Hydropower station surge chamber height determination method and device and electronic equipment

Abstract

The invention provides a hydropower station surge chamber height determination method and device and electronic equipment. Based on the water head loss of the surge chamber of the target hydropower station, the water head loss of the diversion tunnel of the target hydropower station and the flow data in the main pipe of the pressure pipeline corresponding to the current working condition of the target hydropower station, the surge fusion algorithm of the surge chamber is used for processing; influences of water flow inertia and head loss in the surge chamber connecting pipe are comprehensively considered, so that the obtained surge determination algorithm of the surge chamber is more accurate, and the surge extreme value occurrence time is obtained by processing on the basis of the surge determination algorithm of the surge chamber according to the fact that the derivative value of the surge extreme value to time is a preset derivative value. Therefore, the surge extreme value occurrence time and the surge initial parameter corresponding to the current working condition are used for processing through the surge determination algorithm of the surge chamber, a more accurate surge extreme value can be obtained, and the height of the surge chamber can be reasonably determined according to the surge extreme value while the safety is guaranteed.

Description

Technical Field

[0001] The present application relates to the technical field of water conservancy and hydropower engineering, and in particular to a method, device and electronic equipment for determining the height of a surge chamber in a hydropower station. Background Art

[0002] The hydraulic units of a hydropower station require a stable water flow during operation, and excessive or insufficient water flow will damage the hydraulic machinery. In particular, excessive water flow may cause catastrophic accidents to the units, such as unit vibration, collision, contact, etc., resulting in unit overload or destructive oscillation. Therefore, it is necessary to use a surge chamber to regulate the water flow so that the water flow pressure tends to be stable. However, if the height of the surge chamber is not designed reasonably, the safe operation of the hydraulic machinery will not be guaranteed.

[0003] Therefore, how to reasonably determine the height of the surge chamber while ensuring safety has become a technical problem that needs to be solved urgently. Summary of the invention

[0004] In view of this, the purpose of the present application is to propose a method, device and electronic equipment for determining the height of a surge chamber of a hydropower station, so as to solve or partially solve the above-mentioned technical problems.

[0005] Based on the above purpose, the first aspect of the present application provides a method for determining the height of a surge chamber of a hydropower station, comprising:

[0006] Determining the head loss of a surge tank of a target hydropower station, and determining the head loss of a diversion tunnel of the target hydropower station;

[0007] Obtaining flow data in the pressure pipe main corresponding to the current operating condition of the target hydropower station, and processing the flow data in the pressure pipe main through a surge fusion algorithm for the surge chamber based on the head loss of the surge chamber, the head loss of the water diversion tunnel, and the flow data in the pressure pipe main to obtain a surge determination algorithm for the surge chamber;

[0008] According to the derivative of the surge extreme value with respect to time being a preset derivative value, processing is performed based on the surge determination algorithm for the surge chamber to obtain the surge extreme value occurrence time;

[0009] Determine the initial surge parameters corresponding to the current working condition, use the surge extreme value occurrence time and the initial surge parameters to process through the surge determination algorithm of the surge chamber to obtain the surge extreme value, and determine the height of the surge chamber according to the surge extreme value.

[0010] Based on the same inventive concept, the second aspect of the present application provides a device for determining the height of a surge chamber of a hydropower station, comprising:

[0011] a head loss determination module configured to determine the head loss of a surge tank of a target hydropower station, and to determine;

[0012] a fusion processing module configured to obtain flow data in the pressure pipe main corresponding to the current operating condition of the target hydropower station, and to obtain a surge determination algorithm for the pressure pipe main by processing the flow data through a surge fusion algorithm for the pressure pipe main based on the head loss of the pressure pipe chamber, the head loss of the water diversion tunnel, and the flow data in the pressure pipe main;

[0013] A time determination module is configured to process the surge extreme value with respect to time based on the surge chamber surge determination algorithm according to a preset derivative value, so as to obtain the surge extreme value occurrence time;

[0014] The height determination module is configured to determine the initial surge parameters corresponding to the current working conditions, use the surge extreme value occurrence time and the initial surge parameters to process through the surge determination algorithm of the surge chamber to obtain the surge extreme value, and determine the height of the surge chamber according to the surge extreme value.

[0015] Based on the same inventive concept, the third aspect of the present application provides an electronic device, comprising a memory, a processor, and a computer program stored in the memory and executable by the processor, wherein the processor implements the method described in the first aspect above when executing the computer program.

[0016] From the above, it can be seen that the method, device and electronic equipment for determining the height of the surge chamber of a hydropower station provided by the present application determine the head loss of the surge chamber of the target hydropower station, and determine the head loss of the diversion tunnel of the target hydropower station, and then process the flow data in the pressure pipeline main pipe corresponding to the current operating condition of the target hydropower station through the surge fusion algorithm of the surge chamber, comprehensively considering the influence of the water flow inertia and the head loss in the surge chamber connecting pipe, so that the obtained surge determination algorithm of the surge chamber can be made more accurate, and then the surge extreme value occurrence time is obtained based on the surge determination algorithm based on the preset derivative value of the derivative of the surge extreme value with respect to time. Since the present application does not ignore the influence of the water flow inertia and the head loss in the surge chamber connecting pipe, the surge extreme value occurrence time and the surge initial parameters corresponding to the current operating condition are used to process through the surge determination algorithm of the surge chamber, so that a more accurate surge extreme value can be obtained, and then the height of the surge chamber can be reasonably determined while ensuring safety according to the surge extreme value. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] In order to more clearly illustrate the technical solutions in the present application or related technologies, the drawings required for use in the embodiments or related technical descriptions are briefly introduced below. Obviously, the drawings described below are only embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0018] Figure 1 A flow chart of a method for determining the height of a surge chamber in a hydropower station according to an embodiment of the present application;

[0019] Figure 2A A schematic diagram of a process for determining the height of a surge chamber in a hydropower station according to an embodiment of the present application;

[0020] Figure 2B This is a schematic diagram of the layout of a hydropower station according to an embodiment of the present application;

[0021] Figure 3 This is a structural block diagram of a device for determining the height of a surge chamber in a hydropower station according to an embodiment of the present application;

[0022] Figure 4 A schematic diagram of an electronic device according to an embodiment of the present application. DETAILED DESCRIPTION

[0023] In order to make the objectives, technical solutions and advantages of the present application more clearly understood, the present application is further described in detail below in combination with specific embodiments and with reference to the accompanying drawings.

[0024] It should be noted that, unless otherwise defined, the technical terms or scientific terms used in the embodiments of the present application should be the usual meanings understood by people with ordinary skills in the field to which the present application belongs. The "first", "second" and similar words used in the embodiments of the present application do not represent any order, quantity or importance, but are only used to distinguish different components. "Including" or "comprising" and similar words mean that the elements or objects appearing in front of the word cover the elements or objects listed after the word and their equivalents, without excluding other elements or objects. "Connect" or "connected" and similar words are not limited to physical or mechanical connections, but can include electrical connections, whether direct or indirect. "Up", "down", "left", "right" and the like are only used to indicate relative positional relationships. When the absolute position of the described object changes, the relative positional relationship may also change accordingly.

[0025] It is understandable that before using the technical solutions of each embodiment of the present application, the type, scope of use, usage scenarios, etc. of the personal information involved will be informed to the user in an appropriate manner, and the user's authorization will be obtained.

[0026] For example, in response to receiving an active request from a user, a prompt message is sent to the user to clearly remind the user that the operation requested to be performed will require obtaining and using the user's personal information. Thus, the user can independently choose whether to provide personal information to the electronic device, application, server, storage medium or other software or hardware that performs the operation of the technical solution of the present application according to the prompt message.

[0027] As an optional but non-limiting implementation, in response to receiving the user's active request, the prompt information may be sent to the user in the form of a pop-up window, in which the prompt information may be presented in text form. In addition, the pop-up window may also carry a selection control for the user to choose "agree" or "disagree" to provide personal information to the electronic device.

[0028] It is understandable that the above notification and the process of obtaining user authorization are merely illustrative and do not constitute a limitation on the implementation method of this application. Other methods that meet relevant laws and regulations may also be applied to the implementation method of this application.

[0029] In hydropower stations with long water diversion systems, steep slopes, and low installation elevations of units, the amount of mountain excavation can be reduced by extending the short pipe of the impedance surge chamber, that is, by building a long connecting pipe between the surge chamber well and the tunnel, thereby reducing construction costs. When the connecting pipe is short, its influence can be ignored, and it is still treated as an ordinary impedance surge chamber in calculation and analysis; when the connecting pipe is long, during the process of water flowing in and out of the surge chamber, a large water flow inertia and head loss will be generated in the connecting pipe. If its influence is still ignored at this time, a certain calculation deviation will occur, affecting the accuracy of engineering design, and even causing power station safety accidents.

[0030] In addition, in the prior art, the surge extreme value of the surge chamber is estimated in the following manner during the design stage of the hydropower station, and the calculation formula is as follows:

[0031] When the working condition is load shedding:

[0032] (1+λ′Z max )-ln(1+λ′Z max )=(1+λ′h w0 )-ln(1-λ′h c0 )λ′h c0 <1

[0033] (λ′|Z max |-1)+ln(λ′|Z max |-1)=ln(λ′h c0 -1)-(λ′h c0 +1)λ′h c0 >1

[0034] |Z max|=1 / λ′ λ′h c0 >1

[0035]

[0036] When the working condition is load increase:

[0037]

[0038] Among them, h c0 It represents the head loss caused by the total flow into and out of the upstream surge chamber, h w0 It represents the head loss in the diversion tunnel of the total flow, L represents the length of the diversion tunnel, f represents the area of ​​the diversion tunnel, V0 represents the flow velocity in the diversion tunnel, and F represents the large well area of ​​the upstream surge tank.

[0039] However, it does not take into account the effect of water flow inertia and head loss in the connecting pipe, and the calculation result is not accurate enough. In addition, this formula cannot be applied to any single-hole multi-machine hydropower station. When calculating hydropower stations with different layouts, designers need to convert manually, which is inefficient.

[0040] In addition, the prior art also provides a calculation model for surge in a surge chamber with a connecting pipe upstream based on the characteristic line method, and the calculation formula is:

[0041] Bottom branch pipe:

[0042]

[0043]

[0044] Connecting pipe:

[0045]

[0046] The junction between the connecting pipe and the well:

[0047]

[0048] Surge chamber well:

[0049]

[0050] in, represents the flow rate of the diversion tunnel, Indicates the flow rate in the pressure pipe main. Indicates the flow rate in the connecting pipe. represents the water head of the piezometer at the bifurcation node of each pipeline, Indicates the flow rate into and out of the surge chamber well. Indicates the water head of the piezometric tube at the bottom of the large well, Z trepresents surge in surge chamber, F represents cross-sectional area of ​​large well, Indicates the elevation of the surge chamber bottom plate. represents the head loss of the impedance hole in the surge chamber, and ξ represents the impedance hole loss coefficient.

[0051] However, this method requires the complete technical parameters of the power plant's water delivery system and electromechanical system when using the characteristic line method to solve and calculate the power plant's water delivery system. In addition, this method is complex to program and requires a large amount of calculation. The data of the power plant is often incomplete in the initial design stage, and the characteristic line method cannot meet the requirements for rapidity in the initial design stage of the power plant.

[0052] The embodiment of the present application provides a method for determining the height of a surge chamber of a hydropower station, which determines the head loss of the surge chamber of a target hydropower station and the head loss of a water diversion tunnel of the target hydropower station, and then processes the flow data in the pressure pipeline main pipe corresponding to the current operating condition of the target hydropower station through a surge fusion algorithm for the surge chamber, comprehensively considering the influence of the water flow inertia and the head loss in the surge chamber connecting pipe, so that the surge determination algorithm obtained can be made more accurate, and then the surge extreme value occurrence time is obtained based on the surge determination algorithm according to the derivative of the surge extreme value with respect to time being a preset derivative value. Since the present application does not ignore the influence of the water flow inertia and the head loss in the surge chamber connecting pipe, the surge extreme value occurrence time and the surge initial parameters corresponding to the current operating condition are used to process through the surge determination algorithm for the surge chamber, so that a more accurate surge extreme value can be obtained, and then the surge extreme value can be reasonably determined while ensuring safety according to the surge extreme value.

[0053] like Figure 1 As shown, the method of this embodiment includes:

[0054] Step 101, determining the head loss of the surge chamber of the target hydropower station, and determining the head loss of the diversion tunnel of the target hydropower station.

[0055] In this step, in order to better ensure the safety of the power station, the head loss of the surge chamber of the target hydropower station and the head loss of the water diversion tunnel of the target hydropower station are determined to comprehensively consider the influence of the water flow inertia and the head loss in the surge chamber connecting pipe, thereby avoiding deviations that affect the engineering design accuracy.

[0056] Step 102, obtaining flow data in the pressure pipe main corresponding to the current operating condition of the target hydropower station, processing the flow data in the pressure pipe main through a surge fusion algorithm based on the head loss of the surge chamber, the head loss of the water diversion tunnel and the flow data in the pressure pipe main, to obtain a surge determination algorithm for the surge chamber.

[0057] In this step, the surge fusion algorithm based on the head loss of the surge chamber, the head loss of the water diversion tunnel and the flow data in the pressure pipe main corresponding to the current operating condition of the target hydropower station is processed, which comprehensively considers the influence of the water flow inertia and the head loss in the surge chamber connecting pipe, thereby making the obtained surge determination algorithm for the surge chamber more accurate.

[0058] Step 103, processing is performed based on the surge chamber surge determination algorithm according to the derivative of the surge extreme value with respect to time being a preset derivative value, to obtain the surge extreme value occurrence time.

[0059] In this step, since the surge determination algorithm for the surge chamber is relatively accurate, the derivative of the surge extreme with respect to time is processed based on the preset derivative value based on the surge determination algorithm for the surge chamber, so that the surge extreme occurrence time with higher accuracy can be obtained, which can reduce deviations and ensure the safety of the power station.

[0060] Step 104, determining the initial surge parameters corresponding to the current working condition, using the surge extreme value occurrence time and the initial surge parameters to process through the surge chamber surge determination algorithm to obtain the surge extreme value, and determining the height of the surge chamber according to the surge extreme value.

[0061] In this step, since the present application does not ignore the influence of the water flow inertia and head loss in the surge chamber connecting pipe, the surge extreme value occurrence time and the surge initial parameters corresponding to the current working conditions are processed through the surge determination algorithm of the surge chamber to obtain a more accurate surge extreme value, and then based on the surge extreme value, the height of the surge chamber can be reasonably determined while ensuring safety.

[0062] Among them, the top elevation of the surge chamber is the highest surge extreme plus the safety overheight, where the safety overheight is, for example, 2-3 meters, and the bottom elevation of the surge chamber should be at least a safe distance from the lowest surge extreme, where the safety distance is, for example, 1 meter.

[0063] In addition, the lowest surge extreme value may not be used as a reference value for the bottom elevation of the surge chamber, but may be used as a reference value for the bottom elevation of the penstock inlet of the target hydropower station. For example, the bottom elevation of the penstock inlet should be at least 1 meter away from the lowest surge extreme value.

[0064] Through the above scheme, the head loss of the surge chamber of the target hydropower station and the head loss of the water diversion tunnel of the target hydropower station are determined, and then the surge chamber surge fusion algorithm is used to process the flow data in the pressure pipeline main pipe corresponding to the current operating conditions of the target hydropower station, taking into account the influence of the water flow inertia and the head loss in the surge chamber connecting pipe, so that the obtained surge chamber surge determination algorithm can be made more accurate, and then the surge extreme value occurrence time is obtained based on the surge chamber surge determination algorithm according to the derivative of the surge extreme value with respect to time as a preset derivative value. Since the present application does not ignore the influence of the water flow inertia and the head loss in the surge chamber connecting pipe, the surge extreme value occurrence time and the surge initial parameters corresponding to the current operating conditions are used to process through the surge chamber surge determination algorithm, so that a more accurate surge extreme value can be obtained, and then the surge extreme value can be reasonably determined while ensuring safety.

[0065] In some embodiments, step 101 includes:

[0066] Obtain the surge data Z of the surge chamber i , the head loss h generated by the surge chamber when the turbine flow rate of the target hydropower station is Q0 pi，0 , the head loss in the water diversion tunnel when the turbine flow rate is Q0 h yi，0 , the water flow velocity V in the diversion tunnel when the turbine flow rate is Q0 yi，0 , the large well area F of the surge chamber i , the flow rate in the diversion tunnel f yi and the flow velocity V in the diversion tunnel yi ;

[0067] Based on the surge data Z of the surge chamber i , the head loss h generated by the surge chamber when the turbine flow rate is Q0 pi，0 , the head loss in the water diversion tunnel when the turbine flow rate is Q0 h yi，0 , the water flow velocity V in the diversion tunnel when the turbine flow rate is Q0 yi，0 , the large well area F of the surge chamber i and the flow rate in the diversion tunnel f yi The head loss h of the surge tank of the target hydropower station is determined by the following formula pi :

[0068]

[0069] Among them, η i =h pi，0 / h yi，0 ;

[0070] Based on the preset head loss coefficient α of the diversion tunnel i and the flow velocity V in the diversion tunnel yi The head loss h of the diversion tunnel of the target hydropower station is determined by the following formula: yi :

[0071] h yi =α i V yi |V yi |.

[0072] In the above scheme, by comprehensively considering the surge data Z of the surge chamber i 、Head loss h generated in the surge chamber when the turbine flow rate is Q0 pi，0 , the head loss in the water diversion tunnel when the turbine flow rate is Q0 h yi，0 , the water velocity V in the diversion tunnel when the turbine flow rate is Q0 yi，0 , the large well area F of the surge chamber i and the flow rate in the diversion tunnel f yi , which can make the head loss V of the surge chamber of the standard hydropower station pi More accurate.

[0073] In addition, by comprehensively considering the head loss coefficient α of the preset water diversion tunnel i and the flow velocity V in the diversion tunnel yi , which can make the head loss of the diversion tunnel of the target hydropower station h yi More accurate.

[0074] In some embodiments, in step 102, the head loss based on the surge chamber, the head loss of the water diversion tunnel and the flow data in the pressure pipeline main pipe are processed by a surge algorithm for the surge chamber to obtain a surge determination algorithm for the surge chamber, including:

[0075] Step A1, based on the head loss of the surge chamber and the head loss of the diversion tunnel, a pre-constructed surge chamber continuity equation is combined with a pre-constructed diversion tunnel momentum equation to obtain a first surge chamber nonlinear surge equation.

[0076] Step A2, obtaining a second surge chamber nonlinear surge equation through the first surge chamber nonlinear surge equation according to the flow data in the pressure pipeline main pipe.

[0077] Step A3, using the surge parameters preset under the current working condition through a pre-constructed nonlinear vibration equation and combining it with the second surge chamber surge equation to obtain a surge chamber surge equation.

[0078] In the above scheme, the head loss of the surge chamber, the head loss of the water diversion tunnel and the flow data in the pressure pipe main corresponding to the current operating conditions of the target hydropower station are processed through the surge fusion algorithm of the surge chamber, which comprehensively considers the influence of the water flow inertia and the head loss in the surge chamber connecting pipe, thereby making the obtained surge determination algorithm for the surge chamber more accurate.

[0079] In some embodiments, step A1 includes:

[0080] The head loss of the surge chamber h pi and the head loss h of the diversion tunnel yi Substitute into the continuity equation of the surge chamber, and simultaneously calculate the flow velocity V in the diversion tunnel by combining the momentum equation of the diversion tunnel yi Performing elimination processing to obtain the nonlinear surge equation of the first surge chamber;

[0081] The continuity equation of the surge chamber is specifically:

[0082]

[0083] Among them, L y1 represents the length of the diversion tunnel, f y1 represents the area of ​​the diversion tunnel, Q y1 represents the flow rate in the diversion tunnel, h y1 represents the head loss of the diversion tunnel, Z1 represents the surge data of the surge chamber, L p1 represents the length of the connecting pipe of the surge chamber, f p1 represents the connecting pipe area of ​​the surge chamber, Q p1 represents the flow rate in the connecting pipe of the pressure regulating chamber, g represents the acceleration of gravity, t represents the time, h p1 Indicates the head loss generated by flowing into and out of the surge chamber;

[0084] The momentum equation of the water diversion tunnel is specifically:

[0085]

[0086] Wherein, F1 represents the large well area of ​​the surge chamber, Z1 represents the surge data of the surge chamber, t represents time, Q y1 represents the flow rate in the diversion tunnel, Q t1 Indicates flow data in the pressure pipe main of the target hydropower station;

[0087] The nonlinear surge equation of the first surge chamber is specifically:

[0088]

[0089] in, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, Z1 represents the surge data of the surge chamber, t represents the time, h y1，0 It represents the head loss in the diversion tunnel when the turbine flow rate is Q0, Q t1 represents the flow data in the pressure pipe main of the target hydropower station, V y1，0 It represents the flow velocity in the water diversion tunnel when the turbine flow rate is Q0, η = h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 It represents the head loss in the diversion tunnel when the turbine flow rate is Q0.

[0090] In the above scheme, based on the rigid water hammer theory and taking into account the water flow inertia and head loss in the surge chamber connecting pipe, the continuity equation of the surge chamber and the momentum equation of the water diversion tunnel can be obtained.

[0091] In the continuity equation of the surge chamber:

[0092]

[0093] Z1 represents the surge data of the upstream surge chamber, which is positive upwards and based on the upstream reservoir surge. p1 Indicates the length of the connecting pipe of the upstream surge chamber, f p1 Indicates the connecting pipe area of ​​the upstream surge chamber, Q p1 Indicates the flow rate in the connecting pipe of the upstream surge chamber, h p1 It represents the head loss caused by the flow into and out of the upstream surge tank, L p1 Indicates the length of the connecting pipe of the upstream surge chamber, f p1 Indicates the connecting pipe area of ​​the upstream surge chamber.

[0094] In the momentum equation of the diversion tunnel:

[0095]

[0096] F1 represents the large well area of ​​the upstream surge tank, Q t1 Indicates the flow data in the pressure pipe main upstream of the target hydropower station.

[0097] Comprehensive consideration of the head loss h in the surge tank piand the head loss h of the diversion tunnel yi , the head loss in the surge chamber h pi and the head loss h of the diversion tunnel yi Substitute it into the continuity equation of the surge chamber, and at the same time, calculate the flow velocity V in the diversion tunnel by combining the momentum equation of the diversion tunnel. yi Elimination processing can make the obtained nonlinear surge equation of the first surge chamber more accurate.

[0098] In some embodiments, the second surge chamber nonlinear surge equation includes a first sub-surge chamber nonlinear surge equation and a second sub-surge chamber nonlinear surge equation.

[0099] Step A2 includes:

[0100] Step A21, in response to the current operating condition of the target hydropower station being load shedding, and the flow data in the pressure pipe main corresponding to the load shedding being 0, the flow data in the pressure pipe main being 0 is substituted into the flow data Q in the pressure pipe main of the target hydropower station in the nonlinear surge equation of the first surge chamber. t1 , obtain the nonlinear surge equation of the first sub-surge chamber;

[0101] The nonlinear surge equation of the first surge chamber is specifically:

[0102]

[0103] in, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, Z1 represents the surge data of the surge chamber, t represents the time, h y1，0 represents the head loss of the diversion tunnel when the turbine flow rate is Q0, Q t1 represents the flow data in the pressure pipe main of the target hydropower station, V y1，0 It represents the flow velocity in the water diversion tunnel when the turbine flow rate is Q0, η = h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine flow rate is Q0;

[0104] The nonlinear surge equation of the first sub-surge chamber is specifically:

[0105]

[0106] Where Z1 represents the surge data of the surge chamber, t represents time, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine flow rate is Q0, h y1，0 represents the head loss of the diversion tunnel when the turbine flow rate is Q0, f y1 represents the area of ​​the diversion tunnel, V y1，0 It represents the water flow velocity in the diversion tunnel when the turbine flow rate is Q0. Or,

[0107] Step A22, in response to the current operating condition of the target hydropower station being load increase, and the flow data in the pressure pipe main pipe corresponding to the load increase being mQ0, the flow data in the pressure pipe main pipe mQ0 is substituted into the flow data Q in the pressure pipe main pipe of the target hydropower station in the nonlinear surge equation of the first surge chamber. t1 , and obtain the nonlinear surge equation of the second sub-surge chamber;

[0108] The nonlinear surge equation of the first surge chamber is specifically:

[0109]

[0110] in, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, Z1 represents the surge data of the surge chamber, t represents the time, h y1，0 represents the head loss of the diversion tunnel when the turbine flow rate is Q0, Q t1represents the flow data in the pressure pipe main of the target hydropower station, V y1，0 It represents the flow velocity in the water diversion tunnel when the turbine flow rate is Q0, η = h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine flow rate is Q0;

[0111] The nonlinear surge equation of the second sub-surge chamber is specifically:

[0112]

[0113] Among them, Z 1* represents the simple harmonic solution of the surge tank under load increase condition, t represents time, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine flow rate is Q0, h y1，0 represents the head loss of the diversion tunnel when the turbine flow rate is Q0, f y1 represents the area of ​​the diversion tunnel, V y1，0 It represents the water flow velocity in the diversion tunnel when the turbine reference flow is Q0.

[0114] In the above scheme, when the current operating condition of the target hydropower station is load shedding, assuming that the target hydropower station is a one-hole multi-machine hydropower station with a single machine reference flow rate of Q0, when the k units of the same hydraulic unit are operating normally, due to a sudden load shedding due to an accident, the flow rate in the pressure pipe main pipe (i.e., the flow rate data in the pressure pipe main pipe corresponding to the load shedding) is suddenly reduced from kQ0 to 0. Substitute the flow rate data in the pressure pipe main pipe of the target hydropower station as 0 into the nonlinear surge equation of the first surge chamber. t1 , a more accurate nonlinear surge equation for the first sub-surge chamber can be obtained.

[0115] Alternatively, when the current operating condition of the target hydropower station is load increase, assuming that for a single-unit reference flow rate of Q0, for a single-hole multi-unit hydropower station, when n units of the same hydraulic unit are operating normally, due to the load dispatch of the power center, the number of normal operating units of the power station increases to, and the flow in the pressure pipe main changes from nQ0 to mQ0. Substitute the flow data in the pressure pipe main as mQ0 into the flow data Q in the pressure pipe main of the target hydropower station in the nonlinear surge equation of the first surge chamber. t1 , a more accurate nonlinear surge equation for the second sub-surge chamber can be obtained.

[0116] In some embodiments, the surge chamber equation includes a first sub-equation and a second sub-equation.

[0117] Step A3 includes:

[0118] Step A31, converting the pre-constructed nonlinear vibration equation to obtain a solution form equation corresponding to the nonlinear vibration equation;

[0119] The nonlinear vibration equation is specifically:

[0120]

[0121] Among them, x represents the independent variable, represents the quadratic derivative of the independent variable x, ω represents the frequency, t represents the time, ε represents the nonlinear interference parameter, ε<<1, represents nonlinear force;

[0122] The solution form equation is specifically:

[0123]

[0124] Among them, x represents the independent variable, Indicates the phase angle periodic function, ε represents the nonlinear interference parameter, ε<<1, a represents the amplitude, i represents the i-th periodic function, n represents the total number of periodic functions, amplitude a and phase angle are all functions of time t, and the specific functions are:

[0125]

[0126] Where a represents the amplitude, represents the phase angle, t represents time, ω represents frequency, ε represents the nonlinear interference parameter, ε<<1, i represents the i-th periodic function, n represents the total number of periodic functions, A i Denotes the equivalent damping ratio, A i is a function of the amplitude a, B i represents the equivalent period natural frequency, B iis a function of the amplitude a.

[0127] Step A32, determining a first-order approximate solution equation of the function, wherein the first-order approximate solution equation is specifically:

[0128]

[0129] Among them, x represents the independent variable, a represents the amplitude, represents the phase angle, t represents the time, ε represents the nonlinear interference parameter, ε<<1, and π represents the circumference ratio.

[0130] Step A33, set the preset Substituting into the nonlinear vibration equation, a nonlinear asymptotic equation is obtained;

[0131] The nonlinear asymptotic equation is specifically:

[0132]

[0133] Among them, ε1 represents the nonlinear interference parameter of surge equation of surge chamber under load rejection condition, Z1 represents surge data of surge chamber, t represents time, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine flow rate is Q0, h y1，0 represents the head loss of the diversion tunnel when the turbine flow rate is Q0, f y1 represents the area of ​​the diversion tunnel, V y1，0 It represents the water flow velocity in the diversion tunnel when the turbine reference flow is Q0.

[0134] Step A34, in response to the current working condition being load shedding, and the surge parameters preset under the load shedding are Substituting the nonlinear asymptotic equation into the first-order approximate solution equation to obtain a first substituted first-order approximate solution equation;

[0135] The first order approximate solution equation substituted into the first step is specifically:

[0136]

[0137] Where A1 represents the surge amplitude, represents the surge phase, π represents the circumference of a circle, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, ε1 represents the nonlinear interference parameter of the surge equation of the surge chamber under load rejection condition, It represents the nonlinear force of surge equation of surge chamber under load rejection condition, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine flow rate is Q0, V y1,0 It represents the water flow velocity in the diversion tunnel when the turbine reference flow is Q0.

[0138] Step A35, solving the first ordinary differential equation for the first-order approximate solution after substitution to obtain a first ordinary differential equation, and using the first ordinary differential equation as the first sub-equation;

[0139] The first ordinary differential equation is specifically:

[0140]

[0141] Among them, Z1 represents the surge extreme value, A1 represents the surge amplitude, represents the surge phase, π represents the circumference, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 A represents the head loss in the diversion tunnel when the turbine flow rate is Q0, 1，0 represents the initial surge amplitude corresponding to the load rejection, represents the initial phase of the surge corresponding to the load rejection, t represents the time, F1 represents the large well area of ​​the surge chamber, f y1 represents the area of ​​the diversion tunnel, V y1，0 It represents the water velocity in the diversion tunnel when the turbine flow rate is Q0, h y1，0It represents the head loss of the diversion tunnel when the turbine flow rate is Q0. Or,

[0142] Step A36, in response to the current working condition being load increase, and the preset surge parameter under the load increase being Z1=Z 1* -m 2 h y1，0 and Set Z1 = Z 1* -m 2 h y1，0 and Substituting the nonlinear asymptotic equation into the equation to obtain a nonlinear asymptotic equation;

[0143] The nonlinear asymptotic equation after substitution is specifically:

[0144]

[0145] Where ε1 represents the nonlinear interference parameter of the surge equation of the surge chamber under load increase conditions, Z 1* represents the simple harmonic solution of the surge chamber under the load increase condition, t represents time, m represents the number of operating units of the target hydropower station, F1 represents the large well area of ​​the surge chamber, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 Indicates the length of the connecting pipe of the surge chamber, h y1，0 represents the head loss of the diversion tunnel when the turbine flow rate is Q0, f y1 represents the area of ​​the diversion tunnel, V y1，0 represents the water flow velocity in the diversion tunnel when the turbine flow rate is Q0, represents the surge phase, A1 represents the surge amplitude, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 It represents the head loss in the diversion tunnel when the turbine flow rate is Q0.

[0146] Step A37, substituting the substituted nonlinear asymptotic equation into the first-order approximate solution equation to obtain a second substituted first-order approximate solution equation;

[0147] The first-order approximate solution equation after the second substitution is specifically:

[0148]

[0149] Where ε1 represents the nonlinear interference parameter of the surge equation of the surge chamber under load increase conditions, Z 1* represents the simple harmonic solution of the surge chamber under the load increase condition, t represents time, m represents the number of operating units of the target hydropower station, F1 represents the large well area of ​​the surge chamber, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 Indicates the length of the connecting pipe of the surge chamber, h y1，0 represents the head loss of the diversion tunnel when the turbine flow rate is Q0, f y1 represents the area of ​​the diversion tunnel, V y1，0 represents the water flow velocity in the diversion tunnel when the turbine flow rate is Q0, represents the surge phase, A1 represents the surge amplitude, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 It represents the head loss in the diversion tunnel when the turbine flow rate is Q0.

[0150] Step A38, solving the second substituted first-order approximate solution equation as an ordinary differential equation to obtain a second ordinary differential equation, and using the second ordinary differential equation as the second sub-equation;

[0151] The second ordinary differential equation is specifically:

[0152]

[0153] in, Q0 represents the turbine flow rate, F1 represents the large well area of ​​the surge chamber, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, η1=h pi，0 / hyi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the water diversion tunnel when the turbine discharge is Q0, π represents pi, V y1，0 A represents the water velocity in the diversion tunnel when the turbine flow rate is Q0, 1，0 represents the initial surge amplitude corresponding to the load increase, represents the initial phase of the surge corresponding to the load increase, t represents the time, Z1 represents the surge extreme value, A1 represents the surge amplitude, Indicates the surge phase.

[0154] In the above scheme, for the nonlinear vibration equation, amplitude a and phase angle are all functions of time t, and the solution form equation. When ε=0, the equation is a free vibration differential equation, and its solution is a resonant solution with a frequency of ω; when ε≠0, there is nonlinear interference, and the solution of the equation contains high-order harmonics. Since the high-order solution is too complex, and its computational complexity increases geometrically with the increase of the order, and for practical engineering applications, the first-order approximate solution already has a high computational accuracy, so in this application only an approximate solution (i.e., the first-order approximate solution equation) is taken, which is specifically:

[0155]

[0156] In some embodiments, the surge extreme value occurrence time includes a first surge extreme value occurrence time and a second surge extreme value occurrence time.

[0157] Step 103 includes:

[0158] Step 1031, in response to determining that the current operating condition is load rejection, and the derivative of the surge extreme value with respect to time is 0, the preset derivative value is 0 and substituted into the first sub-equation to obtain a first derivative value and substitute it into the equation;

[0159] The first sub-equation is specifically:

[0160]

[0161] Among them, Z1 represents the surge extreme value, A1 represents the surge amplitude, represents the surge phase, π represents the circumference, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 A represents the head loss in the diversion tunnel when the turbine flow rate is Q0,1，0 represents the initial surge amplitude corresponding to the load rejection, represents the initial phase of the surge corresponding to the load rejection, t represents the time, F1 represents the large well area of ​​the surge chamber, f y1 represents the area of ​​the diversion tunnel, V y1，0 It represents the water velocity in the diversion tunnel when the turbine flow rate is Q0, h y1，0 It represents the head loss of the water diversion tunnel when the turbine flow rate is Q0;

[0162] Substituting the first derivative value into the equation is specifically:

[0163]

[0164] Where Z1 represents the surge extreme value, t represents the time, ω1 represents the surge equivalent period natural frequency of the surge chamber, f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 Indicates the length of the connecting pipe of the surge chamber, A 1，0 represents the initial surge amplitude corresponding to the load rejection, represents the initial phase of the surge corresponding to the load rejection, π represents pi, F1 represents the large well area of ​​the surge chamber, f y1 represents the area of ​​the diversion tunnel, V y1，0 It represents the water velocity in the diversion tunnel when the turbine flow rate is Q0, h y1,0 It represents the head loss of the water diversion tunnel when the turbine flow rate is Q0, η1=h pi，0 / h yi，0 ,h pi,0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine flow rate is Q0;

[0165] Step 1032, substitute the first derivative value into the equation for simplification to obtain the first surge chamber surge extreme value occurrence time equation, and solve the first surge chamber surge extreme value occurrence time equation to obtain the first surge extreme value occurrence time.

[0166] The first surge chamber surge extreme value occurrence time equation is specifically:

[0167]

[0168] in, ω1 represents the surge equivalent period natural frequency of the surge chamber, f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, t represents the time, A 1,0 represents the initial surge amplitude corresponding to the load rejection, represents the initial phase of the surge corresponding to the load rejection, π represents the circumference of a circle, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine flow rate is Q0. Or,

[0169] Step 1033, in response to determining that the current operating condition is load increase, and the derivative of the surge extreme value with respect to time is 0, the preset derivative value of 0 is substituted into the second sub-equation to obtain a second derivative value and substitute it into the equation;

[0170] The second sub-equation is specifically:

[0171]

[0172] in, Q0 represents the turbine flow rate, F1 represents the large well area of ​​the surge chamber, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, η1=h pi,0 / h yi,0 ,h pi,0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the water diversion tunnel when the turbine discharge is Q0, π represents pi, V y1，0 A represents the water velocity in the diversion tunnel when the turbine flow rate is Q0, 1，0 represents the initial surge amplitude corresponding to the load increase, represents the initial phase of the surge corresponding to the load increase, t represents the time, Z1 represents the surge extreme value, A1 represents the surge amplitude, Indicates the surge phase;

[0173] Substituting the second derivative value into the equation is specifically:

[0174]

[0175] Where Z1 represents the surge extreme value, t represents the time, Q0 represents the turbine flow rate, F1 represents the large well area of ​​the surge chamber, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine flow rate is Q0, V y1，0 A represents the water velocity in the diversion tunnel when the turbine flow rate is Q0, 1，0 represents the initial surge amplitude corresponding to the load increase, It represents the initial phase of the surge corresponding to the load increase.

[0176] Step 1034, substituting the second derivative value into the equation for simplification to obtain the second surge chamber surge extreme value occurrence time equation, and solving the second surge chamber surge extreme value occurrence time equation to obtain the second surge extreme value occurrence time;

[0177] The second surge chamber surge extreme value occurrence time equation is specifically:

[0178]

[0179] Where t represents time, A 1，0 represents the initial surge amplitude corresponding to the load increase, represents the initial phase of the surge corresponding to the load increase, Q0 represents the turbine flow rate, F1 represents the large well area of ​​the surge chamber, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine flow rate is Q0, V y1，0 It represents the water flow velocity in the diversion tunnel when the turbine reference flow is Q0.

[0180] In the above scheme, the current working condition is determined to be load shedding. When the surge in the upstream connecting pipe surge chamber reaches an extreme value, (i.e., the derivative of the surge extreme value with respect to time is 0), then the preset derivative value is 0, and the preset derivative value 0 is substituted into the first sub-equation to obtain the first derivative value, so that the time of occurrence of the first surge extreme value can be more accurately determined based on the first derivative value substituted into the equation. Or,

[0181] Determine that the current working condition is load increase. When the surge in the upstream connecting pipe surge chamber reaches an extreme value, there is (that is, the derivative of the surge extreme with respect to time is 0), then the preset derivative value is 0. Substituting the preset derivative value of 0 into the second sub-equation can obtain the second derivative value, so that the time of occurrence of the second surge extreme can be determined more accurately based on the second derivative value.

[0182] In some embodiments, the surge initial parameters include a surge initial amplitude and a surge initial phase, and the surge extreme values ​​include a first surge extreme value and a second surge extreme value.

[0183] In step 104, the determining of the initial surge parameters corresponding to the current working condition, and the use of the surge extreme value occurrence time and the initial surge parameters to obtain the surge extreme value through the surge determination algorithm of the surge chamber include:

[0184] Step 1041, in response to the current working condition being load shedding, substituting the surge initial amplitude corresponding to the load shedding, the surge initial phase corresponding to the load shedding, and the first surge extreme value occurrence time into the first sub-equation to obtain the first surge extreme value;

[0185] The initial surge amplitude A corresponding to the load rejection 1，0Specifically:

[0186]

[0187] Wherein, k represents the number of operating units of the target hydropower station, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 Represents the length of the connecting pipe of the surge chamber, V y1，0 It represents the water velocity in the diversion tunnel when the turbine flow rate is Q0, h y1，0 It represents the head loss in the diversion tunnel when the turbine flow rate is Q0;

[0188] The initial phase of the surge corresponding to the load rejection Specifically:

[0189]

[0190] Wherein, K represents the number of operating units of the target hydropower station, h y1,0 A represents the head loss in the diversion tunnel when the turbine flow rate is Q0. 1，0 represents the initial surge amplitude corresponding to the load rejection, i = 0, 1, 2, 3, ..., so that is the fourth quadrant angle, π represents pi;

[0191] The first sub-equation is specifically:

[0192]

[0193] Among them, Z1 represents the surge extreme value, A1 represents the surge amplitude, represents the surge phase, π represents the circumference, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 A represents the head loss in the diversion tunnel when the turbine flow rate is Q0, 1，0 represents the initial surge amplitude corresponding to the load shedding, represents the initial phase of the surge corresponding to the load shedding, t represents the time, F1 represents the large well area of ​​the surge chamber, f y1 represents the area of ​​the diversion tunnel, V y1，0It represents the water velocity in the diversion tunnel when the turbine flow rate is Q0, h y1，0 It represents the head loss of the diversion tunnel when the turbine flow rate is Q0. Or,

[0194] Step 1042, in response to the current working condition being a load increase, substituting the surge initial amplitude corresponding to the load increase, the surge initial phase corresponding to the load increase, and the second surge extreme value occurrence time into the second sub-equation to obtain the second surge extreme value;

[0195] The initial surge amplitude A corresponding to the increased load 1，0 Specifically:

[0196]

[0197] Wherein, m represents the current number of operating units of the target hydropower station, n represents the original number of operating units of the target hydropower station, and h y1，0 represents the head loss of the diversion tunnel when the turbine flow rate is Q0, f y1 represents the area of ​​the diversion tunnel, V y1，0 represents the water flow velocity in the water diversion tunnel when the turbine flow rate is Q0, F1 represents the large well area of ​​the surge chamber, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 Indicates the length of the connecting pipe of the surge chamber;

[0198] The surge initial phase corresponding to the load increase Specifically:

[0199]

[0200] Wherein, m represents the current number of operating units of the target hydropower station, n represents the original number of operating units of the target hydropower station, and h y1，0 A represents the head loss of the diversion tunnel when the turbine flow rate is Q0. 1，0 represents the initial surge amplitude corresponding to the load increase;

[0201] The second sub-equation is specifically:

[0202]

[0203] in, Q0 represents the turbine flow rate, F1 represents the large well area of ​​the surge chamber, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the water diversion tunnel when the turbine discharge is Q0, π represents pi, V y1，0 A represents the water velocity in the diversion tunnel when the turbine flow rate is Q0, 1，0 represents the initial surge amplitude corresponding to the load increase, represents the initial phase of the surge corresponding to the load increase, t represents the time, Z1 represents the surge extreme value, A1 represents the surge amplitude, Indicates the surge phase.

[0204] In the above scheme, for the current operating condition of the one-hole multi-machine hydropower station (i.e. the target hydropower station) is load shedding, Substitute into the continuity equation of the surge chamber, the momentum equation of the diversion tunnel and the head loss h of the surge chamber of the target hydropower station pi In combination with the head loss h of the diversion tunnel of the target hydropower station yi The initial surge amplitude corresponding to the load rejection and the initial surge phase corresponding to the load rejection are obtained as follows:

[0205]

[0206] in, The fourth quadrant angle.

[0207] Substituting the initial surge amplitude corresponding to the load shedding, the initial surge phase corresponding to the load shedding and the time of occurrence of the first surge extreme value into the first sub-equation, a more accurate first surge extreme value can be obtained, wherein the time of occurrence of the first surge extreme value represents the time of occurrence of the highest surge extreme value, and the first surge extreme value represents the highest surge extreme value.

[0208] For a one-hole multi-machine hydropower station (i.e., the target hydropower station), the current operating condition is load increase. Substitute into the continuity equation of the surge chamber, the momentum equation of the diversion tunnel and the head loss h of the surge chamber of the target hydropower stationpi In combination with the head loss h of the diversion tunnel of the target hydropower station yi The initial surge amplitude corresponding to the increased load and the initial surge phase corresponding to the increased load are obtained as follows:

[0209]

[0210] in, The first quadrant angle.

[0211] Substituting the initial surge amplitude corresponding to the increased load, the initial surge phase corresponding to the increased load and the time of occurrence of the second surge extreme value into the second sub-equation, a more accurate second surge extreme value can be obtained, wherein the time of occurrence of the second surge extreme value represents the time of occurrence of the lowest surge extreme value, and the second surge extreme value represents the lowest surge extreme value.

[0212] In some embodiments, the present application relies on multiple actual projects of one-hole multi-machine hydropower stations (i.e., target hydropower stations) to verify the accuracy and effectiveness of the analytical formula for the surge extreme value of the connecting pipe surge chamber upstream of the load shedding / load increase condition of the one-hole multi-machine hydropower station derived in this application.

[0213] Taking one-tunnel two-machine, one-tunnel three-machine, and one-tunnel four-machine hydropower stations as examples, the transient process calculation software is used as a reference for the verification experiment to verify the surge analytical solution of the connecting pipe surge chamber in the upstream of the one-tunnel multi-machine power station under load shedding / load increase conditions. The specific working conditions are as follows:

[0214] SOC-1 (operating condition 1): N units operate normally and suddenly dump load at the same time;

[0215] SOC-2 (operating condition 2): N units are running at no load and are started up at the same time to increase to full load;

[0216] (1) It can be seen from Table 1 that for a hydropower station with one tunnel and two units, the analytical solution of the connecting pipe surge chamber is basically consistent with the software calculation results, the calculation error of the surge extreme value is within 0.1%, and the error of the surge extreme value occurrence time is within 7.0s, which has a high calculation accuracy. Table 1 is as follows:

[0217] Table 1 Comparison of analytical solutions and software values ​​for surge in a typical operating condition of a one-tunnel two-machine hydropower station with a connecting pipe surge chamber upstream

[0218]

[0219] (2) It can be seen from Table 2 that for a hydropower station with one tunnel and three units, the calculation results of the surge extreme value obtained by the analytical formula and the analytical model are basically consistent with the software calculation value. The calculation error of the surge extreme value is within 0.1%, and the error of the surge extreme value occurrence time is about 8s, which has a high calculation accuracy.

[0220] Table 2 Comparison of analytical solutions and software values ​​for surge in a typical operating condition of a hydropower station with one tunnel and three machines and a connecting pipe surge chamber upstream

[0221]

[0222] (3) It can be seen from Table 3 that for a hydropower station with one tunnel and four units, the analytical calculation results of the surge extreme value are basically consistent with the software calculation values, the surge extreme value calculation error is within 0.5%, and the surge extreme value occurrence time error is within 6.0s, which has a high calculation accuracy.

[0223] Table 3 Comparison of analytical solutions and software values ​​for surge in a typical operating condition of a one-tunnel four-machine hydropower station with a connecting pipe upstream surge chamber

[0224]

[0225] Based on the above calculation results, it can be seen that the method for solving the surge extreme value of a simple operating condition of a multi-machine hydropower station with a connecting pipe surge chamber in one tunnel of the present application can accurately reflect the surge extreme value characteristics of the surge chamber and has high calculation accuracy.

[0226] This application describes the process of determining the height of the surge chamber of a hydropower station in detail using an embodiment, as follows:

[0227] The layout of a multi-machine hydropower station with a connecting pipe surge chamber in the upstream is as follows Figure 2A As shown, combined with Figure 2B , start entering step S1.

[0228] Step S1, establish the tunnel-upstream surge chamber non-steady flow equation (i.e., surge chamber continuity equation and diversion tunnel momentum equation) taking into account the water flow inertia and head loss of the connecting pipe, and derive the surge equation of the upstream connecting pipe surge chamber (i.e., surge chamber surge equation); give the definition of the nonlinear asymptotic method.

[0229] Step S2, using a nonlinear asymptotic method to derive an analytical expression for the surge extreme value (i.e., the first surge extreme value) and the occurrence time (i.e., the first surge extreme value occurrence time) of the upstream connecting pipe surge chamber under the load rejection condition (simple condition).

[0230] Step S3, using the nonlinear asymptotic method to derive the analytical expression of the surge extreme value (i.e., the second surge extreme value) and the occurrence time (i.e., the second surge extreme value occurrence time) of the upstream connecting pipe surge chamber under the load increase condition (simple condition).

[0231] Then, according to the surge extreme value of the upstream connecting pipe surge chamber corresponding to step S2, combined with the safety overheight, the top elevation of the upstream reservoir and the downstream reservoir is determined, where the safety overheight is, for example, 2-3 meters. According to the surge extreme value of the upstream connecting pipe surge chamber corresponding to step S3, it is determined that the upstream reservoir and the downstream reservoir should be at least a safe distance from the lowest surge extreme value, where the safety distance is, for example, 1 meter.

[0232] The process ends after executing step S3.

[0233] It should be noted that the method of the embodiment of the present application can be performed by a single device, such as a computer or server. The method of this embodiment can also be applied to a distributed scenario and completed by multiple devices cooperating with each other. In the case of such a distributed scenario, one of the multiple devices can only perform one or more steps in the method of the embodiment of the present application, and the multiple devices will interact with each other to complete the described method.

[0234] It should be noted that the above describes some embodiments of the present application. Other embodiments are within the scope of the appended claims. In some cases, the actions or steps recorded in the claims can be performed in an order different from that in the above embodiments and still achieve the desired results. In addition, the processes depicted in the accompanying drawings do not necessarily require the specific order or continuous order shown to achieve the desired results. In some embodiments, multitasking and parallel processing are also possible or may be advantageous.

[0235] Based on the same inventive concept, corresponding to any of the above-mentioned embodiments and methods, the present application also provides a device for determining the height of a surge chamber of a hydropower station.

[0236] refer to Figure 3 The device for determining the height of the surge chamber of a hydropower station comprises:

[0237] The head loss determination module 301 is configured to determine the head loss of the surge tank of the target hydropower station, and to determine;

[0238] The fusion processing module 302 is configured to obtain flow data in the pressure pipe main corresponding to the current operating condition of the target hydropower station, and process the flow data in the pressure pipe main through a surge fusion algorithm based on the head loss of the surge chamber, the head loss of the water diversion tunnel, and the surge determination algorithm of the surge chamber;

[0239] The time determination module 303 is configured to process the surge extreme value with respect to time based on the preset derivative value based on the surge chamber surge determination algorithm to obtain the surge extreme value occurrence time;

[0240] The height determination module 304 is configured to determine the initial surge parameters corresponding to the current operating conditions, use the surge extreme value occurrence time and the surge initial parameters to process through the surge determination algorithm of the surge chamber to obtain the surge extreme value, and determine the height of the surge chamber according to the surge extreme value.

[0241] For the convenience of description, the above device is described in terms of functions divided into various modules. Of course, when implementing the present application, the functions of each module can be implemented in the same or multiple software and / or hardware.

[0242] The device of the above embodiment is used to implement the corresponding method for determining the height of the surge chamber of a hydropower station in any of the above embodiments, and has the beneficial effects of the corresponding method embodiment, which will not be repeated here.

[0243] Based on the same inventive concept, corresponding to any of the above-mentioned embodiments, the present application also provides an electronic device, including a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein when the processor executes the program, the method for determining the height of the surge chamber of a hydropower station described in any of the above embodiments is implemented.

[0244] Figure 4 A more specific schematic diagram of the hardware structure of an electronic device provided in this embodiment is shown, and the device may include: a processor 401, a memory 402, an input / output interface 403, a communication interface 404, and a bus 405. The processor 401, the memory 402, the input / output interface 403, and the communication interface 404 are connected to each other in communication within the device through the bus 405.

[0245] The processor 401 can be implemented by a general-purpose CPU (Central Processing Unit), a microprocessor, an application-specific integrated circuit (ASIC), or one or more integrated circuits, and is used to execute relevant programs to implement the technical solutions provided in the embodiments of this specification.

[0246] The memory 402 can be implemented in the form of ROM (Read Only Memory), RAM (Random Access Memory), static storage device, dynamic storage device, etc. The memory 402 can store an operating system and other application programs. When the technical solutions provided in the embodiments of this specification are implemented by software or firmware, the relevant program codes are stored in the memory 402 and called and executed by the processor 401.

[0247] The input / output interface 403 is used to connect the input / output module to realize information input and output. The input / output module can be configured in the device as a component (not shown in the figure), or it can be externally connected to the device to provide corresponding functions. The input device may include a keyboard, a mouse, a touch screen, a microphone, various sensors, etc., and the output device may include a display, a speaker, a vibrator, an indicator light, etc.

[0248] The communication interface 404 is used to connect a communication module (not shown) to realize communication interaction between the device and other devices. The communication module can realize communication through a wired mode (such as USB, network cable, etc.) or a wireless mode (such as mobile network, WIFI, Bluetooth, etc.).

[0249] The bus 405 includes a path for transmitting information between various components of the device (eg, the processor 401 , the memory 402 , the input / output interface 403 , and the communication interface 404 ).

[0250] It should be noted that, although the above device only shows the processor 401, the memory 402, the input / output interface 403, the communication interface 404 and the bus 405, in the specific implementation process, the device may also include other components necessary for normal operation. In addition, it can be understood by those skilled in the art that the above device may also only include the components necessary for implementing the embodiments of the present specification, and does not necessarily include all the components shown in the figure.

[0251] The electronic device of the above embodiment is used to implement the corresponding method for determining the height of the surge chamber of a hydropower station in any of the above embodiments, and has the beneficial effects of the corresponding method embodiment, which will not be repeated here.

[0252] Based on the same inventive concept, corresponding to any of the above-mentioned embodiment methods, the present application also provides a non-transitory computer-readable storage medium, wherein the non-transitory computer-readable storage medium stores computer instructions, and the computer instructions are used to enable the computer to execute the method for determining the height of the surge chamber of a hydropower station as described in any of the above embodiments.

[0253] The computer-readable medium of this embodiment includes permanent and non-permanent, removable and non-removable media, and information storage can be implemented by any method or technology. Information can be computer-readable instructions, data structures, modules of programs, or other data. Examples of computer storage media include, but are not limited to, phase change memory (PRAM), static random access memory (SRAM), dynamic random access memory (DRAM), other types of random access memory (RAM), read-only memory (ROM), electrically erasable programmable read-only memory (EEPROM), flash memory or other memory technology, read-only compact disk read-only memory (CD-ROM), digital versatile disk (DVD) or other optical storage, magnetic cassettes, magnetic tape magnetic disk storage or other magnetic storage devices or any other non-transmission media that can be used to store information that can be accessed by a computing device.

[0254] The computer instructions stored in the storage medium of the above embodiment are used to enable the computer to execute the method for determining the height of the surge chamber of a hydropower station as described in any of the above embodiments, and have the beneficial effects of the corresponding method embodiments, which will not be repeated here.

[0255] Those skilled in the art should understand that the discussion of any of the above embodiments is merely illustrative and is not intended to imply that the scope of the present application (including the claims) is limited to these examples. In line with the concept of the present application, the technical features in the above embodiments or different embodiments may be combined, the steps may be implemented in any order, and there are many other variations of the different aspects of the embodiments of the present application as described above, which are not provided in detail for the sake of simplicity.

[0256] In addition, to simplify the description and discussion, and in order not to make the embodiments of the present application difficult to understand, the known power supply / ground connection with the integrated circuit (IC) chip and other components may or may not be shown in the provided drawings. In addition, the device can be shown in the form of a block diagram to avoid making the embodiments of the present application difficult to understand, and this also takes into account the fact that the details of the implementation of these block diagram devices are highly dependent on the platform to be implemented in the embodiments of the present application (that is, these details should be fully within the scope of understanding of those skilled in the art). In the case of elaborating specific details (e.g., circuits) to describe exemplary embodiments of the present application, it is obvious to those skilled in the art that the embodiments of the present application can be implemented without these specific details or when these specific details are changed. Therefore, these descriptions should be considered to be illustrative rather than restrictive.

[0257] Although the present application has been described in conjunction with specific embodiments of the present application, many replacements, modifications and variations of these embodiments will be apparent to those skilled in the art from the foregoing description. For example, other memory architectures (e.g., dynamic RAM (DRAM)) may use the embodiments discussed.

[0258] The embodiments of the present application are intended to cover all such substitutions, modifications and variations that fall within the broad scope of the appended claims. Therefore, any omissions, modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the embodiments of the present application should be included in the scope of protection of the present application.

Claims

1. A method for determining the height of a surge chamber of a hydropower station, characterized in that: include: Determining the head loss of a surge tank of a target hydropower station, and determining the head loss of a diversion tunnel of the target hydropower station; Obtaining flow data in the pressure pipe main corresponding to the current operating condition of the target hydropower station, and processing the flow data in the pressure pipe main through a surge fusion algorithm for the surge chamber based on the head loss of the surge chamber, the head loss of the water diversion tunnel, and the flow data in the pressure pipe main to obtain a surge determination algorithm for the surge chamber; According to the derivative of the surge extreme value with respect to time being a preset derivative value, processing is performed based on the surge determination algorithm for the surge chamber to obtain the surge extreme value occurrence time; Determine the initial surge parameters corresponding to the current working condition, use the surge extreme value occurrence time and the initial surge parameters to process through the surge determination algorithm of the surge chamber to obtain the surge extreme value, and determine the height of the surge chamber according to the surge extreme value.

2. The method according to claim 1, characterized in that The step of determining the head loss of the surge chamber of the target hydropower station and the head loss of the diversion tunnel of the target hydropower station comprises: Obtain the surge data Z of the surge chamber i , the head loss h generated by the surge chamber when the turbine flow rate of the target hydropower station is Q0 pi，0 , the head loss in the diversion tunnel when the turbine flow rate is Q0 h yi，0 , the water flow velocity V in the water diversion tunnel when the turbine flow rate is Q0 yi，0 , the large well area F of the surge chamber i , the flow rate in the diversion tunnel f yi and the flow velocity V in the diversion tunnel yi ; Based on the surge data Z of the surge chamber i , the head loss h generated by the surge chamber when the turbine flow rate is Q0 pi，0 , the head loss in the water diversion tunnel when the turbine flow rate is Q0 h yi，0 , the water flow velocity V in the diversion tunnel when the turbine flow rate is Q0 yi，0 , the large well area F of the surge chamber i and the flow rate in the diversion tunnel f yi The target hydropower station is determined by the following formula Head loss in surge chamber h pi : Among them, η i =h pi，0 / h yi，0 ; Based on the preset head loss coefficient α of the diversion tunnel i and the flow velocity V in the diversion tunnel yi The head loss h of the diversion tunnel of the target hydropower station is determined by the following formula: yi : h yi =α i V yi |V yi | 3. The method according to claim 1, characterized in that The head loss based on the surge chamber, the head loss of the water diversion tunnel and the flow data in the pressure pipeline main pipe are processed by a surge algorithm for the surge chamber to obtain a surge determination algorithm for the surge chamber, including: Based on the head loss of the surge chamber and the head loss of the diversion tunnel, a pre-constructed surge chamber continuity equation and a pre-constructed diversion tunnel momentum equation are combined to obtain a first surge chamber nonlinear surge equation; According to the flow data in the main pipe of the pressure pipeline, the nonlinear surge equation of the first surge chamber is used to obtain the nonlinear surge equation of the second surge chamber; The surge parameters preset under the current working condition are used to obtain a surge equation for the surge chamber by combining a pre-constructed nonlinear vibration equation with the second surge equation for the surge chamber.

4. The method according to claim 3, characterized in that The head loss based on the surge chamber and the head loss of the diversion tunnel are combined by a pre-constructed surge chamber continuity equation and a pre-constructed diversion tunnel momentum equation to obtain a first surge chamber nonlinear surge equation, including: The head loss of the surge chamber h pi and the head loss h of the diversion tunnel yi Substitute into the continuity equation of the surge chamber, and simultaneously calculate the flow velocity V in the diversion tunnel by combining the momentum equation of the diversion tunnel yi Performing elimination processing to obtain the nonlinear surge equation of the first surge chamber; The continuity equation of the surge chamber is specifically: Among them, L y1 represents the length of the diversion tunnel, f y1 represents the area of ​​the diversion tunnel, Q y1 represents the flow rate in the diversion tunnel, h y1 represents the head loss of the diversion tunnel, Z1 represents the surge data of the surge chamber, L p1 represents the length of the connecting pipe of the surge chamber, f p1 represents the connecting pipe area of ​​the surge chamber, Q p1 represents the flow rate in the connecting pipe of the pressure regulating chamber, g represents the acceleration of gravity, t represents the time, h p1 Indicates the head loss generated by flowing into and out of the surge chamber; The momentum equation of the water diversion tunnel is specifically: Wherein, F1 represents the large well area of ​​the surge chamber, Z1 represents the surge data of the surge chamber, t represents time, Q y1 represents the flow rate in the diversion tunnel, Q t1 Indicates flow data in the pressure pipe main of the target hydropower station; The nonlinear surge equation of the first surge chamber is specifically: in, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, Z1 represents the surge data of the surge chamber, t represents the time, h y1，0 It represents the head loss in the diversion tunnel when the turbine flow rate is Q0, Q t1 represents the flow data in the pressure pipe main of the target hydropower station, V y1，0 It represents the flow velocity in the water diversion tunnel when the turbine flow rate is Q0, η = h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 It represents the head loss in the diversion tunnel when the turbine flow rate is Q0.

5. The method according to claim 3, characterized in that: The second surge chamber nonlinear surge equation includes a first sub-surge chamber nonlinear surge equation and a second sub-surge chamber nonlinear surge equation; The method of obtaining the nonlinear surge equation for the second surge chamber according to the flow data in the main pipe of the pressure pipeline through the nonlinear surge equation for the first surge chamber comprises: In response to the current operating condition of the target hydropower station being load shedding, and the flow data in the pressure pipe main corresponding to the load shedding being 0, the flow data in the pressure pipe main being 0 is substituted into the flow data Q in the pressure pipe main of the target hydropower station in the nonlinear surge equation of the first surge chamber. t1 , obtain the nonlinear surge equation of the first sub-surge chamber; The nonlinear surge equation of the first surge chamber is specifically: in, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, Z1 represents the surge data of the surge chamber, t represents the time, h y1,0 represents the head loss of the diversion tunnel when the turbine flow rate is Q0, Q t1 represents the flow data in the pressure pipe main of the target hydropower station, V y1,0 It represents the flow velocity in the water diversion tunnel when the turbine flow rate is Q0, η = h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 It represents the head loss in the diversion tunnel when the turbine flow rate is Q0: The nonlinear surge equation of the first sub-surge chamber is specifically: Where Z1 represents the surge data of the surge chamber, t represents time, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, η1=h pi，0 / h yi,0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine discharge is Q0, h y1，0 represents the head loss of the diversion tunnel when the turbine flow rate is Q0, f y1 represents the area of ​​the diversion tunnel, V y1，0 represents the water flow velocity in the diversion tunnel when the turbine discharge is Q0; or, In response to the current operating condition of the target hydropower station being load increase, and the flow data in the pressure pipe main pipe corresponding to the load increase being mQ0, the flow data in the pressure pipe main pipe being mQ0 is substituted into the flow data Q in the pressure pipe main pipe of the target hydropower station in the nonlinear surge equation of the first surge chamber. t1 , and obtain the nonlinear surge equation of the second sub-surge chamber; The nonlinear surge equation of the first surge chamber is specifically: in, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, Z1 represents the surge data of the surge chamber, t represents the time, h y1，0 represents the head loss of the diversion tunnel when the turbine flow rate is Q0, Q t1 represents the flow data in the pressure pipe main of the target hydropower station, V y1，0 It represents the flow velocity in the water diversion tunnel when the turbine flow rate is Q0, η = h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine flow rate is Q0; The nonlinear surge equation of the second sub-surge chamber is specifically: Among them, Z 1* represents the simple harmonic solution of the surge tank under load increase condition, t represents time, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine discharge is Q0, h y1，0 represents the head loss of the diversion tunnel when the turbine flow rate is Q0, f y1 represents the area of ​​the diversion tunnel, V y1，0 It represents the water flow velocity in the diversion tunnel when the turbine reference flow is Q0.

6. The method according to claim 5, characterized in that The surge chamber surge equation includes a first sub-equation and a second sub-equation; The surge parameters preset under the current working condition are used to obtain the surge equation of the surge chamber by means of a pre-constructed nonlinear vibration equation and combined with the second surge chamber surge equation, including: Converting a pre-constructed nonlinear vibration equation to obtain a solution form equation corresponding to the nonlinear vibration equation; The nonlinear vibration equation is specifically: Among them, x represents the independent variable, represents the quadratic derivative of the independent variable x, ω represents the frequency, t represents the time, ε represents the nonlinear interference parameter, ε<<1, represents nonlinear force; The solution form equation is specifically: Where N represents the independent variable, Indicates the phase angle periodic function, ε represents the nonlinear interference parameter, ε<<1, a represents the amplitude, i represents the i-th periodic function, n represents the total number of periodic functions, amplitude a and phase angle are all functions of time t, and the specific functions are: Where a represents the amplitude, represents the phase angle, t represents time, ω represents frequency, ε represents the nonlinear interference parameter, ε<<1, i represents the i-th periodic function, n represents the total number of periodic functions, A i Denotes the equivalent damping ratio, A i is a function of the amplitude a, B i represents the equivalent period natural frequency, B i is a function of the amplitude a; Determine a first-order approximate solution equation of the function, wherein the first-order approximate solution equation is specifically: Among them, x represents the independent variable, a represents the amplitude, represents the phase angle, t represents the time, ε represents the nonlinear interference parameter, ε<<1, π represents the circumference ratio; The preset Substituting into the nonlinear vibration equation, a nonlinear asymptotic equation is obtained; The nonlinear asymptotic equation is specifically: Among them, ε1 represents the nonlinear interference parameter of surge equation of surge chamber under load rejection condition, Z1 represents surge data of surge chamber, t represents time, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine discharge is Q0, h y1，0 represents the head loss of the diversion tunnel when the turbine flow rate is Q0, f y1 represents the area of ​​the diversion tunnel, V y1，0 represents the water flow velocity in the diversion tunnel when the turbine flow rate is Q0; In response to the current operating condition being load shedding, and the surge parameters preset under the load shedding Substituting the nonlinear asymptotic equation into the first-order approximate solution equation to obtain a first substituted first-order approximate solution equation; The first order approximate solution equation substituted into the first step is specifically: Where A1 represents the surge amplitude, represents the surge phase, π represents the circumference of a circle, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, ε1 represents the nonlinear interference parameter of the surge equation of the surge chamber under load rejection condition, It represents the nonlinear force of surge equation of surge chamber under load rejection condition, η1=p i，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine flow rate is Q0, V y1，0 represents the water flow velocity in the diversion tunnel when the turbine flow rate is Q0; Solving the first ordinary differential equation for the first-order approximate solution equation after substitution to obtain a first ordinary differential equation, and using the first ordinary differential equation as the first sub-equation; The first ordinary differential equation is specifically: Among them, Z1 represents the surge extreme value, A l represents the surge amplitude, represents the surge phase, π represents the circumference, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 A represents the head loss in the diversion tunnel when the turbine flow rate is Q0, 1，0 represents the initial surge amplitude corresponding to the load rejection, represents the initial phase of the surge corresponding to the load rejection, t represents the time, F1 represents the large well area of ​​the surge chamber, f y1 represents the area of ​​the diversion tunnel, V y1，0 It represents the water velocity in the diversion tunnel when the turbine flow rate is Q0, h y1，0 represents the head loss of the diversion tunnel when the turbine discharge is Q0; or In response to the current working condition being load increase, the surge parameter preset under the load increase is and Will and Substituting the nonlinear asymptotic equation into the equation to obtain a nonlinear asymptotic equation; The nonlinear asymptotic equation after substitution is specifically: Among them, ε1 represents the nonlinear interference parameter of the surge equation of the surge chamber under the load increase condition, represents the simple harmonic solution of the surge chamber under the load increase condition, t represents time, m represents the number of operating units of the target hydropower station, F1 represents the large well area of ​​the surge chamber, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 Indicates the length of the connecting pipe of the surge chamber, h y1，0 represents the head loss of the diversion tunnel when the turbine flow rate is Q0, f y1 represents the area of ​​the diversion tunnel, V y1，0 represents the water flow velocity in the diversion tunnel when the turbine flow rate is Q0, represents the surge phase, A1 represents the surge amplitude, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine flow rate is Q0; Substituting the substituted nonlinear asymptotic equation into the first-order approximate solution equation to obtain a second substituted first-order approximate solution equation; The first-order approximate solution equation after the second substitution is specifically: Among them, ε1 represents the nonlinear interference parameter of the surge equation of the surge chamber under the load increase condition, represents the simple harmonic solution of the surge chamber under the load increase condition, t represents time, m represents the number of operating units of the target hydropower station, F1 represents the large well area of ​​the surge chamber, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 Indicates the length of the connecting pipe of the surge chamber, h y1，0 represents the head loss of the diversion tunnel when the turbine flow rate is Q0, f y1 represents the area of ​​the diversion tunnel, V y1，0 represents the water flow velocity in the diversion tunnel when the turbine flow rate is Q0, represents the surge phase, A1 represents the surge amplitude, η1=h pi，0 / h yi,0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine flow rate is Q0; Solving the second ordinary differential equation for the first-order approximate solution after substitution to obtain a second ordinary differential equation, and using the second ordinary differential equation as the second sub-equation; The second ordinary differential equation is specifically: in, Q0 represents the turbine flow rate, F1 represents the large well area of ​​the surge chamber, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the water diversion tunnel when the turbine discharge is Q0, π represents pi, V y1，0 A represents the water velocity in the diversion tunnel when the turbine flow rate is Q0, 1，0 represents the initial surge amplitude corresponding to the load increase, represents the initial phase of the surge corresponding to the load increase, t represents the time, Z1 represents the surge extreme value, A1 represents the surge amplitude, Indicates the surge phase.

7. The method according to claim 6, characterized in that The surge extreme value occurrence time includes the first surge extreme value occurrence time and the second surge extreme value occurrence time; The method of processing the surge extreme value with respect to time as a preset derivative value based on the surge chamber surge determination algorithm to obtain the surge extreme value occurrence time includes: In response to determining that the current operating condition is load rejection, and the derivative of the surge extreme value with respect to time is 0, the preset derivative value is 0 and substituted into the first sub-equation to obtain a first derivative value and substitute it into the equation; The first sub-equation is specifically: Among them, Z1 represents the surge extreme value, A1 represents the surge amplitude, represents the surge phase, π represents the circumference, η1=hp i，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 A represents the head loss in the diversion tunnel when the turbine flow rate is Q0, 1，0 represents the initial surge amplitude corresponding to the load rejection, represents the initial phase of the surge corresponding to the load rejection, t represents the time, F1 represents the large well area of ​​the surge chamber, f y1 represents the area of ​​the diversion tunnel, V y1，0 It represents the water velocity in the diversion tunnel when the turbine flow rate is Q0, h y1，0 It represents the head loss of the diversion tunnel when the turbine flow rate is Q0; Substituting the first derivative value into the equation is specifically: Where Z1 represents the surge extreme value, t represents the time, ω1 represents the surge equivalent period natural frequency of the surge chamber, f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 Indicates the length of the connecting pipe of the surge chamber, A 1，0 represents the initial surge amplitude corresponding to the load rejection, represents the initial phase of the surge corresponding to the load rejection, π represents pi, F1 represents the large well area of ​​the surge chamber, f y1 represents the area of ​​the diversion tunnel, V y1，0 It represents the water velocity in the diversion tunnel when the turbine flow rate is Q0, h y1，0 It represents the head loss of the water diversion tunnel when the turbine flow rate is Q0, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine flow rate is Q0; Substituting the first derivative value into the equation for simplification, obtaining the first surge chamber surge extreme value occurrence time equation, and solving the first surge chamber surge extreme value occurrence time equation to obtain the first surge extreme value occurrence time; The first surge chamber surge extreme value occurrence time equation is specifically: in, ω1 represents the surge equivalent period natural frequency of the surge chamber, f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, t represents the time, A 1，0 represents the initial surge amplitude corresponding to the load rejection, represents the initial phase of the surge corresponding to the load rejection, π represents the circumference of a circle, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine flow rate is Q0; or In response to determining that the current operating condition is load increase and the derivative of the surge extreme value with respect to time is 0, the preset derivative value of 0 is substituted into the second sub-equation to obtain a second derivative value which is substituted into the equation; The second sub-equation is specifically: in, Q0 represents the turbine flow rate, F1 represents the large well area of ​​the surge chamber, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, η1=h pi，0 / h i，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the water diversion tunnel when the turbine discharge is Q0, π represents pi, V y1，0 A represents the water velocity in the diversion tunnel when the turbine flow rate is Q0, 1，0 represents the initial surge amplitude corresponding to the load increase, represents the initial phase of the surge corresponding to the load increase, t represents the time, Z1 represents the surge extreme value, A1 represents the surge amplitude, Indicates the surge phase; Substituting the second derivative value into the equation is specifically: Where Z1 represents the surge extreme value, t represents the time, Q0 represents the turbine flow rate, F1 represents the large well area of ​​the surge chamber, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine flow rate is Q0, V y1，0 A represents the water velocity in the diversion tunnel when the turbine flow rate is Q0, 1，0 represents the initial surge amplitude corresponding to the load increase, represents the initial phase of the surge corresponding to the load increase; Substituting the second derivative value into the equation for simplification, obtaining the second surge chamber surge extreme value occurrence time equation, and solving the second surge chamber surge extreme value occurrence time equation to obtain the second surge extreme value occurrence time; The second surge chamber surge extreme value occurrence time equation is specifically: Where t represents time, A 1，0 represents the initial surge amplitude corresponding to the load increase, represents the initial phase of the surge corresponding to the load increase, Q0 represents the turbine flow rate, F1 represents the large well area of ​​the surge chamber, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the diversion tunnel when the turbine flow rate is Q0, V y1，0 It represents the water flow velocity in the diversion tunnel when the turbine reference flow is Q0.

8. The method according to claim 7, characterized in that The initial surge parameters include an initial surge amplitude and an initial surge phase, and the surge extreme values ​​include a first surge extreme value and a second surge extreme value; The determining of the initial surge parameters corresponding to the current working condition, using the surge extreme value occurrence time and the initial surge parameters to process through the surge determination algorithm of the surge chamber to obtain the surge extreme value, comprises: In response to the current operating condition being load shedding, substituting the surge initial amplitude corresponding to the load shedding, the surge initial phase corresponding to the load shedding, and the first surge extreme value occurrence time into the first sub-equation to obtain the first surge extreme value; The initial surge amplitude A corresponding to the load rejection 1，0 Specifically: Wherein, k represents the number of operating units of the target hydropower station, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 Represents the length of the connecting pipe of the surge chamber, V y1，0 It represents the water velocity in the diversion tunnel when the turbine flow rate is Q0, h y1，0 It represents the head loss in the diversion tunnel when the turbine flow rate is Q0; The initial phase of the surge corresponding to the load rejection Specifically: Wherein, k represents the number of operating units of the target hydropower station, h y1，0 A represents the head loss in the diversion tunnel when the turbine flow rate is Q0. 1，0 represents the initial surge amplitude corresponding to the load rejection, i = 0, 1, 2, 3, ..., so that is the fourth quadrant angle, π represents pi; The first sub-equation is specifically: Among them, Z1 represents the surge extreme value, A1 represents the surge amplitude, represents the surge phase, π represents the circumference, η1=h i，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 A represents the head loss in the diversion tunnel when the turbine flow rate is Q0, 1，0 represents the initial surge amplitude corresponding to the load rejection, represents the initial phase of the surge corresponding to the load shedding, t represents the time, F1 represents the large well area of ​​the surge chamber, f y1 represents the area of ​​the diversion tunnel, V y1，0 It represents the water velocity in the diversion tunnel when the turbine flow rate is Q0, h y1，0 represents the head loss of the diversion tunnel when the turbine discharge is Q0; or In response to the current working condition being an increased load, substituting the surge initial amplitude corresponding to the increased load, the surge initial phase corresponding to the increased load, and the second surge extreme value occurrence time into the second sub-equation to obtain the second surge extreme value; The initial surge amplitude A corresponding to the increased load 1，0 Specifically: Wherein, m represents the current number of operating units of the target hydropower station, n represents the original number of operating units of the target hydropower station, and h y1，0 represents the head loss of the diversion tunnel when the turbine flow rate is Q0, f y1 represents the area of ​​the diversion tunnel, V y1，0 represents the water flow velocity in the water diversion tunnel when the turbine flow rate is Q0, F1 represents the large well area of ​​the surge chamber, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 Indicates the length of the connecting pipe of the surge chamber; The surge initial phase corresponding to the load increase Specifically: Wherein, m represents the current number of operating units of the target hydropower station, n represents the original number of operating units of the target hydropower station, and h y1，0 A represents the head loss of the diversion tunnel when the turbine flow rate is Q0. 1，0 represents the initial surge amplitude corresponding to the load increase; The second sub-equation is specifically: in, Q0 represents the turbine flow rate, F1 represents the large well area of ​​the surge chamber, ω1 represents the surge equivalent period natural frequency of the surge chamber, g represents the gravitational acceleration, F1 represents the large well area of ​​the surge chamber, and f y1 represents the area of ​​the diversion tunnel, f p1 Indicates the connecting pipe area of ​​the surge chamber, L y1 represents the length of the diversion tunnel, L p1 represents the length of the connecting pipe of the surge chamber, η1=h pi，0 / h yi，0 ,h pi，0 It represents the head loss generated by the surge chamber when the turbine flow rate is Q0, h yi，0 represents the head loss in the water diversion tunnel when the turbine discharge is Q0, π represents pi, V y1，0 A represents the water velocity in the diversion tunnel when the turbine flow rate is Q0, 1，0 represents the initial surge amplitude corresponding to the load increase, represents the initial phase of the surge corresponding to the load increase, t represents the time, Z1 represents the surge extreme value, A1 represents the surge amplitude, Indicates the surge phase.

9. A device for determining the height of a surge chamber in a hydropower station, characterized in that: include: a head loss determination module configured to determine the head loss of a surge tank of a target hydropower station, and to determine; a fusion processing module configured to obtain flow data in the pressure pipe main corresponding to the current operating condition of the target hydropower station, and to obtain a surge determination algorithm for the pressure pipe main by processing the flow data through a surge fusion algorithm for the pressure pipe main based on the head loss of the pressure pipe chamber, the head loss of the water diversion tunnel, and the flow data in the pressure pipe main; A time determination module is configured to process the surge extreme value with respect to time based on the surge chamber surge determination algorithm according to a preset derivative value, so as to obtain the surge extreme value occurrence time; The height determination module is configured to determine the initial surge parameters corresponding to the current working conditions, use the surge extreme value occurrence time and the initial surge parameters to process through the surge determination algorithm of the surge chamber to obtain the surge extreme value, and determine the height of the surge chamber according to the surge extreme value.

10. An electronic device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that: When the processor executes the program, the method according to any one of claims 1 to 8 is implemented.

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