CN116466663A - Optimal scheduling method for operation of regulating reservoir - Google Patents
Optimal scheduling method for operation of regulating reservoir Download PDFInfo
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Abstract
The invention discloses an optimal scheduling method for operation of a regulating reservoir, which comprises the following steps: acquiring basic data of a target area; constructing an SWMM model according to the basic data; monitoring the water quantity and water quality change in the water receiving range of the regulating and storing tank; calibrating and verifying parameters of the SWMM model according to the monitoring data; constructing a regulation pool interception optimization model; performing iterative computation on the interception optimization model of the regulation and storage pool to generate an initial operation scheduling rule, and performing simulation computation on the initial operation scheduling rule by adopting the calibrated SWMM model; evaluating the simulation result in the step 6; continuously iterating the interception optimization model of the regulating reservoir to generate a new scheduling rule, and evaluating the new scheduling rule; and (3) stopping iterative calculation when the objective function value selected as the evaluation index in the step (7) reaches the optimum, and obtaining the optimum operation scheduling rule of the interception system of the storage pond. The invention can solve the problems that the traditional fixed operation scheduling rule cannot be suitable for different complex scenes and the design efficiency is not fully exerted.
Description
Technical Field
The invention belongs to the technical field of runoff pollutant reduction control, and particularly relates to an optimal scheduling method for operation of a regulating reservoir.
Background
Along with the promotion of urban water environment treatment process, the construction of a drainage pipe network and sewage treatment facilities is gradually perfected, the influence of point source pollution such as direct sewage discharge or leakage on the water quality of urban receiving water bodies is effectively controlled, and rainfall runoff surface source pollution and combined overflow pollution of old urban areas which are difficult to separate rain and sewage gradually become main factors of water quality deterioration of rivers and lakes. Practice proves that the interception of initial rainwater runoff and combined overflow to the regulating reservoir at the middle end or the tail end of the drainage system is an effective means for reducing pollutant discharge, and the regulating reservoir built in each large city in China is gradually completed in recent years and is put into use. However, in the engineering operation stage of the regulation and storage tank and the shut-off system thereof, it is highly necessary to study how to scientifically formulate a corresponding operation scheduling scheme under complex and changeable conditions so as to fully exert the design efficiency of the regulation and storage tank in aspects of river entering pollution reduction, runoff control and the like.
Disclosure of Invention
The invention aims to provide an optimal scheduling method for operation of a regulating reservoir, aiming at the defects of the prior art, and the method solves the problems that the traditional fixed operation scheduling rule of the regulating reservoir in the prior art cannot be suitable for different complex scenes and the design efficiency is not fully exerted.
In order to solve the technical problems, the invention adopts the following technical scheme:
an optimal scheduling method for operation of a regulating reservoir comprises the following steps:
step 1: acquiring basic data of a target area, and performing analysis pretreatment;
step 2: based on the basic data processed in the step 1, constructing an SWMM model for simulating the whole process hydrologic hydrodynamic water quality change of rainfall-surface production confluence-pipe network-river channel in the target area;
step 3: monitoring the water quantity and water quality changes of rainfall surface runoffs, pipeline drainage ports and converging channels of different levels of land plots with different land types in the water receiving range of the regulating reservoir;
step 4: calibrating and verifying hydrologic, hydrodynamic and water quality parameters of the SWMM model by adopting different field monitoring data in the step 3;
step 5: determining a scheduling target, constraint conditions and control variables to construct a regulation and storage tank interception optimization model;
step 6: performing iterative computation on the regulation and storage tank interception optimization model to generate an initial operation scheduling rule of a regulation and storage tank interception system, and performing simulation computation on the initial operation scheduling rule by adopting the SWMM model calibrated in the step 4;
step 7: simulating the working condition of the shut-off system engineering of the non-operating regulation and storage tank by adopting the SWMM model calibrated in the step 4, evaluating the simulation result in the step 6 according to the simulation result, and setting related evaluation indexes to evaluate the two;
step 8: adopting a heuristic algorithm to continuously iterate and calculate a regulation and storage tank interception optimization model to generate a new regulation and storage tank interception system operation scheduling rule, adopting the SWMM model calibrated in the step 4 to simulate the new scheduling rule, and adopting the related evaluation index in the step 7 to evaluate the simulation result;
step 9: and (3) stopping iterative calculation when the objective function value selected as the evaluation index in the step (7) reaches the optimum, and obtaining the optimum operation scheduling rule of the interception system of the storage pond.
Further, the basic data in the step 1 comprises basic data of the underlying surface digital elevation, land utilization type distribution, drainage pipe network characteristic attribute, river and lake water system plane distribution and section topography, gate dams, weirs and a regulating reservoir.
Further, the SWMM in the step 2 comprises a surface runoff module, a pipe network module, a river channel module and a regulation pool module.
Further, the water quantity and quality change monitoring step in the multi-field rainfall confluence process in the step 3 is as follows:
step 3.1: arranging a rain gauge in a target area, setting an observation frequency, and detecting rainfall after rainfall to obtain rainfall data;
step 3.2: sampling the rainwater in the whole process from the beginning of rainfall to the end of rainfall, and mixing the sampled rainwater in the whole process for pollutant detection to obtain the concentration detection data of the pollutants in the rainwater;
step 3.3: selecting land plots with completely split rain and sewage in a target area, laying water quality monitoring points of roof runoff, road surface runoff and green land runoff, and collecting water samples in a set time sequence after rainfall runoff occurs to obtain surface runoff water quality change monitoring data;
step 3.4: installing a flow meter at the pipeline drainage port to monitor flow on line, and collecting water samples in a set time sequence after water flow occurs during rainfall to obtain pipeline drainage port water quality change monitoring data;
step 3.5: and installing flow meters on the sections of the upstream inflow end, the midstream section and the downstream outlet end of the river channel to monitor flow on line, and collecting water samples at regular intervals after rainfall begins to acquire river channel section water quantity and water quality change monitoring data.
Further, in the step 4, the hydrokinetic parameters include a manning coefficient of the impermeable zone, a manning coefficient of the permeable zone, a depression depth of the impermeable zone, a depression depth of the permeable zone, a maximum infiltration rate, a minimum infiltration rate, and a infiltration attenuation coefficient, the hydrokinetic parameters include a manning coefficient of the pipe, and the water quality parameters include attenuation coefficients of different pollutants and maximum accumulation amounts, accumulation constants, scouring coefficients, and scouring indexes of various pollutants on roofs, roads, greenbelts in different land utilization plots.
Further, in step 3, the method for calibrating and verifying the SWMM model parameters in step 4 is as follows:
step 4.1: initial setting of model hydrology, hydrodynamic force and water quality parameters is carried out based on the existing research results and experience;
step 4.2: continuously adjusting and calibrating the sensitive parameters to enable the water quantity and water quality simulation value change process of the model to be matched with the water quantity and water quality monitoring value change process in the same-scene rainfall process in the step 3 so as to achieve the optimal fitness;
step 4.3: and (3) verifying the rated model parameters by adopting different scene rainfall water quantity and water quality monitoring processes in the step (3), evaluating the precision of a simulation result by adopting an evaluation index, and selecting the model parameter with the best precision as the model parameter of the SWMM.
Further, the evaluation index in step 4.3 includes a Nash-surtclife coefficient ENS and a correlation coefficient R 2 The calculation formula is as follows:
wherein: e (E) NS -a Nash-sutlife efficiency coefficient; r is R 2 -a correlation coefficient; q (Q) sim (i) -a flow value simulated at time i;
Q obs (i) -a flow value monitored at time i; q (Q) avs -simulated average flow; q (Q) avo -monitored average flow; n is the number of flow values;
wherein E is NS 、R 2 Is a range of values: - -infinity<E NS <1、0<R 2 <1，E NS 、R 2 The closer the value is to 1, the higher the degree of curve fit. Simulation evaluation considers E NS 、R 2 Simulation results at 0.5 to 0.65 are acceptable, at 0.The simulation results of 65 to 0.75 are preferable, and the simulation results of 0.75 or more are very preferable.
Further, in the step 5, the lowest concentration of the river pollutants or the minimum flow of the river flood peak are used as an objective function, the opening of a gate or the lifting of a gas shield dam or the pumping capacity of a pump is used as a constraint condition, and the lifting of the gas shield dam or the opening and closing of a transmission channel gate or the opening and closing of a pump station unit are used as control variables to construct a regulation and storage pool interception optimization model.
Further, the method for evaluating the merits of the objective function value in the step 7 is as follows:
step 7.1: performing simulation calculation under the engineering working condition of a non-operating regulation and storage tank closure system by using the SWMM model calibrated in the step 4 under the condition of setting the same boundary conditions;
step 7.2: and (3) according to the simulation result of the step (7.1), evaluating the simulation calculation result of the SWMM model in the step (6), setting evaluation indexes to evaluate the simulation result of the step (6), wherein the evaluation indexes comprise river entering pollution load reduction amount and river entering runoff reduction amount.
Further, the specific calculation method of the evaluation index in the step 7 is as follows:
the river entering pollution load reduction amount is used for calculating the difference value between the total river entering pollution load before the operation of the rain and sewage regulating reservoir and the total river entering pollution load after the operation of the rain and sewage regulating reservoir, and can be calculated according to the following formula:
ΔQ entering the river ＝Q Before the operation of the regulating reservoir -Q After the operation of the regulating reservoir
Wherein DeltaQ Entering the river Represents the reduction of the load of the river entering pollution, Q Before the operation of the regulating reservoir Represents the total amount of pollution load entering the river before the operation of the regulating reservoir, Q After the operation of the regulating reservoir Indicating the total amount of pollution load of entering the river after the operation of the regulating reservoir;
the river runoff reduction amount represents the difference value of river runoffs before and after the operation of the regulating reservoir, and is calculated by adopting the following formula:
ΔQ entering the river ＝Q Before the operation of the regulating reservoir -Q After the operation of the regulating reservoir
Wherein DeltaQ Entering the river For reducing the amount of the runoff entering the river after the rain and sewage regulating and accumulating tank operates, Q Before the operation of the regulating reservoir For the river diversion flow before the rain and sewage regulation and storage pool operates, Q After the operation of the regulating reservoir The rainwater and sewage regulating pond is used for entering river runoff after running.
Compared with the prior art, the invention has the beneficial effects that: aiming at the problems that urban rainfall runoff surface source pollution and old urban combined overflow pollution are serious, the operation scheduling rule of a regulation and storage pool closure system engineering lacks flexibility, initial rainwater pollution and overflow pollution reduction and runoff control effects are poor, two working conditions before and after the regulation and storage pool closure system engineering is started are simulated by establishing an SWMM storm flood management model, evaluation indexes such as river entering pollution load reduction amount and river entering runoff reduction amount are selected to serve as scheduling targets for calculation and evaluation, then a regulation and storage pool conclusion optimization model is established by adopting an applicable heuristic algorithm, iterative calculation is continuously carried out to obtain the optimal operation scheduling rule of the regulation and storage pool closure system under the determined targets, and therefore the pollution reduction and runoff control benefits of the regulation and storage pool are better exerted.
Drawings
FIG. 1 is a flow chart of an optimized scheduling method for operation of a regulation pool according to an embodiment of the present invention;
FIG. 2 is a flow chart of a scheduling rule inversion for optimal operation of a reservoir based on SWMM and heuristic algorithms constructed in an embodiment of the present invention.
Detailed Description
The technical solutions of the embodiments of the present invention will be clearly and completely described in the following in conjunction with the embodiments of the present invention, and it is obvious that the described embodiments are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
It should be noted that, without conflict, the embodiments of the present invention and features of the embodiments may be combined with each other.
The invention will be further illustrated, but is not limited, by the following examples.
Referring to fig. 1, the method for optimizing and scheduling operation of a regulation pool provided by the embodiment of the invention includes the following steps:
step 1: obtaining basic data of a target area, wherein the basic data comprises underlying digital elevation, land utilization type distribution, drainage pipe network characteristic attribute, river and lake water system plane distribution and section topography, gate dams, weirs, regulating reservoirs and other engineering facility basic data, and carrying out analysis pretreatment such as consistency check, invalid value and missing value treatment, characteristic value extraction and the like on the data.
Step 2: based on the basic data processed in the step 1, a SWMM model capable of simulating the overall process hydrologic hydrodynamic water quality change of a target area 'rainfall-surface production confluence-pipe network-river channel' is constructed, wherein the SWMM model comprises a surface runoff module, a pipe network module, a river channel module, a regulation and storage pool interception module and the like.
In this embodiment, the method for constructing each module of the SWMM model includes:
the construction method of the surface runoff module comprises the following steps:
(1) analyzing a catchment path of the surface production flow according to the digital elevation of the underlying surface in the target area and the distribution of the confluence nodes of the pipe network inspection well in the step 1, and dividing a sub catchment area;
(2) according to the land utilization analysis data result of the target area in the step 1, combining the specific conditions of each sub-catchment area, the characteristic width of the sub-catchment area, the average gradient of the ground surface, the water impermeability of the sub-catchment area, the non-hollow water impermeability area proportion of the water impermeability area, the infiltration coefficient, the Manning coefficients of the water permeability area and the water impermeability area, the hollow storage depth and other parameters are taken as values;
(3) setting the earth surface type in each sub-catchment area by adopting a dividing mode of building, road and green land;
(4) defining and setting pollutant simulation indicators, e.g. TSS, COD, NH 3 -N, TN, TP, etc.;
(5) the accumulation and washout modes of various pollutants and corresponding parameters are set in the land utilization of the SWMM and relevant settings for street cleaning are made.
The construction method for constructing the pipe network module comprises the following steps:
(1) according to the distribution data of the drainage pipe network in the target area in the step 1, selecting main pipes, main pipes and branch pipes for modeling, deleting a rainwater grate and connecting pipes thereof, connecting the pipelines with corresponding inspection wells and drainage ports, and merging the dense sections of the inspection wells according to the principle that the sizes of the pipelines are the same;
(2) respectively inputting the characteristic attribute values of the length, the pipe diameter, the shape, the roughness coefficient, the upstream and downstream pipe bottom elevation, the inlet and outlet head loss coefficient, the bottom hole elevation, the maximum depth and the overload depth of the inspection well, the inner bottom elevation and the type of the discharge port and the like;
(3) and the surface runoffs generated in each sub-catchment area are collected into an underground drainage pipe network through the inspection well, and the converging outlets of the sub-catchment areas are set as corresponding inspection wells.
The river channel module construction method comprises the following steps:
(1) drawing river networks according to water system distribution, establishing topological relation among river channels, and setting the length of the river channels;
(2) inputting elevation of nodes of each section of the river channel according to the section topography data of the river channel in the step 1, and setting the roughness;
(3) and connecting the pipeline outlet with the river nodes at the positions.
The construction method of the regulation pool module comprises the following steps: according to engineering facility data of the regulation and storage pool shutoff system in the step 1, water storage facility node units and connecting units such as orifices, weirs, pumps, pipelines and the like are matched and combined in SWMM, and the processes such as shutoff, accumulation, drainage and the like are subjected to generalized simulation.
Step 3: monitoring the water quantity and quality changes of rainfall surface runoffs, pipeline drainage ports and converging riverways in different land types of plots such as residential areas, industrial areas, commercial areas and the like in the water receiving range of the regulating reservoir, wherein the surface runoffs comprise buildings, roads and greenbelts, and the water quantity and quality monitoring indexes comprise flow, water level and TSS, COD, NH 3 N, TN, TP, etc. In this embodiment, the specific operation substeps are as follows:
step 3.1: monitoring a rainfall process, namely arranging a rainfall meter in a target area, setting the observation frequency to be 1 min/time, and carrying out data export processing after rainfall to obtain rainfall detection data;
step 3.2: the concentration of pollutants in rainwater is detected, namely, from the first moment when rainfall begins, a sampling barrel is placed at an open place near a sampling point to obtain direct rainfall rainwater, and the rainwater in the sampling barrel is taken as a whole process mixed sample (1 bottle is mixed) of the direct rainwater after the rainfall is finished, and TSS, COD, NH is detected 3 -index concentrations of N, TN, TP, etc.;
step 3.3: monitoring surface runoff water quality change, namely selecting typical plots such as industrial areas, living areas, commercial areas and the like with completely-split rain and sewage in a target area, laying water quality monitoring points of roof runoff, road runoff and green land runoff, and collecting water samples (detecting TSS, COD, NH) by adopting time sequences of 0, 5, 10, 20, 30, 60, 90 and 120min after rainfall runoff occurs 3 -index concentrations of N, TN, TP, etc.), if the daily rainfall duration is long, sampling is not less than 2 times within 0.5h after the abortion according to actual conditions, the previous 1h is not less than 4 times, the sampling interval after the sampling is properly increased, and the accumulated sampling is not less than 8 times;
step 3.4: monitoring the change of the water quality of the water at the drainage port of the pipeline, namely, installing a flow meter at the drainage port to monitor the flow on line, collecting the water sample by adopting a time sequence of 0, 5, 10, 20, 30, 60, 90 and 120min after the water flow occurs during rainfall, if the daily rainfall duration is longer, sampling is not less than 2 times within 0.5h after drainage according to actual conditions, the sampling interval is not less than 4 times before 1h, the sampling interval after the sampling is properly increased, and the accumulated sampling is not less than 8 times;
step 3.5: the method comprises the steps of monitoring the water quality change of the section water quantity of a river channel, namely, installing flow meters on regular sections of an upstream inflow end, a middle upstream section and a downstream outlet end of the river channel to monitor the flow on line, collecting water samples every 30min after rainfall begins, and encrypting important assessment sections to 15min.
Step 4: and 3, calibrating and verifying hydrologic, hydrodynamic and water quality parameters of the SWMM model by using different scene monitoring data in the step 3, wherein the hydrologic parameters mainly comprise Manning coefficients of a water impermeable zone, manning coefficients of the water permeable zone, depression depths of the water impermeable zone, depression depths of the water permeable zone, maximum infiltration rate, minimum infiltration rate and infiltration attenuation coefficient, the hydrodynamic parameters mainly comprise pipe Manning coefficients, and the water quality parameters mainly comprise attenuation coefficients of different pollutants and maximum accumulation amounts, accumulation constants, scouring coefficients and scouring indexes of various pollutants of roofs, roads and greenbelts in different land utilization plots of residential areas, industrial areas, commercial areas and the like.
In this embodiment, the specific operation substeps of this step are as follows:
step 4.1: initial setting of model hydrology, hydrodynamic force and water quality parameters is carried out based on the existing research results and experience;
step 4.2: continuously calibrating the parameters with larger sensitivity, so that the water quantity and water quality simulation value change process of the model is adapted to the water quantity and water quality monitoring value change process in the same-scene rainfall process in the step 3, and the optimal fitness is achieved;
step 4.3: verifying the calibrated model parameters by adopting different scene rainfall water quantity and water quality monitoring processes in the step 3, and adopting a Nash-sutcLife coefficient (ENS) and a correlation coefficient R 2 To evaluate the accuracy of the simulation result, wherein the Nash-surclife coefficient (ENS) and the correlation coefficient R 2 The calculation formula of (2) is as follows:
wherein:
E NS -a Nash-sutlife efficiency coefficient;
R 2 -a correlation coefficient;
Q sim (i) -the flow value simulated at time i, L/s;
Q obs (i) -the flow value monitored at time i, L/s;
Q avs -simulated average flow, L/s;
Q avo -monitored average flowAmount, L/s;
n is the number of flow values.
Wherein E is NS 、R 2 Is a range of values: - -infinity<E NS <1、0<R 2 <1，E NS 、R 2 The closer the value is to 1, the higher the degree of curve fit. Simulation evaluation considers E NS 、R 2 The simulation results of 0.5 to 0.65 are acceptable, the simulation results of 0.65 to 0.75 are preferable, and the simulation results of 0.75 or more are very preferable.
Step 5: determining a scheduling target, constraint conditions and control variables, and constructing a regulation and storage tank interception optimization model by combining a heuristic algorithm; in the embodiment, the objective function is determined first, and the river pollutant concentration can be used as the lowest valueIn->C, weighting the influence of the ith pollutant index of the jth river on the water environment of the river ij Concentration of ith pollutant index for jth river, minimum river peak flood (minQ) m ) Waiting as an objective function; determining constraint conditions, such as opening degree of gate (0.ltoreq.e.ltoreq.1), elevation of shield dam (0.ltoreq.h.ltoreq.H) Design dam height ) Pump pumping capacity limit (Q) imin <Q i <Q imax ) Waiting for constraint conditions; and finally, determining a control variable, wherein the control variable is, for example, lifting of a shield dam, opening and closing of a transmission channel gate, opening and closing of a pump station unit and the like.
Step 6: performing iterative computation on the regulation and storage tank interception optimization model in the step 5 to generate a group of regulation and storage tank interception system initial operation scheduling rules, and performing simulation computation on the initial operation scheduling rules by adopting the SWMM model calibrated in the step 4; the method specifically comprises the following steps:
step 6.1: performing iterative computation on the interception optimization model of the regulating and accumulating tank by adopting a heuristic algorithm to obtain an initial operation scheduling rule, namely obtaining the set value or the on-off state of the control variables such as the height of the dam, the opening degree of the gate, the on-off of the pump and the like in the step 5 in each time step during the regulation and control period;
step 6.2: and loading the generated operation scheduling rule into the SWMM model for simulation calculation so as to realize a control effect in the model operation calculation process.
Step 7: simulating working conditions of the engineering without running the regulation and storage pool closure system by adopting the SWMM model calibrated in the step 4, evaluating the simulation result in the step 6 according to the simulation result, and cutting and setting related evaluation indexes to evaluate the two; in the step, the SWMM model calibrated in the step 4 is utilized to carry out simulation calculation on the engineering working condition of the shut-off system of the non-operating regulation pool under the condition of setting the same boundary condition, and the simulation calculation result of the SWMM model in the step 6 is combined to evaluate the merits of the objective function value under the current dispatching rule by adopting the evaluation index, wherein in the embodiment, the evaluation index comprises the river entering pollution load reduction amount and the river entering runoff reduction amount.
The river entering pollution load reduction amount is used for calculating the difference value between the total river entering pollution load before the operation of the rain and sewage regulating reservoir and the total river entering pollution load after the operation of the rain and sewage regulating reservoir, and can be calculated according to the following formula:
ΔQ entering the river ＝Q Before the operation of the regulating reservoir -Q After the operation of the regulating reservoir ；
Wherein DeltaQ Entering the river Represents the reduction of the load of the river entering pollution, Q Before the operation of the regulating reservoir Represents the total amount of pollution load entering the river before the operation of the regulating reservoir, Q After the operation of the regulating reservoir Indicating the total amount of the pollution load entering the river after the operation of the regulating reservoir.
The river runoff reduction amount represents the difference value of river runoffs before and after the operation of the regulating reservoir, and is calculated by adopting the following formula:
ΔQ entering the river ＝Q Before the operation of the regulating reservoir -Q After the operation of the regulating reservoir
Wherein DeltaQ Entering the river For reducing the amount of the runoff entering the river after the rain and sewage regulating and accumulating tank operates, Q Before the operation of the regulating reservoir For the river diversion flow before the rain and sewage regulation and storage pool operates, Q After the operation of the regulating reservoir The rainwater and sewage regulating pond is used for entering river runoff after running.
Step 8: adopting a heuristic algorithm to continuously iterate and calculate a regulation and storage tank interception optimization model to generate a new operation scheduling rule of a regulation and storage tank interception system, and evaluating a simulation result of the new scheduling rule by adopting a related evaluation index in the step 7; the method specifically comprises the following steps:
step 8.1: converting the related evaluation index in the step 7 into an adaptability value of a heuristic optimization algorithm, simulating a corresponding operation scheduling rule by adopting the SWMM model calibrated in the step 4, and performing effect evaluation on the simulated objective function value by adopting the evaluation index in the step 7;
step 8.2: judging whether a stopping condition is met, for example, if a better solution is found after iterative calculation for a certain number of times, if so, stopping iterative call model calculation; and if not, generating a new operation scheduling rule through an optimization algorithm, and repeating the simulation-optimization process.
Step 9: stopping iterative computation when the objective function value selected as the evaluation index in the step 7 reaches the optimum value, and obtaining the optimum operation scheduling rule of the interception system of the storage pond; when the fitness value of the heuristic algorithm reaches the optimal value, stopping the iterative computation of 'simulation-optimization', and outputting an operation scheduling rule corresponding to the optimal value of the objective function, wherein the inversion process of the operation optimization scheduling rule of the regulation pool in the embodiment is shown in fig. 2.
According to the invention, the optimal operation scheduling of the regulation and storage pool is carried out by combining the storm flood management model and the heuristic algorithm, so that the problem that the traditional fixed operation scheduling rule of the regulation and storage pool cannot be suitable for different complex scenes and the problem that the design efficiency is not fully exerted is effectively solved, and important support can be provided for fully exerting the engineering operation efficiency of the closure system of the regulation and storage pool and effectively controlling the river pollution and the runoff peak value.
The foregoing is merely illustrative of the preferred embodiments of the present invention and is not intended to limit the embodiments and scope of the present invention, and it should be appreciated by those skilled in the art that equivalent substitutions and obvious variations may be made using the teachings of the present invention, which are intended to be included within the scope of the present invention.
Claims (10)
1. An optimized scheduling method for operation of a regulating reservoir is characterized by comprising the following steps:
step 1: acquiring basic data of a target area, and performing analysis pretreatment;
step 2: based on the basic data processed in the step 1, constructing an SWMM model for simulating the whole process hydrologic hydrodynamic water quality change of rainfall-surface production confluence-pipe network-river channel in the target area;
step 3: monitoring the water quantity and water quality changes of rainfall surface runoffs, pipeline drainage ports and converging channels of different levels of land plots with different land types in the water receiving range of the regulating reservoir;
step 4: calibrating and verifying hydrologic, hydrodynamic and water quality parameters of the SWMM model by adopting different field monitoring data in the step 3;
step 5: determining a scheduling target, constraint conditions and control variables to construct a regulation and storage tank interception optimization model;
step 6: performing iterative computation on the regulation and storage tank interception optimization model to generate an initial operation scheduling rule of a regulation and storage tank interception system, and performing simulation computation on the initial operation scheduling rule by adopting the SWMM model calibrated in the step 4;
step 7: simulating the working condition of the shut-off system engineering of the non-operating regulation and storage tank by adopting the SWMM model calibrated in the step 4, evaluating the simulation result in the step 6 according to the simulation result, and setting related evaluation indexes to evaluate the two;
step 8: adopting a heuristic algorithm to continuously iterate and calculate a regulation and storage tank interception optimization model to generate a new regulation and storage tank interception system operation scheduling rule, adopting the SWMM model calibrated in the step 4 to simulate the new scheduling rule, and adopting the related evaluation index in the step 7 to evaluate the simulation result;
step 9: and (3) stopping iterative calculation when the objective function value selected as the evaluation index in the step (7) reaches the optimum, and obtaining the optimum operation scheduling rule of the interception system of the storage pond.
2. The optimal scheduling method for operation of a regulating reservoir according to claim 1, wherein the basic data in the step 1 comprises basic data of an underlying surface digital elevation, land use type distribution, drainage pipe network characteristic attribute, river and lake water system plane distribution and section topography, gate dams, weirs and the regulating reservoir.
3. The scheduling method for optimal operation of a regulating reservoir according to claim 1, wherein the SWMM model in step 2 includes a surface runoff module, a pipe network module, a river channel module, and a regulating reservoir module.
4. The optimal scheduling method for operation of a regulating reservoir according to claim 1, wherein the water quantity and quality change monitoring step in the multi-field rainfall confluence process in step 3 is as follows:
step 3.1: arranging a rain gauge in a target area, setting an observation frequency, and detecting rainfall after rainfall to obtain rainfall data;
step 3.2: sampling the rainwater in the whole process from the beginning of rainfall to the end of rainfall, and mixing the sampled rainwater in the whole process for pollutant detection to obtain the concentration detection data of the pollutants in the rainwater;
step 3.3: selecting land plots with completely split rain and sewage in a target area, laying water quality monitoring points of roof runoff, road surface runoff and green land runoff, and collecting water samples in a set time sequence after rainfall runoff occurs to obtain surface runoff water quality change monitoring data;
step 3.4: installing a flow meter at the pipeline drainage port to monitor flow on line, and collecting water samples in a set time sequence after water flow occurs during rainfall to obtain pipeline drainage port water quality change monitoring data;
step 3.5: and installing flow meters on the sections of the upstream inflow end, the midstream section and the downstream outlet end of the river channel to monitor flow on line, and collecting water samples at regular intervals after rainfall begins to acquire river channel section water quantity and water quality change monitoring data.
5. The optimal scheduling method for operation of a regulating reservoir according to claim 1, wherein the hydrologic parameters in the step 4 comprise a manning coefficient of a water impermeable zone, a manning coefficient of a water permeable zone, a depression depth of the water impermeable zone, a depression depth of the water permeable zone, a maximum infiltration rate, a minimum infiltration rate, a infiltration attenuation coefficient, hydrodynamic parameters comprise a pipe manning coefficient, and the water quality parameters comprise attenuation coefficients of different pollutants and maximum accumulation amounts, accumulation constants, scouring coefficients and scouring indexes of various types of pollutants on roofs, roads and greenbelts in different land utilization plots.
6. The optimal scheduling method for operation of a regulating reservoir according to claim 1, wherein the method for calibrating and verifying the SWMM model parameters in step 4 in step 3 is as follows:
step 4.1: initial setting of model hydrology, hydrodynamic force and water quality parameters is carried out based on the existing research results and experience;
step 4.2: continuously adjusting and calibrating the sensitive parameters to enable the water quantity and water quality simulation value change process of the model to be matched with the water quantity and water quality monitoring value change process in the same-scene rainfall process in the step 3 so as to achieve the optimal fitness;
step 4.3: and (3) verifying the rated model parameters by adopting different scene rainfall water quantity and water quality monitoring processes in the step (3), evaluating the precision of a simulation result by adopting an evaluation index, and selecting the model parameter with the best precision as the model parameter of the SWMM.
7. The optimal scheduling method for operation of a storage tank according to claim 6, wherein the evaluation index in the step 4.3 includes a Nash-surlife coefficient ENS and a correlation coefficient R 2 The calculation formula is as follows:
wherein: e (E) NS -a Nash-sutlife efficiency coefficient; r is R 2 -a correlation coefficient; q (Q) sim (i) -a flow value simulated at time i;
Q obs (i) -a flow value monitored at time i; q (Q) avs -simulated average flow; q (Q) avo -monitored average flow; n is the number of flow values;
wherein E is Ns 、R 2 Is a range of values: - -infinity<E NS <1、0<R 2 <1，E NS 、R 2 The closer the value is to 1, the higher the degree of curve fit.
8. The optimal scheduling method for operation of the regulation and storage pool according to claim 1, wherein in the step 5, the lowest concentration of pollutants in a river or the lowest flow of flood peaks in the river are used as an objective function, the opening of a gate or the lifting capacity of a pump or the pumping capacity of a pump is used as a constraint condition, and the lifting of the air shield dam or the opening and closing of a gate of a transmission channel or the opening and closing of a pump station set are used as control variables to construct a regulation and storage pool interception optimization model.
9. The optimal scheduling method for operation of a regulating reservoir according to claim 1, wherein the method for evaluating the merits of the objective function values in step 7 is as follows:
step 7.1: performing simulation calculation under the engineering working condition of a non-operating regulation and storage tank closure system by using the SWMM model calibrated in the step 4 under the condition of setting the same boundary conditions;
step 7.2: and (3) according to the simulation result of the step (7.1), evaluating the simulation calculation result of the SWMM model in the step (6), setting evaluation indexes to evaluate the simulation result of the step (6), wherein the evaluation indexes comprise river entering pollution load reduction amount and river entering runoff reduction amount.
10. The optimal scheduling method for operation of a storage tank according to claim 9, wherein the specific calculation method for the evaluation index in step 7 is as follows:
the river entering pollution load reduction amount is used for calculating the difference value between the total river entering pollution load before the operation of the rain and sewage regulating reservoir and the total river entering pollution load after the operation of the rain and sewage regulating reservoir, and can be calculated according to the following formula:
ΔQ entering the river ＝Q Before the operation of the regulating reservoir -Q After the operation of the regulating reservoir
Wherein DeltaQ Entering the river Represents the reduction of the load of the river entering pollution, Q Before the operation of the regulating reservoir Represents the total amount of pollution load entering the river before the operation of the regulating reservoir, Q After the operation of the regulating reservoir Indicating the total amount of pollution load of entering the river after the operation of the regulating reservoir;
the river runoff reduction amount represents the difference value of river runoffs before and after the operation of the regulating reservoir, and is calculated by adopting the following formula:
ΔQ entering the river ＝Q Before the operation of the regulating reservoir -Q After the operation of the regulating reservoir
Wherein DeltaQ Entering the river For reducing the amount of the runoff entering the river after the rain and sewage regulating and accumulating tank operates, Q Before the operation of the regulating reservoir For the river diversion flow before the rain and sewage regulation and storage pool operates, Q After the operation of the regulating reservoir The rainwater and sewage regulating pond is used for entering river runoff after running.
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