A reinforcing design method and reinforcing device for a foundation ring type wind turbine generator

Abstract

The application discloses a reinforcing design method and a reinforcing device for a foundation ring type wind turbine, and the reinforcing design method comprises the following steps: step 1, a lower flange of the foundation ring is set as a fixed constraint, and the maximum stress of the foundation ring and the transverse force at the fixed constraint are calculated; step 2, a reinforcing device is arranged at the outer periphery of the connection between the foundation ring and the tower drum; each reinforcing component comprises a tension strut; step 3, the pre-pressure of a single tension strut on the connection between the foundation ring and the tower drum is calculated; and step 4, the actual pressure of a single tension strut on the connection between the foundation ring and the tower drum is set, and then the reinforcing device is installed at the outer periphery of the connection between the foundation ring and the tower drum, so that the pressure of a single tension strut on the foundation ring is the actual pressure of a single tension strut on the connection between the foundation ring and the tower drum. According to the reinforcing design method, the transverse displacement of the tower drum can be effectively reduced, the damage of the foundation ring to the tension strut is slowed down, and the safety of the wind turbine during operation is ensured.

Description

Technical Field

[0001] This invention belongs to the technical field of wind power generation equipment, specifically relating to a reinforcement design method and a reinforcement device for a foundation ring-type wind turbine. Background Technology

[0002] As a new type of clean energy equipment, wind turbine generators have extremely high requirements for safety, sensitivity, and efficiency during operation. During operation, wind turbine generators with foundation rings are prone to tower swaying due to wind forces. Prolonged tower swaying leads to gradual fatigue damage to the concrete around the foundation ring, such as cracking and spalling. The continuous vibration and fatigue damage to the concrete around the foundation ring severely affects the durability, safety, and service life of the wind turbine generator. Current conventional measures involve repairing the damaged concrete or constructing a raised platform with high-strength concrete to slow down the damage process, but these do not fundamentally solve the problem of concrete fatigue damage. This is because the factors caused by vibration and fatigue still exist, continuing to lead to the aging and deterioration of the concrete structure.

[0003] In wind power equipment, the tower and its foundation ring bear the weight of the wind turbine components and are subjected to the combined effects of wind speed impacts and complex, interwoven vibrations. The lifespan and safety of wind power equipment primarily depend on the performance and structural strength of the tower and its foundation ring. Currently, the main reinforcement schemes for tower structures include the following:

[0004] 1. The structural principle of cable-stayed bridge towers is adopted, which improves the overall load-bearing capacity by suspending steel cables to fix the connection between the tower and the foundation ring. Although adopting the structural principle of cable-stayed bridge towers and fixing the connection between the tower and the foundation ring by suspending steel cables can improve the overall load-bearing capacity of wind turbine generators, its construction and maintenance are more difficult and costly, and it is easily affected by natural environmental factors, thus limiting its applicability.

[0005] 2. Adding dampers and other devices to the tower surface can reduce vibration by increasing frictional resistance when the tower vibrates. However, the actual displacement of the foundation ring is extremely small, making it difficult to reach the displacement response threshold of the hydraulic damper. Using a TMD damper to reduce sway at the top of the tower would be extremely costly, and the increased mass would also reduce the stability of the tower itself.

[0006] 3. Multiple load-bearing systems are arranged on the ring foundation using cables. These systems generate opposing forces when subjected to strong winds, thus stabilizing the tower. However, the tension generated by the tower displacement of the cables takes precedence and cannot protect the concrete foundation. Furthermore, this method is inconvenient for construction, necessitating additional solutions such as grouting.

[0007] Therefore, it is urgent to develop a new reinforcement method to strengthen the tower and ensure that the lateral displacement of the foundation ring can be controlled, thereby reducing the damage of the foundation ring to the concrete and ensuring the safety of the unit during operation. Summary of the Invention

[0008] In view of this, and in order to overcome the shortcomings of the prior art, the purpose of this invention is to provide a reinforcement design method and reinforcement device for a basic ring-shaped wind turbine.

[0009] To achieve the above objectives, the present invention adopts the following technical solution:

[0010] One object of the present invention is to provide a reinforcement design method for a foundation ring-type wind turbine, wherein the wind turbine includes a foundation ring, a tower, and a concrete platform. An upper flange is provided at the top of the foundation ring, and a lower flange is provided at the bottom of the foundation ring. The tower is connected to the foundation ring via the upper flange and is located above the foundation ring. The lower flange is embedded in the concrete platform. The reinforcement design method is characterized by the following steps:

[0011] Step 1: Set the lower flange of the base ring as a fixed constraint, and calculate the maximum stress of the base ring and the lateral force at the fixed constraint.

[0012] Step 2: Install a reinforcement device on the outer periphery of the connection between the base ring and the tower; the reinforcement device includes multiple reinforcement components, which are evenly spaced on the outer periphery of the connection between the base ring and the tower, and each reinforcement component includes a bracing rod;

[0013] Step 3: Calculate the preload of a single strut at the connection between the foundation ring and the tower.

[0014] Step 4: Set the actual pressure of a single strut on the connection between the foundation ring and the tower, and then install the reinforcement device on the outer periphery of the connection between the foundation ring and the tower so that the pressure of a single strut on the foundation ring is the actual pressure of a single strut on the connection between the foundation ring and the tower.

[0015] By installing a reinforcement device to reinforce the connection between the foundation ring and the tower instead of concrete, and calculating the preload of a single strut at the connection between the foundation ring and the tower based on the reinforcement device, the lateral displacement of the foundation ring can be effectively controlled, thereby greatly reducing the damage of the foundation ring to the concrete and ensuring the safety of the unit during operation.

[0016] According to some preferred embodiments of the present invention, the method for calculating the maximum stress of the base ring and the lateral force at the fixed constraint in step 1 is as follows: The load information and wall thickness of the base ring are obtained, and a finite element model of the base ring is established. Then, the maximum stress of the base ring and the lateral force at the fixed constraint are calculated based on the finite element model. In some embodiments of the present invention, a finite element model of the base ring is obtained through simulation using finite element simulation software. Based on the simulated finite element model of the base ring, the maximum stress of the base ring can be directly obtained from the model. Further calculation of the simulated finite element model yields the lateral force of the base ring at the fixed constraint.

[0017] According to some preferred embodiments of the present invention, the method for calculating the preload of a single strut at the connection between the foundation ring and the tower in step 3 is as follows: the reinforcement device is divided into two symmetrical reinforcement units, and taking one of the reinforcement units as the research object, the preload of a single strut at the connection between the foundation ring and the tower is calculated according to the following formula.

[0018]

[0019] In the above formula, F is the preload of a single strut at the connection between the foundation ring and the tower, θ is the angle between two adjacent struts, F' is the lateral force at the fixed constraint of the foundation ring calculated in step 1, and n is the number of reinforcing components in the reinforcement device. Specifically, in the calculation, the resultant force formed by all struts in a reinforcement unit is set to be equal to the lateral force on the fixed constraint of the foundation ring under normal working conditions, thus obtaining the above formula. Since θ and F' are known, F can be further calculated.

[0020] According to some preferred embodiments of the invention, n is a positive integer greater than 4 and a multiple of 4. This arrangement ensures that the multiple reinforcing components in the entire reinforcement device are centrally symmetrical about the center of the tower and / or the foundation ring.

[0021] According to some preferred embodiments of the present invention, in step 4, the actual pressure exerted by a single strut on the connection between the foundation ring and the tower is 1.2 to 1.5 times the preload of the single strut on the foundation ring calculated in step 3. This setting is because a certain margin needs to be considered when setting the actual pressure of a single strut on the connection between the foundation ring and the tower.

[0022] According to some preferred embodiments of the invention, step 5 is further included: calculating the maximum increase in stress on the foundation ring caused by the reinforcement device based on the actual pressure exerted by a single strut on the connection between the foundation ring and the tower. The purpose of step 5 is to perform a finite element analysis on the tower and foundation ring with the reinforcement device installed, under the condition of setting the actual pressure exerted by a single strut on the connection between the foundation ring and the tower, to ensure that such a reinforcement method can achieve an effective reinforcement effect, and that the connection between the tower and the foundation ring still has a large stress margin after the installation of the reinforcement device.

[0023] According to some preferred embodiments of the present invention, the method for calculating the maximum increase in stress on the foundation ring caused by the reinforcement device in step 5 is as follows: a finite element model of the tower and foundation ring equipped with the reinforcement device is established, and then the maximum increase in stress on the foundation ring caused by the reinforcement device is calculated based on the finite element model. In some embodiments of the present invention, a finite element model of the tower and foundation ring equipped with the reinforcement device is obtained by simulation using finite element simulation software.

[0024] According to some preferred embodiments of the present invention, the maximum increase in stress on the base ring caused by the reinforcing device is less than or equal to the maximum stress of the base ring in step 1, and the sum of the maximum increase in stress on the base ring caused by the reinforcing device and the maximum stress of the base ring in step 1 is less than or equal to 50% of the allowable stress of the material of the base ring. In some embodiments of the present invention, the reinforcement design method of the present invention is effective only when the maximum increase in stress on the base ring caused by the reinforcing device satisfies the aforementioned conditions.

[0025] According to some preferred embodiments of the present invention, the base ring is made of steel, and the allowable stress of the base ring material is 100-120 kN. Generally, both the base ring and the tower are made of steel.

[0026] According to some preferred embodiments of the present invention, the load information of the base ring includes the force of the base ring along the X-axis, Y-axis and Z-axis of the three-dimensional coordinate system, respectively, and the torque of the base ring along the X-axis, Y-axis and Z-axis of the three-dimensional coordinate system, respectively.

[0027] According to some preferred embodiments of the invention, in step 4, the rated load of a single brace in the reinforcing device installed on the outer periphery of the connection between the foundation ring and the tower is greater than or equal to three times the preload of the single brace on the foundation ring. This allows the actual pressure of the single brace on the connection between the foundation ring and the tower to be increased in the direction of tower tilt, preventing further tower tilting; furthermore, during normal operation of the wind turbine, the concrete anchoring foundation is only subjected to unidirectional force, thereby effectively resisting fatigue damage to the concrete.

[0028] Another objective of this invention is to provide a reinforcement device for a foundation-ring wind turbine, the aforementioned reinforcement design method for the foundation-ring wind turbine being based on this reinforcement device. By installing the reinforcement device, the lateral displacement of the tower during wind turbine operation can be reduced while ensuring tower safety.

[0029] According to some preferred embodiments of the present invention, a fastening hoop and a plurality of reinforcing components are included. The plurality of reinforcing components are evenly spaced around the outer periphery of the fastening hoop and are all connected to the outer wall of the fastening hoop. The fastening hoop is fitted around the outer periphery of the connection between the base ring and the tower. The fastening hoop is provided to ensure the structural safety of the tower itself. Specifically, the fastening hoop includes multiple connecting segments that together form a circular fastening hoop. The circumference of the inner wall of the fastening hoop is smaller than the circumference of the outer wall at the connection between the tower and the base ring. High-strength bolts are used to connect adjacent connecting segments. By controlling the bolt preload, the prestress of the entire fastening hoop at the connection between the base ring and the tower reaches 1–2 MPa, preventing the fastening hoop from slipping off the connection between the base ring and the tower.

[0030] According to some preferred embodiments of the present invention, each of the reinforcing components includes a strut, a first support rod, and a second support rod. One end of the strut is connected to the outer wall of the fastening clamp, and the other end of the strut is connected to the upper end of the first support rod. The lower ends of the first and second support rods are embedded in a concrete platform. The strut is a rigid connecting rod, commonly used for the displacement of pipes and equipment, capable of withstanding both tensile and compressive forces. It includes a strut body and connecting portions located at both ends of the strut body. Both connecting portions are rotatably connected to the strut body, making the length of the entire strut adjustable, thereby allowing adjustment of the load on the strut.

[0031] According to some preferred embodiments of the present invention, the upper end of the second support rod is fixedly connected to the first support rod, the first support rod is perpendicular to the top surface of the concrete platform, the bracing rod is perpendicular to the first support rod, and the second support rod is inclined. The first support rod and the second support rod together provide support for the support rod, and the inclined second support rod, together with the first support rod and the top surface of the concrete platform, forms a stable triangular support structure.

[0032] Due to the adoption of the above technical solutions, the advantages of the present invention compared with the prior art are as follows: the reinforcement design method and reinforcement device of the foundation ring wind turbine of the present invention can reduce the lateral displacement of the tower while ensuring the safety of the wind turbine tower, thereby greatly reducing the damage of the foundation ring to the concrete and ensuring the safety of the wind turbine during operation. Attached Figure Description

[0033] 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.

[0034] Figure 1 This is a three-dimensional structural diagram of the wind turbine generator set after the reinforcement device is installed in a preferred embodiment of the present invention;

[0035] Figure 2 This is a top view of the wind turbine mounting and reinforcement device in a preferred embodiment of the present invention, with some components hidden.

[0036] Figure 3 This is a three-dimensional structural diagram of the reinforcement component in a preferred embodiment of the present invention;

[0037] Figure 4 This is a three-dimensional structural diagram of the fastening clamp in a preferred embodiment of the present invention;

[0038] Figure 5 This is a schematic diagram of the finite element model of the basic ring in a preferred embodiment of the present invention;

[0039] Figure 6 This is a schematic diagram of the finite element model after a reinforcement device is installed on the outer periphery of the connection between the base ring and the tower in a preferred embodiment of the present invention.

[0040] The attached drawings are labeled as follows: tower -1, foundation ring -2, fastening hoop -3, connecting section -31, reinforcement component -4, bracing rod body -41, connecting part -42, first support rod -43, second support rod -44, concrete platform -5. Detailed Implementation

[0041] To enable those skilled in the art to better understand the technical solutions of the present invention, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort should fall within the scope of protection of the present invention.

[0042] As shown in the figure, a reinforcement design method based on a basic ring-type wind turbine reinforcement device according to the present invention includes the following steps:

[0043] Step 1: Obtain the load information and wall thickness of the base ring 2, set the lower flange of the base ring 2 as a fixed constraint, establish the finite element model of the base ring 2 through finite element simulation software, and then calculate the maximum stress of the base ring 2 and the transverse force of the base ring 2 at the fixed constraint based on the finite element model.

[0044] The load information of the base ring 2 includes the force F of the base ring 2 along the X-axis, Y-axis, and Z-axis of the three-dimensional coordinate system, respectively. x F y F z And the torques M of the base ring 2 along the X-axis, Y-axis, and Z-axis of the three-dimensional coordinate system, respectively. x M y M z .

[0045] Step 2: Install a reinforcement device on the outer periphery of the connection between the base ring 2 and the tower 1; the reinforcement device includes multiple reinforcement components 4, which are evenly distributed at intervals on the outer periphery of the connection between the base ring and the tower, and each reinforcement component 4 includes a tension rod.

[0046] Step 3: Calculate the preload of a single strut at the connection between the foundation ring 2 and the tower 1.

[0047] Specifically, the reinforcement device is divided into two symmetrical reinforcement units. Taking one of the reinforcement units as the research object, the resultant force formed by all the bracing rods in the reinforcement unit is set to be equal to the lateral force on the fixed constraint of the foundation ring 2 under normal working conditions. The preload of a single bracing rod on the connection between the foundation ring 2 and the tower 1 is calculated according to the following formula:

[0048]

[0049] In the above formula, F is the preload of a single strut at the connection between the foundation ring 2 and the tower 1, θ is the angle between two adjacent struts, F' is the lateral force at the fixed constraint of the foundation ring 2 calculated in step 1, and n is the number of reinforcing components 4 in the reinforcement device. Since θ and F' are known, F can be further calculated. Here, n is a positive integer greater than 4 and is a multiple of 4.

[0050] Step 4: Set the actual pressure of a single strut on the connection between the foundation ring 2 and the tower 1 to be 1.2 to 1.5 times the preload of a single strut on the foundation ring 2 calculated in Step 3. Select a strut with a rated load greater than or equal to 3 times the preload of a single strut on the foundation ring 2. Install the reinforcement device on the outer periphery of the connection between the foundation ring 2 and the tower 1 so that the pressure of a single strut on the foundation ring 2 is the actual pressure of a single strut on the connection between the foundation ring 2 and the tower 1.

[0051] Step 5: Under the actual pressure of a single strut at the connection between the foundation ring 2 and the tower 1, perform a finite element analysis on the tower 1 and foundation ring 2 with the reinforcement device installed. Establish a finite element model of the tower 1 and foundation ring 2 with the reinforcement device installed using finite element simulation software. Then, calculate the maximum increase in stress on the foundation ring 2 caused by the reinforcement device based on this finite element model. If the maximum increase in stress on the foundation ring 2 caused by the reinforcement device is less than or equal to the maximum stress of the foundation ring 2 in Step 1, and the sum of the maximum increase in stress on the foundation ring 2 caused by the reinforcement device and the maximum stress of the foundation ring 2 in Step 1 is less than or equal to 50% of the allowable stress of the steel (100-120kN), then the reinforcement design method is effective; otherwise, the reinforcement design method is not applicable to this wind turbine.

[0052] Example 1: A reinforcement device for a basic ring-shaped wind turbine unit

[0053] like Figures 1 to 4 As shown, the wind turbine includes a foundation ring 2, a tower 1, and a concrete platform 5. The foundation ring 2 has an upper flange at its top, which is fixedly connected to the tower 1. The tower 1 is located above the foundation ring 2. The foundation ring 2 also has a lower flange at its bottom, which is embedded in the concrete platform 5. The reinforcement device in this embodiment includes a fastening clamp 3 and 16 reinforcement components 4. The 16 reinforcement components 4 are evenly spaced around the outer periphery of the fastening clamp 3, and each reinforcement component 4 is connected to the outer wall of the fastening clamp 3. Figure 1 and Figure 2 As shown, the fastening clamp 3 is fitted around the outer periphery of the connection between the foundation ring 2 and the tower 1 to ensure the structural safety of the tower 1 itself.

[0054] Furthermore, such as Figure 4 As shown, the fastening clamp 3 in this embodiment includes four identical connecting segments 31, which together form a circular fastening clamp 3. The circumference of the inner wall of the entire fastening clamp 3 is less than the circumference of the outer wall at the connection between the tower 1 and the foundation ring 2. High-strength bolts are used to connect adjacent connecting segments 31. By controlling the bolt preload, the prestress of the entire fastening clamp 3 at the connection between the foundation ring 2 and the tower 1 reaches 1-2 MPa, preventing the fastening clamp 3 from slipping off the connection between the foundation ring 2 and the tower 1.

[0055] Furthermore, such as Figure 3As shown, each reinforcement component 4 in this embodiment includes a strut, a first support rod 43, and a second support rod 44. The strut includes a strut body 41 and connecting portions 42 located at both ends of the strut body 41. Both connecting portions 42 are rotatably connected to the strut body 41. By rotating the connecting portions 42, the length of the entire strut can be adjusted, thereby adjusting the load on the strut. One end of the bracing rod body 41 has a connecting part 42 welded to the outer wall of the fastening clamp 3 via a steel plate. The other end of the bracing rod body 41 has a connecting part 42 connected to the upper end of the first support rod 43. The lower ends of the first support rod 43 and the second support rod 44 are embedded in the concrete platform 5. The upper end of the second support rod 44 is fixedly connected to the first support rod 43. The first support rod 43 is perpendicular to the top surface of the concrete platform 5, and the bracing rod is perpendicular to the first support rod 43. The second support rod 44 is inclined so that the first support rod 43, the second support rod 44, and the top surface of the concrete platform 5 together form a triangular stable support structure to ensure the structural stability of each reinforcement component 4.

[0056] Example 2 takes a wind turbine as an example. This example provides a reinforcement design method for a foundation ring-type wind turbine based on the above-mentioned reinforcement device, specifically including the following steps:

[0057] Step 1: Obtain the load information and wall thickness of the base ring 2. In this embodiment, the load information of the base ring 2 is: F x =2.2kN, F y =257.1kN, F z =2014.9kN, M x =19062.2 kN·m, M y =1198.2 kN·m, M z = 38.4 kN·m; the wall thickness of foundation ring 2 is 50 mm; the lower flange of foundation ring 2 is set as a fixed constraint, and a finite element model of foundation ring 2 is established using finite element simulation software, such as... Figure 5 As shown, the maximum stress of the base ring 2 is 14.5 MPa. The lateral force of the base ring 2 at the fixed constraint is calculated to be 260 kN by the finite element model simulation software.

[0058] Step 2: Install the above-mentioned reinforcement device on the outer periphery of the connection between the base ring 2 and the tower 1.

[0059] Step 3: Calculate the preload of a single strut at the connection between the foundation ring 2 and the tower 1.

[0060] The reinforcement device is divided into two symmetrical reinforcement units. Taking one of the reinforcement units as the research object, in this embodiment, the reinforcement device includes 16 reinforcement components 4, and one reinforcement unit includes eight reinforcement components 4, that is, eight bracing rods. The included angle between two adjacent bracing rods is 22.5°. It is set that the resultant force formed by all the bracing rods in one reinforcement unit is equal to the lateral force on the fixed constraint of the foundation ring 2 under normal working conditions. The preload of a single bracing rod on the connection between the foundation ring 2 and the tower 1 is calculated according to the following formula:

[0061] F*[1+2cos22.5°+2cos45°+2cos67.5°]=260kN;

[0062] The calculated value of F is 51.7 kN.

[0063] Step 4: Set the actual pressure of a single strut on the connection between the foundation ring 2 and the tower 1 to be 1.2 to 1.5 times the preload (51.7kN) of a single strut on the foundation ring 2 calculated in Step 3. In this embodiment, the actual pressure of a single strut on the connection between the foundation ring 2 and the tower 1 is set to 80kN. Select a strut with a rated load of 200kN and install the reinforcement device on the outer periphery of the connection between the foundation ring 2 and the tower 1 so that the pressure of a single strut on the foundation ring 2 is 80kN.

[0064] Step 5: With the actual pressure of a single strut at the connection between the foundation ring 2 and the tower 1 set to 80kN, perform finite element model calculations on the tower 1 and foundation ring 2 equipped with the reinforcement device: Establish finite element models of the tower 1 and foundation ring 2 with the reinforcement device using finite element simulation software, such as... Figure 6 As shown, from Figure 6 The maximum increase in stress on the foundation ring 2 caused by the reinforcement device can be directly obtained as 6.2 MPa. This maximum increase in stress is less than the maximum stress of the foundation ring 2 (14.5 MPa) in step 1. The sum of the maximum increase in stress on the foundation ring 2 caused by the reinforcement device (6.2 MPa) and the maximum stress of the foundation ring 2 (14.5 MPa) in step 1 is 20.7 MPa. When this value is much less than 50% of the allowable stress of steel (100-120 kN), it indicates that the reinforcement design method is effective. After the reinforcement device is installed, the connection between the tower 1 and the foundation ring 2 still has a large stress margin.

[0065] The above embodiments are only for illustrating the technical concept and features of the present invention, and are intended to enable those skilled in the art to understand the content of the present invention and implement it accordingly. They should not be construed as limiting the scope of protection of the present invention. All equivalent changes or modifications made in accordance with the spirit and essence of the present invention should be covered within the scope of protection of the present invention.

Claims

1. A method for reinforcing design of a foundation ring type wind turbine generator, the wind turbine generator comprising a foundation ring, a tower drum and a concrete platform, a top of the foundation ring is provided with an upper flange, a bottom of the foundation ring is provided with a lower flange, the tower drum is connected with the foundation ring through the upper flange, the tower drum is located above the foundation ring, and the lower flange is embedded in the concrete platform, characterized in that, The reinforcing design method comprises the following steps: Step 1: setting a fixed constraint at the lower flange of the foundation ring, and calculating the maximum stress of the foundation ring and the transverse force at the fixed constraint; Step 2: setting a reinforcing device at the outer periphery of the connection between the foundation ring and the tower drum; the reinforcing device comprises a plurality of reinforcing assemblies, the plurality of reinforcing assemblies are uniformly distributed at the outer periphery of the connection between the foundation ring and the tower drum, and each reinforcing assembly comprises a tension strut; Step 3: calculating the pre-pressure of a single tension strut on the connection between the foundation ring and the tower drum; Step 4: setting the actual pressure of a single tension strut on the connection between the foundation ring and the tower drum, and installing the reinforcing device at the outer periphery of the connection between the foundation ring and the tower drum so that the pressure of a single tension strut on the foundation ring is the actual pressure of a single tension strut on the connection between the foundation ring and the tower drum. The actual pressure of a single tension strut on the connection between the foundation ring and the tower drum in Step 4 is 1.2-1.5 times the pre-pressure of a single tension strut on the foundation ring calculated in Step 3.

2. The reinforcement design method according to claim 1, characterized by, The method for calculating the maximum stress of the foundation ring and the transverse force at the fixed constraint in Step 1 is as follows: obtaining the load information and wall thickness of the foundation ring, establishing a finite element model of the foundation ring, and then calculating the maximum stress of the foundation ring and the transverse force at the fixed constraint according to the finite element model.

3. The reinforcement design method of claim 1, wherein The method for calculating the pre-pressure of a single tension strut on the connection between the foundation ring and the tower drum in Step 3 is as follows: bisecting the reinforcing device into two symmetrical reinforcing units, taking one of the reinforcing units as the research object, and calculating the pre-pressure of a single tension strut on the connection between the foundation ring and the tower drum according to the following formula, In the formula, F is the pre-pressure of a single tension strut on the connection between the foundation ring and the tower drum, θ is the included angle between adjacent two tension struts, F' is the transverse force at the fixed constraint of the foundation ring calculated in Step 1, and n is the number of reinforcing assemblies in the reinforcing device.

4. The reinforcement design method according to claim 3, characterized by, The n is a positive integer greater than 4 and is a multiple of 4.

5. The method of reinforcement design of claim 1, wherein, Step 5: calculating the maximum increase value of the stress of the foundation ring caused by the reinforcing device according to the actual pressure of a single tension strut on the connection between the foundation ring and the tower drum.

6. The reinforcement design method of claim 5, wherein The method for calculating the maximum increase value of the stress of the foundation ring caused by the reinforcing device in Step 5 is as follows: establishing a finite element model of the tower drum and the foundation ring provided with the reinforcing device, and then calculating the maximum increase value of the stress of the foundation ring caused by the reinforcing device according to the finite element model.

7. The reinforcement design method of claim 6, wherein The maximum increase value of the stress of the foundation ring caused by the reinforcing device is less than or equal to the maximum stress of the foundation ring in Step 1, and the sum of the maximum increase value of the stress of the foundation ring caused by the reinforcing device and the maximum stress of the foundation ring in Step 1 is less than or equal to 50% of the allowable stress of the material of the foundation ring.

8. The reinforcement design method according to claim 7, characterized by, The material of the foundation ring is steel, and the allowable stress of the material of the foundation ring is 100-120 kN.

9. The method of reinforcement design of claim 2, wherein, The load information of the foundation ring comprises forces of the foundation ring along the X-axis, Y-axis and Z-axis of a three-dimensional coordinate system respectively, and moments of the foundation ring along the X-axis, Y-axis and Z-axis of the three-dimensional coordinate system respectively.

10. The method of reinforcement design of claim 1, wherein, The rated load of the single tensile strut in the reinforcing device installed at the outer periphery of the connection between the foundation ring and the tower drum in step 4 is greater than or equal to 3 times the pre-pressure of the single tensile strut on the foundation ring.

11. A reinforcing device for a foundation ring type wind turbine generator characterized by comprising: The reinforcing design method of the foundation ring type wind turbine generator of any one of claims 1-10 is designed based on the reinforcing device.

12. The reinforcement device of claim 11, wherein, The fastening hoop and a plurality of reinforcing assemblies are evenly spaced around the outer periphery of the fastening hoop, and the plurality of reinforcing assemblies are connected to the outer wall of the fastening hoop, and the fastening hoop is sleeved around the outer periphery of the connection between the foundation ring and the tower drum.

13. The reinforcement device of claim 12, wherein, Each of the reinforcing assemblies comprises a tensile strut, a first support strut and a second support strut, one end of the tensile strut is connected to the outer wall of the fastening hoop, the other end of the tensile strut is connected to the upper end of the first support strut, the lower end of the first support strut and the lower end of the second support strut are embedded in the concrete platform.

14. The reinforcement device of claim 13, wherein, The upper end of the second support strut is fixedly connected to the first support strut, the first support strut is perpendicular to the top surface of the concrete platform, the tensile strut is perpendicular to the first support strut, and the second support strut is inclined.

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