A cloud computing-based remote detection system for water conservancy facilities

Abstract

The application discloses a kind of water conservancy facilities remote detection systems based on cloud computing, it is related to water conservancy engineering technical field, the acceleration of acquisition water conservancy facilities preset node, water level condition data and water conservancy facilities quality parameter, the water level condition data is analyzed, obtains the dynamic water pressure matrix under preset water level working condition, according to the dynamic water pressure matrix calculation fluid additional mass parameter, acceleration is carried out spectrum analysis, extract fundamental frequency frequency, and calculate mode shape transfer rate, based on the fundamental frequency frequency, fluid additional mass parameter and water conservancy facilities quality parameter, calculate total stiffness parameter, based on mode shape transfer rate, obtain stiffness decoupling coefficient, total stiffness is decoupled as foundation restraint stiffness and structure intrinsic stiffness, according to structure intrinsic stiffness parameter and foundation restraint stiffness parameter, determine the physical damage state of structure ontology and foundation operating state, under complex working condition, the influence of decoupling fluid additional mass and foundation effect is improved structure health state identification accuracy.

Description

Technical Field

[0001] This invention relates to the field of water conservancy engineering technology, and in particular to a cloud computing-based remote monitoring system for water conservancy facilities. Background Technology

[0002] Currently, Chinese invention patent application number 202510545374.X discloses an intelligent monitoring method and system for water conservancy facilities based on the Internet of Things (IoT). This method involves deploying sensors to collect real-time operational status data of water conservancy facilities, transmitting the data to the application service layer using IoT communication technology, and storing, processing, and analyzing the collected data based on cloud computing and big data technologies. This enables safety monitoring, early warning, and assessment of water conservancy facilities. However, this technology has the following shortcomings: It is ill-suited for complex and variable environmental conditions, such as water conservancy facilities often operating under conditions of drastic water level fluctuations, wave impacts, or interference from ship navigation. Furthermore, the foundation of these facilities may be affected by seasonal changes or fluctuations in groundwater levels. Nonlinear settlement or stiffness changes can occur, and traditional monitoring methods often struggle to effectively distinguish between interference signals from environmental factors and genuine signals caused by physical damage to the structure itself. Water level changes and wave action can produce significant fluid-added mass effects, leading to a decrease in the structure's natural frequency. Furthermore, softening or stiffness changes in the foundation can cause a shift in the overall frequency of the structural system. If the monitoring system cannot accurately quantify and isolate these environmental interference factors, and relies solely on the measured overall structural response to assess the structural health status, it is highly likely that normal fluctuations caused by environmental factors will be misjudged as structural damage, resulting in a high false alarm rate and unreliable assessment results. This makes it difficult to meet the needs of precise health monitoring of hydraulic facilities under complex operating conditions. Summary of the Invention

[0003] The technical problem solved by this invention is that existing remote monitoring systems for water conservancy facilities suffer from low accuracy and high false alarm rates in complex operating conditions such as water level fluctuations and changes in foundation characteristics because they cannot decouple the effects of fluid-added mass and foundation effects.

[0004] To solve the above-mentioned technical problems, the present invention provides the following technical solution: a cloud computing-based remote monitoring system for water conservancy facilities, comprising a sensing module, an analysis module, and an evaluation module;

[0005] The sensing module is used to collect acceleration, water level conditions, and water conservancy facility quality parameters at preset nodes of the water conservancy facility.

[0006] The analysis module is used to analyze the water level condition data, obtain the hydrodynamic pressure matrix under the preset water level conditions, calculate the fluid additional mass parameters based on the hydrodynamic pressure matrix, perform spectral analysis on the acceleration, extract the fundamental frequency, and calculate the mode transmissibility.

[0007] The evaluation module is used to calculate the total stiffness parameter based on the fundamental frequency, fluid-added mass parameter and hydraulic facility mass parameter, obtain the stiffness decoupling coefficient based on the mode transmissibility, decouple the total stiffness into foundation constraint stiffness and structural intrinsic stiffness, and determine the physical damage state of the structure and the foundation operation state based on the structural intrinsic stiffness parameter and foundation constraint stiffness parameter.

[0008] Preferably, the sensing module is used to collect acceleration, water level conditions, and water conservancy facility quality parameters at preset nodes of the water conservancy facility;

[0009] The acceleration of the preset nodes of the water conservancy facility is collected by an array of acceleration sensors;

[0010] The water level condition data is collected by a distributed liquid level sensor array, and the water level condition data includes real-time static water level height, wave amplitude and water surface fluctuation frequency.

[0011] Based on the real-time still water level height, wave amplitude, and water surface fluctuation frequency, a real-time water level spatiotemporal matrix is ​​constructed. ;

[0012] The pre-set nodes of the water conservancy facilities include structural vibration monitoring nodes and hydraulic boundary monitoring nodes;

[0013] The structural vibration monitoring nodes are arranged in layers along the preset height spacing of the water conservancy facility. The structural vibration monitoring nodes include the top monitoring node, the bottom monitoring node, and the middle monitoring node of the water conservancy facility.

[0014] The hydraulic boundary monitoring nodes are arrayed along the contact surface between the hydraulic facility and the water body according to preset longitudinal and transverse spacing.

[0015] Preferably, the analysis module includes a fluid-structure interaction analysis unit and a foundation effect decoupling unit;

[0016] The fluid-structure interaction analysis unit is used to obtain the dynamic water pressure matrix under the preset water level conditions based on the water level condition data, and to obtain the fluid additional mass parameters through the dynamic water pressure matrix.

[0017] The foundation effect decoupling unit is used to perform spectral analysis on the acceleration, extract the fundamental frequency, and calculate the mode shape transmissibility.

[0018] Preferably, the fluid-structure interaction analysis unit includes:

[0019] Assuming the fluid is incompressible and irrotational, and its motion follows Laplace's equations, the mathematical expression is:

[0020] ;

[0021] in, For the preset Laplace operator, Let be the fluid velocity potential function;

[0022] The free surface boundary conditions are defined using the real-time water level spatiotemporal matrix, and the mathematical expression for the free surface boundary conditions is as follows:

[0023] ;

[0024] in, It is the acceleration due to gravity. This is a real-time water level spatiotemporal matrix. These are the position coordinates of the free surface boundary along the direction of water flow. The coordinates of the free surface boundary along the direction perpendicular to the water flow are: For time;

[0025] Based on the free liquid surface boundary conditions, the distribution of the fluid velocity potential function is obtained by solving the Laplace equation.

[0026] The free liquid surface boundary includes the water surface inside the lock chamber, the water surface in the reservoir area, and the water surface in the waterway affected by waves.

[0027] Based on the fluid velocity potential function distribution, the hydrodynamic pressure at the hydraulic boundary monitoring node is calculated using the linearized Bernoulli equation. The mathematical expression is as follows:

[0028] ;

[0029] in, For dynamic water pressure, For water density, This is the fluid velocity potential function at the hydraulic boundary monitoring node;

[0030] The hydraulic boundary monitoring nodes and their corresponding dynamic water pressures are combined and output as node pressure vector features, and all node pressure vector features are combined into a dynamic water pressure set.

[0031] Preferably, the node pressure vector features corresponding to all hydraulic boundary monitoring nodes located on the fluid-structure interaction interface in the dynamic water pressure set are extracted, and the extracted node pressure vector features are combined and output as a dynamic water pressure matrix;

[0032] The fluid-structure interaction interface includes the surface of the water-retaining structure of the hydraulic facility, the surface of the bottom plate of the hydraulic facility structure, and the surface of the side wall of the hydraulic facility structure.

[0033] Map the spatial location of the node corresponding to the node pressure vector feature to the coordinates of the fluid-structure interaction interface. At a fluid-structure interaction interface with a preset time, a surface integral operation is performed on the hydrodynamic pressure matrix to obtain the total hydrodynamic force vector. The mathematical expression for the surface integral operation is:

[0034] ;

[0035] in, The vector of the total resultant force of dynamic water acting on the water conservancy facility at a preset time. Points on the fluid-structure interaction interface The unit normal vector pointing into the fluid. The coordinates of a preset point on the fluid-structure interaction interface along the direction of water flow are given. The coordinates of a preset point on the fluid-structure interaction interface along the direction perpendicular to the water flow are given. The elevation coordinates of a preset point on the fluid-structure interaction interface. It is a fluid-structure interaction interface. This is the dynamic water pressure matrix;

[0036] Using a preset extraction operator, the preset time is... The total resultant force vector of the moving water within the fluid is extracted using dynamic features based on a time series to obtain the fluid's added mass parameters. The mathematical expression for the extraction is:

[0037] ;

[0038] in, Add mass parameters to the fluid. For the preset extraction operator, for The vector of the total resultant force of the dynamic water over time. for The vector of the total resultant force of the dynamic water over time. for The vector of the total resultant force of the dynamic water over time.

[0039] Preferably, the foundation effect decoupling unit comprises:

[0040] Fourier transforms are performed on the accelerations of the top monitoring node and the bottom monitoring node respectively to obtain the top frequency domain spectrum sequence and the bottom frequency domain spectrum sequence;

[0041] Peak search is performed on the top frequency domain spectrum sequence to extract a preset frequency point as the fundamental frequency;

[0042] The amplitude of the spectral peak at the fundamental frequency of the top frequency domain spectrum sequence is extracted and defined as the amplitude of the top monitoring node.

[0043] The amplitude of the spectral peak at the fundamental frequency of the bottom frequency domain spectrum sequence is extracted and defined as the amplitude of the bottom monitoring node.

[0044] The ratio of the amplitude of the top monitoring node to that of the bottom monitoring node is calculated and output as the modal transmissibility. The mathematical expression is as follows:

[0045] ;

[0046] in, For modal transmissivity, The amplitude of the top monitoring node. This represents the amplitude of the bottom monitoring node.

[0047] Preferably, the evaluation module includes:

[0048] Based on the fundamental frequency, fluid-added mass parameters, and hydraulic facility structural mass parameters, the total stiffness is calculated using the following mathematical expression:

[0049] ;

[0050] in, For total stiffness, The fundamental frequency is... For the quality parameters of water conservancy facilities, Add mass parameters to the fluid.

[0051] Preferably, the constructed modal stiffness mapping architecture obtains the corresponding stiffness decoupling coefficients, specifically including:

[0052] A three-dimensional solid model was established based on the design parameters of the hydraulic facility using the finite element numerical simulation method, and the structural stiffness and foundation constraint stiffness were set.

[0053] The design parameters include geometric parameters, structural material physical parameters, and foundation environment parameters;

[0054] The stiffness of the structure body is discretized according to a first preset step size;

[0055] The foundation constraint stiffness is discretized according to a second preset step size;

[0056] By iterating through all discrete combinations of the structural body stiffness and foundation constraint stiffness, modal analysis is performed on the three-dimensional solid model. The theoretical mode transmissibility corresponding to each discrete combination is calculated. The theoretical mode transmissibility is the ratio of the amplitude of the top monitoring node to the amplitude of the bottom monitoring node of the three-dimensional solid model. The theoretical stiffness decoupling coefficient corresponding to each discrete combination is calculated. The mathematical expression of the theoretical stiffness decoupling coefficient is as follows:

[0057] ;

[0058] in, The theoretical stiffness decoupling coefficient is... For structural stiffness, For foundation constraint stiffness;

[0059] Using the theoretical mode transmissibility as the independent variable and the theoretical stiffness decoupling coefficient as the dependent variable, a mapping relationship is established using polynomial surface fitting technology to generate a mode stiffness mapping architecture.

[0060] The modal transmissivity is input into the mapping relationship of the modal stiffness mapping architecture, and the stiffness decoupling coefficient corresponding to the theoretical modal transmissivity is obtained through interpolation calculation.

[0061] The intrinsic stiffness of the structure is calculated based on the total system stiffness and stiffness decoupling coefficient. The mathematical expression is as follows:

[0062] ;

[0063] in, For the intrinsic stiffness of the structure, The stiffness decoupling coefficient is... ;

[0064] The stiffness decoupling coefficient characterizes the ratio of the structural body stiffness to the total stiffness.

[0065] Based on the total stiffness and the intrinsic stiffness of the structure, the foundation constraint stiffness is calculated using the following mathematical expression:

[0066] ;

[0067] in, This refers to the foundation constraint stiffness.

[0068] Preferably, the physical damage state of the structure and the operating state of the foundation are determined based on the intrinsic stiffness parameters of the structure and the foundation constraint stiffness parameters, specifically including:

[0069] Construct a dual health benchmark, which includes an initial benchmark and a dynamic benchmark;

[0070] Based on the intrinsic stiffness of the structure, the dynamic reference of the hydraulic facility structure is calculated, and the mathematical expression is as follows:

[0071] ;

[0072] in, for Dynamic benchmarks for water conservancy facility structures at any given time. The length of the sliding window. for The intrinsic stiffness of the structure at time t, This refers to the time lag.

[0073] The drop in the intrinsic stiffness of the real-time structure relative to the dynamic reference within the first unit time is calculated to obtain the first drop amplitude.

[0074] The drop in the intrinsic stiffness of the real-time structure relative to the initial reference is calculated in the second unit time to obtain the second drop magnitude.

[0075] Calculate the rate of change of foundation constraint stiffness over a preset time period to obtain the rate of change of foundation constraint stiffness;

[0076] When the first drop amplitude is greater than the first preset threshold and the rate of change of mode transmissibility is less than the preset stability threshold, a sudden structural damage warning is generated.

[0077] When the second drop exceeds the second preset threshold, a structural aging warning is generated.

[0078] When the fundamental frequency decreases and the rate of change of mode transmissibility is greater than a preset stability threshold, and the rate of change of foundation constraint stiffness is greater than a preset foundation safety threshold, a foundation stability warning is generated.

[0079] The beneficial effects of this invention are as follows: By analyzing real-time water level data to calculate the dynamic water pressure matrix, the fluid-added mass parameters are accurately quantified and dynamic mass compensation is performed, effectively eliminating the influence of water body inertia effect on structural vibration frequency. This solves the technical problem in existing technologies where the inability to decouple fluid-added mass effect leads to misjudging frequency drift caused by water level changes as structural damage. By using acceleration spectrum analysis to calculate mode shape transmissibility and stiffness decoupling coefficient, the total stiffness is decoupled into foundation constraint stiffness and structural intrinsic stiffness, enabling independent identification of foundation operating state. This solves the technical problem in existing technologies where the inability to decouple foundation effect leads to the inability to distinguish between foundation loosening and structural damage. By constructing structural intrinsic stiffness that only reflects the true state of the structural body as the judgment basis, the multi-source interference caused by water level fluctuations and foundation characteristic changes is effectively overcome, achieving accurate judgment of the physical damage state of hydraulic facilities. Attached Figure Description

[0080] Figure 1 This is a basic flowchart of a cloud computing-based remote monitoring system for water conservancy facilities, provided as an embodiment of the present invention. Detailed Implementation

[0081] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, the specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments.

[0082] Example, refer to Figure 1This paper presents a cloud-based remote monitoring system for water conservancy facilities, which includes a sensing module, an analysis module, and an evaluation module.

[0083] The sensing module is used to collect data on acceleration, water level conditions, and quality parameters of water conservancy facilities at preset nodes.

[0084] The analysis module is used to analyze water level condition data, obtain the dynamic water pressure matrix under the preset water level conditions, calculate the fluid additional mass parameters based on the dynamic water pressure matrix, perform spectral analysis on the acceleration, extract the fundamental frequency, and calculate the mode transmissibility.

[0085] The evaluation module is used to calculate the total stiffness parameter based on the fundamental frequency, fluid-added mass parameters, and hydraulic facility mass parameters. Based on the mode shape transferability, it obtains the stiffness decoupling coefficient, decouples the total stiffness into foundation constraint stiffness and structural intrinsic stiffness, and determines the physical damage state of the structure and the operating state of the foundation based on the structural intrinsic stiffness parameter and the foundation constraint stiffness parameter.

[0086] This invention calculates the hydrodynamic pressure matrix by analyzing real-time water level data, accurately quantifies the fluid-added mass parameters, and performs dynamic mass compensation. This effectively eliminates the influence of water inertial effects on structural vibration frequencies, solving the technical problem in existing technologies where frequency drift caused by water level changes is misjudged as structural damage due to the inability to decouple fluid-added mass effects. By using acceleration spectrum analysis to calculate mode shape transmissibility and stiffness decoupling coefficients, the total stiffness is decoupled into foundation constraint stiffness and structural intrinsic stiffness, enabling independent identification of the foundation's operating state. This solves the technical problem in existing technologies where the inability to decouple foundation effects leads to the inability to distinguish between foundation loosening and structural damage. By constructing a structural intrinsic stiffness that only reflects the true state of the structure as the criterion, this invention effectively overcomes multi-source interference caused by water level fluctuations and changes in foundation characteristics, achieving accurate determination of the physical damage state of hydraulic facilities.

[0087] In practice, the sensing module is used to collect data on the acceleration, water level conditions, and quality parameters of the water conservancy facilities at preset nodes.

[0088] It should be noted that hydraulic facilities include lock structures, dam structures, and dike structures. Pre-defined nodes are key stress points and modally sensitive points identified during the structural design phase or in the safety monitoring plan of the hydraulic facilities. For dam structures, pre-defined nodes are arranged every 10 to 20 meters along the dam axis, specifically in sections according to the dam length. On each monitoring section, measuring points are arranged vertically at the dam crest, dam center, and dam base.

[0089] Acceleration of preset nodes in water conservancy facilities is collected using an array of accelerometer sensors.

[0090] Water level condition data is collected through a distributed liquid level sensor array, including real-time static water level height, wave amplitude, and water surface fluctuation frequency.

[0091] Construct a spatiotemporal matrix of real-time water level based on real-time still water level height, wave amplitude, and water surface fluctuation frequency. Specifically, it includes:

[0092] Obtain the installation position coordinates of each sensor in the distributed liquid level sensor array in the global coordinate system, and set them as follows: One physical monitoring point, The set of coordinates of a physical monitoring point is defined as a physical monitoring point array. This forms the spatial reference for the subsequent construction of the real-time water level height spatiotemporal matrix.

[0093] right Hydrological feature components were extracted from the real-time still water level height, wave amplitude, and water surface fluctuation frequency of each physical monitoring point, specifically including:

[0094] Will scalar value of real-time static water level at each physical monitoring point Arranged in chronological order, the static water level feature vector is obtained. .

[0095] Will scalar value of wave amplitude at each physical monitoring point Arranged in chronological order, the wave amplitude feature vector is obtained. The wave amplitude feature vector represents the spatial non-uniformity of wave energy distribution on the real water surface.

[0096] Based on the frequency of water surface fluctuations, combined with time and the direction of wave propagation The actual spatial location of each physical monitoring point Geometric relationships to calculate actual spatial position exist Instantaneous fluctuation phase angle at time ,Will Instantaneous fluctuation phase angle of each physical monitoring point Arranged in chronological order, the wave phase eigenvectors are obtained. The wave amplitude eigenvector represents the spatial non-uniformity of wave energy distribution on the real water surface.

[0097] The still water level feature vector, wave amplitude feature vector, and wave phase feature vector are combined to construct... Physical spatial water surface composite feature matrix at time The physical space water surface composite feature matrix is ​​a... The matrix, where each row corresponds to a physical monitoring point in the global coordinate system. .

[0098] Based on the physical space water surface composite feature matrix ,calculate The instantaneous absolute water level height vector at the nth physical monitoring point, for the nth Instantaneous water level height vector at each physical monitoring point The mathematical expression is:

[0099] ;

[0100] in, For the first Instantaneous water level height vector at each physical monitoring point For the first static water level feature vector of each physical monitoring point For the first Wave amplitude feature vectors at each physical monitoring point For the first The fluctuation phase characteristic vector of each physical monitoring point.

[0101] Will The instantaneous water level height vectors of each physical monitoring point are combined to form a real-time water level height spatiotemporal matrix. .

[0102] The pre-set nodes for water conservancy facilities include structural vibration monitoring nodes and hydraulic boundary monitoring nodes.

[0103] The structural vibration monitoring nodes are arranged in layers along the preset height spacing of the water conservancy facility. The structural vibration monitoring nodes include the top monitoring node, the bottom monitoring node, and the middle monitoring node of the water conservancy facility.

[0104] It should be noted that the top monitoring node is the measuring point located on the dam crest road surface or the top of the gate pier, while the bottom monitoring node is the measuring point located on the bottom slab of the foundation gallery or the dam heel.

[0105] The hydraulic boundary monitoring nodes are arrayed along the contact surface between the hydraulic facility and the water body according to the preset longitudinal and transverse spacing.

[0106] It should be noted that the preset longitudinal and lateral spacing are set based on the minimum wavelength of water waves appearing in the target monitoring area to prevent spatial overlap and ensure that wave patterns can be captured. Specifically, when implementing this invention, technicians should first assess the minimum wavelength of the target in the monitoring environment, which is determined based on common wind and wave characteristics. The preset longitudinal and lateral spacing are set to be less than one-quarter of the minimum wavelength of the target. For example, if the minimum wavelength of the target being monitored is 8 meters, then the preset longitudinal and lateral spacing should be set to less than 2 meters. The longitudinal and lateral spacing determined in this way ensures that the sensor array effectively acquires the high-fidelity data required to construct the real-time water level and height spatiotemporal matrix.

[0107] The water level data in this invention is not merely a single water level value, but a spatiotemporal matrix encompassing real-time still water level height, wave amplitude, and fluctuation frequency characteristics. This spatiotemporal matrix can accurately describe the instantaneous free surface change field of the water body caused by wind, waves, or ship navigation.

[0108] In practice, the analysis module includes a fluid-structure interaction analysis unit and a foundation effect decoupling unit.

[0109] The fluid-structure interaction analysis unit is used to obtain the dynamic water pressure matrix under the preset water level conditions based on water level data, and to obtain the fluid additional mass parameters through the dynamic water pressure matrix.

[0110] It should be noted that the preset water level conditions include conventional hydrological scenarios and dynamic combined hydrological scenarios. The conventional hydrological scenario is the still water level, while the dynamic combined hydrological scenario superimposes wave amplitude characteristics and water surface fluctuation frequency characteristics onto the still water level.

[0111] The main task of the fluid-structure interaction analysis unit in this invention is to accurately simulate and calculate the dynamic pressure exerted by water on the surface of hydraulic structures when facing complex hydrodynamic environments. Based on real-time monitoring data and considering dynamic factors, the calculated fluid-added mass under complex operating conditions is accurate, solving the technical problems of low accuracy and high false alarm rate in identifying structural health status.

[0112] The foundation effect decoupling unit is used to perform spectral analysis on acceleration, extract the fundamental frequency, and calculate the mode transmissibility.

[0113] The core task of the foundation effect decoupling unit in this invention is to separate and quantify the foundation from the complex total vibration response of the structure. The foundation includes the contribution of soil and rock to the support stiffness of the hydraulic facilities. Due to the large size of the hydraulic facilities, the interaction between the hydraulic facilities and the foundation is usually significantly reflected in the low-frequency and long-period vibration characteristics. Accurately identifying the equivalent stiffness parameters of the foundation can avoid misjudging foundation changes as structural damage.

[0114] In specific implementation, the fluid-structure interaction analysis unit includes:

[0115] Assuming the fluid is incompressible and irrotational, and its motion follows Laplace's equations, the mathematical expression is:

[0116] ;

[0117] in, For the preset Laplace operator, Let be the fluid velocity potential function.

[0118] It should be noted that the preset Laplace operator is used to describe the degree of non-uniformity in the spatial distribution of the physical field. The preset Laplace operator measures the difference between the pressure value at a preset location and the average pressure value in the surrounding neighborhood. In this embodiment, the preset Laplace operator represents the spatial rate of change of pressure. Based on the spatial imbalance, the pressure wave is driven to propagate in all directions.

[0119] The free surface boundary conditions are defined using the real-time water level height spatiotemporal matrix. The mathematical expression for the free surface boundary conditions is as follows:

[0120] ;

[0121] in, It is the acceleration due to gravity. This is a real-time water level spatiotemporal matrix. These are the position coordinates of the free surface boundary along the direction of water flow. The coordinates of the free surface boundary along the direction perpendicular to the water flow are: For time.

[0122] Based on the free surface boundary conditions, the distribution of the fluid velocity potential function is obtained by solving the Laplace equation.

[0123] The free surface boundary includes the water surface inside the lock chamber, the water surface in the reservoir area, and the water surface in the waterway affected by waves.

[0124] Based on the fluid velocity potential function distribution, the hydrodynamic pressure at the hydraulic boundary monitoring node is calculated using the linearized Bernoulli equation. The mathematical expression is as follows:

[0125] ;

[0126] in, For dynamic water pressure, For water density, This is the fluid velocity potential function at the hydraulic boundary monitoring node.

[0127] The hydraulic boundary monitoring nodes and their corresponding dynamic water pressures are combined and output as node pressure vector features, and all node pressure vector features are combined into a dynamic water pressure set.

[0128] In this invention, when a ship passes by, generating ship waves or encountering wind and waves, the wave amplitude and water surface undulation frequency change. The pressure constraint conditions at the free surface boundary are updated in real time using this changing data, simulating a transient sloshing wave height consistent with the actual situation. The real-time water level height spatiotemporal matrix is ​​a three-dimensional dataset that accurately records the coordinates of any planar point on the free surface boundary at any given time. The instantaneous absolute elevation of the water level is equivalent to reconstructing the undulating water surface in the real world in the digital world. The real-time water level and elevation spatiotemporal matrix skips the theoretical assumptions about complex wave spectra and drives the simulation with objective measured data, which is closer to engineering practice.

[0129] This invention utilizes a real-time water level height spatiotemporal matrix to dynamically update the pressure constraint conditions of the free liquid surface boundary, enabling the real-time reproduction of the hydrodynamic environment on-site in the cloud, ensuring the timeliness and relevance of monitoring and analysis, and achieving dynamic monitoring.

[0130] In practice, the node pressure vector features corresponding to all hydraulic boundary monitoring nodes located on the fluid-structure interaction interface in the dynamic water pressure set are extracted, and the extracted node pressure vector features are combined and output as a dynamic water pressure matrix.

[0131] The fluid-structure interaction interface includes the surface of the water-retaining structure of the hydraulic facility, the surface of the bottom plate of the hydraulic facility structure, and the surface of the side wall of the hydraulic facility structure.

[0132] It should be noted that the elevation positions of the water-retaining structure surface, the water-retaining structure surface, and the side wall surface of the water conservancy facility are less than the instantaneous free liquid surface elevation determined by the real-time water level height spatiotemporal matrix.

[0133] Mapping the spatial location of nodes corresponding to the nodal pressure vector features to the coordinates of the fluid-structure interaction interface. At a fluid-structure interaction interface with a preset time, a surface integral operation is performed on the hydrodynamic pressure matrix to obtain the total hydrodynamic force vector. The mathematical expression for the surface integral operation is:

[0134] ;

[0135] in, The vector of the total resultant force of dynamic water acting on the water conservancy facility at a preset time. Points on the fluid-structure interaction interface The unit normal vector pointing into the fluid. The coordinates of a preset point on the fluid-structure interaction interface along the direction of water flow are given. The coordinates of a preset point on the fluid-structure interaction interface along the direction perpendicular to the water flow are given. The elevation coordinates of a preset point on the fluid-structure interaction interface. It is a fluid-structure interaction interface. This is the dynamic water pressure matrix.

[0136] Using a preset extraction operator, the preset time is... The total resultant force vector of the dynamic water within the fluid is extracted using dynamic characteristics based on a time series, yielding the fluid's added mass parameters. The extracted mathematical expression is:

[0137] ;

[0138] in, Add mass parameters to the fluid. For the preset extraction operator, for The vector of the total resultant force of the dynamic water over time. for The vector of the total resultant force of the dynamic water over time. for The vector of the total resultant force of the dynamic water over time.

[0139] It should be noted that the preset extraction operator is used to perform dynamic equivalent analysis to extract the preset time. The sequence of the total resultant force vector of the internal wave dynamic water is converted into a single scalar fluid-added mass parameter that characterizes the inertial effect of the water body. The fluid-added mass parameter is a characteristic parameter that characterizes the inertial effect of the water body.

[0140] In this embodiment, the preset extraction operator is specifically implemented as a linear regression identification algorithm based on the least squares method. The design of the preset extraction operator is based on the basic assumptions of fluid dynamics: during structural vibration, the component representing the fluid inertial effect in the total resultant force of the hydrodynamic force is proportional to the acceleration of the structural vibration. Therefore, the essence of extracting the fluid-added mass parameter is to find an optimal proportionality coefficient that minimizes the fitting error between the hydrodynamic force and the acceleration. To execute the preset extraction operator, the cloud analysis module needs to input the time series of the total resultant force vector of the hydrodynamic force and simultaneously call the vibration acceleration time series of the hydraulic facility structure at the corresponding time point. The following uses a simplified numerical example to illustrate the internal calculation process of the preset extraction operator: Select a time series containing... The time window for each sampling point is used to obtain the input sequence, the resultant force sequence of the dynamic water flow, simplified to scalar values ​​in the principal vibration direction of the structure, in kN. The corresponding structural acceleration sequence, in m / s². The preset extraction operator is based on the least squares formula. Calculations are performed to eliminate measurement noise interference and obtain the statistically optimal solution. A preset extraction operator transforms the complex input hydrodynamic time series into a single scalar value, which is the fluid-added mass parameter under the current operating condition, used for subsequent stiffness calculations.

[0141] The free surface boundary is used to accept transient pressure constraints from external inputs. This is to simulate an infinitely large body of water and prevent unrealistic reflections of calculated pressure waves at the artificially truncated boundary.

[0142] In this invention, the fluid-structure interaction analysis unit simulates the hydrodynamic pressure field caused by transient swaying wave height, providing high-fidelity basic data for subsequent accurate calculation of fluid added mass, significantly improving the simulation accuracy under complex working conditions, and better coping with complex dynamic working conditions such as ship navigation waves and irregular wind and waves.

[0143] In specific implementation, the foundation effect decoupling unit includes:

[0144] Fourier transforms are performed on the accelerations of the top and bottom monitoring nodes to obtain the top frequency domain spectrum sequence and the bottom frequency domain spectrum sequence.

[0145] Peak search is performed on the top frequency domain spectrum sequence, and a preset frequency point is extracted as the fundamental frequency.

[0146] It should be noted that the preset frequency point is the frequency corresponding to the first-order main peak in the frequency domain spectrum where the energy is most concentrated.

[0147] The amplitude of the spectral peak at the fundamental frequency of the top frequency domain spectral sequence is extracted and defined as the amplitude of the top monitoring node.

[0148] The amplitude of the spectral peak at the fundamental frequency of the bottom frequency domain spectral sequence is extracted and defined as the amplitude of the bottom monitoring node.

[0149] In practice, the ratio of the amplitude of the top monitoring node to the amplitude of the bottom monitoring node is calculated and output as the modal transmissibility. The mathematical expression is as follows:

[0150] ;

[0151] in, For modal transmissivity, The amplitude of the top monitoring node. This represents the amplitude of the bottom monitoring node.

[0152] In practice, the evaluation module includes:

[0153] Based on the fundamental frequency, fluid-added mass parameters, and hydraulic facility structural mass parameters, the total stiffness is calculated using the following mathematical expression:

[0154] ;

[0155] in, For total stiffness, The fundamental frequency. For the quality parameters of water conservancy facilities, Add mass parameters to the fluid.

[0156] This invention compensates for the impact of real-time changing fluid-added mass parameters, ensuring that the calculated total stiffness parameter does not undergo spurious changes due to apparent frequency drift caused by water level fluctuations. Dynamic mass compensation is achieved through total stiffness parameter inversion, aiming to eliminate the influence of mass fluctuations caused by water level changes on the frequency. Based on fundamental principles of structural dynamics, the vibration frequency of a structure depends not only on its stiffness but also on its total mass, including added mass. By substituting the hydraulic facility mass parameters, fluid-added mass parameters, and fundamental frequency into a mathematical expression, the total stiffness parameter under the influence of foundation elasticity and water body in the current state is calculated.

[0157] In practical implementation, the stiffness decoupling coefficient is obtained based on the modal transmissibility, specifically including:

[0158] A three-dimensional solid model was established based on the design parameters of the hydraulic facility using the finite element numerical simulation method, and the structural stiffness and foundation constraint stiffness were set.

[0159] Design parameters include geometric parameters, physical parameters of structural materials, and foundation environment parameters.

[0160] It should be noted that the geometric structural parameters include the dam section length of the water-retaining structure of the hydraulic facility, the elevation of the dam crest and dam bottom, the upstream and downstream dam slopes, the clearance dimensions of the foundation gallery and the inspection gallery, which are used to ensure that the model's mass distribution is consistent with the actual structure.

[0161] The physical parameters of the structural materials include the mass density, design Poisson's ratio, and reference elastic modulus of the structural materials, with the reference elastic modulus serving as the scanning center value for subsequently setting the stiffness of the structural body.

[0162] The foundation environmental parameters include the geological classification of the dam foundation rock mass, the benchmark deformation modulus of the rock mass, and the spatial cutoff range of the simulated foundation, which are used to determine the initial subgrade coefficient of the foundation constraint stiffness.

[0163] It should be noted that the finite element numerical simulation method is the block Lanzos method.

[0164] The structural stiffness is discretized in 5% increments within the range of 50% to 120% of the design elastic modulus.

[0165] The foundation constraint stiffness is discretized in 10% increments within the range of 10% to 150% of the foundation design subgrade coefficient.

[0166] By iterating through all discrete combinations of structural stiffness and foundation constraint stiffness, modal analysis is performed on the 3D solid model. The theoretical mode transmissibility for each combination is calculated. The theoretical mode transmissibility is the ratio of the amplitude of the top monitoring node to the amplitude of the bottom monitoring node in the 3D solid model. Based on the structural stiffness and foundation constraint stiffness of each combination, the corresponding theoretical stiffness decoupling coefficient is calculated. The mathematical expression for the theoretical stiffness decoupling coefficient is as follows:

[0167] .

[0168] in, The theoretical stiffness decoupling coefficient is... For structural stiffness, This refers to the foundation constraint stiffness.

[0169] Using the theoretical modal transmissibility as the independent variable and the theoretical stiffness decoupling coefficient as the dependent variable, a mapping relationship is established using polynomial surface fitting technology to generate a modal stiffness mapping architecture.

[0170] It should be noted that the mapping relationships include a first mapping relationship and a second mapping relationship. The first mapping relationship characterizes the dynamic characteristics dominated by structural stiffness. Under the boundary condition that the foundation constraint stiffness remains constant, the theoretical mode transmissibility exhibits a monotonically increasing trend as the structural stiffness decreases, corresponding to a decrease in the stiffness decoupling coefficient. The second mapping relationship characterizes the dynamic characteristics dominated by foundation stiffness. Under the boundary condition that the structural stiffness remains constant, the theoretical mode transmissibility exhibits a monotonically decreasing trend as the foundation constraint stiffness decreases, corresponding to an increase in the stiffness decoupling coefficient.

[0171] The modal transmissibility is input into the mapping relationship of the modal stiffness mapping architecture, and the stiffness decoupling coefficient corresponding to the theoretical modal transmissibility is obtained through interpolation calculation.

[0172] It should be noted that the corresponding stiffness decoupling coefficients are obtained through interpolation calculation, specifically using a one-dimensional linear interpolation method. The implementation steps are as follows: Based on the real-time modal transmissibility, denoted as... Traverse the discrete data points in the modal stiffness mapping architecture, assuming that the theoretical modal transmissibility sequence stored in the modal stiffness mapping architecture is a set arranged in ascending order. The corresponding set of stiffness decoupling coefficients is Search the sequence to find the match. The two most adjacent theoretical data points and The following conditions are met:

[0173] ;

[0174] in, Let be the lower boundary point. This is the upper boundary point.

[0175] Based on the one-dimensional linear interpolation formula, it is assumed that the change in stiffness decoupling coefficient between the lower and upper boundary points is linear. The real-time modal transmissibility is then calculated. In the interval The relative position ratios within the equations are used to deduce the current stiffness decoupling coefficients. .

[0176] The mathematical expression for interpolation calculation is:

[0177] ;

[0178] in, is the current stiffness decoupling coefficient to be determined.

[0179] like If the value is less than the minimum value in the database, then take the value directly. .

[0180] like If the value is greater than the maximum value in the database, then the value is taken directly. This approach prevents computational divergence risks associated with extrapolation, ensuring system robustness.

[0181] The intrinsic stiffness of the structure is calculated based on the total system stiffness and stiffness decoupling coefficient. The mathematical expression is as follows:

[0182] ;

[0183] in, For the intrinsic stiffness of the structure, The stiffness decoupling coefficient is... The stiffness decoupling coefficient characterizes the ratio of the structural body stiffness to the total stiffness.

[0184] Based on the total stiffness and the intrinsic stiffness of the structure, the foundation constraint stiffness is calculated using the following mathematical expression:

[0185] ;

[0186] in, This refers to the foundation constraint stiffness.

[0187] This invention innovatively extracts the intrinsic stiffness characteristics reflecting the structural state from the overall response under severe environmental disturbances through mass compensation and stiffness stripping, achieving true accurate monitoring of the structural body. This greatly improves the accuracy of damage identification under complex water level and foundation conditions, and solves the problem of high false alarm rate.

[0188] In practice, based on the intrinsic stiffness parameters of the structure and the foundation constraint stiffness parameters, the physical damage state of the structure and the operating state of the foundation are determined, including:

[0189] Construct a dual health benchmark, which includes an initial benchmark and a dynamic benchmark.

[0190] Based on the intrinsic stiffness of the structure, the dynamic reference of the hydraulic facility structure is calculated, and the mathematical expression is as follows:

[0191] ;

[0192] in, for Dynamic benchmarks for water conservancy facility structures at any given time. The length of the sliding window. for The intrinsic stiffness of the structure at time t, This represents the time lag.

[0193] It should be noted that the sliding window length It is set to 24 hours to filter out the daily fluctuations in stiffness caused by the diurnal temperature difference.

[0194] The drop in the intrinsic stiffness of the real-time structure relative to the dynamic reference within the first unit time is calculated to obtain the first drop magnitude.

[0195] It should be noted that the first unit time is 10 minutes, and the drop amplitude is the percentage decrease of the real-time intrinsic stiffness of the structure relative to the dynamic benchmark from the start time to the end time of the first unit time. It is used to characterize the stiffness loss of the hydraulic facility structure in a short period of time. It can ensure that there is enough data to eliminate random noise interference and obtain stable frequency identification results, and can also ensure that the step drop of the intrinsic stiffness of the structure can be quickly captured within 10 minutes after the structure suffers sudden damage.

[0196] The cumulative decay of the intrinsic stiffness of the real-time structure relative to the initial reference within the second unit time is calculated to obtain the second drop magnitude.

[0197] It should be noted that the second unit time is from the initial time of the system to the current monitoring time, and the cumulative degradation is the total percentage decrease in the real-time structural intrinsic stiffness relative to the initial baseline from the initial time of the system to the current monitoring time, which is used to characterize the total health loss accumulated by the hydraulic facility structure since its operation.

[0198] Calculate the rate of change of foundation constraint stiffness over a preset time period to obtain the rate of change of foundation constraint stiffness.

[0199] When the first drop amplitude is greater than the first preset threshold and the rate of change of mode transmissibility is less than the preset stability threshold, it is determined that the structure of the water conservancy facility has suffered physical damage, and a sudden structural damage warning is generated.

[0200] It should be noted that the first preset threshold is set to 3%, which represents a significant sudden drop in the intrinsic stiffness of the structure, and the preset stability threshold is set to 0.05 / hour, which indicates that the mode shape has not changed drastically and that the foundation boundary conditions are stable.

[0201] When the second drop exceeds the second preset threshold, it is determined that the structure of the water conservancy facility has undergone structural aging, and a structural aging warning is generated.

[0202] It should be noted that the second preset threshold is set at 10%, relative to the long-term cumulative degradation of the initial baseline.

[0203] When the fundamental frequency decreases and the rate of change of mode transmissibility is greater than the preset stability threshold, and the rate of change of foundation constraint stiffness is greater than the preset foundation safety threshold, it indicates that the foundation is loosening and a foundation stability warning is generated.

[0204] It should be noted that the preset foundation safety threshold is set at a rate of 10% change per day, which means that the foundation constraint changes drastically in a short period of time, usually corresponding to foundation erosion or slippage.

[0205] Those skilled in the art will understand that embodiments of the present invention can be provided as methods, systems, or computer program products. Therefore, the present invention can take the form of a completely hardware embodiment, a completely software embodiment, or an embodiment combining software and hardware aspects. Furthermore, the present invention can take the form of a computer program product implemented on one or more computer-usable storage media containing computer-usable program code. The storage medium can be implemented by any type of volatile or non-volatile storage device or a combination thereof, such as Static Random Access Memory (SRAM), Electrically Erasable Programmable Read-Only Memory (EEPROM), Erasable Programmable Read Only Memory (EPROM), Programmable Read-Only Memory (PROM), Read-Only Memory (ROM), magnetic storage, flash memory, magnetic disk, or optical disk. These computer program instructions may also be stored in a computer-readable storage medium that can direct a computer or other programmable data processing device to function in a particular manner, such that the instructions stored in the computer-readable storage medium produce an article of manufacture including instruction means, which are implemented in a process Figure 1 One or more processes and / or boxes Figure 1 The function specified in one or more boxes.

[0206] It should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit it. Although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, and all such modifications or substitutions should be covered within the protection scope of the present invention.

Claims

1. A cloud computing-based remote monitoring system for water conservancy facilities, characterized in that, It includes a perception module, an analysis module, and an evaluation module; The sensing module is used to collect acceleration, water level conditions, and water conservancy facility quality parameters at preset nodes of the water conservancy facility. The analysis module is used to analyze the water level condition data, obtain the hydrodynamic pressure matrix under the preset water level conditions, calculate the fluid additional mass parameters based on the hydrodynamic pressure matrix, perform spectral analysis on the acceleration, extract the fundamental frequency, and calculate the mode transmissibility. The evaluation module is used to calculate the total stiffness parameter based on the fundamental frequency, fluid-added mass parameter and hydraulic facility mass parameter, obtain the stiffness decoupling coefficient based on the mode transmissibility, decouple the total stiffness into foundation constraint stiffness and structural intrinsic stiffness, and determine the physical damage state of the structure and the foundation operation state based on the structural intrinsic stiffness parameter and foundation constraint stiffness parameter. The constructed modal stiffness mapping architecture is used to obtain the corresponding stiffness decoupling coefficients, specifically including: A three-dimensional solid model was established based on the design parameters of the hydraulic facility using the finite element numerical simulation method, and the structural stiffness and foundation constraint stiffness were set. The design parameters include geometric parameters, structural material physical parameters, and foundation environment parameters; The stiffness of the structure body is discretized according to a first preset step size; The foundation constraint stiffness is discretized according to a second preset step size; By iterating through all discrete combinations of the structural body stiffness and foundation constraint stiffness, modal analysis is performed on the three-dimensional solid model. The theoretical mode transmissibility corresponding to each discrete combination is calculated. The theoretical mode transmissibility is the ratio of the amplitude of the top monitoring node to the amplitude of the bottom monitoring node of the three-dimensional solid model. The theoretical stiffness decoupling coefficient corresponding to each discrete combination is calculated. The mathematical expression of the theoretical stiffness decoupling coefficient is as follows: ； in, The theoretical stiffness decoupling coefficient is... For structural stiffness, For foundation constraint stiffness; Using the theoretical mode transmissibility as the independent variable and the theoretical stiffness decoupling coefficient as the dependent variable, a mapping relationship is established using polynomial surface fitting technology to generate a mode stiffness mapping architecture. The modal transmissivity is input into the mapping relationship of the modal stiffness mapping architecture, and the stiffness decoupling coefficient corresponding to the theoretical modal transmissivity is obtained through interpolation calculation. The intrinsic stiffness of the structure is calculated based on the total system stiffness and stiffness decoupling coefficient. The mathematical expression is as follows: ； in, For the intrinsic stiffness of the structure, The stiffness decoupling coefficient is... ; The stiffness decoupling coefficient characterizes the ratio of the structural body stiffness to the total stiffness. Based on the total stiffness and the intrinsic stiffness of the structure, the foundation constraint stiffness is calculated using the following mathematical expression: ； in, This refers to the foundation constraint stiffness.

2. The cloud computing-based remote monitoring system for water conservancy facilities as described in claim 1, characterized in that, The sensing module is used to collect acceleration, water level conditions, and water conservancy facility quality parameters at preset nodes of the water conservancy facility. The acceleration of the preset nodes of the water conservancy facility is collected by an array of acceleration sensors; The water level condition data is collected by a distributed liquid level sensor array, and the water level condition data includes real-time static water level height, wave amplitude and water surface fluctuation frequency. Based on the real-time still water level height, wave amplitude, and water surface fluctuation frequency, a real-time water level spatiotemporal matrix is ​​constructed. ; The pre-set nodes of the water conservancy facilities include structural vibration monitoring nodes and hydraulic boundary monitoring nodes; The structural vibration monitoring nodes are arranged in layers along the preset height spacing of the water conservancy facility. The structural vibration monitoring nodes include the top monitoring node, the bottom monitoring node, and the middle monitoring node of the water conservancy facility. The hydraulic boundary monitoring nodes are arrayed along the contact surface between the hydraulic facility and the water body according to preset longitudinal and transverse spacing.

3. The cloud computing-based remote monitoring system for water conservancy facilities as described in claim 2, characterized in that, The analysis module includes a fluid-structure interaction analysis unit and a foundation effect decoupling unit; The fluid-structure interaction analysis unit is used to obtain the dynamic water pressure matrix under the preset water level conditions based on the water level condition data, and to obtain the fluid additional mass parameters through the dynamic water pressure matrix. The foundation effect decoupling unit is used to perform spectral analysis on the acceleration, extract the fundamental frequency, and calculate the mode shape transmissibility.

4. The cloud computing-based remote monitoring system for water conservancy facilities as described in claim 3, characterized in that, The fluid-structure interaction analysis unit includes: Assuming the fluid is incompressible and irrotational, and its motion follows Laplace's equations, the mathematical expression is: ； in, For the preset Laplace operator, Let be the fluid velocity potential function; The free surface boundary conditions are defined using the real-time water level spatiotemporal matrix, and the mathematical expression for the free surface boundary conditions is as follows: ； in, It is the acceleration due to gravity. This is a real-time water level spatiotemporal matrix. These are the position coordinates of the free surface boundary along the direction of water flow. The coordinates of the free surface boundary along the direction perpendicular to the water flow are: For time; Based on the free liquid surface boundary conditions, the distribution of the fluid velocity potential function is obtained by solving the Laplace equation. The free liquid surface boundary includes the water surface inside the lock chamber, the water surface in the reservoir area, and the water surface in the waterway affected by waves. Based on the fluid velocity potential function distribution, the hydrodynamic pressure at the hydraulic boundary monitoring node is calculated using the linearized Bernoulli equation. The mathematical expression is as follows: ； in, For dynamic water pressure, For water density, This is the fluid velocity potential function at the hydraulic boundary monitoring node; The hydraulic boundary monitoring nodes and their corresponding dynamic water pressures are combined and output as node pressure vector features, and all node pressure vector features are combined into a dynamic water pressure set.

5. The cloud computing-based remote monitoring system for water conservancy facilities as described in claim 4, characterized in that, Extract the node pressure vector features corresponding to all hydraulic boundary monitoring nodes located on the fluid-structure interaction interface in the dynamic water pressure set, and combine the extracted node pressure vector features to output a dynamic water pressure matrix; The fluid-structure interaction interface includes the surface of the water-retaining structure of the hydraulic facility, the surface of the bottom plate of the hydraulic facility structure, and the surface of the side wall of the hydraulic facility structure. Map the spatial location of the node corresponding to the node pressure vector feature to the coordinates of the fluid-structure interaction interface. At a fluid-structure interaction interface with a preset time, a surface integral operation is performed on the hydrodynamic pressure matrix to obtain the total hydrodynamic force vector. The mathematical expression for the surface integral operation is: ； in, The vector of the total resultant force of dynamic water acting on the water conservancy facility at a preset time. Points on the fluid-structure interaction interface The unit normal vector pointing into the fluid. The coordinates of a preset point on the fluid-structure interaction interface along the direction of water flow are given. The coordinates of a preset point on the fluid-structure interaction interface along the direction perpendicular to the water flow are given. The elevation coordinates of a preset point on the fluid-structure interaction interface. It is a fluid-structure interaction interface. This is the dynamic water pressure matrix; Using a preset extraction operator, the preset time is... The total resultant force vector of the moving water within the fluid is extracted using dynamic features based on a time series to obtain the fluid's added mass parameters. The mathematical expression for the extraction is: ； in, Add mass parameters to the fluid. For the preset extraction operator, for The vector of the total resultant force of the dynamic water over time. for The vector of the total resultant force of the dynamic water over time. for The vector of the total resultant force of the dynamic water over time.

6. The cloud computing-based remote monitoring system for water conservancy facilities as described in claim 5, characterized in that, The foundation effect decoupling unit includes: Fourier transforms are performed on the accelerations of the top monitoring node and the bottom monitoring node respectively to obtain the top frequency domain spectrum sequence and the bottom frequency domain spectrum sequence; Peak search is performed on the top frequency domain spectrum sequence to extract a preset frequency point as the fundamental frequency; The amplitude of the spectral peak at the fundamental frequency of the top frequency domain spectrum sequence is extracted and defined as the amplitude of the top monitoring node. The amplitude of the spectral peak at the fundamental frequency of the bottom frequency domain spectrum sequence is extracted and defined as the amplitude of the bottom monitoring node.

7. The cloud computing-based remote monitoring system for water conservancy facilities as described in claim 6, characterized in that, The ratio of the amplitude of the top monitoring node to that of the bottom monitoring node is calculated and output as the modal transmissibility. The mathematical expression is as follows: ； in, For modal transmissivity, The amplitude of the top monitoring node. This represents the amplitude of the bottom monitoring node.

8. The cloud computing-based remote monitoring system for water conservancy facilities as described in claim 7, characterized in that, The evaluation module includes: Based on the fundamental frequency, fluid-added mass parameters, and hydraulic facility structural mass parameters, the total stiffness is calculated using the following mathematical expression: ； in, For total stiffness, The fundamental frequency is... For the quality parameters of water conservancy facilities, Add mass parameters to the fluid.

9. The cloud computing-based remote monitoring system for water conservancy facilities as described in claim 8, characterized in that, Based on the intrinsic stiffness parameters of the structure and the foundation constraint stiffness parameters, the physical damage state of the structure and the operating state of the foundation are determined, specifically including: Construct a dual health benchmark, which includes an initial benchmark and a dynamic benchmark; Based on the intrinsic stiffness of the structure, the dynamic reference of the hydraulic facility structure is calculated, and the mathematical expression is as follows: ； in, for Dynamic benchmarks for water conservancy facility structures at any given time. The length of the sliding window. for The intrinsic stiffness of the structure at time t, This refers to the time lag. The drop in the intrinsic stiffness of the real-time structure relative to the dynamic reference within the first unit time is calculated to obtain the first drop amplitude. The drop in the intrinsic stiffness of the real-time structure relative to the initial reference is calculated in the second unit time to obtain the second drop magnitude. Calculate the rate of change of foundation constraint stiffness over a preset time period to obtain the rate of change of foundation constraint stiffness; When the first drop amplitude is greater than the first preset threshold and the rate of change of mode transmissibility is less than the preset stability threshold, a sudden structural damage warning is generated. When the second drop exceeds the second preset threshold, a structural aging warning is generated. When the fundamental frequency decreases and the rate of change of mode transmissibility is greater than a preset stability threshold, and the rate of change of foundation constraint stiffness is greater than a preset foundation safety threshold, a foundation stability warning is generated.

Images