A new type of reinforced UHPC-concrete-steel pipe combined wind power tower drum

Abstract

The application relates to the technical field of wind power tower construction, in particular to a new type of reinforced UHPC-concrete-steel pipe combined wind power tower, which comprises a plurality of assembling modules; each assembling module comprises a UHPC layer, a concrete intermediate layer and an inner steel pipe layer; the UHPC layer is the outermost layer structure, and is internally configured with outer layer steel bars for enhancing the overall crack resistance and durability; the inner steel pipe layer is the innermost layer structure; the concrete intermediate layer is located between the UHPC layer and the inner steel pipe layer; the concrete intermediate layer comprises ordinary concrete and steel bar trusses for improving the overall structural integrity and stress performance. The UHPC layer is configured with outer layer steel bars, the overall crack resistance and durability are improved, the concrete intermediate layer comprises steel bar trusses, the overall structural integrity and stress performance are improved, and the inner steel pipe layer serves as the inner layer structure and cooperates with each layer to jointly enhance the overall performance of the tower.

Description

Technical Field

[0001] This invention relates to the field of wind farm construction and wind power equipment installation technology, and in particular to a novel reinforced UHPC-concrete-steel pipe composite wind turbine tower. Background Technology

[0002] Currently, with the rapid development of wind power generation technology, the single-unit capacity of wind turbines is constantly increasing, and the height and diameter of towers are also increasing significantly. This places higher demands on the load-bearing capacity, rigidity, stability, and durability of the tower structure. Traditional wind turbine towers mainly include steel towers, concrete towers, and steel-concrete hybrid towers. Steel towers have advantages such as light weight and short construction period, but when the height exceeds 100 meters, the amount of steel used increases sharply, resulting in poor economic efficiency, and they also suffer from problems such as easy corrosion and high maintenance costs. Concrete towers have the characteristics of high rigidity, good stability, and strong durability, but they are heavy, have high requirements for the foundation, and have a long on-site pouring construction period, and are significantly affected by the climate. Although steel-concrete hybrid towers combine the advantages of both to some extent, the existing combination forms often have problems such as insufficient interfacial bonding performance, failure to fully utilize the properties of each material, complex construction technology, or poor overall structural integrity, making it difficult to fully meet the comprehensive performance requirements of tower structures for large and super-large wind farms. Therefore, developing a new type of wind turbine tower structure system that combines high strength, high durability, good economy, and convenient construction has become an important issue in the current wind power engineering field. Summary of the Invention

[0003] The purpose of this invention is to provide a novel reinforced UHPC-concrete-steel pipe composite wind turbine tower to solve at least one of the technical problems existing in the prior art.

[0004] To solve the above-mentioned technical problems, the present invention provides a novel reinforced UHPC-concrete-steel pipe combined wind turbine tower, comprising multiple assembly modules; Each of the assembled modules includes a UHPC layer, a concrete intermediate layer, and an inner steel pipe layer; The UHPC layer is the outermost structure, with an outer layer of steel reinforcement inside to enhance the overall crack resistance and durability; The inner steel pipe layer is the innermost structure; The concrete intermediate layer is located between the UHPC layer and the inner steel pipe layer; The intermediate concrete layer comprises ordinary concrete and steel trusses, used to improve the overall structure and load-bearing performance; The outer layer of reinforcing bars includes longitudinal reinforcing bars and circumferential reinforcing bars; Longitudinal reinforcement bars are arranged along the height of the tower, while circumferential reinforcement bars are evenly distributed around the circumference of the tower, together forming a spatial force-bearing system; The UHPC layer includes a first profiled steel sheet; The first profiled steel sheet has a trapezoidal cross-sectional shape with an open short side. The side end of the short side opening is welded to the inner ring reinforcement. Multiple first profiled steel sheets are evenly arranged circumferentially on the inner ring reinforcement. The steel truss includes a first vertical steel bar, a second vertical steel bar, and bent steel bars; Both the first vertical reinforcement and the second vertical reinforcement are evenly distributed in a circumferential direction with the center of the tower as the center, and the second vertical reinforcement is located outside the first vertical reinforcement; The bent steel bars are connected in a wavy pattern to the first vertical steel bar and the second vertical steel bar in sequence.

[0005] Furthermore, the circumferential reinforcement includes an outer ring of reinforcement and an inner ring of reinforcement; The outer ring reinforcement is positioned on the side furthest from the inner ring reinforcement compared to the inner steel pipe layer; The spatial skeleton is formed by welding the longitudinal steel bars and the outer ring bars.

[0006] Furthermore, the first profiled steel sheet is embedded in the concrete intermediate layer to enhance the interfacial bonding performance between the concrete intermediate layer and the UHPC layer.

[0007] Furthermore, the midpoint of the line connecting two adjacent first vertical reinforcing bars, the center point of the tower, and the central axis of the second vertical reinforcing bar are located on the same straight line; The midpoint of the line connecting two adjacent first vertical reinforcing bars, the center point of the tower, and the geometric center point of the first profiled steel sheet in top view are also collinear; The second vertical reinforcing bar and the first profiled steel sheet are arranged alternately in the circumferential direction to form a cooperative force-bearing system.

[0008] Furthermore, the bent steel bar includes an arc segment and a bent segment; The arc segment is located between the first vertical reinforcing bar and the inner steel pipe layer, adheres to the outer surface of the inner steel pipe layer and is welded and fixed to the inner steel pipe layer and the first vertical reinforcing bar. The bent segment extends to the second vertical reinforcing bar after passing around the first vertical reinforcing bar, and forms a bent shape after passing around the second vertical reinforcing bar.

[0009] Furthermore, the second vertical reinforcing bar is welded to the outer reinforcing bar.

[0010] Furthermore, it also includes reinforcing bars; Both ends of the restraining steel bar are welded to the outer steel bar, and the middle part passes around the second vertical steel bar and is welded to the second vertical steel bar.

[0011] Furthermore, the first and second assembly modules, which are vertically or horizontally adjacent, are respectively provided with a first U-shaped steel and a second U-shaped steel; The first U-shaped steel and the second U-shaped steel are arranged opposite to each other and abut against each other; The first U-shaped steel and the second U-shaped steel are connected by fasteners, enabling rapid assembly and reliable connection of adjacent assembly modules in the vertical or horizontal direction.

[0012] Furthermore, both the first U-shaped steel and the second U-shaped steel include a first side plate, a bottom plate, and a second side plate, which together form a U-shaped structure; The first U-shaped steel and the first side plate of the second U-shaped steel abut against each other and are connected and fixed by fasteners; One end of the second side plate of the first U-shaped steel and the second U-shaped steel is integrally connected to the bottom plate, and the other end is respectively welded to the inner steel pipe layer of the adjacent assembly module; The base plate abuts against the inner side of the UHPC layer; A stiffening rib is provided between the first side plate and the second side plate to improve the overall rigidity and force transmission efficiency of the U-shaped steel. The stiffening ribs are parallel to the base plate; The stiffening ribs are evenly arranged along the length of the first U-shaped steel and the second U-shaped steel. The base plate is provided with shear keys on the side near the UHPC layer. The shear keys are embedded in the UHPC layer to enhance the shear resistance between interfaces, ensure that the structure does not slip relative to each other under complex stress conditions, and improve the overall collaborative performance of the structure.

[0013] Furthermore, the outer reinforcing bar also includes a protruding end; The protruding end extends from the end of the outer reinforcing bar and is welded to the first U-shaped steel and / or the second U-shaped steel; The first profiled steel sheet and the steel truss are both welded and fixed to the first U-shaped steel and / or the second U-shaped steel. Attached Figure Description

[0014] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0015] Figure 1 This is a top-view sectional view of the horizontal assembly point of two adjacent modules of the wind turbine tower in this application; Figure 2 for Figure 1A magnified view of a section at point A in the middle; Figure 3 This is a structural schematic diagram of the horizontal assembly point of two adjacent modules of the wind turbine tower in this application, viewed from the front. Figure 4 This is a sectional view from the side of the vertical assembly point of two adjacent assembly modules of the wind turbine tower in this application. Figure 5 This is a partial sectional view of the extended sleeve. Figure 6 This is a structural schematic diagram of the vertical assembly point of two adjacent modules of the wind turbine tower in this application, viewed from the front. Figure 7 This is a cross-sectional view of the wind turbine tower from a top-down perspective, as per this application. Figure 8 This is a planar structural diagram of the steel truss from a top-down view. Figure 9 This is a planar structural diagram of the second and third profiled steel sheets from a top view. Figure 10 This is a schematic diagram of a trapezoidal through-hole structure; Figure 11 A sectional view of the adaptive socket head-up perspective; Figure 12 A cross-sectional view after inserting an adaptive sleeve into a trapezoidal through hole with vertical alignment; Figure 13 A cross-sectional view of the trapezoidal through-hole with the top and bottom aligned after the bolt has been inserted; Figure 14 A cross-sectional view of a trapezoidal through-hole with an error after inserting an adaptive sleeve; Figure 15 A cross-sectional view of a trapezoidal through-hole with an error after a bolt has been inserted; Figure 16 This is a planar sectional view of the connecting bump structure after installation.

[0016] Figure label: 1-Assembled module; 2-UHPC layer; 3-Intermediate concrete layer; 4-Inner steel pipe layer; 5-Outer reinforcing steel; 6-Steel truss; 7-Longitudinal reinforcing steel; 8-Circular reinforcing steel; 9-Outer ring reinforcing steel; 10-Inner ring reinforcing steel; 11-First profiled steel sheet; 12-First vertical reinforcing steel; 13-Second vertical reinforcing steel; 14-Bent reinforcing steel; 15-First U-shaped steel; 16-Second U-shaped steel; 17-Fasteners; 18-First side plate; 19-Bottom plate; 20- - Second side plate; 21- Extended end; 22- Stiffening rib; 23- Shear key; 24- Through hole; 25- Adaptive sleeve; 26- Rigid outer ring; 27- Rigid inner ring; 28- Elastic filling layer; 29- Annular magnetic traction assembly; 30- Restraining reinforcement; 31- Connecting protrusion; 32- Groove; 33- Wear-resistant rubber layer; 34- Shear bolt; 35- Extended sleeve; 36- Second profiled steel sheet; 37- Third profiled steel sheet; 38- Post-cast UHPC. Detailed Implementation

[0017] The technical solution of the present invention will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0018] In the description of this invention, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing the invention and for 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 limitations on the invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0019] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; 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; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0020] It should also be noted that the specific embodiments or implementation methods described below are a series of optimized settings listed by the present invention to further explain the specific content of the invention, and these settings can be combined or used in conjunction with each other.

[0021] The present invention will be further explained below with reference to specific embodiments.

[0022] Example 1 like Figure 1-9 As shown, this embodiment provides a novel reinforced UHPC-concrete-steel pipe combined wind turbine tower, which includes multiple assembly modules 1; Each of the assembled modules 1 includes a UHPC layer 2, a concrete intermediate layer 3, and an inner steel pipe layer 4; The UHPC layer 2 is the outermost structure, and is internally equipped with outer steel reinforcement 5 to enhance the overall crack resistance and durability; The inner steel pipe layer 4 is the innermost structure; The concrete intermediate layer 3 is located between the UHPC layer 2 and the inner steel pipe layer 4. The intermediate concrete layer 3 includes ordinary concrete and steel truss 6, which are used to improve the overall structure and load-bearing performance.

[0023] In this application, UHPC refers to ultra-high performance concrete, which possesses high strength, high durability, and excellent crack resistance. The intermediate layer concrete is made of ordinary concrete, providing sufficient stiffness and stability for the main load-bearing structure while reducing material costs.

[0024] As a further embodiment of this example, the outer reinforcing bar 5 includes longitudinal reinforcing bars 7 and circumferential reinforcing bars 8; The longitudinal reinforcement 7 is arranged along the height of the tower, while the circumferential reinforcement 8 is evenly distributed around the circumference of the tower. Together, they form a spatial force-bearing system.

[0025] As a further embodiment of this example, the circumferential reinforcement 8 includes an outer ring reinforcement 9 and an inner ring reinforcement 10; The outer ring reinforcement 9 is located on the side away from the inner steel pipe layer 4, compared to the inner ring reinforcement 10. The spatial skeleton is formed by welding the longitudinal steel bars 7 and the outer ring bars 9.

[0026] The spatial skeleton described in this application is formed as a whole by welding, which effectively improves the tensile strength and structural stability of the UHPC layer 2. The inner ring reinforcement 10 is set at the edge of the UHPC layer 2 near the concrete intermediate layer 3 and is connected to the steel truss 6 of the concrete intermediate layer 3 to form a coordinated internal and external force system, which further enhances the interlayer bonding strength and overall seismic performance.

[0027] As a further embodiment of this example, the UHPC layer 2 further includes a first profiled steel sheet 11; The first profiled steel sheet 11 has a trapezoidal cross-section with an open short side. The side end of the short side opening is welded to the inner ring rib 10. Multiple first profiled steel sheets 11 are evenly arranged circumferentially on the inner ring rib 10.

[0028] As a further embodiment of this example, the first profiled steel sheet 11 is embedded in the concrete intermediate layer 3 to enhance the interfacial bonding performance between the concrete intermediate layer 3 and the UHPC layer 2.

[0029] As a further embodiment of this example, the steel truss 6 includes a first vertical steel bar 12, a second vertical steel bar 13, and a bent steel bar 14; The first vertical steel bar 12 and the second vertical steel bar 13 are both evenly arranged in a circumferential direction with the center of the tower as the center, and the second vertical steel bar 13 is located outside the first vertical steel bar 12; The bent steel bar 14 is connected in a wavy shape to the first vertical steel bar 12 and the second vertical steel bar 13 in sequence.

[0030] As a further implementation of this embodiment, the midpoint of the line connecting two adjacent first vertical reinforcing bars 12, the center point of the tower, and the central axis of the second vertical reinforcing bar 13 are located on the same straight line; The midpoint of the line connecting two adjacent first vertical reinforcing bars 12, the center point of the tower, and the geometric center point of the top view section of the first profiled steel sheet 11 are also collinear; The second vertical reinforcing bar 13 and the first profiled steel sheet 11 are arranged alternately in the circumferential direction to form a cooperative force-bearing system.

[0031] In this application, the coordinated arrangement of the first profiled steel sheet 11 and the steel truss 6 achieves effective anchorage between the UHPC layer 2 and the concrete intermediate layer 3, significantly improving the overall structural integrity and shear resistance. The open side of the trapezoidal cross-section first profiled steel sheet 11 is firmly welded to the inner ring reinforcement 10, and its embedding into the concrete intermediate layer 3 forms a mechanical interlocking effect, further enhancing the interfacial bond strength. The circumferentially alternating second vertical reinforcement 13 and the first profiled steel sheet 11 make the load transfer more uniform, effectively suppressing crack development and improving the durability and stability of the tower under complex stress conditions. Specifically, the functions of the first profiled steel sheet 11 and the steel truss 6 are slightly different. The first profiled steel sheet 11 mainly provides shear anchorage through its geometry and enhances interfacial bond performance, while the steel truss 6 bears and distributes external loads in a spatial three-dimensional structure. In this application, the steel truss 6 is set as a wave-shaped structure, which allows it to be staggered with the first profiled steel sheet 11, so that the two are nested in space, giving full play to their respective advantages while generating an additional constraint effect on the concrete, thus improving the collaborative performance between the composite material interfaces.

[0032] As a further embodiment of this example, the bent steel bar includes an arc segment and a bent segment; The arc segment is located between the first vertical reinforcing bar 12 and the inner steel pipe layer 4, adheres to the outer surface of the inner steel pipe layer 4 and is welded and fixed to the inner steel pipe layer 4 and the first vertical reinforcing bar 12. The bent segment extends to the second vertical reinforcing bar 13 after passing around the first vertical reinforcing bar 12, and passes around the second vertical reinforcing bar 13 to form a bent shape (i.e. the whole is wavy).

[0033] As a further embodiment of this example, the second vertical steel bar 13 is welded to the outer steel bar 5.

[0034] As a further embodiment of this invention, it also includes a restraining steel bar 30; Both ends of the restraining steel bar 30 are welded to the outer steel bar 5, and the middle part passes around the second vertical steel bar 13 and is welded to the second vertical steel bar 13.

[0035] Preferably, the second vertical reinforcing bar 13 is directly or indirectly connected to the inner ring reinforcing bar 10.

[0036] In this application, the second vertical steel bar 13 is laterally constrained by the confining steel bar 30, thereby forming a stable spatial skeleton with the outer steel bar 5. This achieves the synergistic working performance between the outer UHPC layer 2 and the inner concrete intermediate layer 3, significantly improving the overall load-bearing capacity and crack resistance of the structure.

[0037] As a further embodiment of this example, a first U-shaped steel 15 and a second U-shaped steel 16 are respectively provided on the first assembly module 1 and the second assembly module 1 that are vertically or horizontally adjacent; The first U-shaped steel 15 and the second U-shaped steel 16 are arranged opposite to each other and abut against each other; The first U-shaped steel 15 and the second U-shaped steel 16 are connected by fasteners 17, enabling rapid assembly and reliable connection of adjacent assembly modules 1 in the vertical or horizontal direction.

[0038] As a further embodiment of this embodiment, the first U-shaped steel 15 and the second U-shaped steel 16 each include a first side plate 18, a bottom plate 19 and a second side plate 20, which are enclosed to form a U-shaped structure. The first U-shaped steel 15 and the first side plate 18 of the second U-shaped steel 16 abut against each other and are connected and fixed by fasteners 17; One end of the second side plate 20 of the first U-shaped steel 15 and the second U-shaped steel 16 is integrally connected to the bottom plate 19, and the other end is respectively welded to the inner steel pipe layer 4 of the adjacent assembly module 1; The base plate 19 abuts against the inner side of the UHPC layer 2.

[0039] In this application, each assembly module 1 and its adjacent modules are precisely connected via a symmetrical arrangement of first U-shaped steel 15 and second U-shaped steel 16, ensuring the continuity of positional fixation and force transmission during assembly and effectively avoiding stress concentration at joints. Although the horizontal and vertical connections of the assembly modules 1 differ in shape, they all utilize the same structural form of first U-shaped steel 15 and second U-shaped steel 16 for connection, with identical components and connection structures. For the horizontal connection, see [reference needed]. Figure 1-3 For vertical connections, see [link to relevant documentation]. Figure 4-5 .

[0040] As a further embodiment of this embodiment, the outer reinforcing bar 5 also includes a protruding end 21; The protruding end 21 extends from the end of the outer reinforcing bar 5 and is welded to the first U-shaped steel 15 and / or the second U-shaped steel 16.

[0041] In this application, an extension end 21 extends radially from the circumferential reinforcing bar 8 and is welded to the second side plate 20. Since the reinforcing truss 6 is also connected to the second side plate 20 and the inner ring reinforcing bars, the reinforcing bars and steel pipes in the three layers form an organic whole, achieving efficient force transmission and coordinated deformation. This overcomes the limitation of independent force bearing in prior art, significantly improving the reliability of the connection between the assembled modules 1 and the ductility of the overall structure. Similarly, the extension end 21 of the longitudinal reinforcing bar 7 is welded to the bottom plate 19 of the first U-shaped steel 15 or the second U-shaped steel 16, further strengthening the bending and shear resistance of the node area.

[0042] As a further embodiment of this example, the first profiled steel sheet 3 and the steel truss 6 are both welded and fixed to the first U-shaped steel 15 and / or the second U-shaped steel 16.

[0043] In this application, the first profiled steel 15 and the second U-shaped steel 16 are mechanical connection hubs for multiple components, including the first profiled steel plate 3, the steel truss 6, and the outer steel reinforcement 5. They are welded together to form a spatially stable system, so that the UHPC layer 2, the inner steel pipe layer 4 and the outer steel reinforcement 5 work together to form a stable load-bearing whole.

[0044] As a further embodiment of this embodiment, a stiffening rib 22 is provided between the first side plate 18 and the second side plate 20 to improve the overall rigidity and force transmission efficiency of the U-shaped steel. The stiffening rib 22 is parallel to the base plate 19; The stiffening ribs 22 are evenly arranged along the length of the first U-shaped steel 15 and the second U-shaped steel 16.

[0045] In this embodiment, the stiffening ribs 22 further enhance the local stability and shear resistance of the U-shaped steel in the splicing area, effectively suppressing the deformation development of the connection part under complex stress state. By keeping the stiffening ribs 22 parallel to the base plate 19 and evenly distributed along the length direction, not only is the force flow transmission path optimized, but the connection between adjacent assembly modules 1 is also made tighter and more reliable.

[0046] As a further embodiment of this example, a shear key 23 is provided on the side of the base plate 19 near the UHPC layer 2. The shear key 23 is embedded in the UHPC layer 2 to enhance the shear resistance between interfaces, ensure that the structure does not slip relative to each other under complex stress conditions, and improve the overall collaborative performance of the structure.

[0047] The shear key 23 in this application effectively improves the interfacial bonding force between the base plate 19 and the UHPC layer 2, significantly enhancing their collaborative load-bearing performance. As mentioned above, this application has achieved an organic connection between the reinforcing bars and steel pipes in the three-layer structure. The shear key 23 further strengthens the interfacial performance between the UHPC layer 2 and the base plate 19. Their synergistic effect enables the assembled module 1 to have higher integrity and ductility when subjected to bending moment and shear force.

[0048] The core of this application lies in achieving continuous force transmission and structural synergy between the assembled modules 1 through multiple structural measures. From the welding of the protruding end 21 to the U-shaped steel, the enhancement of local stiffness by the stiffening ribs 22, to the shear keys 23 strengthening the interface interlocking, each layer progressively builds upon the previous one, forming a complete force transmission system. This technical solution not only overcomes the problem of weak joints in traditional prefabricated structures but also significantly improves the overall mechanical performance without increasing material usage. This enables the structure to possess superior ductility response and energy dissipation capacity under complex conditions such as earthquakes and wind loads, reflecting the development direction of high-performance prefabricated structures.

[0049] As a further embodiment of this embodiment, the upper end of the assembly module 1 is provided with an extension sleeve 35, and the inner side wall of the extension sleeve 35 is provided with a second profiled steel plate 36. A third profiled steel plate 37 is also provided on the lower outer wall of the assembly module 1; The cross-sectional shape of the second profiled steel sheet 2 and the third profiled steel sheet 37 is a plurality of connected short-side open trapezoidal shapes; When two adjacent assembly modules 1 are assembled vertically, the third profiled steel plate 37 of the upper assembly module 1 and the second profiled steel plate 36 on the inner wall of the outer sleeve 35 of the lower assembly module 1 are opposite each other and there is a gap. After the gap is filled with UHPC, a high-strength mechanical interlocking connection is formed.

[0050] In this embodiment, the assembly module 1 is connected not only by the internal U-shaped steel but also by the external UHPC layer 2. Specifically, the external connection is a sleeve-type structure. Post-cast UHPC is poured between the second profiled steel plate 36 on the extended sleeve 35 and the corresponding third profiled steel plate 37. The corrugated shape of the second profiled steel plate 36 and the third profiled steel plate 37 forms a mechanical interlock with the solidified post-cast UHPC. Furthermore, the external wrapping of the extended sleeve 35 further enhances the overall stiffness and bending bearing capacity of the node area, thereby ensuring that the upper and lower modules have reliable force transmission paths and anti-pull-out and anti-slip performance under vertical loads and horizontal seismic forces, significantly improving the overall stiffness of the node area.

[0051] In terms of structural performance, this application represents a significant improvement over existing technologies. Specifically, it includes: (1) The UHPC layer 2 is equipped with outer steel reinforcement 5, which improves the overall crack resistance and durability; the concrete intermediate layer 3 contains steel truss 6, which improves the overall structure and stress performance; the inner steel pipe layer 4, as the inner structure, works together with each layer to enhance the overall performance of the tower.

[0052] (2) The longitudinal and circumferential reinforcing bars 8 of the outer layer 5 form a spatial stress system. The spatial skeleton is welded together to form an integral whole, which effectively improves the tensile performance and structural stability of the UHPC layer 2.

[0053] (3) The inner ring reinforcement 10 is connected to the steel truss 6 of the concrete intermediate layer 3 to form an internal and external synergistic force system, which enhances the interlayer bonding strength and overall seismic performance; the first profiled steel plate 11 is arranged in coordination with the steel truss to achieve effective anchorage between the UHPC layer 2 and the concrete intermediate layer 3, thereby improving the overall structure and shear resistance.

[0054] (4) The opening side of the trapezoidal section first profiled steel plate 11 is welded to the inner ring reinforcement 10 and embedded in the concrete intermediate layer 3 to form a mechanical interlocking effect and enhance the interface bonding strength; the shear key 23 is embedded in the UHPC layer 2 to improve the interface interlocking force between the bottom plate 19 and the UHPC layer 2 and enhance the cooperative stress performance.

[0055] (5) The alternating arrangement of the second vertical steel bar 13 and the first profiled steel plate 11 in the circumferential direction makes the load transfer more uniform, effectively suppresses crack development, and improves the durability and stability of the tower under complex stress state; the corrugated steel truss 6 and the first profiled steel plate 11 are arranged in an alternating manner, which produces an additional constraint effect on the concrete and improves the collaborative working performance between the composite material interfaces.

[0056] (6) The 30 reinforcing bars laterally constrain the second vertical reinforcing bars 13 to form a stable spatial skeleton, realize the coordinated work of the outer layer and the interior, and improve the overall load-bearing capacity and crack resistance of the structure.

[0057] Example 2 like Figure 10-16 As shown, the novel reinforced UHPC-concrete-steel pipe composite wind turbine tower provided in this embodiment is a further improvement on Embodiment 1, and the improvement is as follows: The first side plate 18 of the first U-shaped steel 15 and the second U-shaped steel 16 is provided with through holes 24 for fasteners 17 to pass through. The cross-sectional shape of the through hole 24 is trapezoidal, with the larger end of the trapezoidal through hole 24 facing outward and the smaller end facing inward; Each of the two opposing trapezoidal through holes 24 is provided with an adaptive sleeve 25. The adaptive sleeve 25 is used to compensate for the error between the through holes 24, ensuring that the fastener 17 can be smoothly inserted and tightened. The fastener 17 is fastened after passing through the adaptive socket 25.

[0058] As a further embodiment of this example, the adaptive sleeve 25 includes a rigid outer ring 26, a rigid inner ring 27, and an elastic filling layer 28; The rigid outer ring 26 has a trapezoidal cross-section, which is compatible with the trapezoidal through hole 24; The rigid inner ring 27 is cylindrical and is used to fit the fastener 17. The elastic filler layer 28 is filled between the rigid outer ring 26 and the rigid inner ring 27. It is compressible and can adaptively adjust the radial clearance when the fastener 17 is installed, effectively absorbing processing and assembly errors and improving the tightness and uniformity of the connection.

[0059] As a further embodiment of this embodiment, an annular magnetic attraction component 29 is embedded in the small end face of the rigid outer ring 26; The two adaptive sleeves 25, which are opposite each other, are attracted to each other by the ring magnetic component 29, so that the adaptive sleeve 25 located below can resist gravity through magnetic attraction and prevent the adaptive sleeve 25 from slipping during installation.

[0060] In this application, the adaptive sleeve 25, after being inserted into the trapezoidal through hole 24, achieves positioning and stability between adjacent adaptive sleeves 25 by means of the magnetic attraction component 29, effectively preventing displacement or detachment caused by gravity or external force during assembly, and ensuring that the fastener 17 is smoothly inserted and accurately aligned. The magnetic attraction provides reliable pre-fixation in the early stage of assembly, improving on-site installation efficiency and connection accuracy, and further ensuring structural integrity and construction convenience.

[0061] In actual construction, due to component size deviations, site environmental disturbances, and limitations of high-altitude operations, traditional connection methods often encounter problems such as difficulty in hole alignment and jamming of fasteners 17. Specifically, the openings on the two components are difficult to align accurately, preventing the fastener 17 from being inserted. The design concept of this embodiment is to first enlarge the openings and then use a sleeve for error compensation and positioning, thereby achieving rapid hole alignment and fastening. Specifically, the rigid outer ring 26 of the adaptive sleeve 25 cooperates with the trapezoidal through hole 24 to achieve axial positioning, the rigid inner ring 27 cooperates with the fastener 17 to achieve radial alignment, and the elastic filling layer 28 undergoes adaptive deformation under pressure, effectively compensating for hole position deviations and processing errors, ensuring uniform force distribution at the connection points. For example... Figure 12-13 As shown, due to manufacturing deviations in the hole positions, the adaptive sleeve 25 cannot be fully aligned after insertion. However, when installing the fastener 17, the elastic filling layer 28 is deformed under pressure, causing the rigid inner ring 27 to finely adjust its position, allowing the fastener 17 to be smoothly inserted and centered.

[0062] By adopting the above technical solution, the present invention has the following beneficial effects: (1) By setting an adaptive sleeve 25 in the trapezoidal through hole 24, the compressibility of its elastic filling layer 28 is utilized to effectively absorb the errors generated during processing and assembly, ensuring that the fastener 17 can be smoothly inserted and reliably fastened. This solves the problems of hole matching difficulties and fastener 17 jamming caused by component size deviation, on-site environmental disturbance and high-altitude operation restrictions in traditional connection methods, improves the tightness and uniformity of force of the connection parts, and enhances the connection reliability of the overall structure.

[0063] (2) The ring magnetic suction component 29 embedded in the small end face of the rigid outer ring 26 can make the upper and lower adaptive plugs 25 attract each other, providing reliable pre-fixation for the adaptive plugs 25 in the early stage of assembly, effectively preventing displacement or falling off due to gravity or external force during assembly, so that the fasteners 17 can be accurately aligned, greatly improving the efficiency of on-site installation and connection accuracy, and ensuring the convenience of construction and the integrity of the structure.

[0064] (3) The rigid outer ring 26 of the adaptive sleeve 25 cooperates with the trapezoidal through hole 24 to achieve axial positioning, and the rigid inner ring 27 cooperates with the fastener 17 to achieve radial centering. The elastic filling layer 28 can undergo adaptive deformation when under pressure, which prompts the rigid inner ring 27 to finely adjust its position, compensate for hole position deviation and processing error. Even if there is a manufacturing deviation in the hole position, the fastener 17 can be smoothly inserted and centered, ensuring accurate connection of the connection parts and further improving the stability of the structural connection.

[0065] Example 3 like Figure 14 As shown, this embodiment is a further improvement on embodiment 1.

[0066] A connecting protrusion 31 is welded onto the second vertical reinforcing bar 13; The inner side of the connecting protrusion 31 is welded to the outer wall of the second vertical steel bar 13, and the outer side is provided with a groove 32; A wear-resistant rubber layer 33 is provided inside the groove 32; The inner side of the restraining steel bar 30 is embedded in the groove 32 and closely adheres to the wear-resistant rubber layer 33. The elastic deformation of the rubber absorbs the minor misalignment and vibration impact between the restraining steel bar 30 and the connecting protrusion 31. The groove 32 of the connecting protrusion 31 has bolt holes on both the upper and lower sides, into which shear bolts 31 are screwed in; The shear bolt 31 is used to anchor the steel bar 30 to the concrete and also to limit the steel bar 30 in the longitudinal direction.

[0067] The technical solution of this embodiment involves welding the connecting protrusion 31 to the second vertical reinforcing bar 13 during the factory prefabrication stage. During assembly, the restraining reinforcing bar 30 is embedded in the groove 32 and cushioned by the elasticity of the wear-resistant rubber layer 33. When the building experiences slight vibrations due to seismic or wind loads, the rubber layer dissipates energy through deformation, effectively suppressing stress concentration and connection loosening, while preventing wear between the restraining reinforcing bar 30 and the second vertical reinforcing bar 13, significantly extending the service life of the connection node. Simultaneously, the connecting protrusion 31 disperses the lateral restraining force of the restraining reinforcing bar 30 to a larger contact surface of the second vertical reinforcing bar 13, reducing local compressive stress. The shear bolt 31, on the one hand, forms a reliable anchorage with the concrete, and on the other hand, through its rigid limiting effect, effectively restrains the longitudinal displacement of the restraining reinforcing bar 30, preventing node slippage.

[0068] By adopting the above technical solution, the present invention has the following beneficial effects: (1) The prefabricated welded connection protrusion 31 is used in the factory. During assembly, the reinforcing steel bar 30 is embedded in the groove 32 and is elastically buffered by the wear-resistant rubber layer 33. When the building is subjected to slight vibrations due to earthquakes or wind loads, the rubber layer deforms and dissipates energy, inhibits stress concentration and connection loosening, avoids steel bar wear, and extends the service life of the connection node.

[0069] (2) The connecting protrusion 31 disperses the lateral constraint force of the constraint steel bar 30 to a larger contact surface of the second vertical steel bar 13, reducing local compressive stress.

[0070] (3) The shear bolt 31 is not only reliably anchored to the concrete, but also rigidly limits the longitudinal displacement of the steel bar 30 to prevent node slippage.

[0071] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention.

Claims

1. A novel reinforced UHPC-concrete-steel pipe composite wind turbine tower, characterized in that, Includes multiple assembly modules; Each of the assembled modules includes a UHPC layer, a concrete intermediate layer, and an inner steel pipe layer; The UHPC layer is the outermost structure, with an outer layer of steel reinforcement inside to enhance the overall crack resistance and durability; The inner steel pipe layer is the innermost structure; The concrete intermediate layer is located between the UHPC layer and the inner steel pipe layer; The intermediate concrete layer comprises ordinary concrete and steel trusses, used to improve the overall structure and load-bearing performance; The outer layer of reinforcing bars includes longitudinal reinforcing bars and circumferential reinforcing bars; Longitudinal reinforcement bars are arranged along the height of the tower, while circumferential reinforcement bars are evenly distributed around the circumference of the tower, together forming a spatial force-bearing system; The UHPC layer includes a first profiled steel sheet; The first profiled steel sheet has a trapezoidal cross-sectional shape with an open short side. The side end of the short side opening is welded to the inner ring reinforcement. Multiple first profiled steel sheets are evenly arranged circumferentially on the inner ring reinforcement. The steel truss includes a first vertical steel bar, a second vertical steel bar, and bent steel bars; Both the first vertical reinforcement and the second vertical reinforcement are evenly distributed in a circumferential direction with the center of the tower as the center, and the second vertical reinforcement is located outside the first vertical reinforcement; The bent steel bars are connected in a wavy pattern to the first vertical steel bar and the second vertical steel bar in sequence.

2. The novel reinforced UHPC-concrete-steel pipe composite wind turbine tower according to claim 1, characterized in that, The circumferential reinforcement includes an outer ring of circumferential reinforcement and an inner ring of circumferential reinforcement; The outer ring reinforcement is positioned on the side furthest from the inner ring reinforcement compared to the inner steel pipe layer; The spatial skeleton is formed by welding the longitudinal steel bars and the outer ring bars.

3. A novel reinforced UHPC-concrete-steel pipe composite wind turbine tower according to claim 1, characterized in that, The first profiled steel sheet is embedded in the concrete intermediate layer to enhance the interfacial bonding performance between the concrete intermediate layer and the UHPC layer.

4. A novel reinforced UHPC-concrete-steel pipe composite wind turbine tower according to claim 1, characterized in that, The midpoint of the line connecting two adjacent first vertical reinforcing bars, the center point of the tower, and the central axis of the second vertical reinforcing bar are located on the same straight line; The midpoint of the line connecting two adjacent first vertical reinforcing bars, the center point of the tower, and the geometric center point of the first profiled steel sheet in top view are also collinear; The second vertical reinforcing bar and the first profiled steel sheet are arranged alternately in the circumferential direction to form a cooperative force-bearing system.

5. A novel reinforced UHPC-concrete-steel pipe composite wind turbine tower according to claim 1, characterized in that, The bent steel bar includes an arc segment and a bent segment; The arc segment is located between the first vertical reinforcing bar and the inner steel pipe layer, adheres to the outer surface of the inner steel pipe layer and is welded and fixed to the inner steel pipe layer and the first vertical reinforcing bar. The bent segment extends to the second vertical reinforcing bar after passing around the first vertical reinforcing bar, and forms a bent shape after passing around the second vertical reinforcing bar.

6. A novel reinforced UHPC-concrete-steel pipe composite wind turbine tower according to claim 1, characterized in that, The second vertical reinforcing bar is welded to the outer reinforcing bar.

7. A novel reinforced UHPC-concrete-steel pipe composite wind turbine tower according to claim 1, characterized in that, It also includes reinforcing bars; Both ends of the restraining steel bar are welded to the outer steel bar, and the middle part passes around the second vertical steel bar and is welded to the second vertical steel bar.

8. A novel reinforced UHPC-concrete-steel pipe composite wind turbine tower according to claim 1, characterized in that, The first and second assembly modules, which are vertically or horizontally adjacent, are respectively provided with a first U-shaped steel and a second U-shaped steel; The first U-shaped steel and the second U-shaped steel are arranged opposite to each other and abut against each other; The first U-shaped steel and the second U-shaped steel are connected by fasteners, enabling rapid assembly and reliable connection of adjacent assembly modules in the vertical or horizontal direction.

9. A novel reinforced UHPC-concrete-steel pipe composite wind turbine tower according to claim 8, characterized in that, Both the first U-shaped steel and the second U-shaped steel include a first side plate, a bottom plate, and a second side plate, which together form a U-shaped structure. The first U-shaped steel and the first side plate of the second U-shaped steel abut against each other and are connected and fixed by fasteners; One end of the second side plate of the first U-shaped steel and the second U-shaped steel is integrally connected to the bottom plate, and the other end is respectively welded to the inner steel pipe layer of the adjacent assembly module; The base plate abuts against the inner side of the UHPC layer; A stiffening rib is provided between the first side plate and the second side plate to improve the overall rigidity and force transmission efficiency of the U-shaped steel. The stiffening ribs are parallel to the base plate; The stiffening ribs are evenly arranged along the length of the first U-shaped steel and the second U-shaped steel. The base plate is provided with shear keys on the side near the UHPC layer. The shear keys are embedded in the UHPC layer to enhance the shear resistance between interfaces, ensure that the structure does not slip relative to each other under complex stress conditions, and improve the overall collaborative performance of the structure.

10. A novel reinforced UHPC-concrete-steel pipe composite wind turbine tower according to claim 9, characterized in that, The outer reinforcing bar also includes a protruding end; The protruding end extends from the end of the outer reinforcing bar and is welded to the first U-shaped steel and / or the second U-shaped steel; The first profiled steel sheet and the steel truss are both welded and fixed to the first U-shaped steel and / or the second U-shaped steel.

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