Reservoir dispatching method for guaranteeing stability of reservoir bank slope

Abstract

The invention discloses a reservoir dispatching method for guaranteeing stability of a reservoir bank slope. The reservoir dispatching method comprises the following steps of collecting various data related to a small reservoir; evaluating the stability of the bank slope of the small reservoir; setting different risk scenes and carrying out risk prediction; formulating a reservoir scheduling scheme according to a risk analysis result; and dynamically adjusting the reservoir scheduling scheme according to the monitoring data. According to the method, the slope stability analysis model comprehensively considering various factors such as water level change and rainfall infiltration is established, the stability condition of the reservoir bank slope under different scheduling schemes can be evaluated more accurately, in the reservoir scheduling process, the maximization of a certain target is not pursued purely any more, and the stability of the reservoir bank slope is improved. Multiple targets such as slope stability, flood control benefits and power generation benefits are considered as a whole, an advanced multi-target optimization algorithm is applied, an optimal balance point among the targets is found, and a scientific and reasonable reservoir dispatching scheme which can guarantee stability of a reservoir bank slope and can also take the flood control benefits, the power generation benefits and the like into consideration is formulated.

Description

Technical Field

[0001] The present invention relates to the technical field of water conservancy engineering technology, and in particular to a reservoir scheduling method for ensuring the stability of a reservoir bank slope. Background Art

[0002] As vital water conservancy infrastructure, reservoirs play a key role in flood control, irrigation, power generation, and water supply. However, the stability of reservoir bank slopes is a crucial issue during reservoir operation. Factors such as frequent fluctuations in reservoir water levels and rainfall infiltration can significantly impact the stress state and seepage field of reservoir bank slopes, threatening their stability. Once these slopes become unstable, they can trigger geological disasters such as landslides and collapses, potentially damaging reservoir facilities and posing a serious threat to the lives and property of people downstream.

[0003] Traditional reservoir operation methods often focus on a single objective, such as maximizing flood control or power generation benefits. For example, some methods formulate flood control operation plans based solely on historical flood data and reservoir capacity, rarely considering the impact of water level fluctuations on the stability of reservoir bank slopes. Other operation plans, primarily focused on power generation, frequently adjust reservoir water levels to ensure power generation head and flow, ignoring the stability of reservoir bank slopes under large water level fluctuations.

[0004] At the same time, existing technologies often use simplified models when analyzing reservoir bank slope stability, failing to fully consider the coupled effects of multiple factors. For example, when considering the impact of rainfall on slope stability, they simply estimate rainfall infiltration, without in-depth analysis of the dynamic changes in pore water pressure in the slope soil during rainfall infiltration and its impact on slope stress distribution. Furthermore, existing technologies lack effective comprehensive assessment methods for slope stability analysis under the simultaneous influence of factors such as water level fluctuations and rainfall infiltration. Summary of the Invention

[0005] The present invention aims to provide a reservoir operation method for ensuring the stability of the reservoir bank slope, so as to solve the problems raised in the above background technology. In order to achieve the above technical features, the purpose of the present invention is achieved as follows:

[0006] A reservoir operation method for ensuring the stability of a reservoir bank slope comprises the following steps:

[0007] Step S1, collecting various data related to the small reservoir, wherein the data at least includes geological data, hydrological and meteorological data, and monitoring data that affect the stability of the reservoir bank slope;

[0008] Step S2: Based on the collected data, the stability of the bank slope of the small reservoir is evaluated to obtain a stability evaluation result;

[0009] Step S3: Based on the stability assessment results, identify the risk factors affecting the stability of the reservoir bank slope, set different risk scenarios and perform risk prediction;

[0010] Step S4: Develop a reservoir operation plan based on the risk analysis results, with the primary goal of ensuring the stability of the reservoir bank slopes and taking into account the reservoir's flood control, power generation, irrigation, and water supply functions.

[0011] Step S5: monitor the reservoir water level, flow, bank slope displacement, groundwater level, and pore water pressure in real time, and dynamically adjust the reservoir operation plan based on the monitoring data.

[0012] In the present invention, in step S1, the geological data includes physical and mechanical parameters of the rock and soil mass and rock and soil mass structural information, the physical and mechanical parameters include at least density and cohesion, and the rock and soil mass structural information includes layered structure and joint and fissure distribution information.

[0013] In the present invention, in step S1, the hydrological and meteorological data covers multi-year meteorological data around the reservoir and the reservoir's own hydrological data, the meteorological data includes rainfall and temperature, and the reservoir's own hydrological data includes water level change records and inflow data.

[0014] In the present invention, in step S1, the monitoring data includes slope displacement monitoring data and groundwater level monitoring data. If the existing monitoring data is insufficient, additional monitoring points are added at key locations of the reservoir bank slope for real-time monitoring.

[0015] In the present invention, in step S2, a slope model is constructed, and calculation and analysis are performed by setting a variety of working conditions, including different rainfall conditions and water level change conditions, to obtain evaluation results of the slope stability coefficient and the potential sliding surface position;

[0016] The slope stability coefficient calculation formula is as follows:

[0017]

[0018] Among them, F s represents the slope stability coefficient, n represents the number of soil strips, c i represents the cohesion on the sliding surface of the i-th soil strip, b i represents the width of the i-th soil strip, θ i represents the angle between the bottom surface of the i-th soil strip and the horizontal plane, γ i represents the weight of the i-th soil strip rock mass, h i Indicates the height of the i-th soil strip. u i represents the pore water pressure on the sliding surface of the i-th soil strip, represents the internal friction angle on the sliding surface of the i-th soil strip.

[0019] In the present invention, in step S3, the risk factors include natural factors and human factors, the natural factors include at least heavy rainfall and water level changes, and the human factors include surrounding human activities;

[0020] The calculation formula for the change in pore water pressure caused by water level change is as follows:

[0021] Δu=γ w Δh

[0022] Among them, Δu represents the change in pore water pressure, γ w It represents the gravity of water, and Δh represents the height of water level change;

[0023] The rainfall infiltration recharge is calculated as follows:

[0024] I=PER

[0025] Among them, I represents rainfall infiltration recharge, P represents rainfall, E represents evaporation, and R represents surface runoff.

[0026] In the present invention, in step S3, the risk scenario settings include heavy rainfall scenarios with different recurrence periods, rapid water level change scenarios, and earthquake scenarios with different magnitudes.

[0027] In the present invention, in step S4, the scheduling plan formulation includes setting slope stability safety control indicators and formulating specific scheduling strategies, and the scheduling strategies include adjusting the reservoir water level and controlling the water level change rate before the arrival of specific weather.

[0028] In the present invention, in step S4, a multi-objective optimization algorithm is used to determine the final scheduling scheme by comparing multiple scheduling schemes in terms of slope stability, reservoir flood control implementation, reservoir power generation implementation, reservoir irrigation implementation, reservoir water supply implementation and surrounding environmental impact;

[0029] The multi-objective optimization algorithm is as follows:

[0030] Objective function 1: Maximize slope stability: f1 = F s ;

[0031] Objective function 2: Maximizing flood control benefits: Q in,t is the inflow flow at time t, Q out,t is the outbound flow at time t, Δt is the time interval, and T is the total number of time steps;

[0032] Objective function 3: Maximizing power generation benefits: ρ is the density of water, g is the acceleration due to gravity, H is the generating head, and η is the generating efficiency;

[0033] Among them, f1, f2, and f3 represent the objective function values.

[0034] In the present invention, in step S5, data mining technology is used to perform real-time analysis on the monitoring data. When the monitoring data is abnormal, the reservoir scheduling plan is adjusted and relevant departments are notified to take emergency measures.

[0035] Compared with the prior art, the present invention has the following beneficial effects:

[0036] The present invention establishes a slope stability analysis model that comprehensively considers multiple factors such as water level changes and rainfall infiltration, and can more accurately evaluate the stability of reservoir bank slopes under different scheduling schemes. During the reservoir scheduling process, it no longer simply pursues the maximization of a certain goal, but comprehensively considers multiple goals such as slope stability, flood control benefits, and power generation benefits. It uses advanced multi-objective optimization algorithms to find the optimal balance point between various goals, and formulates a scientific and reasonable reservoir scheduling plan that can not only ensure the stability of the reservoir bank slope but also take into account the benefits of flood control, power generation, etc., thereby effectively solving the problems existing in the existing technology. BRIEF DESCRIPTION OF THE DRAWINGS

[0037] The present invention will be further described below with reference to the accompanying drawings and examples.

[0038] Figure 1 A schematic flow chart of a reservoir scheduling method for ensuring the stability of reservoir bank slopes provided in an embodiment of the present invention. DETAILED DESCRIPTION

[0039] The following is a clear and complete description of the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. All other embodiments obtained by ordinary technicians in this field based on the embodiments of the present invention without making any creative efforts are within the scope of protection of the present invention.

[0040] See attached Figure 1 , the present invention provides a technical solution:

[0041] A reservoir operation method for ensuring the stability of a reservoir bank slope comprises the following steps:

[0042] Step S1, collecting various data related to the small reservoir, wherein the data at least includes geological data, hydrological and meteorological data, and monitoring data that affect the stability of the reservoir bank slope;

[0043] In step S1, the geological data includes the physical and mechanical parameters of the rock and soil mass and the rock and soil structural information, the physical and mechanical parameters include at least density and cohesion, and the rock and soil structural information includes layered structure and joint and fissure distribution information; the hydrological and meteorological data covers the meteorological data of the reservoir surrounding for many years and the reservoir's own hydrological data, the meteorological data includes rainfall and temperature, and the reservoir's own hydrological data includes water level change records and inflow data; the monitoring data includes slope displacement monitoring data and groundwater level monitoring data. If the existing monitoring data is insufficient, additional monitoring points are added at key locations of the reservoir bank slope for real-time monitoring.

[0044] Step S2: Based on the collected data, the stability of the bank slope of the small reservoir is evaluated to obtain a stability evaluation result;

[0045] In step S2, a slope model is constructed and calculations and analyses are performed by setting various working conditions, including different rainfall conditions and water level change conditions, to obtain evaluation results of the slope stability coefficient and the location of the potential sliding surface;

[0046] The slope stability coefficient calculation formula is as follows:

[0047]

[0048] Among them, F s represents the slope stability coefficient, n represents the number of soil strips, v i represents the cohesion on the sliding surface of the i-th soil strip, b i represents the width of the i-th soil strip, θ i represents the angle between the bottom surface of the i-th soil strip and the horizontal plane, γ i represents the weight of the i-th soil strip rock mass, h i represents the height of the i-th soil strip, u i represents the pore water pressure on the sliding surface of the i-th soil strip, represents the internal friction angle on the sliding surface of the i-th soil strip.

[0049] In a specific embodiment, assume that there is a small reservoir bank slope that is subject to long-term water level fluctuations and rainfall, and its stability needs to be evaluated. The slope is composed of uniform clay soil. To simplify the analysis, the slope is divided into several vertical soil strips.

[0050] Consider the forces acting on the i-th soil strip, including the soil strip’s own weight w i =γ i h i b i , normal force on the sliding surface N i and tangential force T iAccording to the force balance condition, under the limit equilibrium state, the ratio of the anti-sliding force to the sliding force is the slope stability coefficient F s The anti-slip force is composed of two parts: the anti-slip force c generated by the cohesive force on the sliding surface. i b i secθ i and the friction generated by the effective normal force The sliding force is w i sinθ i , summing up the anti-sliding force and sliding force of all soil strips, we can get the calculation formula of the slope stability coefficient:

[0051]

[0052] Specifically, input the physical and mechanical parameters of the rock and soil (density γ i , cohesion c i , internal friction angle ), rock and soil structure information (soil strip width b i , height h i 、Angle θ between the bottom surface and the horizontal plane i ), pore water pressure u i , the number of soil strips n, according to the above input parameters, calculate the weight w of each soil strip i =γ i h i b i , anti-slip force Sliding force D i =γ i h i b i sinθ i , calculate the sum of the anti-sliding forces of all soil strips The sum of the sliding force Then calculate the stability coefficient Output slope stability coefficient F s .

[0053] Step S3: Based on the stability assessment results, identify the risk factors affecting the stability of the reservoir bank slope, set different risk scenarios and perform risk prediction;

[0054] In step S3, the risk factors include natural factors and human factors, the natural factors include at least heavy rainfall and water level changes, and the human factors include surrounding human activities;

[0055] The pore water pressure change (Terzaghi) caused by water level change is calculated as follows:

[0056] Δu=γ w Δh

[0057] Among them, Δu represents the change in pore water pressure, γ w It represents the gravity of water, and Δh represents the height of water level change;

[0058] In a specific embodiment, the above-mentioned reservoir is undergoing water level regulation, and the water level changes significantly in a short period of time. It is necessary to understand the impact of the water level change on the pore water pressure of the reservoir bank slope.

[0059] The Terzaghi effective stress principle states that the total stress σ is equal to the sum of the effective stress σ′ and the pore water pressure u, that is, σ = σ′ + u. When the water level changes, assuming that the soil skeleton does not deform, the change in total stress is mainly caused by the change in water pressure. The change in water pressure caused by the water level change Δh is the change in pore water pressure. The formula for calculating water pressure is p = γ w h, so the change in pore water pressure caused by the water level change Δh is Δu=γ w Δh.

[0060] Specifically, the input parameters include the water density γ w And the water level change height Δh. According to the formula Δu=γ w Calculate the change in pore water pressure using Δh. Output the change in pore water pressure using Δu.

[0061] The rainfall infiltration recharge is calculated as follows:

[0062] I=PER

[0063] Among them, I represents rainfall infiltration recharge, P represents rainfall, E represents evaporation, and R represents surface runoff; the risk scenario settings include heavy rainfall scenarios with different recurrence periods, rapid water level change scenarios, and earthquake scenarios of different magnitudes.

[0064] In a specific embodiment, during the rainy season, it is necessary to evaluate the impact of rainfall on the groundwater level of the bank slope of the above-mentioned small reservoir, and then analyze the effect on the slope stability, and the study is carried out by calculating the rainfall infiltration recharge.

[0065] The water balance principle states that within a given area and time period, the amount of water received equals the sum of the amount of water expended and the change in water storage within the area. For rainfall infiltration recharge, the amount of water received is rainfall, P, while the amount of water expended includes evaporation, E, and surface runoff, R.

[0066] Assuming that the change in water storage in the region is negligible during the study period, the rainfall infiltration recharge I is equal to the rainfall minus evaporation and surface runoff, that is, I = PER.

[0067] Specifically, the input parameters include rainfall P, evaporation E, and surface runoff R. The rainfall infiltration recharge is calculated according to the formula I = PER. The rainfall infiltration recharge I is output.

[0068] Step S4: Develop a reservoir operation plan based on the risk analysis results, with the primary goal of ensuring the stability of the reservoir bank slopes and taking into account the reservoir's flood control, power generation, irrigation, and water supply functions.

[0069] In step S4, the scheduling plan formulation includes setting slope stability safety control indicators and formulating specific scheduling strategies, which include adjusting the reservoir water level and controlling the rate of water level change before the arrival of specific weather conditions; by comparing multiple scheduling plans in terms of slope stability, reservoir flood control implementation, reservoir power generation implementation, reservoir irrigation implementation, reservoir water supply implementation, and surrounding environmental impact indicators, a multi-objective optimization algorithm is used to determine the final scheduling plan;

[0070] Taking the objective function in the NSGA-II algorithm as an example, assuming there are three objectives: slope stability, flood control benefits, and power generation benefits, the multi-objective optimization algorithm is as follows:

[0071] Objective function 1: Maximize slope stability: f1 = F s ;

[0072] Objective function 2: Maximizing flood control benefits: Q in,t is the inflow flow at time t, Q out,t is the outbound flow at time t, Δt is the time interval, and T is the total number of time steps;

[0073] Objective function 3: Maximizing power generation benefits: ρ is the density of water, g is the acceleration due to gravity, H is the generating head, and η is the generating efficiency;

[0074] Among them, f1, f2, and f3 represent the objective function values.

[0075] In a specific example, a reservoir management department needs to develop a scheduling plan that comprehensively considers slope stability, flood control benefits, and power generation benefits. Different scheduling strategies will have different impacts on these three objectives, and a multi-objective optimization algorithm is needed to find the optimal scheduling plan.

[0076] Slope stability coefficient F s The larger the value, the more stable the slope. s As the first objective function f1, that is, f1=F s The flood control benefit is mainly reflected in the ability to regulate the flood inflow. In a dispatching period, by reasonably controlling the outflow flow Q out,t , so that the reservoir can effectively intercept and store flood water and reduce downstream flood disasters. The flood control benefit can be expressed by the time integral of the difference between the inflow and outflow, that is, The power generation benefit is related to the power generation head, outflow rate and power generation efficiency. According to the power generation efficiency formula P = ρgHQ (where ρ is the density of water, g is the acceleration of gravity, H is the power generation head, and Q is the flow rate), the power generation benefit in one scheduling cycle can be expressed as

[0077] Specifically:

[0078] Step S401: randomly generate a set of initial scheduling schemes as an initial population, each scheme containing different decision variables such as reservoir water level regulation strategies;

[0079] Step S402: for each individual (scheduling scheme) in the population, three objective functions f1 (slope stability coefficient), f2 (flood control benefit), and f3 (power generation benefit) are calculated respectively;

[0080] Step S403, performing non-dominated sorting on the population according to the dominance relationship between individuals, and dividing the population into different levels, where a higher level indicates a better individual;

[0081] Step S404: For individuals of the same level, the crowding degree is calculated. An individual with a large crowding degree indicates that the surrounding individuals in the area are smaller and have better diversity.

[0082] Step S405: select excellent individuals through selection operation according to non-dominated sorting and crowding degree, and then perform crossover and mutation operations to generate a new population;

[0083] Step S406: If the termination condition is met (e.g., the maximum number of iterations is reached), the optimal solution set is output; otherwise, the process returns to step S402 to continue iteration.

[0084] Step S407: Output a set of Pareto optimal solutions. These solutions represent the optimal scheduling schemes that balance different objectives. Decision makers can select the most appropriate scheme from them according to actual needs.

[0085] Step S5: real-time monitoring of reservoir water level, flow, bank slope displacement, groundwater level, and pore water pressure, and dynamic adjustment of the reservoir operation plan based on the monitoring data;

[0086] In step S5, data mining technology is used to analyze the monitoring data in real time. When the monitoring data is abnormal, the reservoir scheduling plan is adjusted and the relevant departments are notified to take emergency measures.

[0087] In step S5, when anomalies occur in the reservoir monitoring data and trigger the need for emergency measures, the measures taken by the relevant departments are usually tailored to the type, severity and possible impact of the anomaly.

[0088] Specifically:

[0089] In step S501, if the slope is monitored for signs of instability, the slope surface is covered with geotextiles, sprayed concrete, or other protective measures to prevent further weathering and spalling, thereby increasing the slope's resistance to erosion. For example, if rainfall causes the slope soil moisture content to increase and its stability to decrease, timely spraying of concrete can seal the slope surface and reduce rainwater infiltration. Anchor rods and cables are used to reinforce the slope to improve its overall stability. For slopes with shallow sliding, anchor rods can be installed to connect unstable soil with stable soil. For slopes with deeper sliding, cable reinforcement is more effective, providing greater anchoring force. Appropriate slope reduction and load reduction are implemented on the upper portion of the slope to reduce the downward force. Simultaneously, counterpressure materials such as sandbags and rocks are added to the lower portion of the slope to increase its resistance to sliding. For example, if a slope shows a clear tendency to deform, the loose soil on the upper portion is promptly cleared and sandbags are piled at the toe of the slope. Monitoring frequency can be increased, for example, from daily to hourly, to provide real-time monitoring of slope deformation. Additional monitoring points can be added to gain a more comprehensive understanding of the slope's status. Significant warning signs should be placed around dangerous areas of the slope to prohibit unauthorized personnel and vehicles from approaching, thus preventing casualties and property losses.

[0090] Step S502: If the reservoir water level rises rapidly and exceeds the warning level, the spillway, flood discharge tunnel and other facilities will be used to increase the flood discharge and lower the reservoir water level while ensuring the safety of the downstream. For example, when there is continuous heavy rainfall upstream of the reservoir and the inflow is much greater than the outflow, all flood discharge facilities will be opened in time. According to the flood discharge capacity of the downstream river and the rising speed of the reservoir water level, reasonable arrangements will be made for flood discharge in stages to avoid disasters such as flooding of the dikes downstream. The government, residents and enterprises of the relevant areas downstream will be notified of the reservoir flood discharge information promptly, and the time, flow and other information of the flood discharge will be informed so that the downstream can make preparations for prevention. For low-lying areas and residential areas downstream that may be affected by floods, residents will be organized to move to safe areas in a timely manner to ensure the safety of people's lives;

[0091] Step S503, according to the type of water pollution, add corresponding purification agents, such as flocculants, disinfectants, etc., to remove pollutants, microorganisms, etc. in the water. For example, when the ammonia nitrogen in the water exceeds the standard, add chemical agents for oxidative decomposition. Start mobile or fixed emergency water purification equipment near the bank of the reservoir or the water intake to pre-treat the raw water to ensure the safety of the water supply quality. Organize professionals to investigate the pollution sources around the reservoir and determine the source of pollution, such as industrial wastewater discharge, agricultural non-point source pollution, etc. For the pollution sources identified, take measures immediately to cut off their connection with the reservoir, such as closing the sewage outlet, stopping the production of related enterprises, etc.;

[0092] Step S504: Activate backup communication equipment to ensure smooth communication and timely information transmission between the reservoir management department and higher-level authorities, downstream areas, and emergency rescue teams. Deploy emergency supplies, such as rescue tools, lighting equipment, and daily necessities, to ensure an adequate supply. Quickly convene experts in water conservancy engineering, geology, and the environment to analyze and assess the abnormal situation and provide technical support for emergency decision-making. Based on expert advice and actual on-site conditions, the emergency command center develops a scientific and reasonable emergency plan and organizes its implementation to ensure the effectiveness of emergency measures.

[0093] It should be noted that, in this document, relational terms such as first and second, etc., are used only to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any actual relationship or order between these entities or operations. Moreover, the terms "comprises," "comprising," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that includes a list of elements includes not only those elements but also other elements not explicitly listed, or elements inherent to such process, method, article, or apparatus.

[0094] While embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that various changes, modifications, substitutions, and variations may be made to these embodiments without departing from the principles and spirit of the invention, and that the scope of the invention is defined by the appended claims and their equivalents.

Claims

1. A reservoir operation method for ensuring the stability of reservoir bank slopes, characterized in that: The following steps are involved: Step S1: collecting various data related to the small reservoir, wherein the data at least includes geological data, hydrological and meteorological data, and monitoring data that affect the stability of the reservoir bank slope; Step S2: Based on the collected data, the stability of the bank slope of the small reservoir is evaluated to obtain a stability evaluation result; Step S3: Based on the stability assessment results, identify the risk factors affecting the stability of the reservoir bank slope, set different risk scenarios and conduct risk prediction; Step S4: With the primary goal of ensuring the stability of the reservoir bank slope, taking into account the reservoir's flood control, power generation, irrigation, and water supply functions, a reservoir operation plan is formulated based on the risk analysis results; Step S5: Real-time monitoring of reservoir water level, flow, reservoir bank slope displacement, groundwater level, and pore water pressure, and dynamic adjustment of the reservoir operation plan based on the monitoring data.

2. A reservoir operation method for ensuring the stability of reservoir bank slopes according to claim 1, characterized in that: In step S1, the geological data includes physical and mechanical parameters of the rock and soil mass and rock and soil mass structural information. The physical and mechanical parameters include at least density and cohesion, and the rock and soil mass structural information includes layered structure and joint and fissure distribution information.

3. A reservoir operation method for ensuring the stability of reservoir bank slopes according to claim 1, characterized in that: In step S1, the hydrological and meteorological data include meteorological data of the reservoir surrounding for many years and the reservoir's own hydrological data. The meteorological data include rainfall and temperature. The reservoir's own hydrological data include water level change records and inflow data.

4. A reservoir operation method for ensuring the stability of reservoir bank slopes according to claim 1, characterized in that: In step S1, the monitoring data includes slope displacement monitoring data and groundwater level monitoring data. If the existing monitoring data is insufficient, additional monitoring points are added at key locations of the reservoir bank slope for real-time monitoring.

5. The reservoir operation method for ensuring the stability of reservoir bank slope according to claim 1, characterized in that: In step S2, a slope model is constructed and calculation and analysis are performed by setting various working conditions, including different rainfall conditions and water level change conditions, to obtain evaluation results of the slope stability coefficient and the location of the potential sliding surface; The slope stability coefficient calculation formula is as follows: Among them, F s represents the slope stability coefficient, n represents the number of soil strips, c i represents the cohesion on the sliding surface of the i-th soil strip, b i represents the width of the i-th soil strip, θ i represents the angle between the bottom surface of the i-th soil strip and the horizontal plane, γ i represents the weight of the i-th soil strip rock mass, h i represents the height of the i-th soil strip, u i represents the pore water pressure on the sliding surface of the i-th soil strip, represents the internal friction angle on the sliding surface of the i-th soil strip.

6. A reservoir operation method for ensuring the stability of reservoir bank slopes according to claim 1, characterized in that: In step S3, the risk factors include natural factors and human factors, the natural factors include at least heavy rainfall and water level changes, and the human factors include surrounding human activities; The calculation formula for the change in pore water pressure caused by water level change is as follows: Δu=γ w Dh Among them, Δu represents the change in pore water pressure, γ w It represents the gravity of water, and Δh represents the height of water level change; The rainfall infiltration recharge is calculated as follows: I=PER Among them, I represents rainfall infiltration recharge, P represents rainfall, E represents evaporation, and R represents surface runoff.

7. The reservoir operation method for ensuring the stability of reservoir bank slopes according to claim 1, characterized in that: In step S3, the risk scenario settings include heavy rainfall scenarios with different recurrence periods, rapid water level change scenarios, and earthquake scenarios with different magnitudes.

8. The reservoir operation method for ensuring the stability of reservoir bank slopes according to claim 1, characterized in that: In step S4, the scheduling plan formulation includes setting slope stability safety control indicators and formulating specific scheduling strategies, which include adjusting the reservoir water level and controlling the water level change rate before the arrival of specific weather.

9. The reservoir operation method for ensuring the stability of reservoir bank slopes according to claim 1, characterized in that: In step S4, a final scheduling scheme is determined by using a multi-objective optimization algorithm by comparing multiple scheduling schemes in terms of slope stability, reservoir flood control implementation, reservoir power generation implementation, reservoir irrigation implementation, reservoir water supply implementation, and surrounding environmental impact; The multi-objective optimization algorithm is as follows: Objective function 1: Maximize slope stability: f1 = F s ; Objective function 2: Maximizing flood control benefits: Q in,t is the inflow flow at time t, Q out,t is the outbound flow at time t, Δt is the time interval, and T is the total number of time steps; Objective function 3: Maximizing power generation benefits: ρ is the density of water, g is the acceleration due to gravity, H is the generating head, and η is the generating efficiency; Among them, f1, f2, and f3 represent the objective function values.

10. The reservoir operation method for ensuring the stability of reservoir bank slopes according to claim 1, characterized in that: In step S5, data mining technology is used to perform real-time analysis on the monitoring data. When abnormalities occur in the monitoring data, the reservoir dispatching plan is adjusted and relevant departments are notified to take emergency measures.

Images