A method for determining the dynamic flood control limit water level of a reservoir

Abstract

This invention discloses a method for determining the dynamic flood control limit water level of a reservoir. The method first uses cluster analysis to segment the reservoir's flood season. Then, it uses the original design flood control limit water level as the lower limit of dynamic control, the flood control limit water level determined according to the phased design floods as the suggested lower limit of dynamic control, the flood control limit water level determined considering pre-release as the upper limit of dynamic control, and the flood control limit water level determined considering the uncertainties of pre-release and flood forecast as the suggested upper limit of dynamic control. Finally, it determines the dynamic control range of the flood control limit water level. When determining the dynamic flood control limit water level and pre-release value, an integer variable is introduced to express the existing flood control scheduling rules of the reservoir as constraints to establish a pre-release optimization model. The method for determining the dynamic flood control limit water level of a reservoir provided by this invention improves the scientificity and operability of dynamic water level control during the flood season, and can be applied to the refined management of reservoir flood control, improving the power generation and comprehensive utilization benefits of the reservoir.

Description

Technical Field

[0001] This invention relates to the field of flood control scheduling technology, specifically a method for determining the dynamic flood control limit water level of a reservoir. Background Technology

[0002] For reservoirs that serve both flood control and power generation purposes, it is generally required that the water level during the flood season not exceed the flood control limit level to reserve sufficient flood control capacity to cope with possible floods. A single flood control limit level control method results in the reservoir / hydropower station operating at a low head during the flood season, and may be unable to store water to the normal storage level after the flood season, affecting power generation efficiency.

[0003] With the construction and operation of automatic water level monitoring and reporting systems for river basins and reservoirs, and the improvement in the accuracy of rainfall forecasts and river basin flood forecasts, the predictability and scientific nature of flood control scheduling have also been enhanced. The earliest information related to flood forecasting and scheduling comes from meteorological rainfall forecasts, followed by actual rainfall information provided by telemetry systems, then net rainfall information, forecasted inflow peak information, and finally, information on the highest flood control water level. This early information serves as an indicator for judging the magnitude of floods encountered by reservoirs, changing discharge rates, and even pre-discharge, which can reduce the required flood control capacity, ensuring the safety of upstream and downstream areas of the reservoir project while raising the flood control limit water level and fully utilizing hydropower or flood resources.

[0004] However, existing flood control optimization scheduling methods or phased flood limit water level dynamic control methods often do not take into account the specific flood control rules of reservoirs, and are difficult to apply in practice due to the uncertainty of forecasts. Summary of the Invention

[0005] To address the shortcomings of existing technologies in resolving reservoir flood control scheduling and dynamic flood limit water level control, this invention provides a method for determining dynamic flood limit water levels in reservoirs.

[0006] To achieve the above objectives, the present invention provides the following technical solution: a method for determining the dynamic flood control limit water level of a reservoir, characterized by comprising the following steps:

[0007] Step S1: Re-divide the flood season into pre-flood season, pre-transition season, main flood season, post-transition season, and post-flood season;

[0008] Step S2: The design flood control water levels corresponding to the original phases of the reservoir are used as the corresponding lower limit values ​​Z for dynamic control during the flood season. x0 ,

[0009] Step S3: Use the flood control limit water level determined by the phased design flood as the recommended lower limit value Z for dynamic control. s0 ;

[0010] Step S4: Consider the flood control limit water level determined by the pre-release as the upper limit value Z of the dynamic control. x1 ;

[0011] Step S5: Considering the uncertainties in pre-discharge and flood forecasting, the flood control limit level is determined as the recommended upper limit value Z for dynamic control. s1 ;

[0012] Step S6: Determine the dynamic control range of the flood control limit water level for each phase.

[0013] A further proposed solution is that the specific steps for re-dividing the flood season in step S1 are as follows:

[0014] Using ten-day periods as the unit, the flood season is re-divided based on the maximum daily flow, average daily flow, maximum daily rainfall, and rainfall of each ten-day period, using the K-means clustering method.

[0015] A further approach is that, in step S2, the design flood control level corresponding to each phase of the reservoir is used as the corresponding lower limit value Z for dynamic control during the flood season. x0 The specific steps are as follows:

[0016] When the newly defined flood season periods completely overlap with the original flood season periods of the reservoir, the flood control limit water level corresponding to the original flood season period is taken as the lower limit value Z of the dynamic control of the flood season. x0 When the redefined flood season periods do not completely overlap with the reservoir flood season periods, the larger value of the original flood limit water level is selected for the pre-flood season and post-flood season, while the smaller value of the original flood limit water level is selected for the pre-transition period, main flood season, and post-transition period.

[0017] A further approach is to use the flood control limit level determined in step S3 based on the phased design flood as the suggested lower limit value Z for dynamic control. s0 The specific steps are as follows:

[0018] S31: For the design flood of each flood season phase, different initial water levels are assumed, and the water level value is not less than Z. x0 ;

[0019] S32: Using the initial water level from step S31, flood regulation calculations are performed based on the water balance equation and storage / discharge equation. Trial calculations are performed for each time period, using the following formula:

[0020]

[0021] in It is the average inbound flow over a given period. Δt is the average outflow during the period, Δt is the duration of the flood event, and ΔV is the change in reservoir storage during the period; q=f(V) is the storage-discharge equation, which reflects the relationship between the discharge q and the storage V.

[0022] S33: Repeat the above steps and select the highest starting water level that meets the flood control requirements as the recommended lower limit value Z of the flood control limit water level for this phase. s0 .

[0023] A further approach is to consider the flood control limit level determined by pre-release in step S4 as the upper limit value Z for dynamic control. x1 The specific steps are as follows:

[0024] Step S41: Establish a pre-leakage optimization model to minimize the pre-leakage flow and avoid unnecessary pre-leakage. Let q0 represent the pre-leakage flow, and the objective function is as follows:

[0025] min q0;

[0026] Step S42: Construct constraints, including water storage limit, water balance and discharge limit;

[0027] ①Water storage limit

[0028] V min ≤v t ≤V max

[0029] Where v t V is the water storage capacity of the reservoir at the beginning of time period t. min and V max These are the lower and upper limits of reservoir water storage, V. min Take the initial reservoir capacity value V0 for flood control, V max The reservoir capacity corresponding to the highest water level obtained by the intake reservoir according to the existing flood control rules;

[0030] ② Water balance

[0031] (Q t -q t )·Δt=v t+1 -v t

[0032] v t and v t+1 These represent the water storage capacity of the reservoir at the beginning and end of time period t, respectively, Q. t It represents the inbound traffic during a specific time period, q. t Δt represents the outbound flow rate during a given time period, and Δt represents the duration of that time period.

[0033] ③Flow rate limit

[0034] The reservoir flood control rules are expressed as follows:

[0035] q t =q i

[0036] V i ≤v t ≤V i+1

[0037] Where q iIt is the i-th level controlled discharge flow, V i It is the i-th level controlled release water storage capacity, V i+1 This is the controlled release water storage capacity at the (i+1)th stage. Introducing a 0-1 variable δ into the above equation, it can be equivalently transformed into:

[0038]

[0039]

[0040]

[0041] Step S43: Calculate different starting water levels, taking values ​​from largest to smallest. Use the Gurobi solver to solve the pre-release optimization model. When the calculated pre-release value q0 does not exceed the safe release amount, the corresponding starting water level is taken as the upper limit value Z of the dynamic control of the flood control limit water level. x1 .

[0042] A further approach is to use the flood control limit level determined in step S5, taking into account the uncertainties of pre-discharge and flood forecasting, as the suggested upper limit value Z for dynamic control. s1 The specific steps are as follows:

[0043] Step S51: Establish a pre-leakage optimization model to minimize the pre-leakage flow and avoid unnecessary pre-leakage. Let q0 represent the pre-leakage flow, and the objective function is as follows:

[0044] min q0;

[0045] Step S52: Construct constraints, including water storage limit, water balance and discharge limit;

[0046] ①Water storage limit

[0047] V min ≤v t ≤V max

[0048] Where v t V is the water storage capacity of the reservoir at the beginning of time period t. min and V max These are the lower and upper limits of reservoir water storage, V. min Take the initial reservoir capacity value V0 for flood control, V max The reservoir capacity corresponding to the highest water level obtained by the intake reservoir according to the existing flood control rules;

[0049] ② Water balance

[0050] (Q′ t -q t )·Δt=v t+1 -v t

[0051] vt and v t+1 These represent the water storage capacity of the reservoir at the beginning and end of time period t, respectively, Q. t ' is the inbound traffic for a given time period, where Q' is the inbound traffic. t 'The inflow rate Q during the original design flood period' t A new set of inflow rates for different time periods was obtained using the Monte Carlo stochastic simulation method, q t Δt represents the outbound flow rate during a given time period, and Δt represents the duration of that time period.

[0052] ③Flow rate limit

[0053] The reservoir flood control rules are expressed as follows:

[0054] q t =q i

[0055] V i ≤v t ≤V i+1

[0056] Where q i It is the i-th level controlled discharge flow, V i It is the i-th level controlled release water storage capacity, V i+1 This is the controlled release water storage capacity at the (i+1)th stage. Introducing a 0-1 variable δ into the above equation, it can be equivalently transformed into:

[0057]

[0058]

[0059]

[0060] Step S53: For the obtained inbound flow Q over a set of time periods t The pre-release optimization model was solved by sequentially calculating different starting water levels, taking values ​​from largest to smallest. The Gurobi solver was used to solve the pre-release value q0. When the calculated pre-release value q0 did not exceed the safe release capacity, different inflow rates Q were determined sequentially. t The lowest value among the corresponding starting water levels is selected as the recommended upper limit value Z for dynamic control of the flood control water level. s1 .

[0061] Compared with existing technologies, the beneficial effects of this invention are as follows: First, this invention uses cluster analysis to divide the reservoir flood season into stages. Then, it uses the original design flood limit water level of the reservoir as the lower limit of dynamic control, the flood limit water level determined according to the staged design flood as the suggested lower limit of dynamic control, the flood limit water level determined considering pre-discharge as the upper limit of dynamic control, and the flood limit water level determined considering the uncertainty of pre-discharge and flood forecast as the suggested upper limit of dynamic control. Finally, it determines the dynamic control range of the flood limit water level. When determining the dynamic flood limit water level and pre-discharge value, it introduces integer variables to express the existing flood control scheduling rules of the reservoir as constraints to establish a pre-discharge optimization model. The method for determining the dynamic flood limit water level of the reservoir provided by this invention improves the scientificity and operability of dynamic water level control during the flood season, and can be applied to the refined management of reservoir flood control, improving the power generation and comprehensive utilization benefits of the reservoir. Attached Figure Description

[0062] Figure 1 This is a flowchart of a method for determining the dynamic flood control limit water level of a reservoir according to the present invention; Detailed Implementation

[0063] The claims of the present invention will be further described in detail below with reference to specific embodiments, but this does not constitute any limitation on the present invention. Any limited modifications made within the scope of protection of the claims of the present invention are still within the scope of protection of the claims of the present invention.

[0064] In this embodiment, please refer to the appendix. Figure 1 Taking the Qiyi Reservoir as an example, this invention provides a detailed explanation of a method for determining the dynamic flood control limit water level of a reservoir.

[0065] The Qiyi Reservoir is located on a tributary of the Xinjiang River in the Poyang Lake system. It is a large-scale water conservancy project primarily for irrigation, but also for flood control, power generation, and aquaculture. In its actual management, the Qiyi Reservoir divides the flood season into a main flood season and a post-flood season. The flood control limit water level for the main flood season (April 1st to June 30th) is set at 159.40m, and the flood control limit water level for the post-flood season (July 1st to August 31st) is set at 160.40m.

[0066] According to the method for determining the dynamic flood control limit water level of a reservoir provided by the present invention, the specific steps are as follows:

[0067] Step S1: Using ten-day periods as the unit, based on four indicators—maximum daily flow, average daily flow, maximum daily rainfall, and total rainfall—the K-means clustering method is applied to re-segment the flood season of the Qiyi Reservoir into four phases: pre-flood season, pre-transition period, main flood season, post-transition period, and post-flood season. The phased results for the Qiyi Reservoir flood season are as follows: March to early April is the pre-flood season; mid-April to early June is the pre-transition period; mid-to-late June is the main flood season; early July is the post-transition period; and mid-July to September is the post-flood season.

[0068] Step S2: The design flood control water levels corresponding to the original phases of the reservoir are used as the corresponding lower limit values ​​Z for dynamic control during the flood season. x0 The pre-flood season and the original main flood season do not completely overlap. To facilitate power generation, the pre-flood season is selected based on the larger value between the original main flood season and the post-flood season. The pre-transition period and the main flood season overlap with the original main flood season. Therefore, the lower limit value Z for dynamic control during the pre-transition period and the main flood season is determined by... x0 The value is taken as 159.4m. The post-transition period and post-flood period coincide with the original post-flood period. Therefore, the lower limit value Z of the dynamic control during the post-transition period and post-flood period is... x0 The value is 160.4m, see Table 1.

[0069] Step S3: Calculate flood regulation based on the water balance equation and storage-discharge equation. For each flood season, calculate different initial regulation water levels for the design flood. Under the premise of meeting the flood control requirements of the upstream and downstream areas (those skilled in the art can set these levels according to the specific flood control requirements of the upstream and downstream areas, avoiding both excessively high reservoir water levels causing reservoir flooding and excessive downstream discharge causing disasters), select the highest initial regulation water level as the recommended lower limit Z of the flood control limit water level for that period. s0 See Table 1. The specific steps are as follows:

[0070] S31: For the design flood of each flood season phase, different initial water levels are assumed, and the water level value is not less than Z. x0 ;

[0071] S32: Using the initial water level from step S31, flood regulation calculations are performed based on the water balance equation and storage / discharge equation. Trial calculations are performed for each time period, using the following formula:

[0072]

[0073] in It is the average inbound flow over a given period. Δt is the average outflow during the period, Δt is the duration of the flood event, and ΔV is the change in reservoir storage during the period; q=f(V) is the storage-discharge equation, which reflects the relationship between the discharge q and the storage V.

[0074] S33: Repeat the above steps and select the highest starting water level that meets the flood control requirements as the recommended lower limit value Z of the flood control limit water level for this phase. s0 .

[0075] Step S4: Consider the flood control limit water level determined by the pre-release as the upper limit value Z of the dynamic control. x1 The specific steps are as follows:

[0076] Step S41: Establish a pre-leakage optimization model to minimize the pre-leakage flow and avoid unnecessary pre-leakage. Let q0 represent the pre-leakage flow, and the objective function is as follows:

[0077] min q0;

[0078] Step S42: Construct constraints, including water storage limit, water balance and discharge limit;

[0079] ①Water storage limit

[0080] V min ≤v t ≤V max

[0081] Where v t V is the water storage capacity of the reservoir at the beginning of time period t. min and V max These are the lower and upper limits of reservoir water storage, V. min Take the initial reservoir capacity value V0 for flood control, V max V is the reservoir capacity corresponding to the highest reservoir water level obtained according to existing flood control rules. min and V max The value is taken from the "Preliminary Design Report on the Reinforcement and Upgrading Project of Qiyi Reservoir in Yushan County, Jiangxi Province".

[0082] ② Water balance

[0083] (Q t -q t )·Δt=v t+1 -v t

[0084] v t and v t+1 These represent the water storage capacity of the reservoir at the beginning and end of time period t, respectively, Q. t It represents the inbound traffic during a specific time period, q. t Q represents the outbound flow rate during a given period, Δt represents the duration of that period, and Q is the outbound flow rate during that period. t The value is taken from the "Preliminary Design Report on the Reinforcement and Upgrading Project of Qiyi Reservoir in Yushan County, Jiangxi Province";

[0085] ③Flow rate limit

[0086] The reservoir flood control rules are expressed as follows:

[0087] q t =q i

[0088] V i ≤v t ≤V i+1

[0089] Where q i It is the i-th level controlled discharge flow, V i It is the i-th level controlled release water storage capacity, V i+1 It is the controlled release storage capacity of level i+1, representing the release flow rate q in time period t. tThe water storage volume v during the current period t Level (in V) i and V i+1 The specified discharge flow rate q between (between) i The classification of controlled water storage levels and the corresponding controlled discharge flow rates for each level are specified in the "Preliminary Design Report of the Reinforcement Project of Qiyi Reservoir in Yushan County, Jiangxi Province". Introducing a 0-1 variable δ into the above equation, it can be equivalently transformed into:

[0090]

[0091]

[0092]

[0093] Step S43: Calculate different starting water levels, taking values ​​from largest to smallest. Use the Gurobi solver to solve the pre-release optimization model. When the calculated pre-release value q0 does not exceed the safe release amount, the corresponding starting water level is taken as the upper limit value Z of the dynamic control of the flood control limit water level. x1 See Table 1.

[0094] Step S5: Considering the uncertainties in pre-discharge and flood forecasting, the flood control limit level is determined as the recommended upper limit value Z for dynamic control. s1 The specific steps are as follows:

[0095] Step S51: Establish a pre-leakage optimization model to minimize the pre-leakage flow and avoid unnecessary pre-leakage. Let q0 represent the pre-leakage flow, and the objective function is as follows:

[0096] min q0;

[0097] Step S52: Construct constraints, including water storage limit, water balance and discharge limit;

[0098] ①Water storage limit

[0099] V min ≤v t ≤V max

[0100] Where v t V is the water storage capacity of the reservoir at the beginning of time period t. min and V max These are the lower and upper limits of reservoir water storage, V. min Take the initial reservoir capacity value V0 for flood control, V max V is the reservoir capacity corresponding to the highest reservoir water level obtained according to existing flood control rules. min and V max The value is taken from the "Preliminary Design Report on the Reinforcement and Upgrading Project of Qiyi Reservoir in Yushan County, Jiangxi Province";

[0101] ② Water balance

[0102] (Q′ t -q t )·Δt=v t+1 -v t

[0103] v t and v t+1 These represent the water storage capacity of the reservoir at the beginning and end of time period t, respectively, Q. t 'The inflow rate Q during the original design flood period' t A new set of inflow rates for different time periods was obtained using the Monte Carlo stochastic simulation method, q t Q represents the outbound flow rate during a given period, Δt represents the duration of that period, and Q is the outbound flow rate during that period. t The value is taken from the "Preliminary Design Report on the Reinforcement and Upgrading Project of Qiyi Reservoir in Yushan County, Jiangxi Province";

[0104] ③Flow rate limit

[0105] The reservoir flood control rules are expressed as follows:

[0106] q t =q i

[0107] V i ≤v t ≤V i+1

[0108] Where q i It is the i-th level controlled discharge flow, V i It is the i-th level controlled release water storage capacity, V i+1 It is the controlled release storage capacity of level i+1, representing the release flow rate q in time period t. t The water storage volume v during the current period t Level (in V) i and V i+1 The specified discharge flow rate q between (between) i The classification of controlled water storage levels and the corresponding controlled discharge flow rates for each level are specified in the "Preliminary Design Report of the Reinforcement Project of Qiyi Reservoir in Yushan County, Jiangxi Province". Introducing a 0-1 variable δ into the above equation, it can be equivalently transformed into:

[0109]

[0110]

[0111]

[0112] Step S53: For the obtained inbound flow Q′ over a set of time periods tDifferent initial water levels were calculated sequentially, with the initial water levels taken from largest to smallest. The Gurobi solver was used to solve the pre-release optimization model. When the pre-release value q0 did not exceed the safe release capacity, different inflow rates Q′ were determined sequentially. t The corresponding starting water level is then selected, and the lowest value of the starting water level is taken as the recommended upper limit value Z for dynamic control of the flood control water level. s1 See Table 1.

[0113] Step S6: Combine the lower limit, suggested lower limit, upper limit, and suggested upper limit of the dynamic control limit water level for each stage of the flood season to form the dynamic control range of the flood limit water level for reservoir flood control, as shown in Table 1.

[0114]

[0115]

[0116] Table 1 Dynamic Flood Control Water Level of Qiyi Reservoir

[0117] The above description is only a preferred embodiment of the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A reservoir dynamic flood control water level setting method, characterized in that, Specifically comprising the following steps: Step S1: re-divide the flood season into the pre-flood season, the pre-transition period, the main flood season, the post-transition period and the post-flood season; Step S2: each design flood control water level corresponding to the original stage of the reservoir is taken as the limit lower limit value Z of the corresponding flood period dynamic control x0 wherein the specific steps are: When the re-divided flood season stages completely coincide with the time periods of the original flood season stages, the flood control water level corresponding to the original flood season stages is taken as the limit lower limit value Z of the dynamic control of the flood season x0 When the re-divided flood season stages do not completely coincide with the time periods of the original flood season stages, the larger value of the original flood control water levels is selected for the pre-flood season and the post-flood season, and the smaller value of the original flood control water levels is selected for the pre-transition period, the main flood season and the post-transition period. Step S3: The flood control limit water level determined according to the stage design flood is taken as the recommended lower limit value Z of dynamic control s0 wherein the specific steps are: Step S31: assuming different water levels for each flood period stage design flood, the water level value is not less than Z x0 ; Step S32: with the regulating water level of step S31, flood regulation calculation is carried out according to the water balance equation and the storage-discharge equation, and trial calculation is carried out in each period, and the formula is as follows: wherein is the period average inflow, is the period average outflow, Delta t is the flood process period time, Delta V is the reservoir period storage change; q = f(V) is the storage-discharge equation, reflecting the relationship between the discharge q and the storage V. Step S33: repeat the above steps, select the highest water level to meet the flood control requirements as the recommended lower limit value Z of the staged flood control water level s0 ; Step S4: considering the pre-discharge determined flood control water level as the upper limit value Z of dynamic control x1 wherein the specific steps are: Step S41: an optimization model of pre-discharge is established, the pre-discharge flow is minimized, and unnecessary pre-discharge flow is avoided, the pre-discharge flow is represented by q0, and the objective function is as follows: Min q0; Step S42: constraint conditions are constructed, and the constraint conditions include storage capacity limit, water balance and discharge limit; ① Storage capacity limit V min ≤v t ≤V max where v t is the reservoir storage at the beginning of the time period t, V min and V max are the lower and upper limits of reservoir storage, respectively, V min is the initial reservoir storage value V0, V max is the maximum reservoir storage corresponding to the highest reservoir water level obtained by the existing flood regulation rule; ② Water balance (Q t -q t )·Δt=v t+1 -v t v t and v t+1 are the water storage of the reservoir at the beginning and end of the time period, respectively, Q t is the inflow of the time period, q t is the outflow of the time period, and Δt is the time length of the time period. ③ Discharge limit The reservoir flood regulation rule is represented as q t = q i V i ≤v t ≤V i+1 where q i is the i-th stage controlled release flow, V i is the i-th stage controlled storage water, V i+1 is the i+1-th stage controlled storage water, introducing 0-1 variable δ to the above formula, it can be equivalent to transform: Step S43: trial calculation of different regulating water levels, the regulating water levels are taken in descending order, the pre-discharge optimization model is solved by Gurobi solver, when the obtained pre-discharge value q0 does not exceed the safe discharge, the corresponding regulating water level is taken as the limit upper value Z of dynamic control of flood control limit water level x1 ; Step S5: The flood control limit water level determined considering the pre- release and flood forecast uncertainty is taken as the recommended upper limit value Z of dynamic control s1 wherein the specific steps are: Step S51: an optimization model of pre-discharge is established, the pre-discharge flow is minimized, and unnecessary pre-discharge flow is avoided, the pre-discharge flow is represented by q0, and the objective function is as follows: Min q0; Step S52: constraint conditions are constructed, and the constraint conditions include storage capacity limit, water balance and discharge limit; ① Storage capacity limit V min ≤v t ≤V max where v t is the water storage of the reservoir at the beginning of the time period t, V min and V max are the lower and upper limits of the water storage of the reservoir, V min is the initial reservoir capacity value V0, V max is the highest reservoir water level corresponding capacity obtained by the reservoir according to the existing flood regulation rules; ② Water balance where v t and v t+1 are the reservoir storage at the beginning and end of the time interval t, respectively, is the inflow to the reservoir during the time interval, where is the inflow to the reservoir during the time interval for the original design flood t is a new set of inflows to the reservoir during the time interval, q t is the outflow from the reservoir during the time interval, and Δt is the length of the time interval for the flood process. ③ Discharge limit The reservoir flood regulation rule is represented as q t = q i V i ≤v t ≤V i+1 where q i is the i-th stage controlled release flow, V i is the i-th stage controlled storage water, V i+1 is the i+1-th stage controlled storage water, introducing 0-1 variable δ to the above formula, it can be equivalent to transform into: Step S53: for the obtained set of time period storage flow , the trial calculation of different starting water level in turn, starting water level from large to small in turn, using Gurobi solver to solve the pre-discharge optimization model, when the obtained pre-discharge value q0 does not exceed the safety discharge, the different storage flow corresponding to the starting water level, and then select the lowest value of the starting water level as the recommended upper limit value Z of the dynamic control of flood limit water level s1 ; Step S6: the dynamic control range of the flood limit water level of each stage is determined.

2. The method for determining dynamic flood control water level of reservoir according to claim 1, characterized in that, The re-dividing of the flood season stages in the step S1 is specifically as follows: Based on the maximum daily flow of the decade, the average daily flow of the decade, the maximum daily rainfall of the decade and the rainfall of the decade, the K-means clustering method is used to re-divide the flood season stages.

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