CFRP (carbon fiber reinforced plastic) reinforcement and vibration reduction method and system for tower drum of wind driven generator

Abstract

The invention provides a CFRP reinforcement and vibration reduction method and system for a wind driven generator tower, and belongs to the technical field of wind power equipment. The CFRP plates are applied to reinforcement of the tower drum of the wind driven generator firstly, and the specific arrangement mode of the CFRP plates is that a plurality of full-length CFRP plates are arranged on the periphery of the tower drum, each CFRP plate is outwards supported by a certain distance through supporting structures in the middle and at the bottom, and the two ends of each CFRP plate are fixed to a top support and a bottom support through anchorage devices; the method comprises the following steps of: firstly, introducing a wake flow interference factor and a load adjustment coefficient, optimizing a target function, obtaining parameters of the CFRP plate for optimal reinforcement and vibration reduction, and finally, generating reinforcement and vibration reduction mechanisms based on particularity of a CFRP material and a structure, so that the CFRP plate can block and bear more wind loads.

Description

Technical Field

[0001] This invention relates to the field of wind power equipment technology, and in particular to a method and system for CFRP reinforcement and vibration reduction of wind turbine towers. Background Technology

[0002] With the advancement of my country's wind power industry towards a "large-scale, centralized, and long-distance" development model, the single-unit capacity of wind turbines is continuously increasing, and the height and diameter of towers are also growing accordingly to meet the demand for higher wind energy capture efficiency. However, as a supporting structure, the safety and durability of the tower are directly related to the overall operational stability and lifespan of the turbine.

[0003] During long-term service, wind turbine towers are susceptible to damage from multiple factors, including the following three categories: (1) Vibration damage: the tower is subjected to pulsating wind loads, blade rotation excitation and earthquake action for a long time, which can easily generate resonance response, leading to structural fatigue accumulation. In severe cases, it can cause weld cracking, component failure, or even overall collapse; (2) Environmental erosion and mechanical property degradation: in particular, the towers in coastal areas are in a marine corrosion environment for a long time. The steel in the splash zone and tidal zone is prone to rust, resulting in thinning of the wall thickness and a decrease in stiffness; (3) Local buckling and overall instability: as the height of the tower increases, its diameter-to-thickness ratio increases, and it is prone to local buckling or overall overturning under extreme loads.

[0004] To address the aforementioned issues, various technical methods have been developed to improve the structural safety and stability of towers, mainly falling into three categories: tower reinforcement, energy dissipation and vibration reduction, and vibration absorption and reduction.

[0005] (1) Tower reinforcement technology

[0006] Tower reinforcement technology enhances the structural strength and stiffness of the tower itself to resist damage. Mainstream solutions include increasing the cross-section and using sandwich rib structures. Tower reinforcement technology directly improves the stiffness and load-bearing capacity of the tower and is suitable for retrofitting existing towers. However, this type of technology has inherent limitations: First, the reinforcement effect is singular, mainly focusing on improving strength and stiffness, and it is difficult to effectively suppress dynamic response. Second, some solutions have high construction complexity. For example, sandwich rib structures require on-site concrete pouring and welding, which has a long construction period and high requirements for construction precision. It also significantly increases the self-weight of the structure, affecting economic efficiency and foundation design.

[0007] (2) Energy-consuming vibration reduction technology

[0008] Energy-dissipating vibration reduction technology reduces structural response by consuming vibration energy. Common devices include viscous dampers and friction dampers, which often operate in parallel or series with the tower structure. Its core advantage lies in the stability of its passive control mechanism, requiring no external power input, making it suitable for long-term unattended operation of wind turbines. Furthermore, the damper structure is flexible, allowing parameters to be adjusted according to tower size and load characteristics. However, it also has significant drawbacks: firstly, the placement of energy-dissipating devices is limited by tower space, and traditional shear dampers are less effective for structures where tower bending deformation is the primary cause; secondly, the performance of some dampers (such as viscous dampers) is susceptible to environmental temperature fluctuations, and their long-term service stability needs improvement.

[0009] (3) Vibration absorption and damping technology

[0010] Vibration absorption and reduction technology utilizes devices such as tuned mass dampers, pendulum tuned mass dampers, and prestressed tuned mass dampers to absorb tower vibration energy through the principle of resonance. These devices are simple in construction, highly reliable, and suitable for long-period structures, making them one of the mainstream technologies for wind tower vibration reduction. However, this technology has shortcomings: firstly, traditional devices are limited by the internal space of the tower, making it difficult to significantly increase the mass ratio and thus limiting vibration reduction efficiency; secondly, it is sensitive to frequency deviations, requiring precise tuning, and is prone to misalignment under complex environmental loads.

[0011] It is evident that while existing technologies have achieved certain results in either tower reinforcement or vibration reduction, they generally suffer from the problem of "separation of reinforcement and vibration reduction functions": simple reinforcement technology is difficult to effectively suppress the dynamic response of the structure, and simple vibration reduction devices cannot cope with the decrease in load-bearing capacity caused by structural corrosion and stiffness degradation, making it difficult to meet the long-term service requirements of wind turbine towers under complex loads and harsh environments. Summary of the Invention

[0012] To address the problems in the prior art, this invention provides a method and system for CFRP reinforcement and vibration reduction of wind turbine towers. First, the invention applies CFRP plates to wind turbine tower reinforcement, and specifies their arrangement: several full-length CFRP plates are arranged around the tower perimeter. Each CFRP plate is extended outwards by middle and bottom support structures. The two ends of the CFRP plates are anchored to top and bottom supports, achieving reinforcement and vibration reduction of the wind turbine tower. Second, wake interference factors and load adjustment coefficients are introduced to optimize the objective function, obtaining optimal CFRP plate parameters for reinforcement and vibration reduction. Finally, the reinforcement and vibration reduction mechanisms are based on the unique properties of CFRP materials and structures, enabling the CFRP plates to block and withstand significant wind loads. To achieve the above objectives, the technical solution is as follows:

[0013] On one hand, the present invention provides a method for CFRP reinforcement and vibration reduction of wind turbine towers, the method comprising:

[0014] S1. Based on the original structure of the wind turbine, the motion equations of the first-order mode of the structure are obtained;

[0015] S2. Based on the aggregate dimensions of the original structure of the wind turbine, the simplified motion equation of the wake oscillator is obtained through the van der Bohr equation.

[0016] S3. Based on the motion equations of the first-order mode of the structure and the simplified motion equations of the wake oscillator, the fluid-structure interaction equations between the tower and the wake oscillator are obtained.

[0017] S4. Based on the fluid-structure interaction equation between the tower and the wake oscillator, the first response amplitude of the tower is obtained by solving the equation using the multi-scale method and under frequency locking.

[0018] S5. Install CFRP plates on the original structure of the wind turbine to obtain a wind turbine tower structure with preliminary reinforcement and vibration reduction.

[0019] S6. Based on the first response amplitude of the tower and the preliminary reinforced and vibration-damped wind turbine tower structure, a wake interference factor is introduced to obtain the second response amplitude of the tower.

[0020] S7. Based on the preliminary reinforced and vibration-damped wind turbine tower structure, the load adjustment coefficient is obtained by measuring the load change of the wind turbine in the downwind direction.

[0021] S8. Based on the second response amplitude of the tower and the load adjustment coefficient, the parameters and quantity of CFRP plates are obtained by optimizing the objective function;

[0022] S9. Based on the parameters and quantity of the CFRP plate, install the CFRP plate on the original structure of the wind turbine to obtain a reinforced and vibration-damped wind turbine tower device.

[0023] Optionally, the method for calculating the load adjustment factor includes:

[0024] (1)

[0025] In the formula, y1 is the load adjustment factor, y2 is the first empirical parameter, y3 is the second empirical parameter, and R is the coverage of the CFRP sheet on the projected surface of the wind turbine tower.

[0026] Optionally, the method for calculating the coverage R of the CFRP plate on the projected surface of the tower includes:

[0027] (2)

[0028] In the formula, n is the number of CFRP boards, W is the width of the CFRP board, L is the distance between the CFRP boards, and D is the diameter of the wind turbine tower.

[0029] Optionally, the reinforced and vibration-damped wind turbine tower assembly includes: a top fixing unit, a support unit, a fixing bracket, a CFRP plate, and an anchoring unit;

[0030] The top fixing unit is fixed to the tower with a clamp, and the support unit is wrapped around the tower to strengthen the support of the CFRP plate. The fixing support is installed at the bottom of the tower to fix the tower. The CFRP plate is installed vertically on the tower and fixed by the anchoring unit and the top fixing unit to reinforce the tower. The anchoring unit is installed on the fixing support and is used to fix the CFRP plate.

[0031] Optionally, the top fixing unit includes: a top semi-circular member and an inclined cantilever member;

[0032] The top semi-circular component is fixed to the top of the tower with a clamp, and the inclined cantilever component is fixedly connected to the top semi-circular component. The inclined cantilever component is used to fix the CFRP plate.

[0033] Optionally, the support unit includes: a supporting semi-circular member, a horizontal cantilever member, and a round steel bar;

[0034] The semi-circular support member is fixed to the tower with a clamp, and the multiple horizontal cantilever members connect the semi-circular support member and the multiple round steel bars, which contact and support the CFRP plate.

[0035] Optionally, the fixed support includes: a fixed semi-circular member and a reinforcing cantilever member;

[0036] The fixed semi-circular component is fixed to the bottom of the tower, and the reinforcing cantilever component is used to fix the fixed semi-circular component and the anchoring unit.

[0037] Optionally, the anchoring unit includes: a U-shaped clamp, a wedge-shaped clamp, a CFRP clamp, a baffle, and a limiting element;

[0038] The CFRP clamp fixes the CFRP plate. The CFRP clamp is slidably connected to the U-shaped clamp through the wedge-shaped chuck. The baffle is fixedly installed at both ends of the U-shaped clamp to fix the wedge-shaped chuck and the CFRP clamp. The U-shaped clamp is fixedly connected to the fixed support through the limiting member.

[0039] On the other hand, the present invention provides a CFRP reinforcement and vibration reduction system for wind turbine towers, which is applied to a CFRP reinforcement and vibration reduction method for wind turbine towers, the system comprising:

[0040] The first conversion module is used to obtain the motion equations of the first-order mode of the wind turbine based on the original structure of the wind turbine.

[0041] The second conversion module is used to obtain the simplified motion equation of the wake oscillator based on the aggregate dimensions of the original structure of the wind turbine using the van der Bohr equation;

[0042] The fluid-structure interaction module is used to obtain the fluid-structure interaction equation between the tower and the wake oscillator based on the motion equation of the first-order mode of the structure and the simplified motion equation of the wake oscillator.

[0043] The first response module is used to obtain the first response amplitude of the tower by solving the fluid-structure interaction equation between the tower and the wake oscillator using the multi-scale method and under frequency locking.

[0044] The first reinforcement module is used to install CFRP plates on the original structure of the wind turbine to obtain a wind turbine tower structure with preliminary reinforcement and vibration reduction.

[0045] The second response module is used to introduce a wake interference factor to obtain the second response amplitude of the tower based on the first response amplitude of the tower and the wind turbine tower structure that has been initially reinforced and vibration-damped.

[0046] The load adjustment module is used to obtain the load adjustment coefficient based on the load change of the wind turbine in the downwind direction, according to the preliminary reinforced and vibration-damped wind turbine tower structure.

[0047] The parameter acquisition module is used to obtain the parameters and quantity of CFRP plates by optimizing the objective function based on the second response amplitude of the tower and the load adjustment coefficient.

[0048] The second reinforcement module is used to install CFRP plates on the original structure of the wind turbine according to the parameters and quantity of the CFRP plates, so as to obtain a reinforced and vibration-damped wind turbine tower device.

[0049] Compared with the prior art, the technical solution of the present invention has at least the following beneficial effects:

[0050] The above scheme applies CFRP plates to wind turbine tower reinforcement, and its specific arrangement is as follows: several long CFRP plates are arranged around the tower, and each CFRP plate is extended outward by a certain distance through the middle and bottom support structures. The two ends of the CFRP plate are fixed to the top and bottom supports by anchors, which realizes the reinforcement and vibration reduction of the wind turbine tower. Secondly, wake interference factor and load adjustment coefficient are introduced to optimize the objective function and obtain the optimal CFRP plate parameters for reinforcement and vibration reduction. Thirdly, the reinforcement and vibration reduction mechanism are based on the special properties of CFRP material and structure, which enables CFRP plates to block and withstand more wind loads.

[0051] Meanwhile, when subjected to wind loads, both the CFRP plate and the tower will deform. Compared with the deformation of the tower, the deformation of the CFRP plate is larger, which will generate a huge axial force in the CFRP plate. The deformed CFRP plate will generate a downward force at the top fixed unit. The downward force can suppress the deformation of the tower on the tension side, so that the internal force of the tower is redistributed. When the CFRP plate is subjected to wind loads, it will be transferred to the tower in the form of concentrated force through the support unit, thus achieving the effect of tower reinforcement. Attached Figure Description

[0052] To more clearly illustrate the technical solutions in the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying 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.

[0053] Figure 1 This is a flowchart of an embodiment of the CFRP reinforcement and vibration reduction method for wind turbine towers according to the present invention;

[0054] Figure 2 This is a schematic diagram of the structure of the wind turbine tower device for strengthening and vibration reduction in an embodiment of the CFRP strengthening and vibration reduction method for wind turbine towers of the present invention;

[0055] Figure 3 This is a schematic diagram of the top fixing unit in an embodiment of the CFRP reinforcement and vibration reduction method for wind turbine towers of the present invention;

[0056] Figure 4 This is a schematic diagram of the top support unit in an embodiment of the CFRP reinforcement and vibration reduction method for wind turbine towers of the present invention;

[0057] Figure 5 This is a schematic diagram of the top fixed support structure in an embodiment of the CFRP reinforcement and vibration reduction method for wind turbine towers of the present invention;

[0058] Figure 6 This is a schematic diagram of the top anchoring unit in an embodiment of the CFRP reinforcement and vibration reduction method for wind turbine towers of the present invention;

[0059] Figure 7 This is a system block diagram of an embodiment of the CFRP reinforcement and vibration reduction system for wind turbine towers of the present invention.

[0060] The following are the labels in the diagram: 1. Tower; 2. Top fixing unit; 21. Top semi-circular component; 22. Inclined cantilever component; 3. Support unit; 31. Supporting semi-circular component; 32. Horizontal cantilever component; 33. Round steel; 4. Fixed support; 41. Fixed semi-circular component; 42. Reinforced cantilever component; 5. CFRP plate; 6. Anchoring unit; 61. U-shaped clamp; 62. Wedge clamp; 63. CFRP clamp; 64. Baffle; 65. Limiting component. Detailed Implementation

[0061] The technical solution of the present invention will now be described with reference to the accompanying drawings.

[0062] In embodiments of the present invention, words such as "exemplarily," "for example," etc., are used to indicate that something is an example, illustration, or description. Any embodiment or design described as "exemplary" in the present invention should not be construed as being more preferred or advantageous than other embodiments or designs. Specifically, the use of the word "exemplary" is intended to present the concept in a concrete manner. Furthermore, in embodiments of the present invention, the meaning expressed by "and / or" can be both, or either one.

[0063] To make the technical problems, technical solutions and advantages of the present invention clearer, a detailed description will be given below in conjunction with the accompanying drawings and specific embodiments.

[0064] like Figure 1 The flowchart shown is an embodiment of the CFRP reinforcement and vibration reduction method for wind turbine towers according to the present invention. The present invention provides a CFRP reinforcement and vibration reduction method for wind turbine towers, which is implemented by a CFRP reinforcement and vibration reduction system for wind turbine towers. The method includes:

[0065] S1. Based on the original structure of the wind turbine, the motion equations of the first-order mode of the structure are obtained;

[0066] Specifically,

[0067] (3)

[0068] In the formula: M1 is the generalized mass of the tower in the first mode, C1 is the generalized damping of the tower structure in the first mode, K1 is the generalized stiffness of the tower structure in the first mode, u is the generalized displacement of the tower in the first mode, and F is the external excitation.

[0069] S2. Based on the aggregate dimensions of the original structure of the wind turbine, the simplified motion equation of the wake oscillator is obtained through the van der Bohr equation.

[0070] Specifically, (4) (5)

[0071] In the formula: ω2 is the vortex shedding frequency; q is the generalized displacement of the transverse vortex wake in the first-order mode; ε s The fourth empirical parameter is used to adjust the damping strength, with a value of 0.3; D is the tower diameter; U is the wind speed; S t It is a Strauhall number.

[0072] S3. Based on the motion equations of the first-order mode of the structure and the simplified motion equations of the wake oscillator, the fluid-structure interaction equations between the tower and the wake oscillator are obtained.

[0073] Specifically, (6) (7) (8) (9)

[0074] In the formula: M2 is the generalized mass of the wake oscillator; K2 is the generalized stiffness of the wake oscillator; C 21 C is the first nonlinear damping coefficient of the wake oscillator; 22 F is the second nonlinear damping coefficient of the wake oscillator; 11 For the aerodynamic damping of the tower; F 12 The vortex shedding excitation experienced by the tower cylinder; C D C is the drag coefficient; L ρ is the lift coefficient; φ is the first mode shape of the tower; H is the tower height; ρ a is the air density; P is the fifth empirical parameter, used to adjust the feedback intensity, with a value of 12.

[0075] S4. Based on the fluid-structure interaction equation between the tower and the wake oscillator, the first response amplitude of the tower is obtained by solving the equation using the multi-scale method and under frequency locking.

[0076] Specifically, the multi-scale method for solving the approximate analytical solution of the nonlinear equation is expressed as follows: (10)

[0077] (11)

[0078] In the formula: ω1 is the first-order frequency of the original tower structure; σ is the detuning parameter; a is the response amplitude of the tower; b is the response amplitude of the wake oscillator.

[0079] When the first-order frequency of the tower is close to the vortex shedding frequency of the wake, ω1=ω2 and σ = 0, the response amplitude a of the tower is obtained. (12)

[0080] S5. Install CFRP plates on the original structure of the wind turbine to obtain a wind turbine tower structure with preliminary reinforcement and vibration reduction.

[0081] S6. Based on the first response amplitude of the tower and the preliminary reinforced and vibration-damped wind turbine tower structure, a wake interference factor is introduced to obtain the second response amplitude of the tower.

[0082] Specifically, after CFRP is installed in the tower, a wake interference factor λ is introduced based on the response amplitude to describe the degree of interference of CFRP on the tower wake, thus obtaining... (13) (14)

[0083] In the formula: λ is the wake interference factor; x1 is the sixth empirical parameter determined by finite element method and experiment, x1 > 0; x2 is the seventh empirical parameter determined by finite element method and experiment, x2 > 1; R is the coverage of CFRP sheet on the projected surface of wind turbine tower, and the calculation method is shown in formula (2).

[0084] S7. Based on the preliminary reinforced and vibration-damped wind turbine tower structure, the load adjustment coefficient is obtained by measuring the load change of the wind turbine in the downwind direction.

[0085] Specifically, the calculation method for this load adjustment factor includes:

[0086] (1)

[0087] In the formula, y1 is the load adjustment factor, y2 is the first empirical parameter, y3 is the second empirical parameter, and R is the coverage of the CFRP sheet on the projected surface of the wind turbine tower.

[0088] Furthermore, the method for calculating the coverage R of the CFRP plate on the tower projection surface includes:

[0089] (2)

[0090] In the formula, n is the number of CFRP boards, W is the width of the CFRP board, L is the distance between the CFRP boards, and D is the diameter of the wind turbine tower.

[0091] S8. Based on the second response amplitude of the tower and the load adjustment coefficient, the parameters and quantity of CFRP plates are obtained by optimizing the objective function;

[0092] Specifically, the resultant force on the tower under wind load is taken as the objective function I for parameter optimization, as shown in formula (15). The number of CFRP plates n, the width W, and the distance L from the tower will affect the wake interference factor λ and the load adjustment coefficient η, thereby changing the resultant force on the tower under wind load.

[0093] (15) ; (16)

[0094] In the formula: C D Where A is the drag coefficient; A is the windward area of ​​the tower.

[0095] S9. Based on the parameters and quantity of the CFRP plate, install the CFRP plate on the original structure of the wind turbine to obtain a reinforced and vibration-damped wind turbine tower device.

[0096] Specifically, such as Figure 2 The diagram shows a structural schematic of the wind turbine tower reinforcement and vibration reduction device in an embodiment of the CFRP reinforcement and vibration reduction method for wind turbine towers of the present invention, and as shown in the figure. Figure 3 The diagram shown is a schematic representation of the top fixing unit in an embodiment of the CFRP reinforcement and vibration reduction method for wind turbine towers of the present invention. The wind turbine tower reinforcement and vibration reduction device includes: a top fixing unit 2, a support unit 3, a fixing support 4, a CFRP plate 5, and an anchoring unit 6.

[0097] The top fixing unit 2 is fixed to the tower 1 with a clamp. The support unit 3 is wrapped around the tower 1 to strengthen the support of the CFRP plate 5. The fixing support 4 is installed at the bottom of the tower 1 to fix the tower 1. The CFRP plate 5 is installed vertically on the tower 1 and fixed by the anchoring unit 6 and the top fixing unit 2 to reinforce the tower 1. The anchoring unit 6 is installed on the fixing support 4 and is used to fix the CFRP plate 5.

[0098] Specifically, such as Figure 3The schematic diagram shown is of the top fixing unit in an embodiment of the CFRP reinforcement and vibration reduction method for wind turbine towers of the present invention. The top fixing unit 2 includes: a top semi-circular member 21 and an inclined cantilever member 22.

[0099] The top semi-circular component 21 is fixed to the top of the tower 1 with a clamp, and the inclined cantilever component 22 is fixedly connected to the top semi-circular component 21. The inclined cantilever component 22 is used to fix the CFRP plate 5.

[0100] Specifically, such as Figure 4 The diagram shows a top support unit in an embodiment of the CFRP reinforcement and vibration reduction method for wind turbine towers of the present invention. The support unit 3 includes: a semi-circular support member 31, a horizontal cantilever member 32, and a round steel bar 33.

[0101] The semi-circular support member 31 is fixed to the tower 1 with a clamp, and the multiple horizontal cantilever members 32 connect the semi-circular support member 31 and the multiple round steel bars 33. The round steel bars 33 contact and support the CFRP plate 5.

[0102] Specifically, such as Figure 5 The diagram shows a top fixed support structure in an embodiment of the CFRP reinforcement and vibration reduction method for wind turbine towers of the present invention. The fixed support 4 includes: a fixed semi-circular component 41 and a reinforcing cantilever component 42.

[0103] The fixed semi-circular component 41 is fixed to the bottom of the tower 1 with a clamp, and the reinforcing cantilever component 42 is used to fix the fixed semi-circular component 41 and the anchoring unit 6.

[0104] Specifically, such as Figure 6 The diagram shows a top anchoring unit in an embodiment of the CFRP reinforcement and vibration reduction method for wind turbine towers of the present invention. The anchoring unit 6 includes: a U-shaped clamp 61, a wedge-shaped clamp 62, a CFRP clamp 63, a baffle 64, and a limiting member 65.

[0105] The CFRP clamp 63 fixes the CFRP plate 5. The CFRP clamp 63 is slidably connected to the U-shaped clamp 61 through the wedge-shaped chuck 62. The baffle 64 is fixedly installed at both ends of the U-shaped clamp 61 to fix the wedge-shaped chuck 63 and the CFRP clamp 63. The U-shaped clamp 61 is fixedly connected to the fixed support 4 through the limiting member 65.

[0106] like Figure 7The diagram shown is a system block diagram of an embodiment of the CFRP reinforcement and vibration reduction system for wind turbine towers according to the present invention. The present invention provides a CFRP reinforcement and vibration reduction system for wind turbine towers, which is applied to a CFRP reinforcement and vibration reduction method for wind turbine towers. The system includes: a first conversion module, a second conversion module, a fluid-structure interaction module, a first response module, a first reinforcement module, a second response module, a load adjustment module, a parameter acquisition module, and a second reinforcement module. Specifically,

[0107] The first conversion module is used to obtain the motion equations of the first-order mode of the wind turbine based on the original structure of the wind turbine.

[0108] The second conversion module is used to obtain the simplified motion equation of the wake oscillator based on the aggregate dimensions of the original structure of the wind turbine using the van der Bohr equation;

[0109] The fluid-structure interaction module is used to obtain the fluid-structure interaction equation between the tower and the wake oscillator based on the motion equation of the first-order mode of the structure and the simplified motion equation of the wake oscillator.

[0110] The first response module is used to obtain the first response amplitude of the tower by solving the fluid-structure interaction equation between the tower and the wake oscillator using the multi-scale method and under frequency locking.

[0111] The first reinforcement module is used to install CFRP plates on the original structure of the wind turbine to obtain a wind turbine tower structure with preliminary reinforcement and vibration reduction.

[0112] The second response module is used to introduce a wake interference factor to obtain the second response amplitude of the tower based on the first response amplitude of the tower and the wind turbine tower structure that has been initially reinforced and vibration-damped.

[0113] The load adjustment module is used to obtain the load adjustment coefficient based on the load change of the wind turbine in the downwind direction, according to the preliminary reinforced and vibration-damped wind turbine tower structure.

[0114] The parameter acquisition module is used to obtain the parameters and quantity of CFRP plates by optimizing the objective function based on the second response amplitude of the tower and the load adjustment coefficient.

[0115] The second reinforcement module is used to install CFRP plates on the original structure of the wind turbine according to the parameters and quantity of the CFRP plates, so as to obtain a reinforced and vibration-damped wind turbine tower device.

[0116] This invention provides a method and system for CFRP reinforcement and vibration reduction of wind turbine towers. Firstly, it applies CFRP plates to wind turbine tower reinforcement, and describes their specific arrangement: several long CFRP plates are arranged around the tower perimeter. Each CFRP plate extends outwards by a certain distance through middle and bottom support structures. The two ends of the CFRP plate are fixed to the top and bottom supports by anchors, thus achieving reinforcement and vibration reduction of the wind turbine tower. Secondly, a wake interference factor and load adjustment coefficient are introduced to optimize the objective function, obtaining the optimal CFRP plate parameters for reinforcement and vibration reduction. Finally, the reinforcement and vibration reduction mechanisms are based on the special properties of CFRP materials and structures, enabling the CFRP plates to block and withstand significant wind loads.

[0117] It is understood that the present invention has been described through the above embodiments and should not be construed as limiting the implementation and scope of the present invention. Those skilled in the art will recognize that various changes or equivalent substitutions can be made to these features and embodiments without departing from the spirit and scope of the present invention. Furthermore, under the teachings of the present invention, these features and embodiments can be modified to adapt to specific situations and materials without departing from the spirit and scope of the present invention. Therefore, the present invention is not limited to the specific embodiments disclosed herein, and all embodiments falling within the scope of the claims of this application are within the protection scope of the present invention.

Claims

1. A method for CFRP reinforcement and vibration reduction of wind turbine towers, characterized in that, The method includes: S1. Based on the original structure of the wind turbine, the motion equations of the first-order mode of the structure are obtained; S2. Based on the aggregate dimensions of the original structure of the wind turbine, the simplified motion equation of the wake oscillator is obtained through the van der Bohr equation. S3. Based on the motion equations of the first-order mode of the structure and the simplified motion equations of the wake oscillator, the fluid-structure interaction equations between the tower and the wake oscillator are obtained. S4. Based on the fluid-structure interaction equation between the tower and the wake oscillator, the first response amplitude of the tower is obtained by solving the equation using the multi-scale method and under frequency locking. S5. Install CFRP plates on the original structure of the wind turbine to obtain a wind turbine tower structure that is initially reinforced and vibration-damped. S6. Based on the first response amplitude of the tower and the wind turbine tower structure that has been initially reinforced and vibration-damped, a wake interference factor is introduced to obtain the second response amplitude of the tower. S7. Based on the preliminary reinforced and vibration-damped wind turbine tower structure, the load adjustment coefficient is obtained by measuring the load change on the wind turbine in the downwind direction. S8. Based on the second response amplitude of the tower and the load adjustment coefficient, the parameters and quantity of the CFRP plates are obtained by optimizing the objective function; S9. Based on the parameters and quantity of the CFRP plates, install the CFRP plates on the original structure of the wind turbine to obtain a reinforced and vibration-damped wind turbine tower device.

2. The CFRP reinforcement and vibration reduction method for wind turbine towers according to claim 1, characterized in that, The method for calculating the load adjustment factor includes: （1） In the formula, y1 is the load adjustment factor, y2 is the first empirical parameter, y3 is the second empirical parameter, and R is the coverage of the CFRP sheet on the projected surface of the wind turbine tower.

3. The CFRP reinforcement and vibration reduction method for wind turbine towers according to claim 2, characterized in that, The method for calculating the coverage R of the CFRP plate on the tower projection surface includes: （2） In the formula, n is the number of CFRP boards, W is the width of the CFRP board, L is the distance between the CFRP boards, and D is the diameter of the wind turbine tower.

4. The CFRP reinforcement and vibration reduction method for wind turbine towers according to claim 1, characterized in that, The reinforced and vibration-damped wind turbine tower assembly includes: a top fixing unit, a support unit, a fixing bracket, a CFRP plate, and an anchoring unit; The top fixing unit is fixed to the tower with a clamp, and the support unit is wrapped around the tower to strengthen the support of the CFRP plate. The fixing support is installed at the bottom of the tower to fix the tower. The CFRP plate is installed vertically on the tower and fixed by the anchoring unit and the top fixing unit to reinforce the tower. The anchoring unit is installed on the fixing support and is used to fix the CFRP plate.

5. The CFRP reinforcement and vibration reduction method for wind turbine towers according to claim 4, characterized in that, The top fixing unit includes: a top semi-circular component and an inclined cantilever component; The top semi-circular component is fixed to the top of the tower with a clamp, and the inclined cantilever component is fixedly connected to the top semi-circular component. The inclined cantilever component is used to fix the CFRP plate.

6. The CFRP reinforcement and vibration reduction method for wind turbine towers according to claim 4, characterized in that, The support unit includes: a supporting semi-circular component, a horizontal cantilever component, and round steel; The supporting semi-circular component is fixed to the tower with a clamp, and the multiple horizontal cantilever components connect the supporting semi-circular component and the multiple round steel bars, with the round steel bars contacting and supporting the CFRP plate.

7. The CFRP reinforcement and vibration reduction method for wind turbine towers according to claim 4, characterized in that, The fixed support includes: a fixed semi-circular component and a reinforcing cantilever component; The fixed semi-circular component clamp is fixed to the bottom of the tower, and the reinforcing cantilever component is used to fix the fixed semi-circular component and the anchoring unit.

8. The CFRP reinforcement and vibration reduction method for wind turbine towers according to claim 4, characterized in that, The anchoring unit includes: a U-shaped clamp, a wedge-shaped clamp, a CFRP clamp, a baffle, and a limiting component; The CFRP clamp fixes the CFRP plate. The CFRP clamp is slidably connected to the U-shaped clamp through the wedge-shaped chuck. The baffle is fixedly installed at both ends of the U-shaped clamp to fix the wedge-shaped chuck and the CFRP clamp. The U-shaped clamp is fixedly connected to the fixed support through the limiting member.

9. A CFRP reinforcement and vibration reduction system for wind turbine towers, used to implement the CFRP reinforcement and vibration reduction method for wind turbine towers as described in any one of claims 1-8, characterized in that, The system includes: The first conversion module is used to obtain the motion equations of the first-order mode of the wind turbine based on the original structure of the wind turbine. The second conversion module is used to obtain the simplified motion equation of the wake oscillator based on the aggregate dimensions of the original structure of the wind turbine using the van der Bohr equation. The fluid-structure interaction module is used to obtain the fluid-structure interaction equation between the tower and the wake oscillator based on the motion equation of the first-order mode of the structure and the simplified motion equation of the wake oscillator. The first response module is used to obtain the first response amplitude of the tower by solving the fluid-structure interaction equation between the tower and the wake oscillator using a multi-scale method and under frequency locking. The first reinforcement module is used to install CFRP plates on the original structure of the wind turbine to obtain a wind turbine tower structure with preliminary reinforcement and vibration reduction. The second response module is used to introduce a wake interference factor to obtain the second response amplitude of the tower based on the first response amplitude of the tower and the wind turbine tower structure that has been initially reinforced and vibration-damped. The load adjustment module is used to obtain the load adjustment coefficient based on the load change of the wind turbine in the downwind direction, according to the wind turbine tower structure that has been initially reinforced and vibration-damped. The parameter acquisition module is used to obtain the parameters and quantity of CFRP plates by optimizing the objective function based on the second response amplitude of the tower and the load adjustment coefficient. The second reinforcement module is used to install CFRP plates on the original structure of the wind turbine according to the parameters and quantity of the CFRP plates, so as to obtain a reinforced and vibration-damped wind turbine tower device.

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