Offshore wind power structure vibration control method and system

Abstract

The invention belongs to the technical field of electric power automation control, and relates to an offshore wind power structure vibration control method and system, and the method comprises the steps: collecting the vibration acceleration data of an offshore wind power structure; acquiring a fundamental frequency offset rate according to the vibration acceleration data; if the fundamental frequency deviation rate exceeds a threshold value, the rigidity parameter of the multi-tuned mass damper is adjusted by regulating and controlling the magnetic field intensity, vibration control over the offshore wind power structure is achieved, and if the fundamental frequency deviation rate does not exceed the threshold value, the multi-tuned mass damper works normally. According to the method, broadband vibration under the multi-disaster effect and structural vibration after fundamental frequency deviation can be effectively restrained, and meanwhile, the offshore wind power structure safety assessment and alarm under the multi-disaster effect can be achieved in combination with monitoring of dynamic inclination of the offshore wind power structure.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of electric power automation control, in particular to a method and system for vibration control of offshore wind power structure. BACKGROUND

[0002] As a clean and renewable green energy form, offshore wind power plays a crucial role in promoting the transformation of the energy industry to low carbon. In recent years, the eastern coastal areas of China have actively responded to the large-scale development of offshore wind power resources and have achieved a centralized grid-connected development mode, successfully building a rather large offshore wind power system. However, compared with onshore wind power, offshore wind farms are usually built in the sea far from land and often face more severe wind and wave environments. At the same time, China's coastal areas are located in the circum-Pacific seismic belt and face a huge earthquake risk. This special geographical location and environmental conditions undoubtedly bring great challenges to the maintenance of offshore wind power structures under the action of earthquake, wind, wave and flow disasters.

[0003] At present, the existing offshore wind power monitoring system mainly relies on sensors and other equipment to collect data to monitor and evaluate the running state of the wind power structure in real time. However, such systems generally have the following problems: first, there is a lack of systematic evaluation of the safety of offshore wind power structures under the action of multiple disasters such as earthquakes, winds, waves and flows; second, the single or multiple tuned mass dampers currently used for offshore wind power vibration control are mostly adjusted to the 1st or 2nd order of the natural frequency of the structure, which cannot effectively suppress the broadband vibration of the structure under the action of multiple disasters, especially the high-order modal response of the structure. Tuned mass dampers are often used for wind turbine vibration suppression, but when the structure's fundamental frequency deviates, the vibration suppression effect of such passive vibration control will decrease. Therefore, it is urgent to further research and develop suitable multi-disaster monitoring and evaluation and vibration control systems to improve the safety and reliability of offshore wind power structures. SUMMARY

[0004] The purpose of the present application is to provide a method and system for vibration control of offshore wind power structure, which can effectively suppress broadband vibration under the action of multiple disasters and structural vibration after the fundamental frequency deviation.

[0005] To achieve the above purpose, the present application provides the following solutions:

[0006] A method for vibration control of offshore wind power structure, comprising:

[0007] Collecting vibration acceleration data of the offshore wind power structure;

[0008] According to the vibration acceleration data, the fundamental frequency deviation rate is obtained;

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

[0010] Optionally, obtaining the fundamental frequency shift rate according to the vibration acceleration data includes:

[0011] Processing the vibration acceleration data through Fourier transform to obtain the structural fundamental frequency;

[0012] The fundamental frequency offset rate is calculated according to the structural fundamental frequency.

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

[0014] ;

[0015] Where Δf is the fundamental frequency deviation rate, f cur is the structural fundamental frequency extracted within the current monitoring window, f base is the reference fundamental frequency when the structure is in a healthy state.

[0016] Optionally, adjusting the stiffness parameters of the multiple tuned mass dampers by regulating the magnetic field intensity includes:

[0017] A single tuned mass damper is installed at the peak horizontal displacement position of several bending vibration modes in front of the offshore wind turbine structure to form the multiple tuned mass damper, wherein the single tuned mass damper is connected to a magnetohydrodynamic elastomer, and the stiffness parameters of the single tuned mass damper are adjusted by the magnetic field strength of the magnetohydrodynamic elastomer.

[0018] Optionally, the stiffness parameters of the multiple tuned mass dampers are adjusted by regulating the magnetic field intensity to achieve vibration control of the offshore wind turbine structure, including:

[0019] Calculating the stiffness of each order of multiple tuned mass dampers, establishing a k~H regression model, and performing inverse solution on the k~H regression model to obtain the optimal magnetic field strength corresponding to the target control result;

[0020] Wherein, the k~H regression model is:

[0021] ;

[0022] Among them, k is the stiffness parameter, f k is the regression function of the stiffness parameter k, k0 is the initial stiffness parameter, that is, the stiffness when the magnetic field intensity is zero, and H is the magnetic field intensity.

[0023] Optionally, the stiffness parameters of the multiple tuned mass dampers of each order are calculated, including:

[0024] ;

[0025] ;

[0026] ;

[0027] wherein subscript i represents the order, m d is the mass of a single tuned mass damper, ω i is the circular frequency of the i-th single tuned mass damper, f 0,i is the base frequency before correction of the i-th single tuned mass damper, k i is the stiffness parameter of the i-th single tuned mass damper, f i is the base frequency after correction of the i-th single tuned mass damper, and Δf is the base frequency offset rate.

[0028] Optionally, after the base frequency offset rate is obtained, the method further includes:

[0029] obtaining dynamic inclination data of the offshore wind power structure;

[0030] calculating a pile foundation cumulative inclination coefficient and an inclination rate coefficient according to the dynamic inclination data;

[0031] evaluating and warning the safety state of the offshore wind power structure according to the base frequency offset rate, the pile foundation cumulative inclination coefficient and the inclination rate coefficient, and obtaining a seismic-wind-wave-current multi-disaster warning level.

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

[0033] ;

[0034] ;

[0035] wherein θ cic is the pile foundation cumulative inclination coefficient, θ cur is the current pile foundation cumulative inclination, θ th is an inclination threshold, θ icrc is the pile foundation inclination rate coefficient, is the current window pile foundation inclination rate, is an inclination rate threshold.

[0036] The embodiment also provides a vibration control system for an offshore wind power structure, including a data receiving and storage module, a data analysis and evaluation module, and a structure vibration control module.

[0037] The data receiving and storing module is used for collecting and storing offshore wind power structure vibration acceleration data and dynamic inclination data;

[0038] The data analysis and evaluation module is used for obtaining a base frequency offset rate according to the vibration acceleration data, and calculating a pile foundation cumulative inclination coefficient and an inclination change rate coefficient according to the dynamic inclination data;

[0039] The structure vibration control module is used for adjusting the stiffness of the multiple tuned mass damper by regulating the magnetic field strength to realize the vibration control of the offshore wind power structure if the base frequency offset rate exceeds a threshold value, and the multiple tuned mass damper works normally if the base frequency offset rate does not exceed the threshold value.

[0040] Optionally, the system further comprises a multi-disaster monitoring and warning module, a project management and report generation module, and a system management module.

[0041] The multi-disaster monitoring and warning module is used for evaluating and warning the safety state of the offshore wind power structure according to the base frequency offset rate, the pile foundation cumulative inclination coefficient and the inclination change rate coefficient, and obtaining a seismic-wind-wave-current multi-disaster warning level.

[0042] The project management and report generation module is used for automatically generating a report containing patrol records, monitoring data and safety evaluation results according to a preset date and a seismic-wind-wave-current multi-disaster event.

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

[0044] The present application has the advantages that the present application can effectively inhibit the structure broadband vibration caused by the seismic-wind-wave-current multi-disaster effect and the structure vibration after the base frequency offset, and provides a new solution for the intelligent and automatic monitoring, safety evaluation and warning of offshore wind farms, and has important engineering application value. BRIEF DESCRIPTION OF DRAWINGS

[0045] In order to more clearly illustrate the technical solutions in the embodiments of the present application or the prior art, the drawings needed in the embodiments will be briefly introduced below. Obviously, the drawings in the following description are only some embodiments of the present application, and other drawings can be obtained by those skilled in the art without creative labor on the basis of these drawings.

[0046] Figure 1 A flow chart of an offshore wind power structure vibration control method according to an embodiment of the present application;

[0047] Figure 2A schematic diagram of a vibration control system architecture of an offshore wind power structure according to an embodiment of the present application;

[0048] Figure 3 A work flow diagram of a vibration control system of an offshore wind power structure according to an embodiment of the present application. DETAILED DESCRIPTION

[0049] The technical solutions in the embodiments of the present application will be described clearly and completely below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only a part of the embodiments of the present application, but not all the embodiments of the present application. Based on the embodiments in the present application, all the other embodiments obtained by a person of ordinary skill in the art without creative work fall within the protection scope of the present application.

[0050] In order to make the above objectives, characteristics and advantages of the present application more apparent, the present application will be further described in detail below with reference to the drawings and specific embodiments.

[0051] Embodiment one:

[0052] The embodiment provides a vibration control method of an offshore wind power structure, comprising:

[0053] Collecting vibration acceleration data of the offshore wind power structure;

[0054] According to the vibration acceleration data, obtaining a base frequency offset rate;

[0055] If the base frequency offset rate exceeds a threshold value, adjusting the stiffness parameter of the multiple tuned mass dampers by regulating the magnetic field intensity to realize vibration control of the offshore wind power structure, and if the base frequency offset rate does not exceed the threshold value, the multiple tuned mass dampers work normally.

[0056] Further, according to the vibration acceleration data, obtaining the base frequency offset rate comprises:

[0057] Processing the vibration acceleration data by Fourier transform to obtain a structure base frequency;

[0058] According to the structure base frequency, calculating the base frequency offset rate.

[0059] Specifically, first, filtering and sliding window segmentation are performed on the vibration acceleration data, the structure base frequency is extracted by Fourier transform, and the base frequency offset rate Δf is calculated to represent the structure overall stiffness degradation or damage accumulation; the pile foundation cumulative inclination coefficient and the inclination change rate coefficient are calculated synchronously to reflect the tower body inclination cumulative effect.

[0060] Further, calculating the base frequency offset rate comprises:

[0061] ;

[0062] wherein, Δf is the base frequency offset rate, f cur is the base frequency extracted in the current monitoring window, f base is the base frequency under the structure health state.

[0063] Further, before adjusting the stiffness parameter of the multiple tuned mass damper by regulating the magnetic field strength, the method comprises:

[0064] The single tuned mass damper is installed at the peak horizontal displacement position of the several order bending vibration modes of the offshore wind power structure to form the multiple tuned mass damper, wherein the single tuned mass damper (TMD) is connected with the magnetoelastic body, and the stiffness parameter of the single tuned mass damper is adjusted by the magnetic field strength of the magnetoelastic body.

[0065] Specifically, according to the several order modes (for example, the first three order bending vibrations) of the offshore wind power structure, the multiple tuned mass damper (MTMD) and the magnetoelastic body (MRE) are arranged and installed at the peak horizontal displacement position of each order mode.

[0066] Further, the vibration control of the offshore wind power structure is realized by adjusting the stiffness of the multiple tuned mass damper through the regulation of the magnetic field strength, and the method comprises:

[0067] The stiffness parameters of each order are calculated, a k~H regression model is established, the k~H regression model is reversely solved, and the optimal magnetic field strength corresponding to the target control result is obtained;

[0068] The k~H regression model is:

[0069] ;

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

[0071] Further, the stiffness parameters of each order are calculated, and the method comprises:

[0072] ;

[0073] ;

[0074] ;

[0075] wherein, the subscript i represents the order, m d is the mass of the single tuned mass damper, ω is the circular frequency of the single tuned mass damper, f 0,i is the base frequency before correction of the i-th order, k i is the stiffness parameter of the i-th order, f iis the i-th order corrected fundamental frequency, and Δf is the fundamental frequency offset rate.

[0076] Further, after obtaining the fundamental frequency offset rate, the method comprises:

[0077] obtaining dynamic inclination data of the offshore wind power structure;

[0078] calculating a pile foundation cumulative inclination coefficient and an inclination change rate coefficient according to the dynamic inclination data;

[0079] evaluating and warning a safety state of the offshore wind power structure according to the fundamental frequency offset rate, the pile foundation cumulative inclination coefficient and the inclination change rate coefficient, and obtaining a seismic-wind-wave-current multi-disaster warning level.

[0080] Further, calculating the pile foundation cumulative inclination coefficient and the inclination change rate coefficient comprises:

[0081] ;

[0082] ;

[0083] wherein, θ cic is the pile foundation cumulative inclination coefficient, θ cur is the current pile foundation cumulative inclination, θ th is an inclination threshold value, θ icrc is the pile foundation inclination change rate coefficient, is a current window pile foundation inclination change rate, is an inclination change rate threshold value.

[0084] Embodiment two:

[0085] The following will be combined Figure 1 to explain in detail a vibration control method for an offshore wind power structure:

[0086] The vibration control method for the offshore wind power structure comprises setting multiple tuned mass dampers (MTMD) and magneto-rheological elastomers (MRE) according to several orders of modalities of the offshore wind power structure, installing the multiple tuned mass dampers (MTMD) and magneto-rheological elastomers (MRE) at peak horizontal displacement positions of the several orders of modalities and setting a certain initial magnetic field to be tuned to frequencies corresponding to the several orders of modalities of the structure, so as to realize control of wide-frequency vibration of the offshore wind power structure under seismic-wind-wave-current multi-disaster conditions. The magneto-rheological elastomer (MRE) material is combined with the multiple tuned mass dampers (MTMD), the stiffness of the MRE-MTMD is dynamically adjusted by regulating the magnetic field strength, and vibration control of the structure after the fundamental frequency offset is realized. Specifically, the method comprises the following steps:

[0087] S1: Multiple tuned mass dampers (MTMDs) are deployed based on the first three flexural modes of the offshore wind turbine structure, and their installation locations are determined based on the results of the offshore wind turbine structure's modal analysis. Based on the vibration characteristics of the offshore wind turbine tower's modal analysis, individual TMDs are installed at the peak horizontal displacement positions of the 1st, 2nd, and 3rd flexural modes to form MTMDs. This allows for broadband vibration control of the offshore wind turbine structure under multiple hazards, 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 through the magnetic field strength (H) of the magnetofluid elastomer (MRE) connected to each individual TMD. Among them, the relationship between the magnetic field strength (H) and the TMD stiffness parameter (k) can be reversely solved by establishing k~H to achieve the initial optimal magnetic field strength required to achieve the target vibration control effect. The specific process of the reverse solution is: given the magnetic field strength in the experiment, the stiffness parameter corresponding to the magnetic field strength is measured by the test instrument, and the magnetic field strength is repeatedly changed to obtain multiple sets of corresponding stiffness parameters, and then the regression formula is used to fit the relationship between H and k to obtain the corresponding fitting formula. The initial optimal magnetic field strength can be reversely solved by the fitting formula, including:

[0089] (1);

[0090] The following forms of regression models can be considered:

[0091] Exponential Model: ;

[0092] Hyperbolic tangent model: ;

[0093] Polynomial Model: ;

[0094] Among them, 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 stiffness determination method of the target multi-order MTMD is:

[0096] (2);

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

[0098] (3) ;

[0099] (4) ;

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

[0101] S3: Collect offshore wind power structure monitoring data, including structure vibration acceleration and dynamic inclination data.

[0102] S4: Obtain vibration control input parameters by using a safety frequency inclination coupling evaluation method for offshore wind power structures, which is based on structure vibration and dynamic inclination data, extracts the fundamental frequency offset rate (Δf), the pile foundation cumulative inclination coefficient (θ cic ), and the inclination change rate coefficient (θ icrc ). The structure fundamental frequency can be obtained by Fourier transform of vibration acceleration data analysis, and the fundamental frequency offset rate Δf is further calculated to represent the structure overall stiffness degradation or damage accumulation, and the calculation formula of Δf is as follows:

[0103] (5);

[0104] f cur i base is the structure fundamental frequency (Hz) extracted in the current monitoring window, and f cic is the reference fundamental frequency (Hz) under the structure health state.

[0105] Two additional functions can be extended in this step, namely structure safety evaluation and real-time alarm. Based on dynamic inclination data, the pile foundation cumulative inclination coefficient (θ cic ) and the inclination change rate coefficient (θ icrc ) are calculated to reflect the tower body inclination cumulative effect and the fast or slow degree of change.

[0106] The calculation of the pile foundation cumulative inclination coefficient (θ cic ) and the inclination change rate coefficient (θ icrc ) includes:

[0107] (6);

[0108] (7);

[0109] where θ cic is the pile foundation cumulative inclination coefficient, θ cur is the current pile foundation cumulative inclination, θ th is the inclination threshold, θ icrc is the pile foundation inclination change rate coefficient, is the current window pile foundation inclination change rate, is the inclination change rate threshold.

[0110] Based on the three index thresholds (Δf, θcic , θ icrc ) for safety assessment and real-time warning of offshore wind power structures, the judgment conditions and corresponding assessment results and warning levels are shown in Table 1. To avoid resonance of the wind turbine during operation, the first-order lateral natural frequency of the wind turbine system designed with soft-rigid is between 1P and 2P / 3P. According to the DNVGL specification recommendation, a 10% safety redundancy is reserved between the 1P frequency band and the 2P / 3P frequency band, so the selection of the wind turbine safety frequency range is very limited, which puts higher requirements on wind turbine design and safety monitoring. Referring to the Technical Code for Monitoring of Highway Bridge Structures (JTT1037-2022), the main frequency change of the structure excluding environmental impact should not exceed 5%, and when it exceeds 3%, an alarm should be taken. Combined with the modal analysis results of typical wind power structures, it is recommended that the Δf grading alarm threshold be 1.5% and 3%. According to the Offshore Wind Farm Engineering Wind Turbine Foundation Design Specification, the inclination threshold is 0.5°. Considering factors such as tower yield and foundation overturning, the inclination rate threshold is determined by finite element analysis.

[0111] Table 1

[0112]

[0113] S5: Determine whether the changed fundamental frequency offset rate exceeds the threshold (e.g., 3%), and if it exceeds the threshold, proceed to the damper stiffness correction step. Adopting a magneto-rheological elastomer (MRE) material combined with a multiple tuned mass damper (MTMD), the current optimal magnetic field strength is calculated through the k~H regression model established in S2, and then the stiffness parameters of the MRE-MTMD are dynamically adjusted by controlling the magnetic field strength to achieve vibration control of the structure after the fundamental frequency offset. After testing, when the fundamental frequency changes, the maximum position of the horizontal displacement of each mode shape of the offshore wind tower body hardly changes.

[0114] Example Three:

[0115] An offshore wind power structure vibration control system for implementing the method of example one or example two, the system supports user login and multi-level role permission allocation (such as administrator, inspector, and operator), realizes project hierarchical management and monitoring index configuration (including sensor type, number, and number), such as Figure 2-Figure 3 as shown, including: data receiving and storage module, data analysis and evaluation module, structure vibration control module, multi-disaster monitoring and warning module, project management and report generation module, system management module;

[0116] The core idea of the system is to form a dynamic adjustment mechanism of "monitoring-analysis-evaluation-control". The MTMD is arranged at the peak level displacement position of several order bending vibration modes of the offshore wind power structure and is adjusted to the frequency corresponding to each order mode of the structure with a certain initial magnetic field. 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 determination criterion is that when the base frequency deviation rate Δf exceeds the preset safety threshold, the system determines that the stiffness parameter of the MRE-MTMD needs to be actively regulated. This intelligent decision mechanism can ensure that the structural vibration response is always in the optimal control state.

[0117] The data receiving and storage module is used for collecting and storing offshore wind power structure monitoring data, wherein the offshore wind power structure monitoring data includes vibration acceleration data and dynamic inclination data.

[0118] Specifically, the module is provided with an interface for receiving third-party data, which can access the data pushed by the national seismic network and obtain environmental monitoring data (wind, wave, flow) and offshore wind power structure monitoring data. After standardization processing of the monitoring data through different sensor protocols and specifications, the data is uniformly stored in the database to serve the safety evaluation, alarm and vibration control of offshore wind power structures under the action of multiple disasters such as earthquake, wind, wave and flow.

[0119] The data analysis and evaluation module is used for obtaining the base frequency deviation rate according to the vibration acceleration data, and calculating the pile foundation cumulative inclination coefficient and inclination change rate coefficient according to the dynamic inclination data.

[0120] Specifically, the structural state dynamic grading alarm is realized through the collaborative analysis of vibration acceleration data and dynamic inclination data. First, the vibration signal is filtered and divided into sliding windows, and the structural base frequency is extracted using Fourier transform to calculate the base frequency deviation rate Δf to represent the structural overall stiffness degradation or damage accumulation. The pile foundation cumulative inclination coefficient (θ cic ) and the inclination change rate coefficient (θ icrc ) are calculated synchronously to reflect the tower inclination accumulation effect and the change speed. According to the threshold values of the three indexes (Δf, θ cic , θ icrc ), the structural safety state is classified into safe, to be checked and unsafe, corresponding to green, yellow and red alarm levels respectively.

[0121] The structural vibration control module is used for adjusting the stiffness of the tuned mass damper by regulating the magnetic field strength if the base frequency deviation rate exceeds the threshold value, to realize the vibration control of the offshore wind power structure, and the tuned mass damper works normally if the base frequency deviation rate does not exceed the threshold value.

[0122] Specifically, the core idea of the system is to form a dynamic adjustment mechanism of "monitoring → analysis → evaluation → control". The MTMD is arranged at the peak level displacement position of several order bending vibration modes of the offshore wind power structure and set to the initial magnetic field adjustment to the frequency corresponding to each order 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 determination criterion is: when the base frequency deviation rate Af exceeds the preset safety threshold, the system determines that the stiffness parameter of the MRE-MTMD needs to be actively regulated. This intelligent decision mechanism can ensure that the structure vibration response is always in the optimal control state, and ensure the best vibration suppression effect under different disaster scenarios.

[0123] The multi-disaster monitoring and alarm module is used to compare the base frequency deviation rate and the pile foundation cumulative inclination coefficient and inclination rate coefficient with the alarm threshold to obtain the earthquake-wind-wave-current multi-disaster alarm level.

[0124] Specifically, this module dynamically displays the earthquake, wind, wave, flow and other multi-disaster events in the vicinity of the wind power field in daily real-time monitoring, and performs risk assessment and real-time alarm based on the base frequency deviation rate (Af), the pile foundation cumulative inclination coefficient (θ cic ) and the inclination rate coefficient (θ icrc ) extracted by the data analysis and evaluation module.

[0125] Specifically, real-time alarm includes alarm information, alarm strategy, alarm mode, alarm frequency, and alarm threshold. Alarm information displays all alarm information to ensure the recording, storage and query of alarm details. The alarm strategy is based on the three-index threshold (Af, θ cic , θ icrc ), and adjusts and configures the alarm strategy according to the monitoring scheme of the equipment in different wind power field regions. The alarm mode can define the push and notification mode of the alarm information to ensure that the alarm information can be timely conveyed to the relevant personnel. The alarm frequency is mainly used to control the sending frequency of the alarm information. The alarm threshold module is responsible for setting the three-index (Af, θ cic , θ icrc ) threshold, so that the system can monitor and trigger the alarm according to the set value.

[0126] The project management and report generation module is used to automatically generate reports containing patrol records, monitoring data and safety evaluation results according to the preset date and earthquake-wind-wave-current multi-disaster events.

[0127] Specifically, the module supports intelligent patrol, automatically generates patrol tasks according to a period or an event (earthquake, wind, wave, flow), records on-site inspection data (such as corrosion state, structure deformation) through a mobile terminal or an Internet of Things device, and analyzes abnormalities in linkage with monitoring indexes; the system can automatically generate a report containing patrol records, monitoring data and safety evaluation results according to a preset date and a multi-disaster event of earthquake, wind, wave and flow, and realize report management, patrol management, archive management, project management and system log management, thereby realizing project whole-process archiving, abnormality tracing and intelligent operation and maintenance management.

[0128] The system management module is used for realizing user management, menu management, login management and role management. The user management is used for maintaining system user information, including adding, modifying and deleting users, setting user passwords and the like, and displaying a user list, user data details and user data. The role management provides a flexible permission allocation function, and indirectly realizes user permission management by binding permissions to roles. The menu management realizes division and management functions of system modules and menus. Each module has its own menu, and the menu can be modified in name and order. The login management realizes a login interface, copyright information and multi-user permission control.

[0129] The above-described embodiments are only descriptions of the preferred modes of the present application, and do not limit the scope of the present application. Without departing from the design spirit of the present application, various modifications and improvements to the technical solutions of the present application made by those skilled in the art shall fall within the protection scope defined by the claims of the present application.

Claims

1. A method for controlling vibration of an offshore wind power structure, characterized in that: include: Collect vibration acceleration data of offshore wind turbine structures; Obtaining a fundamental frequency shift rate according to the vibration acceleration data; If the fundamental frequency offset rate exceeds the threshold, the stiffness parameters of the multiple tuned mass damper are adjusted by regulating the magnetic field intensity to achieve vibration control of the offshore wind power structure. If the fundamental frequency offset rate does not exceed the threshold, the multiple tuned mass damper operates normally.

2. The offshore wind power structure vibration control method according to claim 1, characterized in that: According to the vibration acceleration data, obtaining the fundamental frequency shift rate includes: Processing the vibration acceleration data through Fourier transform to obtain the structural fundamental frequency; The fundamental frequency offset rate is calculated according to the structural fundamental frequency.

3. The offshore wind power structure vibration control method according to claim 2, characterized in that: Calculating the fundamental frequency offset rate includes: ； Where Δf is the fundamental frequency deviation rate, f cur is the structural fundamental frequency extracted within the current monitoring window, f base It is the reference fundamental frequency when the structure is in a healthy state.

4. The offshore wind power structure vibration control method according to claim 1, characterized in that: Adjusting the stiffness parameters of the multi-tuned mass damper by regulating the magnetic field intensity includes: A single tuned mass damper is installed at the peak horizontal displacement position of several bending vibration modes in front of the offshore wind turbine structure to form the multiple tuned mass damper, wherein the single tuned mass damper is connected to a magnetohydrodynamic elastomer, and the stiffness parameters of the single tuned mass damper are adjusted by the magnetic field strength of the magnetohydrodynamic elastomer.

5. The offshore wind power structure vibration control method according to claim 4, characterized in that: By adjusting the magnetic field intensity to adjust the stiffness parameters of the multiple tuned mass dampers, vibration control of offshore wind turbine structures is achieved, including: Calculating the stiffness of each order of multiple tuned mass dampers, establishing a k~H regression model, and performing inverse solution on the k~H regression model to obtain the optimal magnetic field strength corresponding to the target control result; Wherein, the k~H regression model is: ； Among them, k is the stiffness parameter, f k is the regression function of the stiffness parameter k, k0 is the initial stiffness parameter, that is, the stiffness when the magnetic field intensity is zero, and H is the magnetic field intensity.

6. The offshore wind power structure vibration control method according to claim 5, characterized in that: Calculation of stiffness parameters of each order of multiple tuned mass dampers includes: ； ； ； Wherein, the subscript i represents the order, m d is the mass of a single tuned mass damper, ω i is the circular frequency of the i-th order single tuned mass damper, f 0,i is the fundamental frequency before the i-th order correction, k i is the i-th order stiffness parameter, f i is the fundamental frequency after the i-th order correction, and Δf is the fundamental frequency offset rate.

7. The offshore wind power structure vibration control method according to claim 1, characterized in that: After obtaining the fundamental frequency deviation rate, the following steps are included: Obtain dynamic tilt data of offshore wind turbine structures; Calculating the cumulative inclination coefficient and the inclination change rate coefficient of the pile foundation according to the dynamic inclination data; According to the fundamental frequency shift rate, the pile foundation cumulative inclination coefficient and the inclination change rate coefficient, the safety status of the offshore wind power structure is evaluated and an alarm is issued to obtain an earthquake-wind-wave-current multi-hazard alarm level.

8. The offshore wind power structure vibration control method according to claim 7, characterized in that: Calculation of the cumulative inclination coefficient and inclination change rate coefficient of the pile foundation includes: ； ； Among them, θ cic is the cumulative inclination coefficient of the pile foundation, θ cur is the current accumulated inclination of the pile foundation, θ th is the tilt threshold, θ icrc is the coefficient of change rate of pile foundation inclination, is the rate of change of the pile foundation inclination angle in the current window, is the tilt angle change rate threshold.

9. An offshore wind power structure vibration control system for implementing the method according to any one of claims 1 to 8, 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 the vibration acceleration data and dynamic tilt data of the offshore wind power structure; The data analysis and evaluation module is used to obtain the fundamental frequency deviation rate based on the vibration acceleration data, and calculate the pile foundation cumulative inclination coefficient and inclination change rate coefficient based on the dynamic inclination data; The structural vibration control module is used to adjust the stiffness of the multiple tuned mass damper by regulating the magnetic field intensity if the fundamental frequency offset rate exceeds a threshold value, thereby achieving vibration control of the offshore wind power structure; if the fundamental frequency offset rate does not exceed the threshold value, the multiple tuned mass damper operates normally.

10. The offshore wind power structure vibration control system according to claim 9, 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 evaluate and issue an alarm on the safety status of the offshore wind power structure based on the fundamental frequency offset rate, the cumulative inclination coefficient of the pile foundation, and the inclination change rate coefficient, and obtain the earthquake-wind-wave-current multi-hazard alarm level; 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 earthquake-wind-wave-current multi-hazard events; The system management module is used to implement user management, menu management, login management and role management.

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