Ultrahigh truss type wind power tower system with load shedding and vibration suppression device
By installing vibration reduction devices in the ultra-high truss wind tower structure, the vibration control problem of ultra-high truss wind towers under multi-physical field conditions is solved, and the load reduction and vibration suppression effect of wind towers above 160m is achieved. It is suitable for the installation of various dampers and is safe and reliable.
Patent Information
- Application Number
- CN202422762471.8
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-11-13
- Publication Date
- 2025-09-09
- Estimated Expiration
- 2034-11-13
AI Technical Summary
Existing technologies lack vibration control strategies for ultra-high truss wind towers over 160 meters, resulting in complex and abnormal dynamic responses under multi-physical field conditions such as wind, earthquakes, and waves, affecting normal power generation performance.
Vibration reduction devices, including tuned mass dampers, tuned liquid dampers, particle dampers, cable damping systems and viscous dampers, are installed in the super-high truss wind tower structure and connected to the steel beams through connectors such as external reinforcement ring plates and connecting plates to achieve vibration reduction effects.
It effectively reduces the structural vibration of ultra-high truss wind turbine towers, achieves load reduction and vibration suppression, is suitable for various damper installations, is safe and reliable, and is suitable for capturing wind energy at altitudes above 160m.
Smart Images
Figure CN223317976U_ABST
Abstract
Description
Technical Field
[0001] The utility model belongs to the technical field of wind power towers and relates to an ultra-high truss wind power tower system with a load reduction and vibration suppression device. Background Art
[0002] Wind turbine towers have gradually become larger and taller, and ultra-tall truss wind turbine towers have become a key technical solution for capturing wind energy at altitudes above 160 meters. Large-scale deployment has already begun in my country. The vibration response of ultra-tall truss towers may be more complex and unique. As truss wind turbine towers continue to grow in height, their dynamic response to multi-physics conditions such as wind, earthquakes, and waves becomes more complex and unique. Ultra-tall truss wind turbine towers will face transformative challenges such as abnormal vibrations that could affect their normal power generation performance.
[0003] At present, the vibration-resistant design technology for wind tower support structures mainly involves installing vibration reduction devices on the wind tower support structure, including passive vibration reduction devices, semi-active vibration reduction devices, and active vibration reduction devices. After the vibration reduction devices are installed, the external equivalent dynamic load of the wind tower support structure is reduced. In addition, the above-mentioned vibration reduction device design technology is usually aimed at conventional single-tube wind turbine towers with a height of less than 160m. There is a lack of ultra-high truss wind turbine tower systems with a height of more than 160m and considering vibration control strategies at the same time, so that ultra-high truss wind turbine towers can achieve load reduction and vibration suppression effects. Therefore, it is necessary to develop an ultra-high truss wind turbine tower system with a vibration reduction device to meet the new challenges brought about by the technological changes in large-scale and ultra-high wind turbines. Utility Model Content
[0004] The purpose of the utility model is to overcome the deficiencies in the prior art and, in response to the problem of excessive dynamic response of existing super-high truss wind turbine towers, provide a super-high truss wind turbine tower system with a vibration reduction device. By arranging the vibration reduction device in the super-high truss wind turbine tower structure, the vibration of the super-high truss wind turbine tower structure is reduced, thereby achieving the load reduction and vibration suppression effect of the super-high truss wind turbine tower.
[0005] The utility model provides a super-high truss wind power tower system with a load reduction and vibration suppression device, comprising: a super-high truss wind power tower structure, a vibration reduction device, and a connector; the vibration reduction device is installed on the super-high truss wind power tower structure through the connector; the connector comprises an outer reinforcement ring plate, a connection plate, and a cover plate; the outer reinforcement ring plates are grouped in two, and the plates are parallel to each other and welded to the truss section tower column;
[0006] The side surfaces of the connecting plates are welded to the truss section tower columns, and the upper and lower sections are welded to the outer reinforcing ring plates which are parallel to each other;
[0007] The two cover plates form a group and are used to connect the steel beam and the connecting plate;
[0008] The steel beam connects two connection plates located on tower columns of different truss sections;
[0009] The vibration reduction device is a mass damper connected to the steel beam.
[0010] Preferably, the vibration damping device is selected from a tuned mass damper, a tuned liquid damper or a particle-type damper.
[0011] Preferably, the control type of the tuned mass damper is passive, semi-active or active.
[0012] Preferably, the top end of the vibration damping device is connected to the steel beam, and the side end is connected to the truss section tower column.
[0013] Preferably, the bottom end of the vibration damping device is connected to the steel beam.
[0014] The utility model provides another super-high truss wind turbine tower system with a load reduction and vibration suppression device, comprising: a super-high truss wind turbine tower structure, a vibration reduction device, and a connecting piece; the vibration reduction device is installed on the super-high truss wind turbine tower structure through the connecting piece; the connecting piece includes an outer reinforcing ring plate and a connecting plate; the outer reinforcing ring plates are grouped in two pieces, and the plates are parallel to each other and welded to the truss section tower column; the connecting plates are grouped in two pieces, and the plates are parallel to each other, the side surfaces are welded to the truss section tower column, and the upper and lower sections are welded to the outer reinforcing ring plates that are parallel to each other; the outer reinforcing ring plates and the connecting plates are provided with prefabricated holes;
[0015] The vibration reduction device is a mass-free damper connected to the connecting plate.
[0016] Preferably, the vibration reduction device is selected from a cable damping system, a viscous damper or a friction damper.
[0017] Preferably, the connecting plate is provided with a prefabricated hole; the vibration damping device is connected to the prefabricated hole of the connecting plate via a pin; the diameter of the prefabricated hole of the connecting plate is 0.5 mm to 1 mm larger than the diameter of the pin.
[0018] Preferably, the connecting plate is provided with two prefabricated holes, through which the fixed pulley group is installed; a cable is arranged between the fixed pulley groups; the cable passes through a steering pulley installed at the bottom of the truss-type tower, one end of which is connected to the vibration damping device at the bottom, and the other end is pre-anchored at the top of the tower; the diameter of the prefabricated hole of the connecting plate is 0.5mm to 1mm larger than the diameter of the fixed pulley shaft.
[0019] Preferably, the height of the super-high truss wind turbine tower is above 160 m.
[0020] The utility model provides an ultra-high truss wind tower system with a load reduction and vibration suppression device, which can capture wind energy at altitudes above 160m. At the same time, the vibration reduction device connector adopts an external reinforcement ring plate, which is safe and reliable, flexible in design, and suitable for a variety of damper installation applications, and can realize the load reduction and vibration suppression function of the ultra-high truss wind tower. BRIEF DESCRIPTION OF THE DRAWINGS
[0021] Figure 1 This is a schematic diagram of the structure of an ultra-high truss wind tower;
[0022] Figure 2 (a) is a schematic diagram of the overall layout of the passive TMD on an ultra-high truss wind tower;
[0023] Figure 2(b) is a schematic diagram of the local connection of the passive TMD in the truss section tower;
[0024] Figure 3 (a) is a schematic diagram of the overall layout of the passive TLD on a super-high truss wind tower;
[0025] Figure 3(b) is a schematic diagram of the local connection of the passive TLD in the truss section tower;
[0026] Figure 4 (a) is a schematic diagram of the overall layout of the passive VD on the super-high truss wind tower;
[0027] Figure 4(b) is a schematic diagram of the local connection of the passive VD in the truss section tower;
[0028] Figure 4 (c) is a side view of the local connection of the passive VD at the truss section tower;
[0029] Figure 5 (a) is a schematic diagram of the overall layout of the passive CEDS on the super-high truss wind tower;
[0030] Figure 5(b) is a schematic diagram of the local connection of the passive CEDS in the truss section tower;
[0031] Figure 5 (c) is a side view of the local connection of the passive CEDS at the truss section tower;
[0032] Description of reference numerals:
[0033] 1. Truss tower; 2. Steel beam; 3. Cover plate; 4. Connecting plate; 5. Swing arm member; 6. External reinforcing ring plate; 7. Connecting piece; 8. Passive TMD; 9. Mass block; 10. Energy dissipation component; 11. Truss section tower column; 12. Spherical joint; 13. Passive TLD; 14. Passive VD; 15. External reinforcing ring plate; 16. Connecting plate; 17. Pin; 18. Right end ear plate of passive VD; 19. Left end ear plate of passive VD; 20. Tower; 21. Fixed pulley block inside tower; 22. External reinforcing ring plate; 23. Fixed pulley block of truss section; 24. Connecting plate; 25. Cable; 26. Steering pulley; 27. Energy dissipation component; 28. Passive CEDS; 29. Pulley shaft. DETAILED DESCRIPTION
[0034] The present invention will be further explained below with reference to the accompanying drawings and specific embodiments.
[0035] Taking the super-high truss wind turbine tower with a height of Xm as an example, the truss wind turbine tower structure 0-Xm is the truss structure, and X-Xm is the tower structure. Figure 1 The present invention provides an ultra-high truss wind turbine tower system with a load reduction and vibration suppression device, comprising an ultra-high truss wind turbine tower structure, a vibration reduction device, and a connector. The vibration reduction device is mounted on the ultra-high truss wind turbine tower structure via the connector.
[0036] The super-high truss wind turbine tower with a height of Xm has a single-tube tower structure at the top, including blades, nacelle and single-tube tower; the middle part is the transition section node; the lower part is a truss tower, including several layers of upright truss segments; in terms of material selection, Q355D steel is mainly used as the tower body material.
[0037] Vibration damping devices include, but are not limited to, tuned mass dampers (TMDs), tuned liquid dampers (TLDs), particle dampers (PDs), cable-type dampers (CEDSs), viscous dampers (VDs), and friction dampers (FDs). TMDs, TLDs, and PDs are mass-type dampers, while VDs, FDs, and CEDSs are non-mass-type dampers.
[0038] Example 1 For a mass damper, taking a passive TMD 8 as an example, the connecting member of this embodiment includes an outer reinforcing ring plate 6, a connecting plate 4, and a cover plate 3, as shown in Figures 2(a) and 2(b).
[0039] The outer reinforcing ring plate 6 is a solid bottle-shaped connecting plate. The outer reinforcing ring plates 6 are usually grouped in two, and the plates are parallel to each other and welded to the truss segment tower column 11 .
[0040] The connecting plate 4 is a solid plate with a rectangular shape. There is only one connecting plate 4, the side of which is welded to the truss segment tower column 11, and the upper and lower sections are welded to the outer reinforcing ring plate 6 which are parallel to each other.
[0041] The cover plates 3 are a group of two and are rectangular in shape and are used to connect the steel beam 2 and the connecting plate 4 .
[0042] The passive TMD 8 in this embodiment is composed of a mass block 9 and an energy dissipation component 10 .
[0043] The steel beam 2 connects two connecting plates 4 located on different truss segment towers 11. Bolts are used to facilitate installation and removal. The mass 9 is suspended from the swing arm 5 via a spherical joint 12 bolted to the flange of the steel beam 2. The cross-section of the steel beam 2 is typically an I-section, as shown in Figure 2(b).
[0044] The telescopic end of the energy dissipation assembly 10 is connected to the mass block 9, and the other end is connected to the truss segment tower column 11 through the connector 7. There are four energy dissipation assemblies 10 in total, which are used to connect the mass block 9 and the truss segment tower column 11, as shown in Figure 2(b).
[0045] In this embodiment, the passive TMD 8 is installed on the truss tower 1. It should be understood that the passive TMD 8 can be installed in other locations of the tower 20 and the truss tower column 11 in a similar connection manner.
[0046] In other embodiments of the present invention, when the control type of TMD is selected as semi-active control or active control, sensors, actuators and controllers need to be introduced: when it is semi-active control, the introduced actuator can only realize the change of equivalent damping parameters or stiffness parameters. When it is active control, the introduced actuator provides active control force. The connection method between the actuator and the structure is the same as the connection method of the damping unit of the original passive TMD. It should be understood that the passive TMD damping or stiffness unit is directly replaced by an actuator that can realize the change of equivalent damping parameters or stiffness parameters, which also belongs to semi-active TMD. Removing the TMD stiffness unit and introducing an actuator to constitute active control is a mass damper.
[0047] Example 2 For a mass-type damper, taking a passive TLD 13 as an example, the connecting member of this embodiment includes an outer reinforcing ring plate 6, a connecting plate 4, and a cover plate 3, as shown in FIG3(a).
[0048] The outer reinforcing ring plate 6 is a solid bottle-shaped connecting plate. The outer reinforcing ring plates 6 are usually grouped in two, and the plates are parallel to each other and welded to the truss segment tower column 11 .
[0049] The connecting plate 4 is a solid plate with a rectangular shape. There is only one connecting plate 4, the side of which is welded to the truss segment tower column 11, and the upper and lower sections are welded to the outer reinforcing ring plate 6 which are parallel to each other.
[0050] The cover plates 3 are a group of two and are rectangular in shape and are used to connect the steel beam 2 and the connecting plate 4 .
[0051] Steel beam 2 connects two connecting plates 4 located on different truss segment towers 11. Bolts are used to facilitate installation and removal. Passive TLD 13 is welded to the steel beam flange. The cross-section of steel beam 2 is typically an I-section, as shown in Figure 3(b).
[0052] In this embodiment, the passive TLD 13 is installed on the truss tower 1. It should be understood that the passive TLD 13 can be installed in other positions of the tower 20 and the truss tower column 11 in a similar connection manner.
[0053] In other embodiments of the present invention, the particle damper (PD) may be installed in the same manner as the tuned liquid damper (TLD).
[0054] Example 3: For a massless damper, a passive VD 14 is used as an example. A prefabricated hole is added to the outer reinforcing ring plate 6 of Example 1 to create the outer reinforcing ring plate 15 of this embodiment. A prefabricated hole is added to the connecting plate 4 of Example 1 to create the connecting plate 16 of this embodiment. A pin 17 is added as a connector between the passive VD 14 and the connecting plate 16. This is shown in Figures 4(a) and 4(b).
[0055] The outer reinforcing ring plate 15 is a solid, bottle-shaped connecting plate with prefabricated holes. Two outer reinforcing ring plates 15 are assembled in a set, parallel to each other, and welded to the truss segment tower column 11. The size of the prefabricated holes in the outer reinforcing ring plates 15 should be determined based on actual conditions without affecting the operation of the damper. The prefabricated holes in the outer reinforcing ring plates 15 are typically circular or groove-shaped.
[0056] The connecting plates 16 are solid rectangular plates with prefabricated holes. They are grouped in pairs, parallel to each other. Their sides are welded to the truss segment tower columns 11, and their upper and lower sections are welded to the parallel outer reinforcing ring plates 15, as shown in Figure 4(b).
[0057] There is only one pin shaft 17 , and it is located at a prefabricated hole of a group of connecting plates 16 .
[0058] The diameter of the prefabricated hole in the connecting plate 16 should be 0.5 mm to 1 mm larger than the diameter of the pin 17 .
[0059] Adjust the center lines of the left and right lug plates 19, 18, and the prefabricated holes of the two connecting plates 16 of the passive VD 14 to coincide with each other, and pass the pin 17 along the center line through the prefabricated holes of the connecting plates 16, the left and right lug plates 19, 18 to realize the movable connection of the passive VD 14 on the truss segment tower column 11, as shown in Figure 4 (c).
[0060] Traditional VDs cannot achieve semi-active or active control. By introducing sensors and corresponding controllers, replacing the VDs with adjustable damping or stiffness parameters, including but not limited to electromagnetic dampers or magnetorheological dampers, further enables semi-active control. Replacing the VDs with actuators further enables active control. The connection between the adjustable damping or stiffness parameter units, actuators, and truss segment towers is similar to that of traditional VDs.
[0061] In other embodiments of the present invention, the friction damper (FD) may be installed in the same manner as the viscous damper (VD).
[0062] Example 4: For a massless damper, a passive CEDS 28 is used as an example. Based on the outer reinforcing ring plate 15 and connecting plate 16 of Example 1, this embodiment further improves upon them. The outer reinforcing ring plate 15 is widened to create the outer reinforcing ring plate 22 of this embodiment. The connecting plate 16 is widened and a prefabricated hole is added to create the connecting plate 24 of this embodiment. Furthermore, a tower internal fixed pulley block 21, a truss section fixed pulley block 23, and a diverting pulley 26 are added, as shown in Figure 5(a).
[0063] The outer reinforcement ring plate 22 is a solid bottle-shaped connecting plate with a prefabricated hole. The outer reinforcement ring plates 22 are welded to the truss segment tower column 11 in sets of two, parallel to each other, as shown in Figure 5(b).
[0064] The size of the prefabricated hole of the outer reinforcing ring plate 22 should be determined according to the actual situation without affecting the use of the damper. The shape of the prefabricated hole of the outer reinforcing ring plate 22 is usually circular or groove-shaped.
[0065] The connecting plate 24 is a solid rectangular plate with two prefabricated holes. The connecting plates 24 are grouped in pairs, parallel to each other. Their sides are welded to the truss segment tower columns 11, and their upper and lower sections are welded to the parallel outer reinforcing ring plates 22, as shown in Figure 5(b).
[0066] The fixed pulley assembly 21 in the tower is welded to the inner wall of the tower 20 .
[0067] The diverting pulley 26 is welded to the bottom of the truss tower 1 .
[0068] The truss section fixed pulley assembly 23 includes two fixed pulleys, one located at each of the two prefabricated holes in a set of connecting plates 24. It should be understood that in a full application, multiple fixed pulley assemblies are deployed along the truss tower, tower barrel, and connection locations. The fixed pulley assembly within the tower barrel is welded to the inner wall of the tower barrel.
[0069] The diameter of the prefabricated hole of the connecting plate 24 should be 0.5mm to 1mm larger than the diameter of the fixed pulley shaft 29.
[0070] The truss segment fixed pulley assembly 23 is pin-connected to the connecting plate 24 via the pulley shaft 29, as shown in Figure 5(c).
[0071] The passive CEDS 28 connects the energy dissipation component 27 to the truss tower 1 or the tower 20 via the cable 25 .
[0072] The cable 25 passes sequentially through a diverting pulley 26 mounted at the bottom of the truss tower 1, multiple fixed pulley blocks 23 of the truss section fixed to the connecting plate 24, and the fixed pulley block 21 within the tower. One end of the cable 25 is connected to an energy dissipation assembly 27 at the bottom, and the other end is pre-anchored to the top of the tower 20. It should be understood that the energy dissipation assembly 27 at the bottom can be implemented using a variety of vibration dampers. The tension pre-applied to the top of the tower 20 must ensure that the cable 25 remains in tension during structural vibration. The specific pre-tension applied is optimized based on the specific situation, as shown in Figure 5(a).
[0073] CEDS can be further modified to semi-active or active control. After introducing sensors and corresponding controllers, replacing the energy-dissipating components at the bottom with adjustable damping or stiffness parameters, including but not limited to electromagnetic dampers or magnetorheological dampers, can further achieve semi-active control effects. Replacing the energy-dissipating components at the bottom with actuators can further achieve active control effects. The connection method between the adjustable damping or stiffness parameter unit, actuator, and cable is the same as the original connection method between the energy-dissipating components at the bottom and the cable.
[0074] Estimate potential earthquake, wind, wave and other loads faced by super-tall truss wind turbine tower structures, and calculate the multi-physics external dynamic load vectors of the super-tall truss wind turbine tower support structure.
[0075] The dynamic response of the super-high truss wind tower support structure after considering the vibration reduction device can be generally expressed by the following formula:
[0076] (1);
[0077] Where [M], [C] and [K] are the mass matrix, damping matrix and stiffness matrix of the super-high truss wind tower support structure after considering the degrees of freedom of the vibration reduction device (if any); 、 and are the acceleration vector, velocity vector and displacement vector of the super-high truss wind tower support structure after considering the vibration reduction device; {P} is the external dynamic load vector of the super-high truss wind tower support structure; {F ds} is the control force vector provided by the vibration reduction device; when the vibration reduction device is a passive TMD, {F ds}Mainly includes damping force and elastic restoring force; when the vibration reduction device is a semi-active TMD, {F ds}Mainly includes semi-active damping force or stiffness force (or semi-active stiffness force and damping force; or semi-active damping force and semi-active stiffness force); when the vibration reduction device is an active TMD, {F ds}Mainly includes active control force, damping force and stiffness force (or only active control force; or active control force and stiffness force; or active control force and damping force); when the vibration reduction device is a passive VD, {F ds}Mainly includes viscous damping force; when VD is replaced by a unit with adjustable damping or stiffness parameters, {F ds}Mainly includes semi-active damping force or semi-active stiffness force; when VD is replaced by actuator, {F ds}Mainly includes active control force. When the vibration reduction device is a passive CEDS, {F ds}Mainly includes damping force; when the energy dissipation component at the bottom is replaced with a damping or stiffness parameter adjustable unit, {F ds} mainly includes semi-active damping force or semi-active stiffness force; when the energy dissipation component at the bottom is replaced by an actuator, {F ds}Mainly includes active control force. Through optimized design{F ds}, can effectively achieve the reduction of the dynamic response of the super-high truss wind tower support structure and achieve load reduction and vibration suppression. It should be understood that {F ds The form of} is related to the specific load reduction and vibration suppression scheme adopted.
[0078] It should be understood that several representative damper types and the passive, semi-active and active control strategies based on them are selected here for illustration. Other dampers and corresponding control strategies can still be expressed in general terms using formula (1). Only the specific control force vector {F ds} is different, therefore, it still falls within the scope of protection of the present utility model. In addition, the form of the connector does not have a significant impact on formula (1). Using conventional means to change the specific form of the connector still falls within the scope of protection of the present utility model.
Claims
1. An ultra-high truss wind turbine tower system with a load reduction and vibration suppression device, characterized in that: include: Ultra-high truss wind tower structure, vibration reduction device, and connectors; The vibration reduction device is installed on the super-high truss wind tower structure through a connecting piece; the connecting piece includes an outer reinforcing ring plate, a connecting plate, and a cover plate; the outer reinforcing ring plates are grouped in two pieces, and the plates are parallel to each other and welded to the truss section tower column; The side surfaces of the connecting plates are welded to the truss section tower columns, and the upper and lower sections are welded to the outer reinforcing ring plates which are parallel to each other; The two cover plates form a group and are used to connect the steel beam and the connecting plate; The steel beam connects two connection plates located on tower columns of different truss sections; The vibration reduction device is a mass damper connected to the steel beam.
2. The super-high truss wind power tower system with load reduction and vibration suppression device according to claim 1, characterized in that: The vibration reduction device is selected from a tuned mass damper, a tuned liquid damper or a particle-type damper.
3. The super-high truss wind turbine tower system with a load reduction and vibration suppression device according to claim 2, characterized in that: The control type of the tuned mass damper is passive, semi-active or active.
4. The ultra-high truss wind turbine tower system with a vibration reduction device according to claim 2, characterized in that: The top end of the vibration damping device is connected to the steel beam, and the side end is connected to the truss section tower column.
5. The ultra-high truss wind turbine tower system with a vibration reduction device according to claim 2, characterized in that: The bottom end of the vibration damping device is connected to the steel beam.
6. An ultra-high truss wind power tower system with a load reduction and vibration suppression device, characterized in that: include: Ultra-high truss wind tower structure, vibration reduction device, and connectors; The vibration damping device is installed on the super-high truss wind turbine tower structure through a connecting piece; the connecting piece includes an outer reinforcing ring plate and a connecting plate; the outer reinforcing ring plates are grouped in two pieces, and the plates are parallel to each other and welded to the truss section tower column; the connecting plates are grouped in two pieces, and the plates are parallel to each other, the side surfaces are welded to the truss section tower column, and the upper and lower sections are welded to the outer reinforcing ring plates that are parallel to each other; the outer reinforcing ring plates and the connecting plates are provided with prefabricated holes; The vibration reduction device is a mass-free damper connected to the connecting plate.
7. The super-high truss wind turbine tower system with a load reduction and vibration suppression device according to claim 6, characterized in that: The vibration reduction device is selected from a cable damping system, a viscous damper or a friction damper.
8. The super-high truss wind turbine tower system with a load reduction and vibration suppression device according to claim 6, characterized in that: The connecting plate is provided with a prefabricated hole; the vibration damping device is connected to the prefabricated hole of the connecting plate via a pin; the diameter of the prefabricated hole of the connecting plate is 0.5mm to 1mm larger than the diameter of the pin.
9. The super-high truss wind turbine tower system with a load reduction and vibration suppression device according to claim 6, characterized in that: The connecting plate is provided with two prefabricated holes, through which the fixed pulley group is installed; a cable is arranged between the fixed pulley groups; the cable passes through a steering pulley installed at the bottom of the truss-type tower, one end of which is connected to the vibration damping device at the bottom, and the other end is pre-anchored at the top of the tower; the diameter of the prefabricated hole of the connecting plate is 0.5mm to 1mm larger than the diameter of the fixed pulley shaft.
10. The super-high truss wind turbine tower system with a load reduction and vibration suppression device according to any one of claims 1 to 9, characterized in that: The height of the super-high truss wind tower is over 160m.