A method for inhibiting vortex-induced vibration of a surface of a wind turbine tower

Abstract

This invention proposes a method for suppressing vortex-induced vibration (VID) on the surface of wind turbine towers, relating to the field of VID suppression technology. A three-dimensional model of the tower is established, and modal analysis is performed on the model to calculate the maximum displacement height H1 of the first-order mode and the antinode height H2 of the second-order mode. Based on the maximum displacement height H1 and antinode height H2, the VID sensitive area is determined, and multiple wake control structures are installed within this area. The length of each individual wake control structure and the spacing between them are calculated. The wake control structure angle is optimized through wind tunnel testing to ensure that multiple wake control structures cover the VID sensitive area. After installing multiple wake control structures, the wake width compression ratio is verified, ensuring that it is less than a threshold, thus significantly improving the effect of suppressing VID on the surface of wind turbine towers.

Description

Technical Field

[0001] This invention proposes a method for suppressing vortex-induced vibration on the surface of wind turbine towers, relating to the field of wind turbine tower technology. Background Technology

[0002] As a key supporting structure for wind turbine generators, the stability of the wind turbine tower directly affects the safe operation of the entire generator. However, wind turbine towers are often subjected to periodic wind loads during operation, and especially under certain wind speed conditions, the tower surface is highly susceptible to vortex-induced vibration. This phenomenon occurs because airflow around the tower surface forms periodic vortices that detach. When the vortex shedding frequency approaches the natural frequency of the tower structure, it can trigger structural resonance, leading to significant tower vibration. This can then cause serious accidents such as structural fatigue, bolt loosening, or even tower collapse, threatening the safe and stable operation of wind power equipment.

[0003] Currently, technologies for suppressing vortex-induced vibration (vortex-induced vibration) of wind turbine towers mainly include installing structures such as spoilers, helical flow vanes, and aerodynamic covers. These structures reduce the excitation effect of vortex-induced forces on the structure by disrupting the periodicity of the wake vortex street. However, existing technologies generally suffer from the following problems: First, the installation location of spoilers lacks scientific basis, often employing a global or empirically based local arrangement, leading to material waste and high installation costs. Second, they fail to fully consider the matching relationship between the modal characteristics of the tower structure and the vortex-induced vibration sensitive area, resulting in poor vibration suppression effects. Third, they lack systematic methods for optimizing structural parameters; key parameters such as the size, spacing, and installation angle of the spoilers have not been effectively optimized, making it difficult to balance vibration suppression effects with control of additional wind loads.

[0004] Therefore, there is an urgent need for a systematic method that combines tower modal analysis with vortex-induced vibration sensitive area identification to achieve precise layout and parameter optimization of vortex-induced vibration suppression structures, thereby effectively suppressing vortex-induced vibration on the surface of wind turbine towers, reducing structural fatigue risk, extending tower service life, and ensuring the safe and stable operation of wind power equipment. Summary of the Invention

[0005] To address the aforementioned technical problems, this invention proposes a method for suppressing vortex-induced vibration on the surface of wind turbine towers, comprising:

[0006] A three-dimensional model of the tower is established, and modal analysis is performed on the three-dimensional model of the tower to calculate the maximum displacement height H1 of the first mode and the antinode height H2 of the second mode.

[0007] The vortex-induced vibration sensitive area is determined based on the maximum displacement height H1 and the antinode height H2, and multiple wake control structures are installed in the vortex-induced vibration sensitive area. The length of a single wake control structure and the spacing between wake control structures are calculated. The wake control structure angle is optimized through wind tunnel tests so that multiple wake control structures cover the vortex-induced vibration sensitive area.

[0008] After installing multiple wake control structures, verify the wake width compression ratio to ensure that the wake width compression ratio is less than the threshold.

[0009] Preferably, the displacement vector of the first-order mode is extracted. Let the displacement vector of the first mode of node j be... Calculate the resultant displacement magnitude of node j :

[0010] ;

[0011] in, , , The displacement vectors of node j are respectively Displacement components in the x, y, z directions;

[0012] Compare all nodes Find the node k with the largest resultant displacement modulus:

[0013] ;

[0014] The height corresponding to the node k with the largest resultant displacement mode is the maximum displacement height H1 of the first-order mode.

[0015] Preferably, the displacement component perpendicular to the prevailing wind direction is extracted from the displacement vector of the second-order mode. Calculate the approximate curvature q for each node j. j :

[0016] ;

[0017] in: ΔH represents the displacement components of adjacent nodes j-1, j, and j+1 in the y-direction, and ΔH is the height difference between the nodes.

[0018] Check the approximate curvature q along the height direction j Within the node segment where the curvature sign changes, the antinode height H2 is calculated using a linear interpolation formula:

[0019] ;

[0020] Among them, H j and H j+1 It is the height of nodes j and j+1, q j and q j+1 It is the corresponding approximate value of curvature.

[0021] Preferably, if H1 and H2 satisfy Then define the height H0 of the sensitive center:

[0022] H0 = (H1 + H2) / 2;

[0023] Among them, H 总高 This refers to the total height of the wind turbine tower above ground.

[0024] Define the sensitive region of vortex-induced vibration [H] lower H upper ]:

[0025] [H lower H upper ] = [H0-0.25D0, H0+0.25D0];

[0026] Where D0 is the outer diameter of the tower at H0, and H lower H upper These represent the lower and upper limits of the vortex-induced vibration sensitive zone, respectively.

[0027] Preferably, the longitudinal length L covered by the multiple wake control structures satisfies the following constraint:

[0028] L≥(H) upper -H lower );

[0029] Determine the length of a single wake control structure :

[0030] ν represents the kinematic viscosity of air, and U is the actual wind speed.

[0031] Preferably, the length of a single wake control structure The constraints are:

[0032] .

[0033] Preferably, the interval s between adjacent cover plates is determined:

[0034] ;

[0035] Among them, U ref For reference wind speed, U represents actual wind speed. Reflects the effect of flow velocity on vortex shedding frequency;

[0036] Constraint: 0.2D0≤s≤2D0.

[0037] Preferably, when the deviation between the maximum displacement height H1 of the first mode and the antinode height H2 of the second mode satisfies When, an offset coefficient is introduced. ,

[0038] ;

[0039] Adjust the scope of the sensitive area: ;

[0040] Among them, H 总高 The total height of the wind turbine tower above ground is given by denoted as H0, and D0 is the outer diameter of the tower at H0.

[0041] Compared with the prior art, the present invention has the following beneficial technical effects:

[0042] 1. By determining the maximum displacement height H1 of the first mode and the antinode height H2 of the second mode through modal analysis, the sensitive area of ​​vortex-induced vibration can be accurately located, making the installation of the wake control structure more targeted and able to directly act on the area with the most significant vibration, thus greatly improving the suppression effect.

[0043] 2. By calculating the length and spacing of individual wake control structures and optimizing the opening angle through wind tunnel tests, we can ensure that multiple wake control structures can efficiently cover the sensitive area, thereby maximizing the wake control effect and improving the efficiency of vibration suppression while reducing material consumption.

[0044] 3. After installation, the wake width compression ratio is verified and required to be less than a threshold. This effectively ensures that the wake control structure can function continuously and stably, reducing fatigue damage to the wind turbine tower caused by vortex-induced vibration, extending the tower's service life, and reducing maintenance costs. This method can effectively suppress vortex-induced vibration, reduce structural risks to the tower caused by vibration, and ensure the safe and stable operation of wind power equipment. Attached Figure Description

[0045] To more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings used in the description of 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 framework diagram of the method for suppressing vortex-induced vibration on the surface of a wind turbine tower according to the present invention;

[0047] Figure 2 This is a schematic flowchart of the method for vortex-induced vibration of the wind turbine tower surface according to the present invention;

[0048] Figure 3 This is a schematic diagram of the sensitive area on the surface of the wind turbine tower according to the present invention;

[0049] Figure 4 This is a schematic diagram showing the longitudinal length covered by the multiple wake control structures of the present invention;

[0050] Figure 5 This is a schematic diagram of a single wake control structure of the present invention;

[0051] Figure 6 To compare the characteristics of vortex-induced vibration flow fields with and without wake control; Figure 6 (a) shows the characteristics of the vortex-induced vibration flow field without wake control. Figure 6 (b) shows the characteristics of the vortex-induced vibration flow field with wake control. Detailed Implementation

[0052] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0053] Example 1

[0054] like Figure 1-2 The diagram shown is a flowchart illustrating the method for suppressing vortex-induced vibration on the surface of a wind turbine tower according to the present invention. The method includes:

[0055] 1. Establish a three-dimensional model of the tower and perform modal analysis on the three-dimensional model of the tower.

[0056] A three-dimensional model of the tower is established, including actual geometric features such as the gradual change in tower thickness, flange connection points, and internal platforms; the bottom is fixed and constrained, and the equivalent mass load of the nacelle is applied to the top.

[0057] Modal analysis was performed on the three-dimensional model of the tower to calculate the natural frequencies f of the first two modes of the tower. n And the corresponding mode shape data, n=1,2. The mode shape data includes the displacement vectors of each node in all directions (x,y,z). Where n is the modal order, output , As a foundational result.

[0058] Extract the displacement vector from the first-order mode shape data (n=1). Let the displacement vector of the first mode of node j be... .

[0059] For each node j, calculate the resultant displacement modulus of node j. :

[0060] ;

[0061] in, , , These are the displacement components of node j in the x, y, and z directions, respectively.

[0062] Compare all nodes Find the node k with the largest resultant displacement modulus:

[0063] ;

[0064] The height corresponding to the node k with the largest resultant displacement mode is the maximum displacement height H1 representing the first-order mode. The maximum displacement height H1 of the first-order mode is the point of maximum kinetic energy displacement of the wind turbine tower structure under wind load. The inertial force is strongest here, and the vortex-induced force input energy efficiency is the highest, which is the main source of vibration response.

[0065] Extract the displacement component perpendicular to the prevailing wind direction (y-direction) from the displacement vector of the second-order mode. .

[0066] The curvature approximation q of each node j is calculated using the central difference method. j :

[0067] ;

[0068] in: ΔH represents the displacement component in the y-direction of the displacement vector of the second-order mode of adjacent nodes j-1, j, and j+1. Nodes j-1, j, and j+1 must be arranged in height order, and ΔH is the height difference between nodes. It should be noted that this step assumes that the node distribution is uniform and that all nodes are internal nodes, not boundary nodes, because boundary nodes lack adjacent data.

[0069] Check the calculated approximate curvature value q along the height direction. j Identify the node segments where the curvature sign changes, i.e., the node segments where the curvature signs of adjacent nodes are opposite. This indicates that the zero point of curvature is located between nodes j and j+1.

[0070] Within the node segment where the sign of curvature changes, the height of the zero curvature point, i.e., the antinode height H2, is estimated using a linear interpolation formula:

[0071] ;

[0072] Among them, H j and H j+1 It is the node height, q j and q j+1 It is the corresponding approximate value of curvature.

[0073] The output represents the antinode height H2 of the second mode. The antinode height H2 of the second mode is located at the point of maximum amplitude, i.e., the point of zero curvature, where the fluid is most likely to form a stable vortex street, resulting in enhanced periodic vortex shedding force.

[0074] H1 and H2 are calculated using the above method to achieve a dual determination of resonance risk. Vortex-induced vibration requires the simultaneous fulfillment of: frequency matching: vortex shedding frequency f. v ≈Structure natural frequency f n Therefore, the above steps are based on the concept of spatial coupling, aligning the vortex shedding position with the anti-node of structural vibration. H1 and H2 correspond to the anti-nodes of the first and second vibration modes, respectively, and are the core regions of resonant spatial coupling. Table 1 shows a comparison of the vibration reduction effect of this invention with other control schemes.

[0075] Table 1 Comparison Test:

[0076]

[0077] As can be seen, based on the location of the sensitive areas H1 and H2, the technical solution of the present invention can control the additional wind load to a minimum level while ensuring the vibration reduction effect.

[0078] 2. Identify the vortex-induced vibration sensitive area and install a wake control structure within it.

[0079] Based on the maximum displacement height H1 and antinode height H2 calculated above, if the difference between H1 and H2 satisfies the following relationship:

[0080] ;

[0081] Among them, H 总高 This refers to the total height of the wind turbine tower above ground.

[0082] The height of the sensitive center is defined as: H0 = (H1 + H2) / 2;

[0083] like Figure 3 As shown, the sensitive region of vortex-induced vibration [H] is defined. lower H upper ]:

[0084] [H lower H upper ] = [H0-0.25D0, H0+0.25D0];

[0085] Where D0 is the outer diameter of the tower at H0, and H lower H upper These represent the lower and upper limits of the vortex-induced vibration sensitive zone, respectively.

[0086] Multiple wake control structures are installed in the vortex-induced vibration sensitive area, such as Figure 4-5 As shown:

[0087] The longitudinal length L covered by multiple wake control structures should satisfy the following constraint:

[0088] L≥(H) upper-H lower );

[0089] Determine the length of a single wake control structure :

[0090] ;

[0091] Length of a single wake control structure The constraints are:

[0092] ;

[0093] When the above constraints are met

[0094] The scope is: ;

[0095] Wherein, the logarithmic function ln reflects the nonlinear relationship of flow separation characteristics, U is the actual wind speed, and the constant term 0.28 and coefficient −0.03 are obtained through wind tunnel experiments; ν represents the kinematic viscosity of air, and v takes a value of 1.5 × 10⁻⁶. -5 m 2 / s.

[0096] The essence of vortex-induced vibration is that the vibration is most intense when the vortex shedding frequency resonates with the natural frequency of the structure.

[0097] The cover plate suppresses vortex-induced resonance by disrupting the periodicity of the wake vortex street. The interval s needs to match the spatial scale of vortex-induced resonance, while the vortex shedding scale is strongly correlated with the wind speed U.

[0098] Determine the spacing s between adjacent cover plates:

[0099] ;

[0100] Among them, U ref For reference wind speed, the wind speed corresponding to the first-order natural frequency of the tower is preferably used, where U is the actual wind speed. Reflects the effect of flow velocity on vortex shedding frequency;

[0101] Constraint: 0.2D0 ≤ s ≤ 2D0;

[0102] Lower limit 0.2D0: Avoid excessively small spacing, which leads to dense cover plates, high manufacturing and installation costs, and excessive wake interference.

[0103] Upper limit 2D0: Avoid excessively large intervals, which may prevent effective destruction of vortex shedding and cause it to form completely within the interval, resulting in a loss of control.

[0104] when When s = (2 - 0.2 × 1)D0 = 1.8D0, it falls within the middle range of the constraint 0.2D0 ≤ s ≤ 2D0.

[0105] 3. Optimize the wake control structure's angle through wind tunnel testing to ensure the optimized vortex shedding frequency f. v The constraints are met.

[0106] Make a scaled-down model of the tower (1:50~1:100) and install a wake control structure with an adjustable tension angle θ in the vortex-induced vibration sensitive area of ​​the corresponding scale.

[0107] Measure the vortex shedding frequency f at different θ v vortex shedding frequency f v Must meet:

[0108] n=1,2;

[0109] Where f n Let n be the nth natural frequency of the tower.

[0110] The locked wind speed range for wind tunnel testing is [0.8, 1.1] (dimensionless). Within this range, the model experiences vortex-induced vibration, and the structural vibration frequency is synchronized with the vortex shedding frequency, resulting in a significant increase in amplitude.

[0111] Minimize the drag coefficient as The optimal subtended angle is obtained. for:

[0112] ;

[0113] The drag coefficient is The magnitude of wind load on a structure needs to be measured through wind tunnel testing.

[0114] The above formula adjusts the opening angle. To minimize the drag coefficient and balance the vibration reduction effect with the additional aerodynamic load.

[0115] Wake width compressibility measured using PIV (Particle Image Velocimetry):

[0116] ;

[0117] W0 represents the width of the original vortex-induced vibration sensitive region without wake control structures, measured using PIV (particle image velocimetry) under non-intervention conditions; W 尾流 The width of the vortex-induced vibration sensitive area after the addition of the wake control structure reflects the degree to which the vortex-induced vibration sensitive area is compressed. The smaller the value, the stronger the control effect. 20% is the compression ratio threshold to ensure that the wake control structure significantly weakens the vortex-induced vibration energy.

[0118] In a specific embodiment, the wind turbine tower is in U ref Test data at 12 m / s:

[0119] Original W0 = 3.2m, after adding the wake control structure W 尾流 =2.4m;

[0120] Compression ratio = (3.2 - 2.4) / 3.2 = 25%, which meets the requirement of ≥20%;

[0121] Optimal angle =15° C d Minimum, 18% lower than without control.

[0122] In a specific embodiment, the characteristics of vortex-induced vibration flow field with and without wake control are compared:

[0123] Appendix Figure 6 In (a), the sensitive area of ​​the wind turbine tower shows a strong color gradient of red, yellow and green, indicating that the vibration changes in the sensitive area of ​​the tower are drastic, the vortex-induced force is significant, and the structural vibration is more intense.

[0124] Appendix Figure 6 In (b), the wake region's color transitions evenly between blue-green and light blue, with a significantly weakened gradient, indicating that the wake control structure interferes with the periodic generation and shedding of vortices, resulting in a more stable flow field. Wake control reduces the amplitude of structural vibration by disrupting vortex coherence and suppressing the periodic excitation of vortex forces.

[0125] It is evident that the wake control structure effectively tames the turbulent wake and weakens the power source of vortex-induced vibration, demonstrating the suppressive effect of flow control on vortex-induced vibration.

[0126] Example 2

[0127] When the deviation between the maximum displacement height H1 of the first mode and the antinode height H2 of the second mode exceeds the total height H 总高 When it is greater than 0.5%, that is Introducing offset coefficient Dynamically adjust the range of the sensitive area:

[0128] ;

[0129] Extend the sensitive area to: ;

[0130] It should be noted that when the deviation between H1 and H2 increases, the sensitive area automatically expands, and the offset coefficient... The maximum value can be increased to 0.3 to avoid blind spots in vibration control.

[0131] Example 3

[0132] For higher-order modes (n≥3) of order 3 and above: a partitioning strategy is used to optimize the wake control structure. Table 2 shows the parameter settings.

[0133] Table 2

[0134]

[0135] Among them, the sensitivity heights of the first, second, and third orders are H respectively. 0,1 H 0,2 H 0,3 The intervals between adjacent cover plates of the first and second order are s1 and s2, respectively. In the case of the nth order, the interval is set according to the actual order.

[0136] In a specific embodiment, for multi-mode control of a 140m wind turbine tower, H1=98m and H2=82m;

[0137] The difference between H1 and H2 is 16m, which is greater than the threshold of 0.7m. Furthermore, the third-order mode f3 = 2.8Hz enters the locking interval at U = 15m / s.

[0138] The strain energy density location sensitive region is [85m, 105m];

[0139] Fusion of the third-order sensitive height H 0,3 =75m, expand the sensitive area to [75m, 110m];

[0140] Zoned installation of wake control structure (1st-3rd order independent parameter design).

[0141] The amplitude reduction rates for each order are as follows: 82% for the first order, 79% for the second order, and 68% for the third order.

[0142] Example 4

[0143] According to engineering verification data, for a 120m wind turbine tower with a bottom diameter of 4.2m and a top diameter of 3.8m, the first natural frequency f1 = 0.32Hz and the second natural frequency f2 = 1.85Hz.

[0144] On-site monitoring showed that significant lateral vibration occurred at wind speeds of 11-13 m / s, with a peak amplitude of 0.18 m, exceeding the safety threshold of 0.15 m, and was diagnosed as vortex-induced vibration.

[0145] A three-dimensional model of the tower was created using ANSYS, including flanges, platform details, bottom fixed supports, and a top-loaded nacelle mass of 80t.

[0146] The first-order maximum displacement height H1 is calculated to be 78m according to the method in Example 1; the second-order antinode height H2 is 65m; the sensitive center height H0 is (78+65) / 2 = 71.5m; the corresponding tower outer diameter D0 at a height of 71.5m is 4.0m; and the sensitive zone range is: [H lower H upper]=[71.5-0.25×4,71.5+0.25×4]=[70.5m,72.5m].

[0147] Length of single-piece wake control structure =1.2m; spacing s=0.2D0=0.8m; a total of 3 wake control structures are arranged, with an angle of 15°.

[0148] After installation, the amplitude dropped to 0.03m at the same wind speed, a reduction of 83%, which meets the safety requirements.

[0149] The test was conducted using a drone equipped with a PIV system. The wake width was reduced from the original 3.2m to 2.4m, a compression rate of 25%, which exceeds the threshold of 20%.

[0150] Those skilled in the art will understand that all or part of the processes in the methods of the above embodiments can be implemented by a computer program instructing related hardware. The computer program can be stored in a non-volatile computer-readable storage medium, and when executed, it can include the processes of the embodiments of the above methods. Any references to memory, databases, or other media used in the embodiments provided in this application can include at least one of non-volatile and volatile memory. The databases involved in the embodiments provided in this application can include at least one of relational and non-relational databases. Non-relational databases can include, but are not limited to, distributed databases based on blockchain. The processors involved in the embodiments provided in this application can be general-purpose processors, central processing units, graphics processors, digital signal processors, programmable logic devices, quantum computing-based data processing logic devices, etc., and are not limited to these.

[0151] The technical features of the above embodiments can be combined in any way. For the sake of brevity, not all possible combinations of the technical features in the above embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.

[0152] The embodiments described above are merely illustrative of several implementation methods of this application, and while the descriptions are specific and detailed, they should not be construed as limiting the scope of this patent application. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of this application, and these all fall within the protection scope of this application. Therefore, the protection scope of this application should be determined by the appended claims.

Claims

1. A method for suppressing vortex-induced vibration on the surface of a wind turbine tower, characterized in that, include: A three-dimensional model of the tower is established, and modal analysis is performed on the three-dimensional model of the tower to calculate the maximum displacement height H1 of the first mode and the antinode height H2 of the second mode. The vortex-induced vibration sensitive area is determined based on the maximum displacement height H1 and the antinode height H2, and multiple wake control structures are installed in the vortex-induced vibration sensitive area. If H1 and H2 satisfy Then define the height H0 of the sensitive center: H0 = (H1 + H2) / 2; Among them, H 总高 This refers to the total height of the wind turbine tower above ground. Define the sensitive region of vortex-induced vibration [H] lower H upper ]: [H lower , H upper ]=[H0-0.25D0,H0+0.25D0]; Where D0 is the outer diameter of the tower at H0, and H lower H upper These are the lower and upper limits of the vortex-induced vibration sensitive area, respectively; the length of a single wake control structure and the spacing between wake control structures are calculated, and the wake control structure angle is optimized through wind tunnel tests so that multiple wake control structures cover the vortex-induced vibration sensitive area; After installing multiple wake control structures, verify the wake width compression ratio to ensure that the wake width compression ratio is less than the threshold.

2. The method for suppressing vortex-induced vibration on the surface of a wind turbine tower according to claim 1, characterized in that, Extracting the displacement vector of the first-order mode Let the displacement vector of the first mode of node j be... Calculate the resultant displacement magnitude of node j : ； in, , , These are the displacement vectors of node j. Displacement components in the x, y, z directions; Compare all nodes Find the node k with the largest resultant displacement modulus: ； The height corresponding to the node k with the largest resultant displacement mode is the maximum displacement height H1 of the first-order mode.

3. The method for suppressing vortex-induced vibration on the surface of a wind turbine tower according to claim 2, characterized in that, Extract the displacement component perpendicular to the dominant wind direction from the displacement vector of the second-order mode. Calculate the approximate curvature q for each node j. j : ； in: ΔH represents the displacement components of adjacent nodes j-1, j, and j+1 in the y-direction, and ΔH is the height difference between the nodes. Check the approximate curvature q along the height direction j Within the node segment where the curvature sign changes, the antinode height H2 is calculated using a linear interpolation formula: ； Among them, H j and H j+1 It is the height of nodes j and j+1, q j and q j+1 It is the corresponding approximate value of curvature.

4. The method for suppressing vortex-induced vibration on the surface of a wind turbine tower according to claim 1, characterized in that, The longitudinal length L covered by multiple wake control structures satisfies the following constraint: L≥(H upper -H lower ); Determine the length of a single wake control structure : ν represents the kinematic viscosity of air, and U is the actual wind speed.

5. The method for suppressing vortex-induced vibration on the surface of a wind turbine tower according to claim 4, characterized in that, Length of a single wake control structure The constraints are: 。 6. The method for suppressing vortex-induced vibration on the surface of a wind turbine tower according to claim 1, characterized in that, Determine the spacing s between adjacent cover plates: ； Among them, U ref For reference wind speed, U represents actual wind speed. Reflects the effect of flow velocity on vortex shedding frequency; Constraint: 0.2D0≤s≤2D0.

7. The method for suppressing vortex-induced vibration on the surface of a wind turbine tower according to claim 3, characterized in that, When the deviation between the maximum displacement height H1 of the first mode and the antinode height H2 of the second mode satisfies When, an offset coefficient is introduced. , ； Adjust the scope of the sensitive area: ; Among them, H 总高 The total height of the wind turbine tower above ground is given by denoted as H0, and D0 is the outer diameter of the tower at H0.

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