Ultra-high truss type wind power tower with damping device

Abstract

The utility model belongs to the technical field of wind power tower, especially an ultrahigh truss type wind power tower with damping device, which is composed of a tower body structure, a damping device and a connecting piece. The connecting piece includes an inner scissors structure, an outer scissors support structure, a plane hinge support and a steel cantilever beam. The plane hinge support is welded at the top end of the truss section of the tower body structure. One end of the steel cantilever beam is welded on the surface of the tower barrel. The inner scissors support structure and the outer scissors support structure are connected in series by four steel connecting rods to form a diamond structure. The two horizontally opposite ends of the inner scissors support structure are connected to the two horizontally opposite ends of the outer scissors support structure by a pin shaft, respectively. The two ends of the damping device are connected to the two vertically opposite ends of the inner scissors support structure by a pin shaft. The ultrahigh truss type wind power tower can capture high-altitude wind energy above 160 m. The connecting piece is easy to install and flexible in design. The deformation and energy consumption of the damping device are more sufficient, and the load reduction and vibration suppression function of the ultrahigh truss type wind power tower can be realized.

Description

Technical Field

[0001] This utility model belongs to the field of wind power tower technology, and in particular to an ultra-high truss wind power tower with vibration reduction device. Background Technology

[0002] Wind turbine towers have gradually developed towards larger and ultra-high sizes, and ultra-high truss wind turbine towers have become an important technical solution for capturing wind energy at altitudes above 160m, and have initially achieved large-scale deployment.

[0003] As the height of truss wind turbines continues to increase, their dynamic response under multi-physical field conditions such as wind, earthquake, and ocean waves becomes more complex and unique. Ultra-high truss wind turbines will face transformative challenges such as abnormal vibrations that affect their normal power generation performance.

[0004] Currently, the main vibration-resistant design technology for wind turbine tower support structures involves installing vibration damping devices, including passive, semi-active, and active damping devices. After installing these devices, the external equivalent dynamic load on the wind turbine tower support structure is reduced. Viscous dampers, as a common and key vibration damping device for wind turbine tower support structures, play a crucial role in vibration reduction during the design, construction, and operation phases of the wind turbine tower.

[0005] Furthermore, the aforementioned viscous damper design technology is typically designed for conventional monotube wind turbine towers with a height of less than 160m. Currently, there are no ultra-high (>160m) truss wind turbine tower systems that simultaneously consider viscous damper design technology. Due to the excessive height and dynamic response of ultra-high truss wind turbine towers, installing and maintaining viscous dampers on them is extremely difficult. Utility Model Content

[0006] To address the problems of excessive dynamic response and inconvenient installation and maintenance of vibration damping devices in existing ultra-high truss wind turbine towers, this utility model provides an ultra-high truss wind turbine tower system with vibration damping devices. By designing vibration damping device connectors at the top of the truss sections, flexible connection between the vibration damping devices and the ultra-high truss wind turbine tower structure can be achieved. At the same time, the energy dissipation capacity of the vibration damping devices is fully utilized to realize the load reduction and vibration suppression function of the ultra-high truss wind turbine tower.

[0007] One technical solution provided by this utility model is: an ultra-high truss-type wind turbine tower with a vibration damping device, comprising a tower structure, a vibration damping device, and connecting components; the connecting components include an inner scissor bracing structure, an outer scissor bracing structure, a planar hinge support, and a steel cantilever beam; the planar hinge support is welded to the top of the truss section of the tower structure; one end of the steel cantilever beam is welded to the surface of the tower; the inner and outer scissor bracing structures are formed by four steel connecting rods connected end to end to form a rhombus structure; wherein, the two horizontally opposite ends of the inner scissor bracing structure are connected to the two horizontally opposite ends of the outer scissor bracing structure respectively by pins; the two ends of the vibration damping device are connected to the two vertically opposite ends of the inner scissor bracing structure by pins.

[0008] Preferably, the two vertically opposite ends of the external scissor brace structure are connected to the steel cantilever beam and the planar hinge support respectively via pins.

[0009] Preferably, the two vertically opposite ends of the external scissor brace structure are connected to steel connecting rods; the steel connecting rods are respectively movably connected to the steel cantilever beam and the planar hinge support.

[0010] Preferably, a steel support rod is provided between the steel connecting rod and the tower.

[0011] Preferably, the planar hinge support consists of two independent ear plates and a circular plate; the bottom of the independent ear plates is welded parallel to the surface of the circular plate.

[0012] Preferably, the steel cantilever beams are arranged in groups of four, with a circular cross-section.

[0013] Another technical solution provided by this utility model is: an ultra-high truss wind turbine tower with a vibration damping device, which consists of a tower structure, a vibration damping device, and connecting parts; the connecting parts include an inner scissor bracing structure, a planar hinge support, and a steel cantilever beam; the planar hinge support is welded to the top of the truss section of the tower structure; one end of the steel cantilever beam is welded to the surface of the tower; the inner scissor bracing structure is composed of four steel connecting rods connected end to end to form a rhombus structure; the two ends of the vibration damping device are connected to the two horizontally opposite ends of the inner scissor bracing structure by pins; the two vertically opposite ends of the inner scissor bracing structure are respectively movably connected to the planar hinge support and the other end of the steel cantilever beam by pins.

[0014] Preferably, the vibration damping device is a viscous damper.

[0015] The beneficial effects of this utility model are as follows: Existing truss-type wind turbine towers are typically below 160m in height, and the installation of load-reducing device connectors is difficult and maintenance is inconvenient. The ultra-high truss-type wind turbine tower with vibration damping device provided in this utility model can capture wind energy at altitudes above 160m. Furthermore, the connectors utilize steel cantilever beams, making installation convenient and the design flexible. This allows for more efficient energy dissipation during vibration damping device deformation, thus achieving the load-reducing and vibration-suppressing functions of the ultra-high truss-type wind turbine tower. Attached Figure Description

[0016] Figure 1 This is a schematic diagram of the ultra-high truss wind turbine tower with a viscous damper in Example 1;

[0017] Figure 2 This is a schematic diagram of a partial connection of the viscous damper at the bottom of the tower in Example 1 via a novel connector.

[0018] Figure 3 This is a schematic diagram of a partial connection between the viscous damper and the inner scissor brace in Example 1;

[0019] Figure 4 This is a partial schematic diagram of the connector in Embodiment 1;

[0020] Figure 5 This is a partial connection diagram of the viscous damper and the connector at the bottom of the tower in Example 2;

[0021] Figure 6 This is a partial schematic diagram of the connector in Embodiment 2;

[0022] Explanation of reference numerals in the attached figures:

[0023] 1. Steel cantilever beam; 2. Hoop; 3. Upper steel connecting rod; 4. Pin; 5. Inner scissor brace structure; 6. Viscous damper; 7. End lug of steel connecting rod; 8. Outer scissor brace structure; 9. Lower steel connecting rod; 10. Planar hinge support; 11. Upper end lug of viscous damper; 12. Lower end lug of viscous damper; 13. Independent lug; 14. Circular flat plate; 15. Truss section; 16. Tower; 17. Steel rod. Detailed Implementation

[0024] The present invention will be further explained below with reference to the accompanying drawings and specific embodiments.

[0025] Example 1: Taking an ultra-high truss-type wind turbine tower with a height of Xm as an example, the structure of this truss-type wind turbine tower is a truss structure from 0-Xm and a tower tube structure from X-Xm, as follows... Figure 1 As shown, the upper part is a single-tube tower structure, including blades, nacelle and single-tube tower tube; the middle part is the transition section node; the lower part is a truss tower, including several layers of vertical truss segments.

[0026] The vibration reduction device is a viscous damper (VD). Taking a passive VD as an example, a connector suitable for the installation of vibration reduction devices for ultra-high truss wind turbine towers is adopted. The connector includes an inner scissor bracing structure 5, an outer scissor bracing structure 8, a pin shaft 4, a lower steel connecting rod 9, a planar hinge support 10, an upper steel connecting rod 3, a steel cantilever beam 1, and a hoop 2.

[0027] The internal scissor bracing structure 5 consists of four steel connecting rods connected end to end, with pins used for connection at the joints. It is rhomboid in shape. Figure 3 As shown. The upper lug 11 and lower lug 12 of the viscous damper 6 are connected by pins 4 to the end lugs 7 of the four steel connecting rods of the inner scissor brace structure 5.

[0028] The outer scissor bracing structure 8 has the same structure as the inner scissor bracing structure 5. The two horizontally opposite ends of the inner scissor bracing structure 5 are connected to the two horizontally opposite ends of the outer scissor bracing structure 8 via pins 4, as shown below. Figure 4 As shown. The top end of the lower steel connecting rod 9 is connected to the bottom end of the outer scissor brace structure 8 via a pin 4. The bottom end of the lower steel connecting rod 9 is connected to the planar hinge support 10 via a pin 4. The bottom end of the upper steel connecting rod 3 is connected to the top end of the outer scissor brace structure 8 via a pin. The top end of the upper steel connecting rod 3 is movably connected to one end of the steel cantilever beam 1.

[0029] The planar hinge support 10 consists of two independent lug plates 13 and a circular flat plate 14. The bottom of the independent lug plates 13 is welded parallel to the surface of the circular flat plate 14. The planar hinge support 10 is welded to the top of the truss section 15, as shown below. Figure 1 As shown.

[0030] Steel cantilever beam 1 is arranged in groups of four, with a circular cross-section, as shown below. Figure 2 As shown, the other end of the steel cantilever beam 1 is welded to the surface of the tower 16. The hoop 2 is located at the midpoint of the height of the upper steel connecting rod 3. The hoop 2 is welded to the surface of the tower 16 via the steel rod 17.

[0031] When the installation height of the steel cantilever beam 1, the dimensions of the outer scissor bracing structure 8, and the dimensions of the inner scissor bracing structure 5 are fixed, the dimensions of the outer scissor bracing structure 8 and the installation height of the inner scissor bracing structure 5 can be controlled by changing the lengths of the upper steel connecting rod 3 and the lower steel connecting rod 9.

[0032] Example 2: To improve installation and maintenance efficiency, an alternative connector suitable for installing ultra-high truss-type wind turbine vibration damping devices can be obtained by eliminating the upper steel connecting rod 3 and the lower steel connecting rod 9. This connector includes an inner scissor bracing structure 5, an outer scissor bracing structure 8, a pin shaft 4, a planar hinge support 10, and a steel cantilever beam 1, as shown below. Figure 5 As shown. The basic structure of this connector is similar to that of Embodiment 1, except that the top of the external scissor brace structure 8 is movably connected to one end of the steel cantilever beam 1, as shown. Figure 5 As shown. The bottom end of the external scissor brace structure 8 is connected to the planar hinge support 10 via a pin 4, as shown. Figure 6 As shown.

[0033] Example 3: When the installation height of the steel cantilever beam 1 is low, the outer scissor bracing structure 8 may not be able to be installed between the outer end of the steel cantilever beam 1 and the planar hinge support 10. In this case, only the inner scissor bracing structure 5 can be retained, but the inner scissor bracing structure 5 should be rotated 90° in the plane so that the viscous damper 6 is placed horizontally. At this time, the bottom of the inner scissor bracing structure 5 is connected to the planar hinge support 10 through a pin, and the top of the inner scissor bracing structure 5 is movably connected to the right end of the steel cantilever beam 1.

[0034] The vibration damping device for this ultra-high truss wind turbine tower has connectors arranged at the four top ends of the truss section to dissipate the structural vibrations caused by energy transmitted from all directions. By changing the lengths of the steel connecting rods of the inner and outer scissor bracing structures, the internal angle values ​​and amplification efficiency of the inner and outer scissor bracing structures can be controlled.

[0035] When an ultra-high truss wind turbine tower structure vibrates under the influence of earthquakes, wind, or waves, the tower axis will shift, causing the structural cross-section at the height of the steel cantilever beam to rotate. This results in a shift at the end of the steel cantilever beam, with the shift increasing linearly with the rotation angle and the length of the steel cantilever beam. The shift at the outer end of the steel cantilever beam will be transmitted to the top of the outer scissor bracing structure, causing in-plane rotation at the top of the outer scissor bracing structure. Because the steel connecting rods of the outer and inner scissor bracing structures are connected by a planar hinge, the internal angle values ​​of the outer and inner scissor bracing structures change during the movement, causing the viscous damper to dissipate energy.

[0036] Because the length of the steel cantilever beam amplifies the offset at the end of the steel cantilever beam, and the outer and inner scissor bracing structures further amplify the deformation of the viscous damper, the vibration of the ultra-high truss wind turbine tower is amplified as a whole, making the deformation of the viscous damper more efficient in dissipating energy.

[0037] In summary, this utility model relates to an ultra-high truss-type wind turbine tower with a viscous damper. An ultra-high truss-type wind turbine tower with a viscous damper is formed by arranging a viscous damper on the ultra-high truss-type wind turbine tower.

[0038] It should be understood that the specific embodiments described above are merely illustrative or explanatory of the principles of this application and do not constitute a limitation thereof. Therefore, any modifications, equivalent substitutions, improvements, etc., made without departing from the spirit and scope of this patent should be included within the protection scope of this application. Furthermore, the appended claims are intended to cover all variations and modifications falling within the scope and boundaries of the appended claims, or equivalent forms of such scope and boundaries.

Claims

1. An ultra-high truss-type wind turbine tower with vibration damping device, characterized in that: It consists of a tower structure, a vibration damping device, and connecting components. The connecting components include an inner scissor bracing structure, an outer scissor bracing structure, a planar hinge support, and a steel cantilever beam. The planar hinge support is welded to the top of the truss section of the tower structure. One end of the steel cantilever beam is welded to the surface of the tower. The inner and outer scissor bracing structures are rhomboid structures formed by four steel connecting rods connected end to end. The two horizontally opposite ends of the inner scissor bracing structure are connected to the two horizontally opposite ends of the outer scissor bracing structure by pins. The two ends of the vibration damping device are connected to the two vertically opposite ends of the inner scissor bracing structure by pins.

2. The ultra-high truss wind turbine tower with vibration damping device according to claim 1, characterized in that: The two vertically opposite ends of the external scissor brace structure are connected to the steel cantilever beam and the planar hinge support respectively by pins.

3. The ultra-high truss wind turbine tower with vibration damping device according to claim 1, characterized in that: The two vertically opposite ends of the external scissor brace structure are connected to steel connecting rods; the steel connecting rods are movably connected to the steel cantilever beam and the planar hinge support, respectively.

4. The ultra-high truss wind turbine tower with vibration damping device according to claim 3, characterized in that: A steel support rod is provided between the steel connecting rod and the tower.

5. The ultra-high truss wind turbine tower with vibration damping device according to claim 1, characterized in that: The planar hinge support consists of two independent lugs and a circular plate; the bottom of the independent lugs is welded parallel to the surface of the circular plate.

6. The ultra-high truss wind turbine tower with vibration damping device according to claim 1, characterized in that: The steel cantilever beams are arranged in groups of four, with a circular cross-section.

7. An ultra-high truss-type wind turbine tower with vibration damping device, characterized in that: It consists of a tower structure, a vibration damping device, and connecting components. The connecting components include an internal scissor bracing structure, a planar hinge support, and a steel cantilever beam. The planar hinge support is welded to the top of the truss section of the tower structure. One end of the steel cantilever beam is welded to the surface of the tower. The internal scissor bracing structure is a rhomboid structure formed by four steel connecting rods connected end to end. The two ends of the vibration damping device are connected to the two horizontally opposite ends of the internal scissor bracing structure by pins. The two vertically opposite ends of the internal scissor bracing structure are movably connected to the planar hinge support and the other end of the steel cantilever beam by pins, respectively.

8. The ultra-high truss wind turbine tower with vibration damping device according to any one of claims 1-7, characterized in that: The vibration damping device is a viscous damper.

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