Method for managing and scheduling sewage system for river basin management

Abstract

The present application relates to the technical field of river basin management, and discloses a sewage system management and scheduling method for river basin management, comprising the following steps: predicting tides and dividing tide phase intervals; calculating tide phase-dependent pollutant capacity; predicting rainfall and calculating pollutant flux; calculating tide phase-dependent emptying rate; predicting volume occupation and judging the sufficiency of drainage volume; optimizing time sequence coupling volume division; generating scheduling instructions; correcting real-time data and updating scheduling. The present application solves the problem that the tidal river basin cannot effectively balance water quality protection and waterlogging prevention in the regulation and storage pool, and realizes the collaborative optimization of dual-function volume division and discharge scheduling of the regulation and storage pool.

Description

Technical Field

[0001] This invention relates to the field of watershed management technology, and more specifically, to a wastewater system management and scheduling method for watershed management. Background Technology

[0002] In coastal or estuarine urban watersheds, the receiving channels are tidal sections. The water level, flow velocity, and direction of these channels exhibit semi-diurnal periodic changes with the tides. During high tide, the flow velocity slows down or even reverses, and the sewage carrying capacity drops sharply. During low tide, the flow velocity increases, and the sewage carrying capacity recovers. The regulating reservoirs in the watershed serve a dual function: regulating the quality of initial rainfall and regulating flood discharge. The emptied water from these reservoirs is either discharged to wastewater treatment plants or discharged into the tidal river sections through outlets.

[0003] In existing technologies, the dual-function volume allocation method for regulating reservoirs and the discharge scheduling method for outlets are independent of each other. The dual-function volume allocation method is dynamically adjusted based on the marginal benefit comparison between pollutant flux and waterlogging risk during rainfall, while the discharge scheduling of outlets is based on real-time river monitoring data, which is updated on a rolling basis at fixed time intervals. The discharge limit flow rate of each outlet is solved using the outlet-section influence coefficient matrix and linear programming.

[0004] When the receiving river is a tidal section, the disconnect between the two technologies mentioned above results in the storage tank being unable to effectively balance water quality protection and flood control during rainfall events. Specifically, the dual-function volume division method assumes that the water quality storage area can be freely emptied, failing to consider the tidal time window constraint that forces the outlet to close during the counter-current phase, preventing the water quality storage area from being emptied through the outlet. This causes the water quality storage area to continuously occupy its volume during the high tide period, while the flood drainage demand in the later stages of rainfall may peak precisely during the high tide period, resulting in a severe shortage of flood drainage storage capacity. The method of updating the sewage carrying capacity at fixed time intervals for outlet discharge scheduling cannot be precisely synchronized with the tidal cycle, and the counter-current of high tide causes the outlet-section influence coefficient matrix to fail, meaning that discharged pollutants may flow back and affect the upstream section. At the same time, outlet discharge scheduling does not consider the volume release demand of the water quality storage area in the storage tank, failing to coordinate the discharge window with the volume release demand. Summary of the Invention

[0005] This invention provides a wastewater system management and scheduling method for watershed governance, which solves the technical problems in related technologies where the division of storage tank volume and discharge scheduling do not fully consider the impact of tidal dynamics, resulting in conflicts between water quality regulation and flood control functions, improper timing of pollutant discharge causing water environment exceedances, and insufficient flood control capacity during high tide.

[0006] This invention discloses a wastewater system management and scheduling method for watershed management, comprising the following steps:

[0007] Tidal level data from tidal gauge stations in tidal river sections are acquired. Harmonic analysis is used to extract the amplitude and phase parameters of tidal constituents. Based on the amplitude and phase parameters, tidal level time history curves, flow velocity time history curves, and flow direction time history curves are predicted. According to the predicted flow velocity and flow direction, the tidal cycle is divided into the ebb tide downstream phase, the tidal transition horizontal phase, the rising tide upstream phase, and the high tide stagnation phase, generating tidal phase interval division results.

[0008] Based on the flow velocity and direction in each tidal phase interval, a hydrodynamic model is used to simulate the transport process of pollutants under different tidal phases. The influence coefficients of pollutants discharged from each outlet on each control section under different tidal phases are calculated, generating a set of outlet-section influence coefficient matrices dependent on tidal phase. The pollution carrying capacity of each control section in each tidal phase interval is calculated, generating a tidal phase-pollution carrying capacity time series table.

[0009] Obtain rainfall forecast data and calculate the runoff time history curves and pollutant flux time history curves for each storage tank;

[0010] Based on the tidal phase-pollution capacity time series table and the outlet-section influence coefficient matrix set, the maximum allowable discharge flow of each outlet in each tidal phase interval is solved by linear programming method, and the tidal phase-dependent discharge rate time series of the water quality regulation and storage area is calculated by combining the remaining acceptance rate of the sewage treatment plant.

[0011] Based on the tidal phase-dependent drainage rate time series, the volume occupancy curve of the water quality regulation and storage area is predicted, the remaining volume available for drainage and regulation at each time is calculated, and the result of drainage volume sufficiency is generated by comparing it with the waterlogging risk.

[0012] Based on the assessment results of the adequacy of drainage capacity, the volume allocation sequence of each regulating reservoir in each time period is calculated, and dispatch instructions are generated.

[0013] Furthermore, the criteria for determining the tidal phase intervals are as follows: when the flow velocity is greater than a preset flow velocity threshold and the flow direction is downstream, it is determined to be the ebb tide with the current; when the flow velocity is greater than a preset flow velocity threshold and the flow direction is upstream, it is determined to be the rising tide with the current; when the flow velocity is less than a preset flow velocity threshold and the tide level is in the process of changing, it is determined to be the transition tide with a horizontal flow; and when the flow velocity is less than a preset flow velocity threshold and the tide level reaches the high tide level, it is determined to be the high tide with a stagnant flow.

[0014] Furthermore, the set of outlet-section influence coefficient matrices dependent on the tidal phase includes: for the ebb tide downstream phase, the elements in the outlet-section influence coefficient matrix represent the concentration contribution of a unit discharge from the outlet to the downstream control section; for the flood tide upstream phase, the elements in the outlet-section influence coefficient matrix represent the concentration contribution of a unit discharge from the outlet to the upstream control section; the pollution carrying capacity of each control section in the flood tide upstream phase is set to zero.

[0015] Furthermore, the calculation of the pollutant flux time history curves for each regulating reservoir includes: predicting the rainfall intensity time history curves for each sub-catchment area using the optical flow method based on meteorological radar rainfall echo data; calculating the runoff time history curves using a runoff generation and runoff model; calculating the influent pollutant concentration time history curves based on the number of sunny days and land use type data in the preceding period, with the influent pollutant concentration decreasing exponentially with cumulative rainfall; and multiplying the runoff time history and the influent pollutant concentration time history moment by moment to obtain the pollutant flux time history curves.

[0016] Furthermore, the method of using linear programming to solve for the maximum allowable discharge flow of each outlet in each tidal phase includes: the objective function is to maximize the total discharge flow of each outlet in the current tidal phase; the constraints include the constraint that the water quality of each control section does not exceed the standard and the constraint of the physical discharge capacity of each outlet; the emptying rate of the water quality regulation zone in the downstream phase of ebb tide is the sum of the remaining acceptance rate of the sewage treatment plant and the allowable discharge rate of the outlet; the emptying rate of the water quality regulation zone in the upstream phase of flood tide is the remaining acceptance rate of the sewage treatment plant.

[0017] Furthermore, the predicted volume occupancy curve of the water quality regulation and storage area includes: the volume occupancy of the water quality regulation and storage area is calculated by cumulative integration of the difference between the inflow rate and the outflow rate; the waterlogging risk is calculated by cumulative integration of the excess portion by identifying the time interval during which the runoff flow exceeds the discharge capacity of the downstream pipe network; when the remaining volume is less than the waterlogging risk, it is judged as insufficient drainage capacity.

[0018] Furthermore, when the drainage capacity sufficiency assessment result is that the drainage capacity is insufficient, the solution to the volume division ratio sequence of each storage tank at each time period includes: using the water quality storage capacity and drainage storage capacity of each storage tank at each time as decision variables; the objective function is to minimize the weighted sum of the total amount of pollutant overflow and the total amount of waterlogging; the constraints include volume balance constraints, water quality storage lower bound constraints, drainage storage lower bound constraints, emptying rate constraints, and water environment compliance constraints; when the drainage capacity sufficiency assessment result is that the drainage capacity is sufficient, the total volume of the storage tank minus the minimum necessary volume of the water quality storage area is taken as the volume of the drainage storage area.

[0019] Furthermore, the generation of scheduling instructions includes: for storage tanks where rainfall has not yet arrived, calculating differentiated pre-discharge target water levels based on the predicted peak drainage volume demand during high tide and storage tank parameters, and generating pre-discharge control instructions; for storage tanks already in operation, triggering volume division ratio updates at tidal phase switching times, triggering function switching when the influent pollutant concentration drops below the high pollution threshold, and generating gate control instructions; generating discharge scheduling instructions, where the discharge flow rate setpoint in the downstream phase of ebb tide is the maximum allowable discharge flow rate, the discharge flow rate setpoint in the upstream phase of high tide is zero, and a transition period is set between adjacent tidal phases to make the discharge flow rate change linearly and gradually.

[0020] Furthermore, it also includes steps for correcting real-time data and updating scheduling: real-time acquisition of tidal level station data and comparison with predicted tidal levels; when the absolute value of the difference between the actual tidal level and the predicted tidal level exceeds a preset threshold, correction of tidal phase interval division, outlet-section influence coefficient matrix, and pollution carrying capacity prediction; acquisition of actual water level and influent pollutant concentration data for each regulating reservoir; when the actual volume occupancy deviates from the prediction or the actual rainfall intensity deviates from the prediction, recalculation of tidal phase-dependent emptying rate and solution of optimal volume division ratio sequence; and the use of an incremental update method, resolving only the affected time periods.

[0021] This invention provides a wastewater system management and scheduling system for watershed management, comprising:

[0022] The tidal prediction and tidal phase division module is used to acquire tidal level data, extract tidal parameters using harmonic analysis, predict tidal level, velocity and direction time history curves, and generate tidal phase interval division results.

[0023] The wastewater carrying capacity calculation module is used to generate a set of outlet-section influence coefficient matrices and a time series table of tidal phase-wastewater carrying capacity based on the flow velocity and direction of each tidal phase interval using a hydrodynamic model.

[0024] The rainfall forecasting and pollutant flux calculation module is used to acquire rainfall forecast data and calculate the runoff time history curves and pollutant flux time history curves for each storage tank.

[0025] The emptying rate calculation module is used to solve the maximum allowable discharge flow of each outlet in each tidal phase interval based on the tidal phase-pollution capacity time series table using linear programming method, and to calculate the tidal phase-dependent emptying rate time series of the water quality regulation and storage area.

[0026] The volume adequacy judgment module is used to predict the volume occupancy curve of the water quality regulation and storage area, calculate the remaining volume and compare it with the waterlogging risk, and generate the drainage volume adequacy judgment result.

[0027] The volume allocation optimization module is used to solve the volume allocation ratio sequence of each storage tank in each time period based on the judgment result of the sufficiency of drainage volume;

[0028] The scheduling instruction generation module is used to generate pre-discharge control instructions, gate control instructions, and discharge scheduling instructions.

[0029] The beneficial effects of this invention are as follows:

[0030] This invention predicts tidal phase intervals through tidal harmonization analysis and generates a set of tidal phase-dependent outlet-section influence coefficient matrices. It incorporates the countercurrent impact of pollutants on upstream sections during high tide into the calculation of pollution carrying capacity, overcoming the technical problem that the fixed outlet-section influence coefficient matrix fails under tidal conditions due to periodic changes in flow direction. By embedding tidal phase-dependent emptying rate constraints into the volume occupancy prediction of water quality regulation and storage areas, the volume allocation optimization is carried out under the real constraint that outlets are prohibited from discharging during the high tide countercurrent phase. This reserves sufficient drainage space for the peak drainage demand that may be superimposed during high tide, overcoming the problem of insufficient drainage capacity caused by the assumption that water quality regulation and storage areas can be freely emptied in existing technologies. Through linear programming, the outlet discharge scheduling window and the volume release demand are solved in a unified manner, enabling the storage tank to accelerate the emptying of the water quality regulation and storage area to release volume during the low tide downstream phase by utilizing the high pollution carrying capacity window. This overcomes the technical problem of the disconnect between outlet discharge scheduling and storage tank volume release demand, and realizes the coordinated allocation of resources for water quality protection and urban flooding prevention throughout the entire rainfall process. Attached Figure Description

[0031] Figure 1 This is a flowchart of a wastewater system management and scheduling method for watershed governance provided in an embodiment of the present invention;

[0032] Figure 2 The main tidal parameters amplitude and angular frequency distribution provided in the embodiments of the present invention;

[0033] Figure 3 This is the distribution of tidal phase velocity and duration provided in the embodiments of the present invention;

[0034] Figure 4 This is the dynamic change of rainfall runoff and pollutants in the storage tank provided in the embodiments of the present invention;

[0035] Figure 5 This is a comparison of the maximum allowable discharge flow rates of the three discharge outlets provided in the embodiments of the present invention;

[0036] Figure 6 This is an embodiment of the invention that describes the relationship between the occupancy of water storage tanks and the evolution of waterlogging risk.

[0037] Figure 7 This invention provides a dynamic adjustment method for optimizing the volume division of storage tanks. Detailed Implementation

[0038] At least one embodiment of the present invention discloses a wastewater system management and scheduling method for watershed management, such as... Figure 1 As shown, it includes the following steps:

[0039] In coastal or estuarine urban watersheds, the receiving channels are tidal sections. The water level, flow velocity, and direction of these channels exhibit semi-diurnal periodic changes with the tides. During high tide, the flow velocity slows down or even reverses, and the sewage carrying capacity drops sharply. During low tide, the flow velocity increases, and the sewage carrying capacity recovers. The regulating reservoirs in the watershed serve a dual function: regulating the quality of initial rainfall and regulating flood discharge. The emptied water from these reservoirs is either discharged to wastewater treatment plants or discharged into the tidal river sections through outlets.

[0040] In existing technologies, the dual-function volume allocation method for regulating reservoirs and the discharge scheduling method for outlets are independent of each other. The dual-function volume allocation method is dynamically adjusted based on the marginal benefit comparison between pollutant flux and waterlogging risk during rainfall, while the discharge scheduling of outlets is based on real-time river monitoring data, which is updated on a rolling basis at fixed time intervals. The discharge limit flow rate of each outlet is solved using the outlet-section influence coefficient matrix and linear programming.

[0041] When the receiving river is a tidal section, the disconnect between the two technologies mentioned above results in the storage tanks being unable to effectively balance water quality protection and flood control during rainfall events. Specifically, the dual-function volume division method assumes that the water quality storage area can be freely emptied when calculating the volume division ratio, without considering the tidal time window constraints of the forced closure of outlets during the counter-current phase and the inability of the water quality storage area to be emptied through outlets. This leads to the water quality storage area being forced to continuously occupy volume during the high tide period without being able to release it, while the flood drainage demand in the middle and later stages of rainfall may reach its peak precisely during the high tide period, resulting in a severe shortage of flood drainage storage capacity. The method of updating the sewage carrying capacity at fixed time intervals for outlet discharge scheduling cannot be precisely synchronized with the tidal cycle. When the sewage carrying capacity drops rapidly from a high level, the outlets still discharge according to the relaxed limits of the previous cycle. When the sewage carrying capacity recovers rapidly, the discharge space cannot be released in time, causing unnecessary accumulation in the storage tanks. Furthermore, the counter-current of high tide causes the outlet-section influence coefficient matrix to fail, and the discharged pollutants may flow back and affect the upstream section. Furthermore, the discharge scheduling did not take into account the volume release demand of the water quality regulation and storage area of ​​the storage tank, nor did it consider the impact on the drainage volume after the release, thus failing to coordinate the discharge window with the volume release demand.

[0042] Step 1: Predict the tides and divide the tidal phases;

[0043] The system acquires real-time tide level data and historical tide level records from tide gauge stations in the tidal river section. It then uses harmonic analysis to extract the amplitude and phase parameters of the main tidal constituents. The input is the historical tide level records, and the output is the amplitude and phase parameters of each tidal constituent.

[0044] Furthermore, the harmonic analysis method decomposes the historical tide level record into multiple simple harmonic vibration components with different periods using the least squares method. Each component corresponds to an astronomical tide, and the amplitude and phase of each tide are extracted as harmonic constants.

[0045] Based on the extracted harmonic constants, the tidal level time history curves, velocity time history curves, and flow direction time history curves of each control section are predicted for at least two complete tidal cycles in the future. The predicted tidal level values ​​are... Calculated using the following formula:

[0046]

[0047] in, The average sea level height, For the first The amplitude of each tidal component, For the first The angular frequency of each tidal constituent. For the first The phase of each tide, For time, The number of tidal constituents included in the calculation. For tidal sequence number and Take from 1 .

[0048] Furthermore, phase The range of values ​​is .

[0049] Furthermore, the velocity time history curve and the direction time history curve are calculated by combining the tidal level time history curve with the geometric parameters of the river cross section and the hydrodynamic relationship. The velocity and the rate of change of tidal level are positively correlated, and the direction of flow is determined as upstream or downstream based on the rise or fall of the tidal level.

[0050] Based on the predicted flow velocity and direction, each tidal cycle is divided into four tidal phase intervals: the ebb tide with downstream flow phase, the transition tide with horizontal flow phase, the rising tide with upstream flow phase, and the high tide with stagnant flow phase. The ebb tide with downstream flow phase refers to the period when the tide level is decreasing and the water flows downstream; the rising tide with upstream flow phase refers to the period when the tide level is rising or falling, and the high tide with stagnant flow phase refers to the period when the tide level reaches near the high tide level and the flow velocity is relatively low.

[0051] Furthermore, the criteria for determining the tidal phase intervals are as follows: when the current velocity is greater than 0.2 meters per second and the current direction is downstream, it is determined to be the ebb tide with the current; when the current velocity is greater than 0.2 meters per second and the current direction is upstream, it is determined to be the rising tide with the current; when the current velocity is less than 0.2 meters per second and the tide level is in the process of changing, it is determined to be the transition tide with the current; and when the current velocity is less than 0.2 meters per second and the tide level is close to the high tide level, it is determined to be the high tide with the current stagnant.

[0052] Step 2: Calculate the tidal-dependent pollution holding capacity;

[0053] Based on the flow velocity and direction of each tidal phase, a hydrodynamic model is used to simulate the transport process of pollutants under different tidal phases. The inputs are the flow velocity and direction conditions and the location of the discharge outlet for each tidal phase, and the outputs are the transport path and concentration decay coefficient of the pollutants discharged from each outlet.

[0054] Furthermore, the hydrodynamic model uses the one-dimensional Saint-Venant equations to describe the river flow motion, coupled with the convection-diffusion equations to simulate pollutant transport, and obtains the concentration distribution of pollutants from the outlet to each control section under different tidal phases through numerical solution.

[0055] The influence coefficients of pollutants emitted from each discharge outlet on each control section under different tidal phases are calculated separately, and a set of discharge outlet-section influence coefficient matrices dependent on tidal phase is generated.

[0056] For the ebb tide downstream phase, the outlet-cross-section influence coefficient matrix elements in Indicates the first The unit emission of the first discharge outlet affects the first The concentration contribution values ​​of each downstream control section, among which For the outlet serial number, To control the cross-section number. For the counter-current phase, the outlet-cross-section influence coefficient matrix. elements in Indicates the first The unit emission of the first discharge outlet affects the first The concentration contribution values ​​of each upstream control section, among which For the outlet serial number, To control the section number.

[0057] Furthermore, the influence coefficients are obtained by simulating the concentration increment of the control section under the unit discharge scenario using a hydrodynamic model. For the ebb tide downstream phase, only the influence coefficient of the downstream section of the discharge outlet is calculated, and for the rising tide upstream phase, only the influence coefficient of the upstream section of the discharge outlet is calculated.

[0058] Using the outlet-section influence coefficient matrix and corresponding velocity and direction conditions for each tidal phase, the average pollution carrying capacity of each control section in each tidal phase interval is calculated. The calculation formula is:

[0059]

[0060] in, For the first Water quality standard limits for each control section For the first Background concentration values ​​at each control section For the first The control section at the first The average flow rate of each tidal phase For the first In the corresponding outlet-cross-section influence coefficient matrix of each tide, the first... The first outlet is paired with the first The influence coefficient of each cross section This represents the tidal phase sequence number. During the rising tide countercurrent phase, the pollution carrying capacity of each control section is set to zero, generating a tidal phase-pollution carrying capacity time series table.

[0061] Furthermore, background concentration values The data is obtained by real-time monitoring of the water inflow from the upstream section, and the historical average value is used as a substitute when the monitoring data is missing.

[0062] Step 3: Predict rainfall and calculate pollutant fluxes;

[0063] The system acquires meteorological radar rainfall echo data and uses optical flow method to predict the rainfall intensity time history curves of each sub-catchment area. The input is radar echo data, and the output is the rainfall intensity time history curve.

[0064] Furthermore, the optical flow method extrapolates the rainfall echo intensity over each sub-catchment area in the future by tracking the movement speed and direction of the rain clouds in the radar echo image, and then converts it into a rainfall intensity prediction value through the empirical relationship between radar reflectivity and rainfall intensity.

[0065] The runoff time history curves of each storage reservoir's service area are calculated using a runoff-water model. The inputs are the rainfall intensity time history curves and the catchment area parameters, and the output is the runoff time history curves.

[0066] Furthermore, the runoff generation and runoff model uses the SCS curve number method to calculate rainfall runoff and the time-area method to calculate runoff confluence. Catchment parameters include catchment area, surface roughness, slope, and soil type.

[0067] Simultaneously, data on the number of sunny days and land use types were obtained from the previous period. Time-history curves of influent pollutant concentrations for each regulating reservoir were calculated. The influent pollutant concentrations exhibit an exponential decay with cumulative rainfall, as shown in the calculation formula:

[0068]

[0069] in, for The concentration of pollutants in the influent at any given time. This represents the initial peak concentration of pollutants. The attenuation coefficient is... As of The cumulative rainfall at any given time This represents the baseline concentration value after the rainfall. This represents an exponential function.

[0070] Furthermore, the initial pollutant concentration peak The initial pollutant concentration peak is determined using an empirical formula based on the number of sunny days in the preceding period and the land use type. A longer number of sunny days in the preceding period results in greater accumulation of pollutants on the surface. The higher the initial pollutant concentration peak in commercial and transportation areas, the higher the concentration. Higher than green spaces and residential areas. Attenuation coefficient. The deceleration rate, which reflects the rate at which pollutants are washed away by rainfall, typically ranges from 0.5 to 2.0.

[0071] The pollutant flux is calculated by multiplying the runoff time history with the influent pollutant concentration time history at each moment:

[0072]

[0073] in, for Runoff volume at any given time for The pollutant concentration in the influent at any given time is used to generate time-history curves of pollutant flux for each storage tank.

[0074] Step 4: Calculate the tidal-dependent evacuation rate;

[0075] Align the tidal phase-pollution capacity time series table with the runoff time history curves and pollutant flux time history curves of each storage tank on the time axis. For each storage tank in each tidal phase interval, based on the tidal phase-dependent outlet-section influence coefficient matrix and pollution capacity constraints, use a linear programming method to solve for the maximum allowable discharge flow rate of each outlet in each tidal phase interval. The inputs are the outlet-section influence coefficient matrix, pollution capacity, and outlet physical discharge capacity, and the output is the maximum allowable discharge flow rate of each outlet.

[0076] The objective function of the linear programming is to maximize the total discharge flow of each outlet in the current tidal phase interval:

[0077]

[0078] in, For the first The discharge flow rate of each outlet, The total number of discharge outlets. The outlet serial number and Take from 1 .

[0079] The constraints include ensuring that the water quality at each control section does not exceed the standards:

[0080]

[0081] And the physical emission capacity constraints of each discharge outlet:

[0082]

[0083] in, For the first In the corresponding outlet-cross-section influence coefficient matrix of each tide, the first... The first outlet is paired with the first The influence coefficient of each cross section For the first The control section at the first The sewage holding capacity of each tidal phase, For the first The maximum physical emission capacity of each outlet.

[0084] Furthermore, the linear programming problem is solved using the simplex method. When multiple optimal solutions exist, the scheme with a more balanced distribution of discharge flow at each outlet is selected first.

[0085] The emptying rate of the water storage area is calculated by adding the maximum allowable discharge flow rate to the remaining acceptance rate of the wastewater treatment plant. During the ebb tide phase, the emptying rate of the water storage area is... The calculation formula is:

[0086]

[0087] During the ebb and flow of the tide, the discharge rate of the water storage area The calculation formula is:

[0088]

[0089] in, for The remaining reception rate of the wastewater treatment plant at any given time. Choosing a spot by the ebb tide The permissible discharge rate at each discharge outlet is used to generate a time series of tidal phase-dependent emptying rates for each storage tank.

[0090] Furthermore, the residual acceptance rate of the wastewater treatment plant The design treatment capacity of the wastewater treatment plant is reduced by the current actual treatment flow rate, and this is obtained in real time through the wastewater treatment plant's operating data.

[0091] Step 5: Predict the volume occupancy and determine the adequacy of the drainage capacity;

[0092] Based on the tidal-dependent emptying rate time series, the volume occupancy prediction curves of the water quality regulation area are calculated for each storage tank at different time periods, and the volume occupancy of the water quality regulation area is determined. Calculated by accumulating and integrating the difference between the influent rate and the evacuation rate:

[0093]

[0094] in, This represents the initial volume occupancy of the water storage area. for The water inflow rate at any given time for The rate at which the wastewater can be drained at any given time. This is the integral variable. Identify the peak time of water storage capacity occupancy and the corresponding occupancy amount.

[0095] Furthermore, the integral calculation employs the trapezoidal rule for numerical integration, discretizing continuous time into several time steps and gradually accumulating the volume change within each time step.

[0096] The time interval during which runoff exceeds the discharge capacity of the downstream pipe network is identified as the drainage and water storage demand period, and the risk of urban flooding at each time point is calculated. :

[0097]

[0098] in, for Runoff flow at any given time For the discharge capacity of the downstream pipeline network, It is the integral variable.

[0099] The remaining volume available for flood control and storage at each time point is obtained by subtracting the volume occupied by the water quality regulation area from the total volume of the storage tank. ,in This refers to the total volume of the flood storage pond. Compared to the risk of urban flooding, when... If the drainage capacity is insufficient, a drainage capacity adequacy assessment result is generated.

[0100] Step 6: Optimize the temporal coupling volume partitioning;

[0101] When the drainage capacity adequacy assessment result is that the drainage capacity is insufficient, the linear programming method is used to solve the optimal volume division ratio sequence of each storage tank in each time period. The input is the pollutant flux time history curve, the waterlogging risk time history and the tidal phase dependent emptying rate time series, and the output is the water quality storage capacity and drainage storage capacity in each time period.

[0102] Using the water quality regulation volume and flood drainage regulation volume of each regulation reservoir at each time point as decision variables, the objective function is to minimize the weighted sum of the total pollutant overflow and the total urban flooding:

[0103]

[0104] in, This represents the total number of regulating reservoirs. Total number of time periods For the first The first regulating reservoir was in the first... Pollutant overflow rate for each time period For the first The first regulating reservoir was in the first... The amount of flooding in a given time period and These are the weighting coefficients. The serial number of the storage tank and Take from 1 The time period number and Take from 1 .

[0105] Furthermore, weighting coefficients and The weighting coefficient is determined based on the relative importance of water quality protection and urban flooding prevention. The value is the unit cost of pollution treatment, with a weighting coefficient. The value is the unit loss of the waterlogging disaster. The two types of objectives are unified into minimizing economic losses through a multi-objective decision-making method.

[0106] Furthermore, pollutant overflow By comparing the influent pollutant flux with the water quality regulation and storage area's capacity, it is calculated that when the influent pollutant flux exceeds the water quality regulation and storage area's capacity, the excess will accumulate over a period of time, forming a pollutant overflow.

[0107] Furthermore, the amount of waterlogging By comparing the runoff with the sum of the drainage and storage capacity and the downstream pipeline discharge capacity, it is calculated that when the runoff exceeds the total capacity of the drainage system, the excess will accumulate and form waterlogging over a period of time.

[0108] The constraints include volume balance constraints:

[0109]

[0110] Lower limit constraint for water quality regulation and storage:

[0111]

[0112] Lower boundary constraints for drainage and water storage:

[0113]

[0114] Emptying rate constraint:

[0115]

[0116] in For the first The corresponding tidal phases for each time period, and the water environment compliance constraints:

[0117]

[0118] The pollutant concentration indicators for the control section include chemical oxygen demand (COD) and ammonia nitrogen concentration. For the first The first regulating reservoir was in the first... Water storage capacity for different time periods For the first The first regulating reservoir was in the first... The drainage and storage capacity for each time period For the first The total volume of the regulating reservoirs For the first The first regulating reservoir was in the first... The minimum required volume of the water storage and regulation area for each time period. For the first The first regulating reservoir was in the first... The risk of urban flooding in a given time period. For the first The first regulating reservoir was in the first... The first time period The rate at which each tidal phase can be drained. For the first The outlet is in the first Emission flow rate for each time period, The total number of discharge outlets. The outlet serial number and Take from 1 .

[0119] Furthermore, the minimum required volume of the water storage and regulation area. Based on the high pollution characteristics of the initial rainfall, the volume of highly polluted runoff that needs to be intercepted in the early stages of rainfall is usually the runoff volume corresponding to the first 10 to 15 millimeters of rainfall.

[0120] When the drainage capacity adequacy assessment result is that the drainage capacity is sufficient, the minimum required volume of the water quality regulation and storage area in each time period is calculated based on the pollutant flux time history curve and the tidal phase dependent emptying rate time series. The total volume of the regulation and storage pond minus the minimum required volume of the water quality regulation and storage area is used as the volume of the drainage and storage area, generating a volume division ratio sequence for each time period.

[0121] Step 7: Generate scheduling instructions;

[0122] Based on the optimal volume division ratio sequence, differentiated pre-discharge target water levels are calculated for storage tanks where rainfall has not yet arrived. The calculation formula is:

[0123]

[0124] in, For the first The bottom elevation of each regulating reservoir, To predict the peak demand for drainage capacity during high tide, For the first The horizontal cross-sectional area of ​​each regulating reservoir. Generate pre-discharge control commands, prioritizing pre-discharge amounts during the current or upcoming ebb tide phase.

[0125] Furthermore, the pre-discharge control command is implemented by controlling the opening and closing of the water outlet pumping station or gate of the storage tank. During the pre-discharge process, the water level of the storage tank is monitored in real time, and the pre-discharge operation is stopped when the water level drops to the differentiated pre-discharge target water level.

[0126] For existing regulating reservoirs, the volume division ratio is updated at each tidal phase transition. A function switch is triggered when the real-time monitored influent pollutant concentration drops below the high pollution threshold. Gate control commands are generated: when the influent pollutant concentration is above the high pollution threshold, the gate control command opens the water quality regulating influent gate and closes the drainage regulating influent channel; when the influent pollutant concentration drops below the high pollution threshold, the gate control command closes the water quality regulating influent gate and opens the drainage regulating influent channel.

[0127] Furthermore, the high pollution threshold is determined based on local water quality standards and initial rainwater pollution characteristics. When the influent chemical oxygen demand concentration exceeds 100 mg / L or the ammonia nitrogen concentration exceeds 15 mg / L, it is judged as a high pollution state.

[0128] Emission scheduling instructions are generated, including the emission flow rate setpoints and emission time windows for each discharge outlet in each tidal phase interval. During the ebb tide with the current, the emission flow rate setpoint is the maximum allowable emission flow rate obtained from linear programming; during the flood tide with the current, the emission flow rate setpoint is zero. The emission time windows correspond to the tidal phase interval division results.

[0129] A transition period is set between adjacent tidal phases, during which the discharge flow rate gradually changes linearly from the discharge flow rate setpoint of the previous tidal phase to the discharge flow rate setpoint of the next tidal phase.

[0130] Furthermore, the transition period is set to 15 to 30 minutes, and the linear gradual change is achieved by adjusting the opening of the discharge gate or the pump station speed to avoid sudden changes in discharge flow that could impact the river's water quality and hydrodynamic conditions.

[0131] Step 8: Correct the real-time data and update the schedule;

[0132] During the scheduling process, real-time tide level data is acquired and compared with the predicted tide level. When the actual tide level... With predicted tide level The absolute value of the difference exceeds the preset threshold. hour:

[0133]

[0134] Correct the tidal phase interval division, the outlet-section influence coefficient matrix, and the pollution carrying capacity prediction.

[0135] Furthermore, preset threshold The value is set to 0.3 meters. When the tide level deviation exceeds the preset threshold, the correction program is activated.

[0136] Furthermore, the correction procedure updates the harmonic constant by re-inputting the actual tidal data into the harmonic analysis model, and then re-predicts the tidal level, velocity, and direction for subsequent periods based on the corrected harmonic constant, thereby updating the tidal phase interval division and pollution carrying capacity calculation.

[0137] Simultaneously, the actual water level and influent pollutant concentration data of each regulating reservoir are acquired. When the actual volume occupancy deviates from the prediction or the actual rainfall intensity deviates from the prediction, the tidal phase-dependent emptying rate is recalculated and the optimal volume division ratio sequence is solved to generate a corrected scheduling instruction.

[0138] An incremental update method is adopted. When the correction procedure is triggered, the optimal volume partition ratio is recalculated only for the affected time period, while the scheduling instructions for other time periods remain unchanged.

[0139] Furthermore, the incremental update method determines the impact range of the actual data deviation, re-optimizes only the time period involved in the deviation propagation, and maintains the original scheduling scheme for the unaffected time period, thereby reducing the computational burden and ensuring the continuity of the scheduling scheme.

[0140] This implementation method predicts tidal phase intervals through tidal harmonic analysis and generates a set of outlet-section influence coefficient matrices that depend on tidal phases. It incorporates the countercurrent influence of pollutants on the upstream section during high tide into the pollution carrying capacity calculation, thus overcoming the problem that the fixed outlet-section influence coefficient matrix becomes ineffective under tidal conditions due to periodic changes in flow direction.

[0141] This implementation embeds the tidal phase-dependent drainage rate constraint into the volume occupancy prediction of the water quality regulation and storage area. This allows the volume allocation optimization to be carried out under the real constraints that discharge outlets are prohibited during the counter-current phase of high tide and the drainage rate is only the capacity of the sewage treatment plant. Therefore, it can reserve sufficient drainage space for the peak drainage demand that may be superimposed during the high tide period, and overcome the problem of insufficient drainage volume caused by the assumption in the prior art that the water quality regulation and storage area can be freely emptied.

[0142] This implementation method solves the discharge scheduling window and volume release demand of the outlet by linear programming, so that the storage tank can accelerate the emptying of the water storage area by taking advantage of the high sewage capacity window during the ebb tide and downstream phase to release the volume. Therefore, it overcomes the problem of the disconnect between the discharge scheduling and the volume release demand of the storage tank, and can coordinate the allocation of resources for water quality protection and waterlogging prevention throughout the entire rainfall process.

[0143] The embodiments of the present invention have been described above. However, the embodiments are not limited to the specific implementation methods described above. The specific implementation methods described above are merely illustrative and not restrictive. Those skilled in the art can make more equivalent embodiments under the guidance of the present embodiments, and all of them are within the protection scope of the present embodiments.

[0144] The D district watershed of a certain coastal city comprises three main sub-catchments, serving... , and Three water storage reservoirs, serving a total area of ​​18.5 square kilometers. This area is affected by... Due to the influence of tidal river sections, facilities are set up within the river channel. , and Three control sections, pass Outlet pass Outlet pass The discharge outlet was discharging into the tidal river section. On June 15, 20XX, the meteorological department predicted that there would be moderate to heavy rain within the next 12 hours. The previous sunny weather had lasted for 7 days, resulting in serious accumulation of surface pollutants. The wastewater treatment plant is currently processing 75% of its design capacity, with a remaining capacity of 0.8 cubic meters per second. The total volume is 12,000 cubic meters. The total volume is 8000 cubic meters. The total volume is 15,000 cubic meters, and the current water levels of the three regulating reservoirs are close to the bottom elevation.

[0145] like Figure 2-7 As shown, it includes the following steps:

[0146] At 08:00 on June 15, 20XX, the system obtained... Tidal section The real-time tide data of the tide gauge station over the past 30 days is used to extract the main tidal parameters using harmonic analysis, predict the tide level, current velocity, and current direction time history for the next 24 hours, and divide the tidal phase intervals.

[0147] Table 1 Input data for step 1:

[0148]

[0149] Table 2. Main tidal parameters extracted by harmonic analysis:

[0150]

[0151] Mean sea level rice.

[0152] Table 3 shows the predicted tidal phase division results:

[0153]

[0154] by Taking the ebb tide with the current at 09:00 as an example, the predicted tide level is calculated as follows:

[0155]

[0156] Based on the predicted tidal velocity and direction conditions, the one-dimensional Saint-Venant equations coupled with the convection-diffusion equations are used to simulate the transport paths of pollutants discharged from three outlets under different tidal phases. The outlet-section influence coefficient matrix is ​​calculated for the ebb tide downstream phase and the rising tide upstream phase, and then the pollution carrying capacity of each control section in each tidal phase is calculated.

[0157] Input data for step 2 in Table 4:

[0158]

[0159] Table 5. Matrix of Influence Coefficients of Outlet-Cross Section for Ebb Tide and Downstream Phase :

[0160]

[0161] The influence coefficient is measured in milligrams per liter per cubic meter per second.

[0162] Table 6. Pollution carrying capacity of each control section during the ebb tide phase:

[0163]

[0164] by For example, the pollution carrying capacity is calculated as follows:

[0165]

[0166] During high tide and counter-current, the river flow reverses, and pollutants discharged from the outlet are transported upstream, which may cause the upstream section to exceed the standard. The pollution carrying capacity of each control section is set to zero, and discharge into the river is prohibited.

[0167] The system acquires meteorological radar echo data, uses optical flow method to predict the rainfall intensity time history of the three sub-catchments in the next 12 hours, and calculates the runoff time history by combining the SCS curve number method. At the same time, it calculates the influent pollutant concentration time history based on the number of sunny days in the previous 7 days and the land use type (commercial area accounts for 45%, residential area accounts for 35%, and green space accounts for 20%).

[0168] Table 7 Input data for step 3:

[0169]

[0170] Table 8 Predicted rainfall runoff and pollutant flux data for the service area:

[0171]

[0172] Initial pollutant concentration peak mg / L, attenuation factor baseline concentration value Milligrams per liter. Taking 11:00 AM as an example, the influent chemical oxygen demand concentration is calculated as follows:

[0173]

[0174] Pollutant flux is calculated as follows:

[0175]

[0176] Align the tidal phase-pollution capacity time series with the runoff and pollutant flux time series of each regulating tank on the time axis, use linear programming to solve for the maximum allowable discharge flow of each outlet for each tidal phase interval, and calculate the tidal phase-dependent emptying rate in combination with the remaining acceptance rate of the wastewater treatment plant.

[0177] Input data for step 4 in Table 9:

[0178]

[0179] Table 10 Ebb Tide with Downstream Phases The results of the calculation of the maximum allowable discharge flow rate at the discharge outlet in the interval are as follows:

[0180]

[0181] The objective function of the linear programming problem is to maximize the total emissions.

[0182] The constraints include water quality constraints and physical discharge capacity constraints at each cross-section, which are obtained by solving the problem. cubic meters per second cubic meters per second cubic meters per second.

[0183] Table 11 The tidal phase-dependent emptying rate:

[0184]

[0185] Choosing to go with the tide:

[0186] Looking against the tide:

[0187] Based on the tidal phase-dependent emptying rate time series, Calculate the predicted volume occupancy curve of the water quality regulation and storage area, identify the peak volume occupancy, and simultaneously calculate the risk of urban flooding to determine the adequacy of drainage capacity.

[0188] Input data for step 5 in Table 12:

[0189]

[0190] Table 13 Prediction of volume occupancy and assessment of drainage capacity adequacy:

[0191]

[0192] Downstream pipeline discharge capacity cubic meters per second. Initial moment. The volume occupied in cubic meters up to 12:00 is calculated by accumulating the difference between the inflow rate and the outflow rate.

[0193] Runoff at 12:00 cubic meters per second, the portion exceeding the pipeline network's discharge capacity is Cubic meters per second, cumulative calculation of waterlogging risk.

[0194] The remaining drainage capacity is:

[0195] because This holds true at all times, indicating that the drainage capacity is sufficient.

[0196] because The drainage capacity sufficiency assessment result is sufficient. Based on the pollutant flux time history and the tidal phase-dependent emptying rate time series, the system calculates the minimum required volume of the water quality regulation and storage area in each time period, and subtracts this value from the total volume of the regulation and storage pond to obtain the drainage and regulation area volume. For Because its service area experiences greater rainfall intensity and its total volume is only 8,000 cubic meters, the assessment of its drainage capacity sufficiency is insufficient, and linear programming is required to optimize the volume allocation.

[0197] Input data for step 6 in Table 14:

[0198]

[0199] Optimized volume partitioning results:

[0200] right Establish an optimization model with the objective function as follows:

[0201]

[0202] Weighting coefficient Yuan per kilogram, Yuan per cubic meter.

[0203] Constraints include volume balance constraints. Lower limit constraint of water quality regulation (Corresponding to the runoff from the first 12 mm of rainfall), lower limit constraint for drainage and water storage. And the rising tide and the counter-current Exhaustion rate constraint of the interval cubic meters per hour.

[0204] The optimized volume division sequence is obtained by solving the problem. In the early stage of rainfall (10:00-12:00), the water quality regulation and storage volume accounts for 65%. Before the high tide and countercurrent phase (12:00-14:00), the water quality regulation and storage volume accounts for 40% to accelerate drainage. In the middle of the high tide and countercurrent phase (14:00-19:30), the drainage and regulation volume accounts for 75% to cope with the peak of waterlogging.

[0205] Based on an optimized volume partitioning ratio sequence, the system generates scheduling instructions. For areas where rainfall has not yet occurred... Calculate the differentiated pre-discharge target water level.

[0206] Input data for step 7 in Table 15:

[0207]

[0208] Calculation of differentiated pre-discharge target water level:

[0209]

[0210] Table 16 Pre-arrangement control instructions:

[0211]

[0212] Table 17 and Gate control commands:

[0213]

[0214] Table 18 Emission Dispatch Instructions:

[0215]

[0216] During the scheduling and execution process, the system obtains real-time data at 15:30. The tide gauge data showed a significant deviation between the actual and predicted tide levels, triggering a correction procedure.

[0217] Input data for step 8 in Table 19:

[0218]

[0219] Tide level deviation test results:

[0220]

[0221] The fix has been triggered.

[0222] Table 20: Corrected harmonic constants:

[0223]

[0224] Table 21: Revised Tidal Phase Divisions

[0225]

[0226] Table 22 Modified Scheduling Instructions:

[0227]

[0228] The actual volume occupancy was 3850 cubic meters, while the predicted value was 3412 cubic meters, resulting in a deviation rate of 12.8%. The tidal-dependent emptying rate was recalculated, and an incremental update method was used to re-solve for the optimal volume allocation ratio for the 16:00-20:00 period, generating a corrected scheduling instruction: During low tide and downstream phase The discharge flow rate was increased from 0.42 cubic meters per second to 0.48 cubic meters per second to accelerate the emptying of the water storage area.

Claims

1. A wastewater system management and scheduling method for watershed governance, characterized in that, Includes the following steps: Tidal level data from tidal gauge stations in tidal river sections are acquired. Harmonic analysis is used to extract the amplitude and phase parameters of tidal constituents. Based on the amplitude and phase parameters, tidal level time history curves, flow velocity time history curves, and flow direction time history curves are predicted. According to the predicted flow velocity and flow direction, the tidal cycle is divided into the ebb tide downstream phase, the tidal transition horizontal phase, the rising tide upstream phase, and the high tide stagnation phase, generating tidal phase interval division results. Based on the flow velocity and direction in each tidal phase interval, a hydrodynamic model is used to simulate the transport process of pollutants under different tidal phases. The influence coefficients of pollutants discharged from each outlet on each control section under different tidal phases are calculated, generating a set of outlet-section influence coefficient matrices dependent on tidal phase. The pollution carrying capacity of each control section in each tidal phase interval is calculated, generating a tidal phase-pollution carrying capacity time series table. Obtain rainfall forecast data and calculate the runoff time history curves and pollutant flux time history curves for each storage tank; Based on the tidal phase-pollution capacity time series table and the outlet-section influence coefficient matrix set, the maximum allowable discharge flow of each outlet in each tidal phase interval is solved by linear programming method, and the tidal phase-dependent discharge rate time series of the water quality regulation and storage area is calculated by combining the remaining acceptance rate of the sewage treatment plant. Based on the tidal phase-dependent drainage rate time series, the volume occupancy curve of the water quality regulation and storage area is predicted, the remaining volume available for drainage and regulation at each time is calculated, and the result of drainage volume sufficiency is generated by comparing it with the waterlogging risk. Based on the assessment results of the adequacy of drainage capacity, the volume allocation sequence of each regulating reservoir in each time period is calculated, and dispatch instructions are generated.

2. The method according to claim 1, characterized in that, The criteria for determining the tidal phase intervals are as follows: when the flow velocity is greater than the preset flow velocity threshold and the flow direction is downstream, it is determined to be the ebb tide with the current; when the flow velocity is greater than the preset flow velocity threshold and the flow direction is upstream, it is determined to be the rising tide with the current; when the flow velocity is less than the preset flow velocity threshold and the tide level is changing, it is determined to be the transition tide with advection; and when the flow velocity is less than the preset flow velocity threshold and the tide level reaches the high tide level, it is determined to be the high tide with stagnation.

3. The method according to claim 1, characterized in that, The set of outlet-section influence coefficient matrices dependent on the tidal phase includes: for the ebb tide downstream phase, the elements in the outlet-section influence coefficient matrix represent the concentration contribution of a unit discharge from the outlet to the downstream control section; for the flood tide upstream phase, the elements in the outlet-section influence coefficient matrix represent the concentration contribution of a unit discharge from the outlet to the upstream control section; the pollution carrying capacity of each control section in the flood tide upstream phase is set to zero.

4. The method according to claim 1, characterized in that, The calculation of pollutant flux time history curves for each regulating reservoir includes: predicting the rainfall intensity time history curves for each sub-catchment area using the optical flow method based on meteorological radar rainfall echo data; calculating the runoff time history curves using a runoff generation and runoff model; calculating the influent pollutant concentration time history curves based on the number of sunny days and land use type data in the preceding period, with the influent pollutant concentration decreasing exponentially with cumulative rainfall; and multiplying the runoff time history and the influent pollutant concentration time history moment by moment to obtain the pollutant flux time history curves.

5. The method according to claim 1, characterized in that, The method of using linear programming to solve for the maximum allowable discharge flow of each outlet in each tidal phase includes: the objective function is to maximize the total discharge flow of each outlet in the current tidal phase; the constraints include the constraint that the water quality of each control section does not exceed the standard and the constraint of the physical discharge capacity of each outlet; the emptying rate of the water quality storage area in the downstream phase of ebb tide is the sum of the remaining acceptance rate of the sewage treatment plant and the allowable discharge rate of the outlet; the emptying rate of the water quality storage area in the upstream phase of flood tide is the remaining acceptance rate of the sewage treatment plant.

6. The method according to claim 1, characterized in that, The predicted volume occupancy curve of the water quality regulation and storage area includes: the volume occupancy of the water quality regulation and storage area is calculated by cumulative integration of the difference between the inflow rate and the outflow rate; the waterlogging risk is calculated by cumulative integration of the excess portion by identifying the time interval during which the runoff flow exceeds the discharge capacity of the downstream pipe network; when the remaining volume is less than the waterlogging risk, it is judged as insufficient drainage capacity.

7. The method according to claim 1, characterized in that, When the drainage capacity adequacy assessment result is that the drainage capacity is insufficient, the solution to the volume division ratio sequence of each storage tank at each time period includes: using the water quality storage capacity and drainage storage capacity of each storage tank at each time as decision variables; the objective function is to minimize the weighted sum of the total amount of pollutant overflow and the total amount of waterlogging; the constraints include volume balance constraints, water quality storage lower limit constraints, drainage storage lower limit constraints, emptying rate constraints, and water environment compliance constraints; when the drainage capacity adequacy assessment result is that the drainage capacity is sufficient, the total volume of the storage tank minus the minimum necessary volume of the water quality storage area is taken as the volume of the drainage storage area.

8. The method according to claim 1, characterized in that, The generated scheduling instructions include: for storage tanks where rainfall has not yet arrived, calculating differentiated pre-discharge target water levels based on the predicted peak drainage volume demand during high tide and storage tank parameters, and generating pre-discharge control instructions; for storage tanks already in operation, triggering volume division ratio updates at tidal phase switching times, triggering function switching when the influent pollutant concentration drops below the high pollution threshold, and generating gate control instructions; generating discharge scheduling instructions, setting the discharge flow rate set to the maximum allowable discharge flow rate in the downstream phase of ebb tide, setting the discharge flow rate set to zero in the upstream phase of high tide, and setting a transition period between adjacent tidal phases to make the discharge flow rate change linearly and gradually.

9. The method according to any one of claims 1 to 8, characterized in that, It also includes steps to correct real-time data and update scheduling: real-time acquisition of tidal level station data and comparison with predicted tidal levels; when the absolute value of the difference between the actual tidal level and the predicted tidal level exceeds a preset threshold, correction of tidal phase interval division, outlet-section influence coefficient matrix and pollution carrying capacity prediction. Obtain the actual water level and influent pollutant concentration data of each regulating reservoir. When the actual volume occupancy deviates from the prediction or the actual rainfall intensity deviates from the prediction, recalculate the tidal phase-dependent emptying rate and solve the optimal volume division ratio sequence. Use the incremental update method to resolve only for the affected time period.

10. A wastewater system management and scheduling system for watershed management, used to execute the method according to any one of claims 1 to 9, characterized in that, include: The tidal prediction and tidal phase division module is used to acquire tidal level data, extract tidal parameters using harmonic analysis, predict tidal level, velocity and direction time history curves, and generate tidal phase interval division results. The wastewater carrying capacity calculation module is used to generate a set of outlet-section influence coefficient matrices and a time series table of tidal phase-wastewater carrying capacity based on the flow velocity and direction of each tidal phase interval using a hydrodynamic model. The rainfall forecasting and pollutant flux calculation module is used to acquire rainfall forecast data and calculate the runoff time history curves and pollutant flux time history curves for each storage tank. The emptying rate calculation module is used to solve the maximum allowable discharge flow of each outlet in each tidal phase interval based on the tidal phase-pollution capacity time series table using linear programming method, and to calculate the tidal phase-dependent emptying rate time series of the water quality regulation and storage area. The volume adequacy judgment module is used to predict the volume occupancy curve of the water quality regulation and storage area, calculate the remaining volume and compare it with the waterlogging risk, and generate the drainage volume adequacy judgment result. The volume allocation optimization module is used to solve the volume allocation ratio sequence of each storage tank in each time period based on the judgment result of the sufficiency of drainage volume; The scheduling instruction generation module is used to generate pre-discharge control instructions, gate control instructions, and discharge scheduling instructions.

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