Wind power tower cylinder reinforcing device and assembling method

Abstract

The embodiment of the application provides a wind power tower cylinder reinforcing device and an assembling method, wherein the device comprises: a plurality of reinforcing units are arranged at equal intervals along the height direction on the outer surface of the wind power tower cylinder body, each reinforcing unit is composed of an inner ring member and an outer ring member, and a closed cavity is formed between the inner ring member and the outer ring member. The inner ring member and the outer ring member are respectively provided with connecting flanges at the respective end portions, a group of inner ring connecting holes are formed on the connecting flange of the inner ring member, a group of outer ring connecting holes are correspondingly arranged on the connecting flange of the outer ring member, and the two groups of connecting holes are arranged in a staggered manner in the circumferential position, so that the inner ring and the outer ring are tightly fastened through bolt penetration during assembly, thereby avoiding that the weak connection surface is concentrated on the same section. The application aims to solve the problems of insufficient torsional reinforcement means, complex construction and poor adaptability of the existing wind power tower cylinder.

Description

Technical Field

[0001] This invention belongs to the field of wind power equipment maintenance and structural reinforcement technology, specifically a wind turbine tower reinforcement device and assembly method. Background Technology

[0002] With the rapid development of the global clean energy industry, ultra-high wind turbine towers are widely used due to their ability to capture more stable and abundant wind energy resources in higher altitudes. However, as the tower height increases, the slenderness ratio of its thin-walled cylindrical structure increases significantly, leading to a marked decrease in overall stiffness. Under the combined action of its own weight, the periodic loads generated by blade rotation, and complex and variable wind loads, the tower is prone to generating large torsional moments, which can lead to torsional deformation, localized stress concentration, and even structural instability and other safety issues.

[0003] To increase the installed capacity of wind farms and make fuller use of wind energy resources, existing wind turbine towers are often upgraded in engineering practice. The main methods include demolition and reconstruction or structural reinforcement. While demolition and reconstruction can completely replace the structure, it usually involves blasting or heavy machinery operations, which not only consumes a lot of resources and is costly, but may also have adverse effects on the surrounding environment. In contrast, structural reinforcement is a more economical and environmentally friendly alternative, but existing reinforcement methods still have several technical limitations in practical applications.

[0004] Current tower reinforcement technologies primarily focus on improving the structure's bending and shear resistance, with relatively few designs specifically addressing torsional effects. Some reinforcement schemes require significant modifications to the tower itself, resulting in complex construction procedures, high-risk high-altitude operations, and the reliability of the connection between the reinforcement components and the tower needs further verification under long-term service conditions. Furthermore, existing reinforcement systems lack flexibility in adapting to different tower types (such as concrete and steel towers), making it difficult to adopt targeted connection methods based on tower material differences. Additionally, some schemes do not adequately consider the impact of the service environment on structural durability, potentially leading to a decline in reinforcement effectiveness over time, affecting the long-term stability and safety of the tower. Therefore, there is an urgent need for a wind turbine tower reinforcement device and assembly method that balances torsional resistance, ease of construction, material compatibility, and durability. Summary of the Invention

[0005] This invention provides a wind turbine tower reinforcement device and assembly method, aiming to solve the problems of insufficient anti-torsion reinforcement methods, complex construction, and poor adaptability of wind turbine towers in the prior art.

[0006] To solve the above-mentioned technical problems, the technical solution adopted by the present invention is as follows: This invention provides a wind turbine tower reinforcement device and assembly method, aiming to solve the problems of insufficient torsional stiffness, easy torsional deformation, and structural instability caused by the increased slenderness ratio of ultra-high wind turbine towers during service. Existing technologies for tower reinforcement mainly focus on improving bending and shear resistance, lacking systematic enhancement methods for torsional performance. Furthermore, these methods are complex to construct, have limited connection methods, poor adaptability, and fail to meet the differentiated needs of concrete and steel structure towers. This invention, through modularly designed reinforcement components, a bidirectional prestressed system, and connection structures matched to the tower material, forms an external torsional reinforcement system applicable to both new and existing ultra-high wind turbine towers.

[0007] Multiple reinforcement units are evenly spaced along the height direction on the outer surface of the wind turbine tower body. Each reinforcement unit consists of an inner ring component and an outer ring component, which enclose a closed cavity. The inner and outer ring components each have connecting flanges at their respective ends. The inner ring component's connecting flange has an inner ring connecting hole group, and the outer ring component's connecting flange has a corresponding outer ring connecting hole group. The two sets of connecting holes are staggered circumferentially, allowing the inner and outer rings to be staggered and tightened by bolts during assembly, thus preventing weak points from concentrating on the same cross-section. The mating edges of the inner and outer ring components have a stepped interlocking structure, including a convex tongue and groove on the inner ring side and a concave tongue and groove on the outer ring side. These provide a limiting fit in both the axial and radial directions, preventing relative slippage of the components under stress.

[0008] Multiple shear studs are welded to the inner wall surface of the cavity formed by the inner and outer ring components. These studs are arranged in a staggered pattern, extending vertically to the central region of the cavity. A grouting port is located on the outer ring component at the top of the cavity for injecting high-strength, non-shrink grout. After hardening, the grout works in conjunction with the shear studs to form an integral load-bearing structure. Through holes are provided at the interlocking stiffening ribs of the inner ring component. These holes are used to insert curved reinforcing bars. One end of the curved reinforcing bar is anchored to the inside of the connecting flange of the inner ring component, and the other end passes through the hole in the interlocking stiffening rib and is spot-welded to the shear studs. A similar curved reinforcing bar structure is also provided in the corresponding interlocking area of ​​the outer ring component. Its path covers the area between two adjacent connecting flanges, and a free end is retained after exiting the hole. This free end is encased in the grout after grouting, forming a PBL shear key structure, effectively transmitting shear force between the inner and outer rings and suppressing relative rotation.

[0009] Several connecting through holes are provided on the side of the inner ring component near the tower body. These through holes are evenly distributed circumferentially in the cylinder wall area between the upper and lower end plates of the inner ring component. When the tower body is a concrete structure, holes are drilled at the corresponding positions and chemical anchor bars are inserted. After the chemical anchor bars pass through the connecting through holes, they are locked with nuts to achieve a reliable connection between the inner ring component and the concrete tower. When the tower body is a steel structure, a plug welding process is used at the connecting through holes to directly weld the inner ring component to the outer wall of the steel tower. The weld fills the connecting through holes and extends to the inner side of the inner ring component, forming a continuous force transmission path.

[0010] Adjacent reinforcement units are connected by a prestressed cable system, which includes an inner ring prestressed cable and an outer ring prestressed cable, both wound in opposite spiral directions along the tower height. The inner ring prestressed cable exits from the lower end plate of the inner ring of the upper reinforcement unit, passes through a reserved channel on the upper end plate of the inner ring of the lower reinforcement unit, and exits at a position offset by one hole spacing relative to the channel directly below, forming a spiral upward path. The outer ring prestressed cable exits from the lower end plate of the outer ring of the upper reinforcement unit, passes through a reserved channel on the upper end plate of the outer ring of the lower reinforcement unit, also offset by one hole spacing, but with a spiral direction opposite to that of the inner ring prestressed cable. After tensioning, both sets of prestressed cables are fixed to the outside of the end plates by anchors, forming a two-way cross-constraint system that applies circumferential and oblique composite prestress to the tower, significantly improving its torsional stiffness and load-bearing capacity. If the actual torsional performance requirements of the project are low, the prestressed cable system can be omitted, relying solely on the stiffness of the reinforcement unit itself for support.

[0011] A dedicated base structure is installed at the bottom of the tower. This base is constructed by welding two annular steel plates and a middle stiffening rib. The stiffening rib is evenly distributed circumferentially and perpendicular to the plane of the annular steel plates. The annular steel plate on the base has connection holes corresponding to the lower end plate of the inner ring of the lowest reinforcement unit, and the two are fastened together with high-strength bolts. The annular steel plate on the bottom of the base is anchored to the tower foundation with anchor bolts. The stiffening rib is also welded to the outer wall of the tower body and the inner wall of the base, forming a three-way force transmission node to ensure that the bending moment, shear force, and torque in the bottom area are effectively transmitted to the foundation.

[0012] All components are prefabricated in the factory, including the inner ring components, outer ring components, prestressed cables, base, and matching connectors. During on-site construction, the base is first installed and connected to the foundation. Then, the reinforcement units are hoisted section by section from bottom to top. For each reinforcement unit, the inner and outer ring components are initially assembled with bolts. A temporary positioning bracket is used below the lower end plate of the outer ring for spatial positioning. Both ends of this bracket are welded to the inner ring connecting flange and the interlocking stiffening rib, facilitating hoisting alignment and sealing the bottom gaps of the cavity during grouting to prevent grout leakage. After positioning is calibrated, all connecting bolts are tightened, and grout is injected through the grouting port. Once the grout reaches its design strength, the prestressed cables are threaded and tensioned, completing the reinforcement of that section. The above steps are repeated until the entire designated height range of the tower is covered.

[0013] Compared with the prior art, the present invention has the following beneficial effects: This invention constructs a complete external torsional reinforcement system through staggered bolt connections between the inner and outer rings, tongue-and-groove interlocking, the synergistic effect of PBL shear keys and shear studs, material-matched connection methods, a bidirectional helical prestressed cable system, and a modular base structure. This system significantly improves the torsional performance of the tower without damaging the tower itself, while also considering bending and shear resistance. The components are highly standardized, facilitating transportation and hoisting, and requiring minimal high-altitude work. It is suitable for the reinforcement of new concrete or steel towers or the renovation of existing ones, especially for ultra-high wind turbine towers exceeding 120 meters in height, effectively extending the structural service life and ensuring operational safety. Attached Figure Description

[0014] To more clearly illustrate the technical solutions in the embodiments of this application, 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 this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0015] Figure 1 This is a schematic diagram of the overall structure of the wind turbine tower reinforcement device of the present invention, showing multiple reinforcement units arranged at equal intervals along the height of the tower and connected by a prestressed cable system, with a base structure at the bottom.

[0016] Figure 2 This is a schematic diagram illustrating the cooperation between an inner ring component and an outer ring component, as provided in an embodiment of this application.

[0017] Figure 3 This is a schematic diagram of the structure of a cavity provided in an embodiment of this application.

[0018] Figure 4 This is a schematic diagram of the structure of an outer ring component provided in an embodiment of this application.

[0019] Figure 5 This is a schematic diagram of an interlocking structure provided in an embodiment of this application.

[0020] Figure 6 This is a schematic diagram of the structure of a base provided in an embodiment of this application.

[0021] Figure 7 for Figure 6 An exploded view of the base is shown. Attached Figure

[0022] In the diagram, 1. Wind turbine tower body; 2. Reinforcement unit; 3. Inner ring component; 4. Outer ring component; 5. Connecting flange; 6. Inner ring connecting hole group; 7. Outer ring connecting hole group; 8. Bolt; 9. Convex tongue and groove joint; 10. Concave tongue and groove joint; 11. Shear stud; 12. Grouting port; 13. High-strength non-shrink grout; 14. Interlocking stiffening rib; 15. Through hole; 16. Curved steel bar; 17. PBL shear key; 18. Connecting through hole; 19. Chemical anchor bar; 22. Inner ring prestressed cable; 25. Outer ring prestressed cable; 24. Reserved channel; 26. Base; 29. ​​Stiffening rib plate; 30. High-strength bolt; 31. Anchor bolt; 33. Temporary positioning bracket; 36. Stepped interlocking structure; 37. Prestressed cable system. Detailed Implementation

[0023] Embodiments of the present invention are described in detail below. Examples of these embodiments are shown in the accompanying drawings, wherein the same or similar reference numerals denote the same or similar elements or elements having the same or similar functions throughout. The embodiments described below with reference to the accompanying drawings are exemplary and are only used to explain the present invention, and should not be construed as limiting the present invention.

[0024] In the description of this invention, it should be understood that the orientation descriptions, such as up, down, left, right, front, back, etc., are based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limiting this invention.

[0025] In the description of this invention, the use of "first" and "second" is for the purpose of distinguishing technical features only, and should not be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated or the order of the technical features indicated.

[0026] In the description of this invention, unless otherwise explicitly defined, terms such as "set up," "install," and "connect" should be interpreted broadly, and those skilled in the art can reasonably determine the specific meaning of the above terms in this invention in conjunction with the specific content of the technical solution. Example

[0027] This embodiment discloses a wind turbine tower reinforcement device and assembly method provided by the present invention. The specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings.

[0028] like Figure 1 As shown, the wind turbine tower body 1 is the object to be reinforced, and its height typically exceeds 120 meters. Multiple reinforcement units 2 are arranged at equal intervals along the height direction on its outer surface. Each reinforcement unit 2 consists of an inner ring component 3 and an outer ring component 4, which are joined circumferentially to form a closed assembly cavity. Both the inner ring component 3 and the outer ring component 4 have connecting flanges 5 at their ends. The connecting flange 5 of the inner ring component 3 has an inner ring connecting hole group 6, and the connecting flange 5 of the outer ring component 4 has a corresponding outer ring connecting hole group 7. The inner ring connecting hole group 6 and the outer ring connecting hole group 7 are staggered circumferentially, creating a staggered fastening structure when the bolts 8 are inserted, preventing weak points from concentrating on the same cross-section.

[0029] like Figure 2 and Figure 5 As shown, the mating edges of the inner ring component 3 and the outer ring component 4 are respectively provided with convex tongue and groove 9 and concave tongue and groove 10, which together form a stepped interlocking structure 36, forming a limiting fit in both the axial and radial directions to prevent relative slippage of the components during the stress process. Several connecting through holes 18 are opened on the side wall region of the inner ring component 3 near the wind turbine tower body 1, and the connecting through holes 18 are evenly distributed circumferentially between the upper and lower end plates of the inner ring component 3. When the wind turbine tower body 1 is a concrete structure, such as... Figure 2 As shown, holes are drilled at the corresponding positions of the wind turbine tower body 1 and chemical anchor bars 19 are inserted. After the chemical anchor bars 19 pass through the connecting through hole 18, they are locked with nuts. When the wind turbine tower body 1 is a steel structure, a plug welding process is used at the connecting through hole 18 to form a plug weld. The inner ring component 3 is directly welded to the outer wall of the steel tower. The weld fills the connecting through hole 18 and extends to the inner side of the inner ring component 3.

[0030] like Figure 3 As shown, multiple shear studs 11 are welded to the inner wall surface of the assembled cavity. The shear studs 11 are distributed in a quincunx pattern, extending vertically to the central area of ​​the assembled cavity. Through holes 15 are provided at the interlocking stiffening ribs 14 of the inner ring member 3 for inserting curved steel bars 16. One end of the curved steel bar 16 is anchored to the inside of the connecting flange 5 of the inner ring member 3, and the other end passes through the through hole 15 and is spot-welded to the shear studs 11. A similar curved steel bar 16 is also provided in the corresponding interlocking area of ​​the outer ring member 4. Its path covers the area between two adjacent connecting flanges 5, and a free end is retained after passing through the through hole 15.

[0031] like Figure 4As shown, a grouting port 12 is provided at the top of the outer ring component 4 for injecting high-strength non-shrink grout 13. After grouting, the high-strength non-shrink grout 13 wraps around the free ends of the shear studs 11 and the curved steel bars 16, forming an integral load-bearing structure. The free ends of the curved steel bars 16 are wrapped inside the high-strength non-shrink grout 13, and together with the shear studs 11, they form a PBL shear key 17, which is used to transmit the shear force between the inner ring component 3 and the outer ring component 4 and to suppress relative rotation.

[0032] like Figure 6 As shown, adjacent reinforcement units 2 are connected by a prestressed cable system 37. The prestressed cable system 37 includes an inner ring prestressed cable 22 and an outer ring prestressed cable 25. The inner ring prestressed cable 22 exits from the lower end plate of the inner ring of the upper reinforcement unit 2, passes through the reserved channel 24 on the upper end plate of the inner ring of the lower reinforcement unit 2, and exits at a position offset by one hole spacing relative to the reserved channel 24 directly below, forming a spiral upward path; the outer ring prestressed cable 25 exits from the lower end plate of the outer ring of the upper reinforcement unit 2, passes through the reserved channel 24 on the upper end plate of the outer ring of the lower reinforcement unit 2, also offset by one hole spacing, but the spiral direction is opposite to that of the inner ring prestressed cable 22, thus forming a bidirectional spiral path. After tensioning, both sets of prestressed cables are fixed to the outside of the end plate by anchors.

[0033] like Figure 5 and Figure 6 As shown, a base 26 is provided at the bottom of the wind turbine tower body 1. The base 26 is welded together from an upper annular steel plate, a lower annular steel plate, and a middle stiffening rib 29. The stiffening ribs 29 are evenly distributed circumferentially and perpendicular to the plane of the upper and lower annular steel plates. The upper annular steel plate has connection holes corresponding to the lower end plate of the inner ring of the lowest reinforcement unit 2, and the two are fastened together by high-strength bolts 30; the lower annular steel plate is anchored to the tower foundation by anchor bolts 31. The stiffening ribs 29 are welded to both the outer wall of the wind turbine tower body 1 and the inner wall of the base 26, forming a three-way force transmission node to ensure that the bending moment, shear force, and torque in the bottom area are effectively transmitted to the tower foundation. The base 26 as a whole constitutes a modular base structure.

[0034] like Figure 3 As shown, a temporary positioning bracket 33 is provided below the lower end plate of the outer ring component 4. The two ends of the temporary positioning bracket 33 are welded between the connecting flange 5 and the interlocking stiffening rib 14 of the inner ring component 3, respectively. The temporary positioning bracket 33 is used for spatial positioning during hoisting and for sealing the bottom gap of the splicing cavity during grouting to prevent leakage of the high-strength non-shrink grout 13.

[0035] All components are prefabricated in the factory, including the inner ring component 3, outer ring component 4, inner ring prestressed cable 22, outer ring prestressed cable 25, base 26, and matching connectors. During on-site construction, the base 26 is installed first. The lower annular steel plate is connected to the tower foundation using anchor bolts 31, and the stiffening ribs 29 are welded to the outer wall of the wind turbine tower body 1 and the inner wall of the base 26 to form a three-way force transmission node. Then, the reinforcement units 2 are hoisted section by section from bottom to top. For each reinforcement unit 2 section, the inner ring component 3 and outer ring component 4 are initially assembled using bolts 8, and spatial positioning is achieved using temporary positioning brackets 33. After the position is calibrated, all bolts 8 are tightened, and high-strength non-shrink grout 13 is injected through the grouting port 12. Once it reaches the design strength, the inner ring prestressed cable 22 and outer ring prestressed cable 25 are threaded through and tensioned using anchors, completing the reinforcement of that section. The above steps are repeated until the entire specified height range of the wind turbine tower body 1 is covered.

[0036] In practical engineering, if the requirements for torsional resistance are low, the prestressed cable system 37 can be omitted, and the support can be provided solely by the stiffness of the reinforcement unit 2 itself. When the wind turbine tower body 1 is a concrete structure, the connecting through hole 18, chemical anchor bar 19, and nut are used to achieve a reliable connection; when it is a steel structure, the inner ring component 3 is connected to the wind turbine tower body 1 through plug welding. The inner ring component 3 and the outer ring component 4 form a stable splicing structure through the stepped interlocking structure 36, the staggered connecting flange 5, and the bolts 8. The shear nails 11, the arc-shaped steel bars 16, the PBL shear keys 17, and the high-strength non-shrink grout 13 in the splicing cavity together constitute the overall load-bearing structure. Adjacent reinforcement units 2 are connected by the inner ring prestressed cable 22 and the outer ring prestressed cable 25 winding in opposite spiral directions to form a bidirectional spiral path, which is fixed by anchors to apply circumferential and oblique composite prestress to the wind turbine tower body 1. The base 26 is connected to the lowest reinforcement unit 2 by high-strength bolts 30 and anchored to the tower foundation by anchor bolts 31. The stiffening ribs 29 participate in forming a three-way force transmission node to ensure effective load transfer. The entire device achieves rapid assembly through modular design and is suitable for external torsional reinforcement of newly built or existing ultra-high wind turbine towers.

[0037] To enable those skilled in the art to fully understand and implement this invention, the specific implementation principles of this invention are further supplemented below with a specific application scenario.

[0038] In a torsional reinforcement project of an existing 140-meter-high concrete wind turbine tower 1 in a coastal area, the tower showed a significant tendency for torsional deformation at the top due to long-term exposure to strong winds and periodic loads from the blades, requiring external reinforcement without shutting down the turbine. Before construction, based on the tower's outer diameter and design load, several sets of reinforcement units 2 were prefabricated in the factory. Each set included an inner ring component 3 and an outer ring component 4, with convex tongue-and-groove joints 9 and concave tongue-and-groove joints 10 machined on their edges, respectively. Inner ring connecting hole groups 6 and outer ring connecting hole groups 7 were drilled on the connecting flange 5 in a staggered manner. At the same time, a grouting port 12 was opened at the top of the outer ring component 4, and through holes 15 were drilled on the interlocking stiffening ribs 14. Shear nails 11 were pre-welded to the inner wall of the splicing cavity. One end of the arc-shaped steel bar 16 was anchored to the inner side of the inner ring connecting flange 5, and the other end passed through the through hole 15 with a free end reserved.

[0039] During on-site construction, the base 26 is first installed on the tower foundation. The lower annular steel plate is connected to the foundation embedded parts through anchor bolts 31. Then, stiffening ribs 29 are evenly welded to the upper surface of the lower annular steel plate along the circumference. Simultaneously, the outer side of the stiffening ribs 29 is fully welded to the outer wall of the wind turbine tower body 1 and the inner wall of the base 26 to form a three-way force transmission node, ensuring that the bottom bending moment, shear force and torque can be directly transmitted to the foundation. Then, the bottom reinforcement unit 2 is hoisted. The inner ring component 3 is first fitted onto the outer side of the wind turbine tower body 1. Holes are drilled at the corresponding connecting through holes 18 and chemical anchor bars 19 are inserted. After the chemical anchor bars 19 are passed through, they are locked with nuts to achieve a rigid connection between the inner ring component 3 and the concrete tower. Then, the outer ring component 4 is closed from the side, so that the concave tongue and groove 10 and the convex tongue and groove 9 are fitted to form a stepped interlocking structure 36. Bolts 8 are used to pass through the staggered inner ring connecting hole group 6 and outer ring connecting hole group 7 for preliminary fastening. At this time, the temporary positioning bracket 33 has been welded between the inner ring connecting flange 5 and the interlocking stiffening rib 14. Its lower edge abuts against the bottom edge of the outer ring component 4, which not only restricts radial displacement but also seals the gap at the bottom of the splicing cavity.

[0040] After spatial positioning is completed, all bolts 8 are tightened to ensure a tight fit between the inner ring component 3 and the outer ring component 4. High-strength, non-shrink grout 13 is then injected through the grouting port 12. The grout fills the assembled cavity from top to bottom, wrapping the free ends of the shear studs 11 and the curved reinforcing bars 16. After curing, the shear studs 11 and the wrapped free ends together form the PBL shear key 17. This structure, through the bonding and mechanical interlocking effect of the grout 13, effectively transmits the interfacial shear force between the inner ring component 3 and the outer ring component 4, and suppresses their relative rotation under torque, thus making the inner and outer rings work together as a unified load-bearing structure.

[0041] After the grout 13 reaches its design strength, the prestressed cable system 37 is installed: the inner ring prestressed cable 22 is passed through the lower end plate of the inner ring of the current layer reinforcement unit 2, and obliquely downwards into the reserved channel 24 of the upper end plate of the inner ring of the next layer (i.e., the second layer) reinforcement unit 2, with the exit hole offset clockwise by one hole distance relative to the hole directly below; at the same time, the outer ring prestressed cable 25 is passed through the lower end plate of the outer ring of the current layer, and obliquely downwards into the reserved channel 24 of the upper end plate of the outer ring of the next layer, but the exit hole is offset counterclockwise by one hole distance. Thus, the inner ring prestressed cable 22 and the outer ring prestressed cable 25 form a left-handed and right-handed bidirectional spiral path along the tower height direction, respectively. After tensioning the two sets of prestressed cables to the design tonnage, they are fixed to the outside of the end plate by anchors, so that the tower body 1 is subjected to the combined effect of circumferential constraint and oblique prestress, which significantly improves its torsional stiffness.

[0042] Repeat the above steps of hoisting, connecting, grouting, and tensioning, installing the reinforcement unit 2 section by section from bottom to top until it covers the designed reinforcement section of the tower body 1 from the bottom to a height of 90 meters. Finally, the entire reinforcement system forms a multi-level anti-torsion mechanism through the chemical anchoring connection between the inner ring component 3 and the tower body 1, the stepped interlocking and misaligned bolt connection between the inner and outer rings, the synergistic shear resistance of the PBL shear key 17 and shear nail 11 in the cavity, and the prestressed cable system 37 arranged in a bidirectional spiral between adjacent units. Among them, the stepped interlocking structure 36 provides geometric constraints in the axial and radial directions to prevent joint slippage; the staggered bolt arrangement avoids the superposition of weak sections; the PBL shear key 17 utilizes the combination of the anchorage length of the free end of the arc-shaped steel bar 16 in the grout 13 and the shear nail 11 to achieve high shear stiffness; while the reverse spiral winding of the inner ring prestressed cable 22 and the outer ring prestressed cable 25 forms a spatial cross prestressed network on the outer surface of the tower, effectively resisting the torsional moment induced by wind load and rotational load. The base 26 is connected to the lowest layer reinforcement unit 2 by high-strength bolts 30, and the bottom torque is reliably introduced into the foundation through the three-way force transmission node to ensure the continuity of the overall structure under stress.

[0043] All contents not described in detail in the specification are existing technologies known to those skilled in the art, and the material parameters and construction processes are not specifically limited and can be achieved using conventional engineering methods. The connection and fixing methods not specifically described in this technical solution are also within the scope of conventional technology and will not be elaborated here.

[0044] The above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention. In the description of the present invention, it should be understood that the terms "coaxial," "bottom," "one end," "top," "middle," "other end," "upper," "side," "top," "inner," "front," "center," "both ends," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of the present invention.

[0045] Furthermore, the terms “first,” “second,” “third,” and “fourth” are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as “first,” “second,” “third,” or “fourth” may explicitly or implicitly include at least one of those features.

[0046] In this invention, unless otherwise explicitly specified and limited, the terms "installation," "setting," "connection," "fixing," "screw connection," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal connection of two components or the interaction between two components. Unless otherwise explicitly limited, those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0047] Although embodiments of the invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A wind turbine tower reinforcement device, characterized in that, include: Multiple reinforcement units (2) are arranged at equal intervals along the height direction of the wind turbine tower body (1). Each reinforcement unit (2) includes an inner ring component (3) and an outer ring component (4). The inner ring component (3) and the outer ring component (4) are joined together by a connecting flange (5) to form a closed joint cavity. The inner ring component (3) has an inner ring connecting hole group (6) on its connecting flange (5), and the outer ring component (4) has an outer ring connecting hole group (7) on its connecting flange (5). The inner ring connecting hole group (6) and the outer ring connecting hole group (7) are staggered in the circumferential direction and are connected by bolts (8). The inner ring member (3) and the outer ring member (4) have a stepped interlocking structure (36) that fits into each other, including a convex tongue and groove (9) and a concave tongue and groove (10).

2. The wind turbine tower reinforcement device according to claim 1, characterized in that, The inner wall surface of the assembled cavity is welded with a plurality of shear studs (11), which are distributed in a quincunx pattern and extend in the height direction to the middle region of the assembled cavity.

3. The wind turbine tower reinforcement device according to claim 1, characterized in that: The inner ring member (3) and the outer ring member (4) have through holes (15) on their interlocking stiffening ribs (14). An arc-shaped steel bar (16) is inserted through the through hole (15). One end of the arc-shaped steel bar (16) is anchored to the inside of the connecting flange (5), and the other end passes through the through hole (15) and is spot-welded to the shear nail (11) or left free.

4. The wind turbine tower reinforcement device according to claim 1, characterized in that: The outer ring component (4) is provided with a grouting port (12) at the top for injecting high-strength non-shrink grout (13). The high-strength non-shrink grout (13) wraps around the free ends of the shear nail (11) and the arc-shaped steel bar (16) to form an integral load-bearing structure.

5. The wind turbine tower reinforcement device according to claim 1, characterized in that: The inner ring component (3) has several connecting through holes (18) on the side wall area near the wind turbine tower body (1). When the wind turbine tower body (1) is a concrete structure, chemical anchor bars (19) pass through the connecting through holes (18) and are locked by nuts. When the wind turbine tower body (1) is a steel structure, plug welds are provided at the connecting through holes (18).

6. The wind turbine tower reinforcement device according to claim 3, characterized in that: A prestressed cable system (37) is provided between adjacent reinforcement units (2). The prestressed cable system (37) includes an inner ring prestressed cable (22) and an outer ring prestressed cable (25). The inner ring prestressed cable (22) and the outer ring prestressed cable (25) are wound in opposite spiral directions and pass through the reserved channel (24) on the end plate of the adjacent reinforcement unit (2) and are fixed to the outside of the end plate by anchors.

7. The wind turbine tower reinforcement device according to claim 1, characterized in that: The inner ring prestressed cable (22) passes through the lower end plate of the inner ring of the upper reinforcement unit (2) and through the reserved channel (24) on the upper end plate of the inner ring of the lower reinforcement unit (2). The exit position is offset by one hole distance relative to the reserved channel (24) directly below. The outer ring prestressed cable (25) passes through the lower end plate of the outer ring of the upper reinforcement unit (2) and through the reserved channel (24) on the upper end plate of the outer ring of the lower reinforcement unit (2). The exit position is also offset by one hole distance, but the spiral direction is opposite to that of the inner ring prestressed cable (22).

8. The wind turbine tower reinforcement device according to claim 1, characterized in that: The wind turbine tower body (1) is provided with a base (26) at the bottom. The base (26) includes an upper annular steel plate, a lower annular steel plate and a middle stiffening rib (29). The stiffening rib (29) is evenly distributed along the circumference and perpendicular to the plane of the upper annular steel plate and the lower annular steel plate. The upper annular steel plate is connected to the lowest layer of reinforcement unit (2) by high-strength bolts (30), and the lower annular steel plate is anchored to the tower foundation by anchor bolts (31).

9. A wind turbine tower reinforcement device according to claim 1, characterized in that: The stiffening rib (29) is simultaneously welded to the outer wall of the wind turbine tower body (1) and the inner wall of the base (26) to form a three-way force transmission node.

10. An assembly method for a wind turbine tower reinforcement device, characterized in that, The method of using the wind turbine tower reinforcement device according to any one of claims 1 to 9 includes the following steps: Install the base (26) and connect it to the wind turbine tower body (1) and the tower foundation; The reinforcement unit (2) is hoisted layer by layer from bottom to top. The inner ring component (3) is assembled into a ring by connecting flange (5) and bolt (8). The connection between the inner ring component (3) and the wind turbine tower body (1) is completed by selecting chemical anchor bar (19) or plug weld according to the material of the wind turbine tower body (1). The outer ring component (4) is assembled by connecting flange (5) and bolts (8), and its concave tongue and groove (10) are fitted with the convex tongue and groove (9) of the inner ring component (3); High-strength, non-shrink grout (13) is injected from the grouting port (12) to fill the assembled cavity; The inner ring prestressed cable (22) and the outer ring prestressed cable (25) are threaded through and tensioned and anchored.

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