A method and system for vibration control of offshore wind power structures

Abstract

The present application belongs to the technical field of electric power automation control, and relates to a kind of offshore wind power structure vibration control method and system, method includes: the vibration acceleration data of offshore wind power structure is collected;According to the vibration acceleration data, the base frequency offset rate is obtained;If the base frequency offset rate exceeds threshold value, then the stiffness parameter of multiple tuned mass damper is adjusted by regulating magnetic field intensity, realize the vibration control of offshore wind power structure, if the base frequency offset rate does not exceed threshold value, then the multiple tuned mass damper works normally.The present application can effectively inhibit the broadband vibration under the action of multiple disasters and the structure vibration after base frequency offset, and can also realize the safety evaluation and alarm of offshore wind power structure under the action of multiple disasters by combining with the monitoring of dynamic tilt of offshore wind power structure.

Description

Technical Field

[0001] This invention relates to the field of power automation control technology, and in particular to a method and system for controlling the vibration of offshore wind power structures. Background Technology

[0002] Offshore wind power, as a clean and renewable green energy source, plays a crucial role in promoting the low-carbon transformation of the energy industry. In recent years, my country's eastern coastal areas have actively responded, developing offshore wind power resources on a large scale and achieving a centralized grid-connected development model, successfully building a sizable offshore wind power system. However, compared with onshore wind power, offshore wind farms are built in sea areas far from land, typically facing harsher wind and wave environments. At the same time, my country's coastal areas are located in the Circum-Pacific Seismic Belt, facing significant earthquake risks. This unique geographical location and environmental conditions undoubtedly bring enormous challenges to the maintenance of offshore wind power structures under the combined effects of earthquakes, wind, waves, and currents.

[0003] Currently, existing offshore wind power monitoring systems mainly rely on sensors and other equipment to collect data and monitor and evaluate the operational status of wind turbine structures in real time. However, these systems generally suffer from the following problems: First, they lack a systematic assessment of the safety of offshore wind turbine structures under multiple disaster events such as earthquakes, wind, waves, and currents; second, most of the single or multiple adjustable mass dampers used for vibration control in offshore wind power systems are only adjusted to the first or second order of the structure's natural frequency, which cannot effectively suppress broadband vibrations caused by multiple disasters, especially the higher-order modal responses of the structure. Tuned mass dampers are commonly used for vibration suppression in wind turbines, but their effectiveness decreases when the structure's fundamental frequency deviates. Therefore, there is an urgent need to further research and develop suitable multi-hazard monitoring, assessment, and vibration control systems to improve the safety and reliability of offshore wind turbine structures. Summary of the Invention

[0004] The purpose of this invention is to provide a method and system for controlling the vibration of offshore wind power structures, which can effectively suppress broadband vibrations under multiple disasters and structural vibrations after fundamental frequency shift.

[0005] To achieve the above objectives, the present invention provides the following solution:

[0006] A method for controlling vibration of offshore wind turbine structures includes:

[0007] Collect vibration acceleration data of offshore wind turbine structures;

[0008] Based on the vibration acceleration data, the fundamental frequency offset rate is obtained;

[0009] If the fundamental frequency offset rate exceeds the threshold, the stiffness parameter of the multi-tuned mass damper is adjusted by regulating the magnetic field strength to achieve vibration control of the offshore wind power structure. If the fundamental frequency offset rate does not exceed the threshold, the multi-tuned mass damper operates normally.

[0010] Optionally, obtaining the fundamental frequency offset based on the vibration acceleration data includes:

[0011] The vibration acceleration data is processed by Fourier transform to obtain the fundamental frequency of the structure;

[0012] The fundamental frequency offset rate is calculated based on the fundamental frequency of the structure.

[0013] Optionally, calculating the fundamental frequency offset includes:

[0014] ;

[0015] Where Δf is the fundamental frequency offset, f cur f is the fundamental frequency of the structure extracted within the current monitoring window. base This is the reference fundamental frequency under structurally healthy conditions.

[0016] Optionally, before adjusting the stiffness parameters of the multi-tuned mass damper by regulating the magnetic field strength, the following steps may be taken:

[0017] The multi-tuned mass damper is composed of a single tuned mass damper installed at the peak horizontal displacement position of several bending vibration modes in front of the offshore wind turbine structure. The single tuned mass damper is connected to a magnetohydrodynamic elastomer, and the stiffness parameter of the single tuned mass damper is adjusted by the magnetic field strength of the magnetohydrodynamic elastomer.

[0018] Optionally, vibration control of offshore wind turbine structures can be achieved by adjusting the stiffness parameters of the multi-tuned mass damper through regulating the magnetic field strength, including:

[0019] Calculate the stiffness of each order of multi-tuned mass damper, establish a k-H regression model, and solve the k-H regression model inversely to obtain the optimal magnetic field strength corresponding to the target control result.

[0020] The k~H regression model is as follows:

[0021] ;

[0022] Where k is the stiffness parameter, f k Let be the regression function of stiffness parameter k, k0 be the initial stiffness parameter, i.e. the stiffness when the magnetic field strength is zero, and H be the magnetic field strength.

[0023] Optionally, the calculation of stiffness parameters for each order of multi-tuned mass damper includes:

[0024] ;

[0025] ;

[0026] ;

[0027] Where the subscript i represents the order, m d For the mass of a single tuned mass damper, ω i Let f be the angular frequency of the i-th order single tuned mass damper. 0,i k is the fundamental frequency before the i-th order correction. i Let f be the i-th order stiffness parameter. i Let be the i-th corrected fundamental frequency, and Δf be the fundamental frequency offset rate.

[0028] Optionally, after obtaining the fundamental frequency offset, the following steps are included:

[0029] Acquire dynamic tilt data of offshore wind turbine structures;

[0030] Based on the dynamic tilt data, calculate the cumulative tilt angle coefficient and tilt angle change rate coefficient of the pile foundation;

[0031] Based on the fundamental frequency offset rate, the cumulative tilt angle coefficient of the pile foundation, and the tilt angle change rate coefficient, the safety status of the offshore wind power structure is assessed and alarms are issued to obtain the multi-hazard alarm levels of earthquake, wind, wave, and current.

[0032] Optionally, the calculation of the cumulative inclination coefficient and the rate of change of inclination coefficient of the pile foundation includes:

[0033] ;

[0034] ;

[0035] Where, θ cic θ is the cumulative inclination coefficient of the pile foundation. cur θ is the current cumulative inclination angle of the pile foundation. th θ is the tilt angle threshold. icrc This is the coefficient of the rate of change of the pile foundation inclination angle. This represents the rate of change of the pile foundation inclination angle within the current window. The threshold for the rate of change of tilt angle.

[0036] This embodiment also provides a vibration control system for offshore wind power structures, including: a data receiving and storage module, a data analysis and evaluation module, and a structural vibration control module;

[0037] The data receiving and storage module is used to collect and store vibration acceleration data and dynamic tilt data of offshore wind power structures.

[0038] The data analysis and evaluation module is used to obtain the fundamental frequency offset rate based on the vibration acceleration data, and to calculate the cumulative inclination coefficient and inclination change rate coefficient of the pile foundation based on the dynamic tilt data.

[0039] The structural vibration control module is used to adjust the stiffness of the multi-tuned mass damper by regulating the magnetic field strength if the fundamental frequency offset rate exceeds a threshold, thereby achieving vibration control of the offshore wind power structure. If the fundamental frequency offset rate does not exceed the threshold, the multi-tuned mass damper operates normally.

[0040] Optionally, the system may also include a multi-hazard monitoring and alarm module, a project management and report generation module, and a system management module;

[0041] The multi-hazard monitoring and alarm module is used to assess and alarm the safety status of the offshore wind power structure based on the fundamental frequency offset rate, the cumulative tilt coefficient of the pile foundation and the tilt change rate coefficient, and to obtain the multi-hazard alarm level of earthquake-wind-wave-current.

[0042] The project management and report generation module is used to automatically generate reports containing inspection records, monitoring data and safety assessment results based on preset dates and multiple disaster events such as earthquakes, wind, waves and currents.

[0043] The system management module is used to implement user management, menu management, login management, and role management.

[0044] The beneficial effects of this invention are as follows: This invention can effectively suppress the broadband vibration of structures caused by multiple disasters such as earthquakes, wind, waves and currents, as well as the structural vibration after fundamental frequency shift. At the same time, this invention provides a brand-new solution for intelligent and automated monitoring, safety assessment and alarm of offshore wind farms, which has important engineering application value. Attached Figure Description

[0045] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0046] Figure 1 This is a flowchart of a vibration control method for offshore wind power structures according to an embodiment of the present invention;

[0047] Figure 2This is a schematic diagram of a vibration control system architecture for offshore wind power structures according to an embodiment of the present invention;

[0048] Figure 3 This is a flowchart illustrating the operation of a vibration control system for offshore wind power structures according to an embodiment of the present invention. Detailed Implementation

[0049] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0050] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, the present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0051] Example 1:

[0052] This embodiment provides a method for controlling the vibration of offshore wind power structures, including:

[0053] Collect vibration acceleration data of offshore wind turbine structures;

[0054] Based on the vibration acceleration data, the fundamental frequency offset rate is obtained;

[0055] If the fundamental frequency offset exceeds the threshold, the stiffness parameters of the multi-tuned mass damper are adjusted by regulating the magnetic field strength to achieve vibration control of the offshore wind power structure. If the fundamental frequency offset does not exceed the threshold, the multi-tuned mass damper will operate normally.

[0056] Furthermore, based on the vibration acceleration data, the fundamental frequency offset rate is obtained, including:

[0057] The fundamental frequency of the structure is obtained by processing the vibration acceleration data through Fourier transform;

[0058] Calculate the fundamental frequency offset rate based on the structural fundamental frequency.

[0059] Specifically, the vibration acceleration data is first filtered and segmented by a sliding window. The fundamental frequency of the structure is extracted using Fourier transform, and the fundamental frequency offset rate Δf is calculated to characterize the overall stiffness degradation or damage accumulation of the structure. Simultaneously, the cumulative tilt coefficient and tilt change rate coefficient of the pile foundation are calculated to reflect the cumulative tilt effect of the tower body.

[0060] Furthermore, calculating the fundamental frequency offset includes:

[0061] ;

[0062] Where Δf is the fundamental frequency offset, f cur f is the fundamental frequency of the structure extracted within the current monitoring window. base This is the reference fundamental frequency under structurally healthy conditions.

[0063] Furthermore, before adjusting the stiffness parameters of the multituned mass damper by regulating the magnetic field strength, the following steps are included:

[0064] Multiple tuned mass dampers are formed by installing a single tuned mass damper at the peak horizontal displacement position of several bending vibration modes in front of the offshore wind turbine structure. The single tuned mass damper (TMD) is connected to a magnetohydrodynamic elastomer, and the stiffness parameter of the single tuned mass damper is adjusted by the magnetic field strength of the magnetohydrodynamic elastomer.

[0065] Specifically, based on several modes of the offshore wind power structure (e.g., the first three bending vibrations), multiple tuned mass dampers (MTMDs) and magnetohydrodynamic elastomers (MREs) are installed at the peak horizontal displacement positions of each mode.

[0066] Furthermore, by adjusting the stiffness of the multi-tuned mass damper through regulating the magnetic field strength, vibration control of offshore wind turbine structures can be achieved, including:

[0067] Calculate the stiffness parameters of each order, establish a k~H regression model, and solve the k~H regression model inversely to obtain the optimal magnetic field strength corresponding to the target control result;

[0068] The k-H regression model is as follows:

[0069] ;

[0070] Where k is the stiffness parameter, f k Let be the regression function of stiffness parameter k, k0 be the initial stiffness parameter, and H be the magnetic field strength.

[0071] Furthermore, the calculation of stiffness parameters at each order includes:

[0072] ;

[0073] ;

[0074] ;

[0075] Where the subscript i represents the order, m d Let f be the mass of a single tuned mass damper, ω be the angular frequency of a single tuned mass damper, and f be the frequency of the single tuned mass damper. 0,i k is the fundamental frequency before the i-th order correction. i Let f be the i-th order stiffness parameter. iLet be the i-th corrected fundamental frequency, and Δf be the fundamental frequency offset rate.

[0076] Furthermore, after obtaining the fundamental frequency offset, the following steps are included:

[0077] Acquire dynamic tilt data of offshore wind turbine structures;

[0078] Based on the dynamic tilt data, calculate the cumulative tilt angle coefficient and tilt angle change rate coefficient of the pile foundation;

[0079] Based on the fundamental frequency offset rate, the cumulative tilt coefficient of the pile foundation, and the tilt change rate coefficient, the safety status of offshore wind power structures is assessed and warnings are issued, and the warning levels for multiple disasters including earthquake, wind, wave, and current are obtained.

[0080] Furthermore, the calculation of the cumulative inclination coefficient and the rate of change of inclination coefficient of the pile foundation includes:

[0081] ;

[0082] ;

[0083] Where, θ cic θ is the cumulative inclination coefficient of the pile foundation. cur θ is the current cumulative inclination angle of the pile foundation. th θ is the tilt angle threshold. icrc This is the coefficient of the rate of change of the pile foundation inclination angle. This represents the rate of change of the pile foundation inclination angle within the current window. The threshold for the rate of change of tilt angle.

[0084] Example 2:

[0085] The following is combined with Figure 1 A detailed description of a vibration control method for offshore wind power structures is provided:

[0086] A vibration control method for offshore wind turbine structures includes setting up multi-tuned mass dampers (MTMDs) and magnetohydrodynamic elastomers (MREs) based on several modes of the offshore wind turbine structure. These are installed at the peak horizontal displacement positions of the several modes and tuned to the frequencies corresponding to each mode of the structure using a specific initial magnetic field. This achieves broadband vibration control of the offshore wind turbine structure under multiple disaster conditions including earthquakes, wind, waves, and currents. The method combines magnetohydrodynamic elastomer (MRE) materials with multi-tuned mass dampers (MTMDs), dynamically adjusting the stiffness of the MRE-MTMD by regulating the magnetic field strength to achieve structural vibration control after fundamental frequency shift. Specifically, the method includes the following steps:

[0087] S1: Based on the first three bending vibration modes of the offshore wind turbine structure, multiple tuned mass dampers (MTMDs) are installed, and their installation positions are determined according to the modal analysis results of the offshore wind turbine structure. Based on the vibration mode characteristics of the offshore wind turbine tower through modal analysis, individual TMDs are installed at the peak horizontal displacement positions of the first, second, and third bending vibration modes to form MTMDs, thereby achieving broadband vibration control of the offshore wind turbine structure under multiple disaster conditions including earthquakes, wind, waves, and currents.

[0088] S2: The stiffness parameter (k) of the TMD is adjusted to the stiffness parameter corresponding to the target frequency by adjusting the magnetic field strength (H) of the magnetohydrodynamic elastomer (MRE) connected to each individual TMD. The relationship between the magnetic field strength (H) and the TMD stiffness parameter (k) can be established using k~H, and the initial optimal magnetic field strength required to achieve the target vibration control effect can be obtained by inverse calculation. The specific process of inverse calculation is as follows: Given a magnetic field strength in the experiment, the corresponding stiffness parameter is measured using experimental instruments. This process is repeated to change the magnetic field strength, obtaining multiple sets of corresponding stiffness parameters. Then, a regression formula is used to fit the relationship between H and k, resulting in a corresponding fitting formula. The initial optimal magnetic field strength can be obtained by inverse calculation using the fitting formula, including:

[0089] (1);

[0090] The regression model can be considered in the following forms:

[0091] Exponential model: ;

[0092] Hyperbolic tangent model: ;

[0093] Polynomial model: ;

[0094] Where k0 is the initial stiffness parameter, α1 and α2 are the regression parameters of the exponential model, β1 and β2 are the regression parameters of the hyperbolic tangent model, and γ1 and γ2 are the regression parameters of the polynomial model.

[0095] The method for determining the stiffness of a target multi-order MTMD is as follows:

[0096] (2);

[0097] In the formula, the subscript i indicates the order, and m d Let ω be the mass of a single tuned mass damper, and ω be the angular frequency of a single tuned mass damper. i The expression is:

[0098] (3);

[0099] (4);

[0100] In the formula, f 0,i Δf is the fundamental frequency before the i-th order correction, and is calculated by formula (5), with an initial value of zero.

[0101] S3: Collect monitoring data of offshore wind power structures, including structural vibration acceleration and dynamic tilt data.

[0102] S4: A frequency-tilt coupling assessment method for the safety of offshore wind turbine structures is adopted to obtain vibration control input parameters. This method is based on structural vibration and dynamic tilt data, and extracts the fundamental frequency offset (Δf) and the cumulative tilt coefficient of the pile foundation (θ). cic ) and the coefficient of change of tilt angle (θ) icrc The fundamental frequency of the structure can be obtained by analyzing the vibration acceleration data using Fourier transform. The fundamental frequency offset rate Δf is then calculated to characterize the overall stiffness degradation or damage accumulation of the structure. The formula for calculating Δf is as follows:

[0103] (5);

[0104] In the formula, f cur f is the fundamental frequency (Hz) of the structure extracted within the current monitoring window. base The reference fundamental frequency (Hz) is the frequency under structurally healthy conditions.

[0105] This step can be extended with two additional functions: structural safety assessment and real-time alarm. Based on dynamic tilt data, the cumulative tilt coefficient (θ) of the pile foundation is calculated. cic ) and the coefficient of change of tilt angle (θ) icrc This reflects the cumulative effect of the tower's tilt and the rate of change of that tilt.

[0106] Calculate the cumulative inclination coefficient (θ) of the pile foundation cic ) and the coefficient of change of tilt angle (θ) icrc )include:

[0107] (6);

[0108] (7);

[0109] Where, θ cic θ is the cumulative inclination coefficient of the pile foundation. cur θ is the current cumulative inclination angle of the pile foundation. th θ is the tilt angle threshold. icrc This is the coefficient of the rate of change of the pile foundation inclination angle. This represents the rate of change of the pile foundation inclination angle within the current window. The threshold for the rate of change of tilt angle.

[0110] Based on three index thresholds (Δf, θ)cic θ icrc Safety assessments and real-time alarms were conducted on offshore wind turbine structures. The judgment conditions, corresponding assessment results, and alarm levels are shown in Table 1. To avoid resonance during turbine operation, the first-order lateral natural frequency of the "soft-rigid" designed turbine system is between 1P and 2P / 3P. According to DNVGL specifications, a 10% safety redundancy is reserved between the 1P and 2P / 3P frequency bands. Therefore, the selection of the safe frequency range for the turbine is very limited, posing higher requirements for turbine design and safety monitoring. Referring to the "Technical Specification for Monitoring Highway Bridge Structures" (JTT1037-2022), the main frequency change of the structure after eliminating environmental influences should not exceed 5%, and an alarm should be triggered when it exceeds 3%. Based on the modal analysis results of typical wind turbine structures, it is recommended that the Δf-level alarm thresholds be 1.5% and 3%. According to the "Design Specification for Wind Turbine Foundations of Offshore Wind Farm Projects," the tilt angle threshold is 0.5°. Considering factors such as tower yielding and foundation overturning, the tilt angle change rate threshold is determined using finite element analysis.

[0111] Table 1

[0112]

[0113] S5: Determine if the changed fundamental frequency offset rate exceeds a threshold (e.g., 3%). If it does, proceed to the damper stiffness correction step. A magnetohydrodynamic elastomer (MRE) material combined with a multi-tuned mass damper (MTMD) is used. The optimal magnetic field strength is calculated using the k-H regression model established in S2. The stiffness parameters of the MRE-MTMD are then dynamically adjusted by regulating the magnetic field strength to control structural vibration after fundamental frequency offset. Testing showed that when the fundamental frequency changes, the maximum horizontal displacement positions of each vibration mode of the offshore wind turbine tower remain almost unchanged.

[0114] Example 3:

[0115] A vibration control system for offshore wind power structures is used to implement the methods of Embodiment 1 or Embodiment 2. The system supports user login and multi-level role permission allocation (such as administrator, inspector, and maintenance personnel), enabling hierarchical project management and configuration of monitoring indicators (including sensor type, quantity, and number). Figures 2-3 The system includes: a data receiving and storage module, a data analysis and evaluation module, a structural vibration control module, a multi-hazard monitoring and alarm module, a project management and report generation module, and a system management module.

[0116] The core idea of ​​the system lies in establishing a dynamic adjustment mechanism of "monitoring → analysis → evaluation → control". MTMDs are placed at the peak horizontal displacement positions of several bending vibration modes of the offshore wind turbine structure, and a certain initial magnetic field is set to adjust them to the frequencies corresponding to each mode of the structure. Based on the analysis and evaluation results of real-time monitoring data, the system will automatically trigger the stiffness adjustment mechanism of the multiple magnetorheological tuned mass damper (MRE-MTMD). The judgment criterion is: when the fundamental frequency offset rate Δf exceeds a preset safety threshold, the system determines that the stiffness parameters of the MRE-MTMD need to be actively adjusted. This intelligent decision-making mechanism ensures that the structural vibration response is always in an optimal control state.

[0117] The data receiving and storage module is used to collect and store offshore wind power structure monitoring data, which includes vibration acceleration data and dynamic tilt data.

[0118] Specifically, the module is equipped with an interface for receiving third-party data. It can access data pushed by the National Earthquake Network and obtain environmental monitoring data (wind, waves, currents) and offshore wind power structure monitoring data. After standardizing the monitoring data through different sensor protocols and specifications, it stores the data in a unified database to serve the safety assessment, alarm and vibration control of offshore wind power structures under the multiple disasters of earthquake, wind, waves and current.

[0119] The data analysis and evaluation module is used to obtain the fundamental frequency offset rate based on vibration acceleration data, and to calculate the cumulative inclination coefficient and inclination change rate coefficient of the pile foundation based on dynamic tilt data.

[0120] Specifically, dynamic hierarchical alarms for structural status are achieved through the collaborative analysis of vibration acceleration data and dynamic tilt data. First, the vibration signal is filtered and segmented using a sliding window. The fundamental frequency of the structure is extracted using Fourier transform, and the fundamental frequency offset rate Δf is calculated to characterize the overall stiffness degradation or damage accumulation of the structure. Simultaneously, the cumulative tilt coefficient (θ) of the pile foundation is calculated. cic ) and the coefficient of change of tilt angle (θ) icrc This reflects the cumulative effect of tower tilt and the rate of change. Based on three indicators (Δf, θ...),... cic θ icrc The threshold is used to classify the structural safety status into three safety states: safe, pending verification, and unsafe, which correspond to three alarm levels: green, yellow, and red, respectively.

[0121] The structural vibration control module is used to adjust the stiffness of the tuned mass damper by regulating the magnetic field strength if the fundamental frequency deviation rate exceeds the threshold, thereby achieving vibration control of the offshore wind power structure. If the fundamental frequency deviation rate does not exceed the threshold, the tuned mass damper will operate normally.

[0122] Specifically, the core idea of ​​this system lies in establishing a dynamic adjustment mechanism of "monitoring → analysis → evaluation → control". MTMDs are placed at the peak horizontal displacement positions of several bending vibration modes of the offshore wind turbine structure, and a certain initial magnetic field is set to adjust them to the frequencies corresponding to each mode of the structure. Based on the analysis and evaluation results of real-time monitoring data, the system will automatically trigger the stiffness adjustment mechanism of the multiple magnetorheological tuned mass damper (MRE-MTMD). The judgment criterion is: when the fundamental frequency offset rate Δf exceeds the preset safety threshold, the system determines that the stiffness parameters of the MRE-MTMD need to be actively adjusted. This intelligent decision-making mechanism can ensure that the structural vibration response is always in an optimal control state, ensuring the best vibration suppression effect under different disaster scenarios.

[0123] The multi-hazard monitoring and alarm module is used to compare the fundamental frequency offset rate, the cumulative tilt coefficient of the pile foundation and the tilt change rate coefficient with the alarm threshold to obtain the multi-hazard alarm level of earthquake-wind-wave-current.

[0124] Specifically, this module statistically analyzes and dynamically displays daily real-time monitoring of multiple disaster events such as earthquakes, wind, waves, and currents in the vicinity of wind farms. Based on the data analysis and evaluation module, it extracts the fundamental frequency offset (Δf) and the cumulative inclination coefficient of the pile foundation (θ). cic ) and the coefficient of change of tilt angle (θ) icrc It can conduct risk assessments and issue real-time alerts.

[0125] Specifically, real-time alarms include alarm information, alarm policies, alarm methods, alarm frequency, and alarm thresholds. Alarm information displays all alarm details, ensuring the recording, storage, and retrieval of alarm details. Alarm policies are based on three threshold indicators (Δf, θ). cic θ icrc Based on the monitoring schemes of equipment in different wind farm areas, alarm strategies are adjusted and configured. The alarm method allows definition of alarm information push and notification methods to ensure timely delivery of alarm information to relevant personnel. The alarm frequency is mainly used to control the frequency of alarm information transmission. The alarm threshold module is responsible for setting three indicators (Δf, θ). cic θ icrc Thresholds are set so that the system can monitor and trigger alarms based on the set values.

[0126] The project management and report generation module is used to automatically generate reports containing inspection records, monitoring data, and safety assessment results based on preset dates and multiple disaster events such as earthquakes, wind, waves, and currents.

[0127] Specifically, this module supports intelligent inspection, automatically generating inspection tasks according to cycles or events (earthquakes, wind, waves, currents), recording on-site inspection data (such as corrosion status and structural deformation) through mobile terminals or IoT devices, and analyzing anomalies in conjunction with monitoring indicators; the system can automatically generate reports containing inspection records, monitoring data, and safety assessment results based on preset dates and multiple disaster events such as earthquakes, wind, waves, and currents, realizing report management, inspection management, file management, project management, and system log management, thereby achieving full-process archiving of projects, anomaly tracing, and intelligent operation and maintenance management.

[0128] The system management module is used for user management, menu management, login management, and role management. User management maintains system user information, including adding, modifying, and deleting users, setting passwords, displaying user lists, user details, and user profiles. Role management provides flexible permission allocation, indirectly managing user permissions by binding permissions to roles. Menu management divides and manages system modules and menus. Each module has its own menu, which can be modified in name and order. Login management implements the login interface, copyright information, and multi-user access control.

[0129] The embodiments described above are merely preferred embodiments of the present invention and are not intended to limit the scope of the present invention. Various modifications and improvements made to the technical solutions of the present invention by those skilled in the art without departing from the spirit of the present invention should fall within the protection scope defined by the claims of the present invention.

Claims

1. A method for controlling the vibration of offshore wind turbine structures, characterized in that, include: Collect vibration acceleration data of offshore wind turbine structures; Based on the vibration acceleration data, the fundamental frequency offset is obtained, including: The vibration acceleration data is processed by Fourier transform to obtain the fundamental frequency of the structure; Calculate the fundamental frequency offset rate based on the fundamental frequency of the structure; Calculating the fundamental frequency offset includes: ； Where Δf is the fundamental frequency offset, f cur f is the fundamental frequency of the structure extracted within the current monitoring window. base The fundamental frequency under structurally healthy conditions; If the fundamental frequency offset rate exceeds the threshold, the stiffness parameter of the multi-tuned mass damper is adjusted by regulating the magnetic field strength to achieve vibration control of the offshore wind power structure. If the fundamental frequency offset rate does not exceed the threshold, the multi-tuned mass damper works normally. Before adjusting the stiffness parameters of the multi-tuned mass damper by regulating the magnetic field strength, the following steps are required: The multi-tuned mass damper is formed by installing a single tuned mass damper at the peak horizontal displacement position of several bending vibration modes in front of the offshore wind turbine structure. The single tuned mass damper is connected to a magnetohydrodynamic elastomer, and the stiffness parameter of the single tuned mass damper is adjusted by the magnetic field strength of the magnetohydrodynamic elastomer. Vibration control of offshore wind turbine structures is achieved by adjusting the stiffness parameters of a multi-tuned mass damper through regulating the magnetic field strength. Calculate the stiffness of each order of multi-tuned mass damper, establish a k-H regression model, and solve the k-H regression model inversely to obtain the optimal magnetic field strength corresponding to the target control result. The k~H regression model is as follows: ； Where k is the stiffness parameter, f k is the regression function of stiffness parameter k, k0 is the initial stiffness parameter, that is, the stiffness when the magnetic field strength is zero, and H is the magnetic field strength; The calculation of stiffness parameters for each order of multi-tuned mass damper includes: ； ； ； Where the subscript i represents the order, m d For the mass of a single tuned mass damper, ω i Let f be the angular frequency of the i-th order single tuned mass damper. 0,i k is the fundamental frequency before the i-th order correction. i Let f be the i-th order stiffness parameter. i Let be the i-th corrected fundamental frequency, and Δf be the fundamental frequency offset rate.

2. The vibration control method for offshore wind power structures according to claim 1, characterized in that, After obtaining the fundamental frequency offset, the following is included: Acquire dynamic tilt data of offshore wind turbine structures; Based on the dynamic tilt data, calculate the cumulative tilt angle coefficient and tilt angle change rate coefficient of the pile foundation; Based on the fundamental frequency offset rate, the cumulative tilt angle coefficient of the pile foundation, and the tilt angle change rate coefficient, the safety status of the offshore wind power structure is assessed and alarms are issued to obtain the multi-hazard alarm levels of earthquake, wind, wave, and current.

3. The vibration control method for offshore wind power structures according to claim 2, characterized in that, The calculation of the cumulative inclination coefficient and the rate of change of inclination coefficient of pile foundation includes: ； ； Where, θ cic θ is the cumulative inclination coefficient of the pile foundation. cur θ is the current cumulative inclination angle of the pile foundation. th θ is the tilt angle threshold. icrc This is the coefficient of the rate of change of the pile foundation inclination angle. This represents the rate of change of the pile foundation inclination angle within the current window. The threshold for the rate of change of tilt angle.

4. A vibration control system for offshore wind power structures for implementing the method according to any one of claims 1-3, characterized in that, include: Data receiving and storage module, data analysis and evaluation module, structural vibration control module; The data receiving and storage module is used to collect and store vibration acceleration data and dynamic tilt data of offshore wind power structures. The data analysis and evaluation module is used to obtain the fundamental frequency offset rate based on the vibration acceleration data, and to calculate the cumulative inclination coefficient and inclination change rate coefficient of the pile foundation based on the dynamic tilt data. The structural vibration control module is used to adjust the stiffness of the multi-tuned mass damper by regulating the magnetic field strength if the fundamental frequency offset rate exceeds a threshold, thereby achieving vibration control of the offshore wind power structure. If the fundamental frequency offset rate does not exceed the threshold, the multi-tuned mass damper operates normally.

5. The offshore wind power structure vibration control system according to claim 4, characterized in that, The system also includes a multi-hazard monitoring and alarm module, a project management and report generation module, and a system management module; The multi-hazard monitoring and alarm module is used to assess and alarm the safety status of the offshore wind power structure based on the fundamental frequency offset rate, the cumulative tilt coefficient of the pile foundation and the tilt change rate coefficient, and to obtain the multi-hazard alarm level of earthquake-wind-wave-current. The project management and report generation module is used to automatically generate reports containing inspection records, monitoring data and safety assessment results based on preset dates and multiple disaster events such as earthquakes, wind, waves and currents. The system management module is used to implement user management, menu management, login management, and role management.

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