipe is determined by the following formula: (55); In the formula, For the first The bottom elevation of the pipe after the pipeline modification needs to be optimized; For the first The pipe diameter after the pipeline modification needs to be optimized.

[0156] The soil cover depth constraint is: (56); In the formula, Minimum allowable soil cover depth; This is the maximum permissible soil cover depth.

[0157] The maximum allowable pipe diameter constraint is: (57); For drainage outlet pipes connected to the receiving water body, the modified outlet bottom elevation should meet the drainage outlet bottom elevation constraint: (58); In the formula, For the first The bottom elevation of the outlet after the modification of the root drainage pipe; and These are the outlet bottom elevation control values ​​determined based on the riverbed elevation of the receiving water body, the control water level, the structural conditions of the drainage outlet, and the engineering implementation conditions.

[0158] Step S2054: Form a multi-objective optimization model.

[0159] In summary, the multi-objective optimization model for the rainwater pipe network renovation scheme is expressed as follows: (59); in: (60); (61); The constraints include: (62); in, This indicates the need to improve economic indicators. This indicates drainage performance indicators.

[0160] Step S206: Iteratively solve the multi-objective optimization model based on the set of pipelines to be optimized to obtain the optimal modification design scheme that meets the engineering design requirements.

[0161] Specifically, based on the pipeline set to be optimized determined in step S204 The multi-objective optimization model constructed in step S205 is solved iteratively.

[0162] Specifically, generate an initial population of modification schemes: (63); in, Population size.

[0163] For any modification scheme The pipe diameter, bottom elevation, soil cover depth, top elevation, and roughness coefficient of each pipe in the pipeline set to be optimized are updated according to their corresponding pipe diameter adjustment level, and the updated pipeline network parameters are written into the hydrodynamic model.

[0164] Run the hydrodynamic model to obtain modification plans. Calculate the objective function value based on the overflow volume, peak overflow value, and overflow duration of each target overflow node: (64); And determine whether the scheme meets the constraints of pipeline slope, flow velocity, soil cover depth, maximum allowable pipe diameter and drainage outlet bottom elevation.

[0165] The modification schemes that meet the above engineering design specifications are identified as feasible solutions and included in the feasible solution set: (65); In the formula, The feasible solution set consists of modification schemes that meet the constraints of engineering design specifications. The number of feasible solutions.

[0166] The modification scheme is iteratively updated using a multi-objective optimization algorithm until a preset number of iterations or the convergence condition of the objective function is reached. After the iteration, the feasible solution set is used as the basis for the final result. Determine the dominance relationship between the various renovation plans.

[0167] For any two modification schemes in the feasible solution set and ,like Non-inferior to all optimization objectives And it is better than at least one optimization objective. Then it is believed Dominate Based on the above dominance relationships, the feasible solution set is sorted using non-dominated methods to obtain the Pareto optimal solution set: (66); In the formula, The Pareto optimal solution set consists of non-dominated solutions that satisfy the engineering design specifications. This represents the number of Pareto optimal solutions.

[0168] Furthermore, the TOPSIS method is used to select the optimal modification design scheme that meets the engineering design requirements from the Pareto optimal solution set.

[0169] Specifically, for the first Pareto optimal solution Construct its evaluation index vector: (67); in, For the first The total engineering cost of the Pareto optimal solution. For the first The drainage performance indicators of the Pareto optimal scheme.

[0170] The decision matrix is ​​composed of the evaluation index vectors of all Pareto optimal solutions: (68).

[0171] To eliminate the influence of different indicator dimensions, the decision matrix is ​​normalized to obtain the normalized matrix: (69); In the formula, For the first The Pareto optimal solution is the... Normalized values ​​of each evaluation indicator; For the first The Pareto optimal solution is the... Each evaluation indicator value; .

[0172] Calculate the weighted normalized matrix based on the indicator weights: (70); In the formula, For the first The Pareto optimal solution is the... The weighted normalized value of each evaluation indicator; For the first The weights of each evaluation indicator, satisfying the following: (71).

[0173] In one alternative implementation, when the total project cost and drainage performance indicators are equally important, take... .

[0174] Since both the total project cost and drainage performance indicators are cost-oriented indicators that are better the smaller they are, the ideal solution is denoted as... The minimum value of each index is denoted as ; the negative ideal solution is denoted as The maximum values ​​corresponding to each indicator: (72); (73); Calculate the first Distance between each Pareto optimal solution and the positive ideal solution: (74); Calculate the first Distance between each Pareto optimal solution and the negative ideal solution: (75); In the formula, For the first The positive ideal value of each evaluation indicator; For the first The negative ideal value of each evaluation indicator.

[0175] Calculate the first Relative closeness of the Pareto optimal solution: (76); In the formula, For the first The relative closeness of each Pareto optimal solution. The larger the value, the closer the solution is to the positive ideal solution and the further it is from the negative ideal solution, resulting in better overall performance.

[0176] The Pareto optimal solution, which has the highest relative similarity, is selected as the final recommended optimal modification design: (77); In the formula, The final optimal design scheme for the rainwater pipe network renovation was obtained.

[0177] This embodiment provides an optimization design method for stormwater pipe network renovation schemes based on overflow reduction contribution. It determines the set of pipes to be optimized through target overflow node identification, downstream drainage path tracking, disturbance of candidate drainage-restricted pipes, and calculation of overflow reduction contribution. Based on this, a multi-objective optimization model is constructed, using pipe diameter adjustment level as the decision variable, economic efficiency and drainage performance as objectives, and coupled with engineering design specification constraints. This reduces the number of optimization variables while improving the targeting of renovation objects. The Pareto optimal solution set is obtained by non-dominated sorting of feasible solutions that meet the engineering design specification constraints. The TOPSIS method is then used to select the optimal renovation design scheme that meets the engineering design requirements from the Pareto optimal solution set, achieving a systematic, quantitative, and scientific design of stormwater pipe network renovation schemes.

[0178] This embodiment also provides an optimization design device for stormwater pipe network renovation scheme based on overflow reduction contribution. This device is used to implement the above embodiments and preferred embodiments, and will not be repeated for details already described. As used below, the term "module" can be a combination of software and / or hardware that implements a predetermined function. Although the device described in the following embodiments is preferably implemented in software, hardware implementation, or a combination of software and hardware, is also possible and contemplated.

[0179] This embodiment provides an optimized design device for stormwater pipe network renovation schemes based on overflow reduction contribution, such as... Figure 3 As shown, it includes: Hydrodynamic model construction module 301 is used to construct a hydrodynamic model of the target area; Overflow node identification module 302 is used to identify target overflow nodes based on the simulation results of the hydrodynamic model under rainfall conditions; The restricted pipeline determination module 303 is used to trace the downstream drainage path based on the target overflow node and determine candidate restricted drainage pipelines. The pipeline determination module 304 is used to perform flow capacity disturbance calculation on the candidate drainage restricted pipelines, calculate the comprehensive overflow reduction contribution of the candidate drainage restricted pipelines, and determine the pipeline set to be optimized based on the comprehensive overflow reduction contribution. The optimization model construction module 305 is used to construct a multi-objective optimization model with pipe diameter adjustment level as the decision variable, economic indicators of renovation and drainage performance indicators as dual objectives, and coupled with engineering design specification constraints. The iterative solution module 306 is used to iteratively solve the multi-objective optimization model based on the pipeline set to be optimized, so as to obtain the optimal modification design scheme that meets the engineering design requirements.

[0180] The stormwater pipe network renovation scheme optimization design device based on overflow reduction contribution provided in this embodiment of the invention can execute the stormwater pipe network renovation scheme optimization design method based on overflow reduction contribution provided in any embodiment of the invention, and has the corresponding functional modules and beneficial effects of the method. Further functional descriptions of the above modules and units are the same as in the corresponding embodiments described above, and will not be repeated here.

[0181] Figure 4 This is a schematic diagram of the structure of an electronic device provided in an embodiment of the present invention.

[0182] The following is a detailed reference. Figure 4 This diagram illustrates a structural schematic suitable for implementing an electronic device according to embodiments of the present invention. The electronic device may include a processor (e.g., a central processing unit, graphics processor, etc.) 401, which can perform various appropriate actions and processes according to a program stored in read-only memory (ROM) 402 or a program loaded from memory 408 into random access memory (RAM) 403. The RAM 403 also stores various programs and data required for the operation of the electronic device. The processor 401, ROM 402, and RAM 403 are interconnected via a bus 404. An input / output (I / O) interface 405 is also connected to the bus 404.

[0183] Typically, the following devices can be connected to I / O interface 405: input devices 406 including, for example, touchscreens, touchpads, keyboards, mice, cameras, microphones, accelerometers, gyroscopes, etc.; output devices 407 including, for example, liquid crystal displays (LCDs), speakers, vibrators, etc.; memory devices 408 including, for example, magnetic tapes, hard disks, etc.; and communication devices 409. Communication device 409 allows electronic devices to communicate wirelessly or wiredly with other devices to exchange data. Although Figure 4 Electronic devices with various devices are shown, but it should be understood that it is not required to implement or have all of the devices shown, and more or fewer devices may be implemented or have instead.

[0184] In particular, according to embodiments of the present invention, the processes described above with reference to the flowcharts can be implemented as computer software programs. For example, embodiments of the present invention include a computer program product comprising a computer program carried on a non-transitory computer-readable medium, the computer program containing program code for performing the methods shown in the flowcharts. In such embodiments, the computer program can be downloaded and installed from a network via a communication device 409, or installed from a memory 408, or installed from a ROM 402. When the computer program is executed by the processor 401, it performs the functions defined in the stormwater pipe network renovation scheme optimization design method based on overflow reduction contribution of the embodiments of the present invention.

[0185] Figure 4 The electronic device shown is merely an example and should not be construed as limiting the functionality and scope of the embodiments of the present invention.

[0186] This invention also provides a computer-readable storage medium. The methods described above according to embodiments of the invention can be implemented in hardware or firmware, or implemented as computer code that can be recorded on a storage medium, or implemented as computer code downloaded via a network and originally stored on a remote storage medium or a non-transitory machine-readable storage medium and then stored on a local storage medium. Thus, the methods described herein can be processed by software stored on a storage medium using a general-purpose computer, a dedicated processor, or programmable or dedicated hardware. The storage medium can be a magnetic disk, optical disk, read-only memory, random access memory, flash memory, hard disk, or solid-state drive, etc.; further, the storage medium can also include combinations of the above types of memory. It is understood that computers, processors, microprocessor controllers, or programmable hardware include storage components capable of storing or receiving software or computer code. When the software or computer code is accessed and executed by the computer, processor, or hardware, the optimized design method for stormwater pipe network renovation schemes based on overflow reduction contribution shown in the above embodiments is implemented.

[0187] A portion of this invention can be applied as a computer program product, such as computer program instructions, which, when executed by a computer, can invoke or provide the methods and / or technical solutions according to the invention through the operation of the computer. Those skilled in the art will understand that the forms in which computer program instructions exist in a computer-readable medium include, but are not limited to, source files, executable files, installation package files, etc. Correspondingly, the ways in which computer program instructions are executed by a computer include, but are not limited to: the computer directly executing the instructions, or the computer compiling the instructions and then executing the corresponding compiled program, or the computer reading and executing the instructions, or the computer reading and installing the instructions and then executing the corresponding installed program. Here, the computer-readable medium can be any available computer-readable storage medium or communication medium accessible to a computer.

[0188] Although embodiments of the invention have been described in conjunction with the accompanying drawings, those skilled in the art can make various modifications and variations without departing from the spirit and scope of the invention, and such modifications and variations all fall within the scope defined by the appended claims.

Claims

1. A method for optimizing the design of stormwater pipe network renovation schemes based on overflow reduction contribution, characterized in that, The method includes: Construct a hydrodynamic model of the target area; Based on the simulation results of the hydrodynamic model under rainfall conditions, the target overflow node is identified; Based on the target overflow node, downstream drainage path tracing is performed to determine candidate drainage-restricted pipes; The flow capacity perturbation calculation is performed on the candidate drainage-restricted pipes, the comprehensive overflow reduction contribution of the candidate drainage-restricted pipes is calculated, and the set of pipes to be optimized is determined based on the comprehensive overflow reduction contribution. A multi-objective optimization model is constructed, with pipe diameter adjustment level as the decision variable, economic indicators of renovation and drainage performance indicators as dual objectives, and coupled with engineering design specification constraints. The multi-objective optimization model is iteratively solved based on the set of pipelines to be optimized to obtain the optimal modification design scheme that meets the engineering design requirements.

2. The method according to claim 1, characterized in that, The identification of target overflow nodes based on the simulation results of the hydrodynamic model under rainfall conditions includes: Based on the simulation results of the hydrodynamic model under the design rainfall conditions, the overflow flow time series of each inspection well node is extracted; Based on the overflow flow time series of each inspection well node, calculate the overflow volume, overflow peak value and overflow duration of each inspection well node; The manhole nodes with overflow volumes greater than zero are identified as the nodes where overflows have occurred. When the number of overflow nodes exceeds a preset number or preset proportion, the overflow severity index is calculated based on the overflow volume, overflow peak value and overflow duration of each inspection well node, and the nodes with the highest overflow severity index are selected as the target overflow nodes.

3. The method according to claim 1, characterized in that, The step of tracing downstream drainage paths based on the target overflow node to determine candidate drainage-restricted pipes includes: Extract the overflow volume, overflow peak value, and overflow duration of the target overflow node, and determine the node weight of the target overflow node based on the overflow volume, overflow peak value, and overflow duration of the target overflow node; Using the target overflow node as the starting point of the drainage path, and based on the pipeline network topology and the pipeline design drainage direction, the drainage path is traced downstream to the drainage outlet, receiving water body, pumping station, gate, or preset drainage boundary to determine the candidate drainage restricted pipeline.

4. The method according to claim 3, characterized in that, The determination of the node weight of the target overflow node based on its overflow volume, overflow peak value, and overflow duration includes: After normalizing the overflow volume, overflow peak value, and overflow duration of the target overflow node, a weighted summation is performed to obtain the overflow severity index of the target overflow node. The node weight of the target overflow node is determined based on the overflow severity index of the target overflow node.

5. The method according to claim 3, characterized in that, Using the target overflow node as the starting point of the drainage path, and based on the pipeline network topology and the designed drainage direction, the drainage path is traced downstream to the drainage outlet, receiving water body, pumping station, gate, or preset drainage boundary to determine candidate drainage-restricted pipelines, including: Based on the upstream and downstream nodes of each pipe in the stormwater pipe network of the target area, a directed pipe network topology is constructed according to the drainage direction of the pipe design. For any target overflow node, starting from the target overflow node in the directed pipeline topology diagram, trace downstream along the pipeline design drainage direction to obtain the set of downstream drainage paths between the target overflow node and the drainage outlet, receiving water body, pumping station, gate or preset drainage boundary. The pipes located in the set of downstream drainage paths are identified as candidate drainage restricted pipes corresponding to the target overflow node; The union of all candidate drainage-restricted pipes corresponding to the target overflow nodes is used to obtain the set of candidate drainage-restricted pipes for the target area.

6. The method according to claim 5, characterized in that, The process of identifying candidate drainage-restricted pipes further includes: Set the maximum tracking length or the maximum number of tracking levels; Pipes whose cumulative path length from the target overflow node to each pipe on the drainage path does not exceed the maximum tracking length, or whose number of pipe stages between the target overflow node and each pipe on the drainage path does not exceed the maximum tracking stage, are identified as candidate drainage-restricted pipes.

7. The method according to claim 3, characterized in that, The flow capacity perturbation calculation is performed on the candidate drainage-restricted pipes to calculate the comprehensive overflow reduction contribution of the candidate drainage-restricted pipes, and the set of pipes to be optimized is determined based on the comprehensive overflow reduction contribution, including: The flow capacity perturbation calculation is performed on the candidate drainage restricted pipe to obtain the change in overflow response of the target overflow node before and after the perturbation; Based on the overflow response change and the node weight, the overall overflow reduction contribution of the candidate drainage-restricted pipeline is calculated. Based on the comprehensive overflow reduction contribution, overflow reduction contribution pipelines are determined, and a set of pipelines to be optimized is formed based on the overflow reduction contribution pipelines.

8. The method according to claim 7, characterized in that, The flow capacity perturbation calculation is performed on the candidate drainage restricted pipe to obtain the change in overflow response of the target overflow node before and after the perturbation, including: The candidate drainage restricted pipes are subjected to virtual flow capacity enhancement processing, which includes one or more of the following: temporarily increasing the pipe diameter, temporarily reducing the roughness coefficient, temporarily reducing the siltation rate, temporarily reducing the local head loss coefficient, or temporarily increasing the equivalent flow capacity. Update the network parameters after virtual flow capacity enhancement to the hydrodynamic model, and rerun the hydrodynamic model; Obtain the overflow volume, peak overflow value, and overflow duration of the target overflow node after the overflow capacity disturbance; Based on the difference in overflow volume, overflow peak value, and overflow duration of the target overflow node before and after the disturbance, the overflow response change corresponding to the candidate drainage restricted pipe is determined.

9. The method according to claim 8, characterized in that, Based on the overflow response change and the node weights, the comprehensive overflow reduction contribution of the candidate drainage-restricted pipes is calculated, including: Based on the difference in overflow volume, overflow peak value, and overflow duration of the target overflow node before and after the disturbance, the single-node overflow reduction contribution of the candidate drainage-restricted pipeline to a single target overflow node is calculated. Based on the node weight of the target overflow node, the overflow reduction contribution of the single node is weighted and summed to obtain the comprehensive overflow reduction contribution of the candidate drainage-restricted pipeline.

10. The method according to claim 7, characterized in that, Based on the comprehensive overflow reduction contribution, overflow reduction contribution pipelines are determined, and a set of pipelines to be optimized is formed based on the overflow reduction contribution pipelines, including: When the overall overflow reduction contribution of a candidate drainage restricted pipe is greater than a preset contribution threshold, or when the overall overflow reduction contribution ranks among the candidate drainage restricted pipes in the top preset number or top preset proportion, the corresponding candidate drainage restricted pipe will be determined as an overflow reduction contribution pipe. One or more of the following are identified as the pipeline set to be optimized: the overflow reduction contributing pipeline, the downstream continuous pipeline located on the same drainage path as the overflow reduction contributing pipeline, the key drainage outlet pipeline connected to the receiving water body, and the downstream pipeline directly connected to the target overflow node.

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