Transition structure and wind power generation device

Abstract

The utility model discloses a transition structure and a wind power generation device. The transition structure comprises a connecting section, supporting columns and a truss upper chord, the connecting section is provided with a first connecting part, the first connecting part is suitable for being connected with a steel section, the multiple supporting columns are annularly arranged at intervals along the bottom of the connecting section, the tops of the supporting columns are connected with the bottom of the connecting section, and second connecting parts are arranged at the bottoms of the supporting columns; the second connecting part is suitable for being connected with the lattice section, and the truss upper chord surrounds the outer surface of the connecting section, is connected with the connecting section and is connected with the supporting column. According to the technical scheme, the load borne by the transition structure can be evenly dispersed, the stress concentration and local buckling risks are effectively avoided, and the use requirement of a large fan under the large-load working condition is met.

Description

Technical Field

[0001] This application relates to the field of wind power generation technology, and in particular to a transition structure and a wind power generation device. Background Technology

[0002] In the field of wind power generation, the transition section of the lattice tower is used to connect the upper steel section and the lower lattice section, and is a key structure to ensure stable load transmission.

[0003] In existing technologies, since the bottom of the steel segment is a closed ring and the top of the lattice segment is a point-supported structure, the transition structure must not only meet the requirement of safely transferring the load at the bottom of the steel segment to the lower lattice segment, but also meet the transition from the closed ring to the point-supported structure in terms of shape. However, due to uneven stress distribution, existing transition structures are prone to local buckling under heavy load conditions, making it difficult to meet the increasing load-bearing requirements of large wind turbines. Utility Model Content

[0004] The purpose of this application is to provide a transition structure and a wind power generation device that can evenly distribute the load borne by the transition structure, effectively avoid stress concentration and local buckling risks, and meet the usage requirements of large wind turbines under high load conditions.

[0005] In a first aspect, this utility model provides a transition structure, comprising:

[0006] The connecting section is provided with a first connecting part, which is adapted to be connected to the steel section;

[0007] Multiple support columns are arranged at circumferential intervals along the bottom of the connecting section. The top of the support columns is connected to the bottom of the connecting section. The bottom of the support columns is provided with a second connecting part, which is adapted to connect with the lattice section.

[0008] The upper chord of the truss is arranged around the outer surface of the connecting section and connected to the connecting section, and is also connected to the support column.

[0009] Beneficial effects: During installation, this transition structure connects to the steel segment through the first connecting part of the connecting section and is fixed to the lattice segment through the second connecting part at the bottom of the support column. This achieves a morphological transition from the closed ring structure of the steel segment to the point support structure of the lattice segment, ensuring a smooth connection between the upper and lower parts and a firm connection.

[0010] When the steel segment transfers the load to the connecting section of the transition structure, multiple support columns spaced around the bottom of the connecting section can directly distribute part of the load to each support column and then transfer it to the lattice segment at the connection point. Simultaneously, at the non-connection points between the connecting section and the support columns, another portion of the load can be transferred to the upper chord of the truss surrounding its outer surface, and then distributed to each support column via the upper chord. This force transfer method ensures that the load borne by the connecting section is evenly distributed, effectively avoiding stress concentration and the risk of local buckling, meeting the operational requirements of large wind turbines under heavy loads, while enhancing the overall stiffness and stability of the transition structure, ensuring its structural integrity and tower operation safety under complex stress environments.

[0011] Furthermore, the transition structure adopts a modular design composed of connecting sections, supporting columns, and truss upper chords. Compared to traditional one-piece molded structures, it eliminates the need for complex overall processing techniques, allowing each component to be prefabricated independently, significantly reducing processing difficulty and costs. During transportation, each component can be transported separately, effectively reducing the overall transport width and overcoming road transport size limitations (such as conventional oversized width restrictions). After transporting to the site, it can be quickly assembled using standardized nodes, solving the problem of inconvenient transportation of traditional structures and improving construction efficiency.

[0012] In one optional embodiment, the truss upper chord includes a plurality of spaced upper chord segments, the upper chord segments being disposed between two adjacent support columns, the outer wall surface of the upper chord segments being connected to the connecting segment, and the two ends of the upper chord segments being respectively connected to two adjacent support columns.

[0013] Beneficial Effects: Because the upper chord is positioned between two adjacent support columns and connected to both the support columns and the connecting section, multiple triangular stable structures are formed. According to structural mechanics principles, the triangular stable structure can quickly and evenly distribute the load transmitted from the steel section to each support column through the tensile and compressive strength of the upper chord, avoiding stress concentration. Compared to traditional structures, this design effectively improves the overall wind and earthquake resistance of the structure, ensuring stability under complex stress conditions.

[0014] The truss upper chord adopts a segmented design, dividing the overall structure into multiple independent upper chord segments. Each upper chord segment is smaller and lighter, facilitating factory prefabrication and reducing reliance on large processing equipment. During transportation, the segmented structure reduces the size of individual transported components, overcoming conventional transportation limitations and allowing for transfer using ordinary transport vehicles. Upon arrival at the construction site, standardized connection methods such as bolts enable rapid assembly, significantly reducing construction difficulty, shortening the installation cycle, and saving labor and time costs.

[0015] In one alternative embodiment, the connecting segment is annular and has an inner wall surface and an outer wall surface;

[0016] The upper chord section includes a first reinforcing tube and a second reinforcing tube arranged opposite to each other. The outer wall surface of the first reinforcing tube is connected to the inner wall surface, and the outer wall surface of the second reinforcing tube is connected to the outer wall surface.

[0017] Beneficial effects: The ring-shaped design of the connecting section is highly compatible with the steel section. The first reinforcing pipe connects to the inner wall of the connecting section, and the second reinforcing pipe connects to the outer wall, effectively forming a double-reinforced structure on both the inner and outer sides of the connecting section. The connection between the outer and inner walls of the first reinforcing pipe and the outer and outer walls of the second reinforcing pipe effectively constrains the deformation of the connecting section, enhancing its torsional and bending resistance. This results in a more uniform stress distribution when the overall structure is subjected to complex loads, significantly improving structural strength and stability, and reducing the risk of local buckling.

[0018] The first reinforcing tube connects to the inner wall, and the second reinforcing tube connects to the outer wall, forming multiple load transfer paths. When the load transferred by the steel segment acts on the connecting section, the first and second reinforcing tubes can share the load simultaneously and quickly transfer it to the support column, avoiding load concentration in a certain part of the connecting section, improving load transfer efficiency, and ensuring that the transition structure can still work stably under heavy load conditions.

[0019] Furthermore, as an independent component, the reinforcing tube can be prefabricated in the factory, reducing processing difficulty and cost. During installation, the first reinforcing tube is connected to the inner wall and the second reinforcing tube is connected to the outer wall, which facilitates operation, reduces the requirement for installation precision, effectively improves installation efficiency, and reduces on-site construction time and labor costs.

[0020] In one alternative embodiment, the transition structure further includes a truss lower chord connected to the support column;

[0021] Along the height direction of the support column, the lower chord of the truss is spaced apart from the upper chord of the truss, and the lower chord of the truss is located below the upper chord of the truss.

[0022] Beneficial effects: The lower chord and upper chord of the truss are spaced apart along the height of the supporting column. Compared with a single upper chord, the connection between the lower chord and upper chord and the supporting column can resist the load together in multiple horizontal and vertical directions. This can not only effectively disperse the vertical pressure transmitted by the steel segment, but also enhance the wind and torsional resistance of the structure through the overall synergistic effect of the truss structure, and significantly improve the stability of the transition structure under complex stress conditions.

[0023] The combination of the lower chord of the truss, the upper chord of the truss, and the supporting columns significantly increases the bending stiffness of the structure, effectively reduces the lateral displacement and deformation of the structure, and thus improves the overall load-bearing capacity to meet the needs of heavy-duty equipment such as large wind turbines.

[0024] In one optional embodiment, the lower chord of the truss includes a plurality of spaced lower chord segments, each corresponding to one of the upper chord segments, and the two ends of each lower chord segment are connected to two adjacent support columns.

[0025] Beneficial effects: The lower chord segments are set up one-to-one with the upper chord segments, forming a vertically aligned force transmission unit with the upper chord segments and support columns. When a certain upper chord segment bears a load, the corresponding lower chord segment can simultaneously form a reverse tensile or compressive force balance through the support columns at both ends, making the load transmission path more direct and clear, avoiding structural distortion or local overload caused by force transmission misalignment, and improving the overall rationality and stability of the force distribution.

[0026] In one optional embodiment, the transition structure further includes a plurality of spaced vertical web members, which are located between the upper chord and the lower chord of the truss, and the two ends of the vertical web members are respectively connected to the upper chord and the lower chord of the truss.

[0027] Beneficial effects: The vertical web members connect the upper chord and lower chord of the truss, allowing the upper chord to transfer the load to the lower chord via the vertical web members. The lower chord then transfers the load to the supporting columns, making the entire transition structure a stable spatial load-bearing structure. This avoids deformation concentration caused by the upper or lower chord being subjected to force alone. Through the synergistic effect of the vertical web members, the overall stiffness and buckling resistance of the transition structure are improved. Especially when subjected to dynamic loads such as wind vibration and vibration, it can effectively suppress local structural vibration and enhance stability.

[0028] In one optional embodiment, the top of the vertical web member is provided with a groove corresponding to the connecting section, and the vertical web member is embedded into the bottom of the connecting section through the groove and connected to the connecting section.

[0029] Beneficial effects: During the installation and fixing of the vertical web members, the groove at the top of the vertical web member is embedded into the bottom of the connecting section, connecting the vertical web member to the connecting section. The vertical web member is mechanically locked to the connecting section through the groove, restricting the lateral displacement of the vertical web member and ensuring a firm and reliable connection between the vertical web member and the connecting section. Simultaneously, because the vertical web member is connected to the connecting section, the connecting section can directly transfer part of the load to the vertical web member, and then the load is transferred to the lower chord of the truss and the support column through the vertical web member. This allows the load borne by the connecting section to be evenly distributed, effectively avoiding stress concentration and the risk of local buckling.

[0030] In one alternative embodiment, the top of the support column has a slot corresponding to the connecting segment, and the support column is connected to the connecting segment by embedding into the bottom of the connecting segment through the slot.

[0031] Beneficial effects: The support column achieves rapid and precise positioning through its slot at the bottom of the connecting section. During installation, initial fixation is achieved simply by inserting the support column into the connecting section; subsequent connection is completed by bolt tightening or welding, eliminating the need for complex measurement and adjustment processes and reducing assembly time for the transition structure. Simultaneously, because the slot at the top of the support column engages with the bottom of the connecting section, relative displacement between the support column and the connecting section is restricted. This effectively enhances the shear and tensile strength of the connection area when subjected to complex loads such as wind and gravity, improving the overall stability of the transition structure.

[0032] In one optional embodiment, the support column includes a first support section and a second support section coaxially arranged, wherein there are multiple first support sections, and two adjacent first support sections are connected through the second support section.

[0033] The wall thickness of the first support section is greater than that of the second support section, and both the upper chord and the lower chord of the truss are connected to the first support section of the support column.

[0034] Beneficial effects: Since the support column is formed by connecting the first support section and the second support section, and the thicker wall of the first support section is connected to the upper chord and the lower chord of the truss, it can effectively cope with concentrated loads and improve the compressive and tensile strength of key nodes; the second support section adopts a thin-walled design, which reduces the amount of steel used while meeting the force transmission requirements, avoids excessive reinforcement, achieves precise matching between material properties and load distribution, and reduces the self-weight and cost of the transition structure.

[0035] In one optional embodiment, at least one first reinforcing plate is provided on the inner wall surface of the first support section, and the first reinforcing plate is correspondingly arranged with the upper chord and the lower chord of the truss.

[0036] Beneficial effects: The connection between the first support section and the upper and lower chords of the truss is a major load-bearing node. Installing a first reinforcing plate on the inner wall of this load-bearing node significantly improves the compressive and tensile strength of the area. By increasing the moment of inertia of the cross-section, the first reinforcing plate effectively suppresses deformation or buckling caused by concentrated loads at the connection, ensuring the safety and stability of the transition structure.

[0037] In one optional embodiment, the support column is provided with an installation cavity for the prestressing tendons to pass through, and the installation cavity extends along the height direction of the support column.

[0038] The top of the support column is provided with a connecting plate, and the connecting plate has an installation groove, which is suitable for fixing one end of the prestressing tendon.

[0039] Beneficial effects: Due to the internal installation cavity of the support column, the prestressing tendons can be inserted into the cavity during installation. One end of the prestressing tendon is fixed to the installation groove of the connecting plate, while the other end can be installed on the lattice section. By tensioning the prestressing tendons, the support column is placed in a pre-stressed state. When the support column transmits loads, the pre-stress can offset some of the tensile stress, effectively improving the bending and crack resistance of the support column, changing its stress mode, and enhancing its load-bearing performance under complex loads.

[0040] In one optional embodiment, a second reinforcing plate is provided on the inner wall surface of both the upper chord and the lower chord of the truss, and the second reinforcing plate is provided correspondingly to the vertical web member.

[0041] Beneficial effects: The connection points between the vertical web members and the upper and lower chords of the truss are the main stress-bearing nodes. Installing a second reinforcing plate on the inner wall of these stress-bearing nodes significantly improves the compressive and tensile strength of the area. The second reinforcing plate, by increasing the moment of inertia of the cross-section, effectively suppresses deformation or buckling caused by concentrated loads at the connection points, ensuring the safety and stability of the transition structure.

[0042] In one optional embodiment, the connecting segment includes a first connecting body and a second connecting body arranged symmetrically, wherein the first connecting body and the second connecting body are detachably connected.

[0043] Beneficial effects: By splitting the connecting section into symmetrical first and second connecting bodies, each piece is smaller and lighter than the overall structure, allowing for the selection of smaller transport vehicles and reducing transportation difficulty and costs. During installation, one side of the body can be hoisted for positioning before installing the other side, making the operation more flexible. Especially in complex environments such as high altitudes and narrow spaces, it can be completed without large hoisting equipment, significantly improving installation efficiency and construction safety.

[0044] In one optional embodiment, both the first connecting part and the second connecting part are connecting flanges.

[0045] Beneficial effects: When both the first and second connecting parts use connecting flanges, they can be quickly positioned and tightened with bolts, eliminating the need for on-site measurement or customized processing, thus improving assembly efficiency.

[0046] In addition, flange connections distribute loads evenly through multiple sets of bolts, forming a stable, rigid joint. The preload of the bolts compensates for gaps at the connection, preventing loosening due to vibration.

[0047] In one alternative embodiment, the transition structure further includes a plurality of spaced-apart node plates, one end of which is connected to the support column and the lower chord of the truss, and the other end is adapted to be connected to the lattice segment.

[0048] Beneficial effects: One end of the node plate is firmly connected to the support column and the lower chord of the truss, and the other end is connected to the lattice section, which further ensures that the transition structure is firmly connected to the lattice section, enhances the overall stiffness and lateral displacement resistance of the transition structure, effectively limits the relative displacement between the components, and enables the transition structure to deform in coordination when subjected to horizontal loads such as wind loads and seismic forces, thereby reducing structural vibration and swaying.

[0049] Secondly, this utility model also provides a wind power generation device, comprising:

[0050] steel section;

[0051] Lattice segment;

[0052] A transition structure is provided, wherein the transition structure is connected to the steel segment via the first connecting part, and the transition structure is connected to the lattice segment via the second connecting part.

[0053] Beneficial effects: In this wind power generation device, the transition structure is connected to the steel section through the first connecting part of the connecting section and fixed to the lattice section through the second connecting part at the bottom of the support column, realizing the form transition from the closed ring structure of the steel section to the point support structure of the lattice section, ensuring smooth connection between the upper and lower parts and a firm connection.

[0054] When the steel segment transfers the load to the connecting section of the transition structure, multiple support columns spaced around the bottom of the connecting section can directly distribute part of the load to each support column and then transfer it to the lattice segment at the connection point. Simultaneously, at the non-connection points between the connecting section and the support columns, another portion of the load can be transferred to the upper chord of the truss surrounding its outer surface, and then distributed to each support column via the upper chord. This force transfer method ensures that the load borne by the connecting section is evenly distributed, effectively avoiding stress concentration and the risk of local buckling, meeting the operational requirements of large wind turbines under heavy loads, while enhancing the overall stiffness and stability of the transition structure, ensuring its structural integrity and tower operation safety under complex stress environments. Attached Figure Description

[0055] 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.

[0056] Figure 1 This is a schematic diagram of the transition structure in one embodiment provided in this application;

[0057] Figure 2 This is an exploded view of the support column in the transition structure in one embodiment provided in this application;

[0058] Figure 3 This is an exploded schematic diagram of the upper chord, lower chord, and vertical web members of the truss in one embodiment of the transition structure provided in this application.

[0059] Explanation of reference numerals in the attached figures:

[0060] 100. Connecting segment; 110. First connecting part; 120. Inner wall surface; 130. Outer wall surface; 140. First connecting body; 150. Second connecting body;

[0061] 200, Support column; 210, Second connecting part; 220, Slot; 230, First support section; 231, First reinforcing plate; 240, Second support section; 250, Mounting cavity; 260, Connecting plate; 261, Mounting groove; 270, Reinforcing rib;

[0062] 300. Truss top chord; 310. Top chord section; 311. First reinforcing tube; 312. Second reinforcing tube; 320. Second reinforcing plate;

[0063] 400, lower chord of truss; 410, lower chord section;

[0064] 500, vertical web bar; 510, groove;

[0065] 600, node plate. Detailed Implementation

[0066] In related technologies, since the bottom of the steel segment is a closed ring and the top of the lattice segment is a point-supported structure, the transition structure must not only meet the requirement of safely transferring the load at the bottom of the steel segment to the lower lattice segment, but also meet the transition from the closed ring to the point-supported structure in terms of shape. However, existing transition structures are prone to local buckling under heavy load conditions due to uneven stress distribution, making it difficult to meet the increasing load-bearing requirements of large wind turbines.

[0067] In the development process of this application, to address the issue of local buckling of the transition structure under heavy loads, an integrated molding design strategy was initially attempted. Based on structural mechanics principles, this approach significantly improved the overall structural stiffness and mitigated the risk of local buckling to some extent by eliminating potential weak points at the splicing nodes. However, significant drawbacks were revealed during actual development: First, the large size of the transition structure necessitates a large amount of steel for integrated molding, leading to a sharp increase in material costs, while also significantly increasing processing difficulty and energy consumption during manufacturing. Second, due to transportation limitations, large integrated molding structures are difficult to transport using conventional means of transport, and are prone to structural damage during loading and unloading due to exceeding size limits or center of gravity shifts, greatly increasing transportation costs and risks. Furthermore, even with improved stiffness, the integrated molding structure still suffers from uneven stress distribution, resulting in stress concentration in localized areas and reducing the structure's fatigue life and reliability.

[0068] Based on this, the inventors of this application redesigned the transition structure. When the steel segment transfers the load to the connecting section of the transition structure, multiple support columns spaced around the bottom of the connecting section can directly distribute part of the load to each support column and transfer it to the lattice segment at the connection point. Simultaneously, at the non-connection points between the connecting section and the support columns, another portion of the load can be transferred to the upper chord of the truss surrounding its outer surface, and then the load is distributed to each support column through the upper chord. This force transmission method ensures that the load borne by the connecting section is evenly distributed, effectively avoiding stress concentration and the risk of local buckling, meeting the usage requirements of large wind turbines under high load conditions, while enhancing the overall stiffness and stability of the transition structure, ensuring its structural integrity and tower operation safety under complex stress environments.

[0069] Furthermore, the transition structure adopts a modular design composed of connecting sections, supporting columns, and truss upper chords. Compared to traditional one-piece molded structures, it eliminates the need for complex overall processing techniques, allowing each component to be prefabricated independently, significantly reducing processing difficulty and costs. During transportation, each component can be transported separately, effectively reducing the overall transport width and overcoming road transport size limitations (such as conventional oversized width restrictions). After transporting to the site, it can be quickly assembled using standardized nodes, solving the problem of inconvenient transportation of traditional structures and improving construction efficiency.

[0070] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are some embodiments of this application, but not all embodiments.

[0071] The following is combined Figures 1 to 3 The following describes embodiments of the present invention.

[0072] According to embodiments of the present invention, on the one hand, such as Figures 1 to 3 As shown, a transition structure is provided, including a connecting section 100, a support column 200, and a truss upper chord 300.

[0073] Specifically, such as Figure 1 As shown, the connecting section 100 is provided with a first connecting part 110, wherein the first connecting part 110 is used to connect with the steel section (not shown in the figure).

[0074] Specifically, such as Figure 1 As shown, multiple support columns 200 are provided, and the multiple support columns 200 are arranged in a ring around the bottom of the connecting section 100 at intervals, and the top of each support column 200 is connected to the bottom of the connecting section 100. Among them, the bottom of the support column 200 is provided with a second connecting part 210, which is used to connect with the lattice section (not shown in the figure).

[0075] Specifically, such as Figure 1 As shown, the truss upper chord 300 is arranged around the outer surface of the connecting section 100, and the truss upper chord 300 is connected to the connecting section 100. At the same time, the truss upper chord 300 is connected to the support column 200.

[0076] During installation, this transition structure is connected to the steel segment via the first connecting part 110 of the connecting section 100 and fixed to the lattice segment via the second connecting part 210 at the bottom of the support column 200. This achieves a morphological transition from the closed ring structure of the steel segment to the point support structure of the lattice segment, ensuring a smooth connection between the upper and lower parts and a firm connection.

[0077] When the steel segment transfers the load to the connecting section 100 of the transition structure, multiple support columns 200 spaced around the bottom of the connecting section 100 can directly distribute part of the load to each support column 200 at the connection point and then transfer it to the lattice segment. Simultaneously, at the non-connection points between the connecting section 100 and the support columns 200, another portion of the load can be transferred to the upper chord 300 of the truss surrounding its outer surface, and then the upper chord 300 distributes the load to each support column 200. This force transmission method ensures that the load borne by the connecting section 100 is evenly distributed, effectively avoiding stress concentration and the risk of local buckling, meeting the usage requirements of large wind turbines under high load conditions, while enhancing the overall stiffness and stability of the transition structure, ensuring its structural integrity and tower operation safety under complex stress environments.

[0078] Furthermore, the transition structure adopts a modular design composed of connecting section 100, support column 200, and truss upper chord 300. Compared with traditional one-piece molded structures, it eliminates the need for complex overall processing technology, and each component can be prefabricated independently, significantly reducing processing difficulty and cost. During transportation, each component can be transported separately, effectively reducing the overall transport width and overcoming road transport size limitations (such as conventional oversized width restrictions). After being transported to the site, it can be quickly assembled through standardized nodes, solving the problem of inconvenient transportation of traditional structures and improving construction efficiency.

[0079] Specifically, the connecting segment 100 can be configured as a closed ring structure, a gradually changing frustum structure, a frame structure, etc. The cross-sectional shape of the connecting segment 100 can be a circular cross-section, a polygonal cross-section, etc. In this embodiment, the structure of the connecting segment 100 is not specifically limited.

[0080] Specifically, the first connecting part 110 may be a flange structure, a plug-in welding structure, a locating pin bolt combination, etc. In this embodiment, the structure of the first connecting part 110 is not specifically limited.

[0081] For example, a flange with bolt holes is provided at the top of the connecting section 100, which is connected to the steel section flange by a group of high-strength bolts, which facilitates rapid on-site assembly and subsequent maintenance. This method is commonly used for modular wind turbine towers.

[0082] Specifically, the number of support columns 200 can be set in accordance with the point support structure of the lattice segment. In this embodiment, the number of support columns 200 is not specifically limited.

[0083] Specifically, the second connection part 210 can also be a flange structure, a plug-in welding structure, a locating pin bolt combination, etc. In this embodiment, the structure of the second connection part 210 is not specifically limited.

[0084] Specifically, the truss upper chord 300 can be configured as a circular tube, a square tube, or a connecting plate, etc. In this embodiment, no specific restrictions are placed on the structure of the truss upper chord 300.

[0085] Specifically, the truss upper chord 300 can be connected to the connecting section 100 and the support column 200 by welding or by fasteners such as bolts. In this embodiment, no specific restrictions are placed on the connection method between the truss upper chord 300 and the connecting section 100 and the support column 200.

[0086] Specifically, the upper chord 300 of the truss surrounds the outer surface of the connecting section 100 in a ring or near-ring arrangement.

[0087] In one embodiment, such as Figure 1 and Figure 3As shown, the truss upper chord 300 includes multiple upper chord segments 310, wherein the multiple upper chord segments 310 are spaced apart and are located between two adjacent support columns 200. The outer wall of the upper chord segment 310 is connected to the connecting segment 100, and the two ends of the upper chord segment 310 are respectively connected to two adjacent support columns 200.

[0088] Because the upper chord segment 310 is located between two adjacent support columns 200 and connected to both the support column 200 and the connecting segment 100, it forms multiple triangular stable structures. According to the principles of structural mechanics, the triangular stable structure can quickly and evenly distribute the load transmitted from the steel segment to each support column 200 through the tensile and compressive strength of the upper chord segment 310, avoiding stress concentration. Compared with traditional structures, this design can effectively improve the overall wind and earthquake resistance of the structure, ensuring stability under complex stress conditions.

[0089] The truss upper chord 300 adopts a segmented design, dividing the overall structure into multiple independent upper chord segments 310. Each upper chord segment 310 is smaller and lighter, facilitating factory prefabrication and reducing reliance on large processing equipment. During transportation, the segmented structure reduces the size of individual transported items, overcoming conventional transportation limitations and allowing for transfer using ordinary transport vehicles. Upon arrival at the construction site, standardized connection methods such as bolts enable rapid assembly, significantly reducing construction difficulty, shortening the installation cycle, and saving labor and time costs.

[0090] Specifically, the number and spacing of the upper chord segments 310 can be flexibly adjusted according to actual load requirements. For areas with high loads, the number of upper chord segments 310 can be increased or the spacing adjusted to improve load-bearing capacity; for areas with low loads, the number of upper chord segments 310 can be reduced to optimize material usage, enabling the transition structure to adapt to different working conditions and usage scenarios. Furthermore, when an upper chord segment 310 is damaged, because it is an independent component, it can be disassembled and replaced individually without requiring large-scale repairs to the entire structure, reducing maintenance difficulty and costs, and improving the durability and maintainability of the structure.

[0091] In one embodiment, such as Figure 1 As shown, the connecting section 100 is annular, and has an inner wall surface 120 and an outer wall surface 130. The upper chord section 310 includes a first reinforcing tube 311 and a second reinforcing tube 312, which are arranged opposite to each other. The outer wall surface of the first reinforcing tube 311 is connected to the inner wall surface 120, and the outer wall surface of the second reinforcing tube 312 is connected to the outer wall surface 130.

[0092] The annular design of the connecting section 100 is highly compatible with the steel section. The first reinforcing tube 311 connects to the inner wall 120 of the connecting section 100, and the second reinforcing tube 312 connects to the outer wall 130, effectively forming a double-reinforced structure on both the inner and outer sides of the connecting section 100. The connection between the outer wall of the first reinforcing tube 311 and the inner wall 120, and the connection between the outer wall of the second reinforcing tube 312 and the outer wall 130, effectively constrains the deformation of the connecting section 100, enhancing its torsional and bending resistance. This results in a more uniform stress distribution when the overall structure is subjected to complex loads, significantly improving structural strength and stability, and reducing the risk of local buckling.

[0093] The first reinforcing tube 311 is connected to the inner wall 120, and the second reinforcing tube 312 is connected to the outer wall 130, forming multiple load transfer paths. When the load transferred by the steel segment acts on the connecting section 100, the first reinforcing tube 311 and the second reinforcing tube 312 can simultaneously share the load and quickly transfer it to the support column 200, avoiding load concentration in a certain part of the connecting section 100, improving load transfer efficiency, and ensuring that the transition structure can still work stably under heavy load conditions.

[0094] Furthermore, as an independent component, the reinforcing tube can be prefabricated in the factory, reducing processing difficulty and cost. During installation, the first reinforcing tube 311 is connected to the inner wall 120 and the second reinforcing tube 312 is connected to the outer wall 130, which facilitates operation, reduces the requirement for installation accuracy, effectively improves installation efficiency, and reduces on-site construction time and labor costs.

[0095] Specifically, the specifications and quantity of the first reinforcing tube 311 and the second reinforcing tube 312 can be flexibly adjusted according to different load requirements and operating conditions. At the same time, if a reinforcing tube is damaged, it can be disassembled and replaced individually without the need for large-scale disassembly of the entire transition structure, which reduces maintenance difficulty and cost, improves the versatility and maintainability of the structure, and is suitable for various wind power towers and similar engineering scenarios.

[0096] Specifically, the cross-sections of the first reinforcing tube 311 and the second reinforcing tube 312 can be semi-circular, square, arc-shaped, etc. In this embodiment, the shape of the first reinforcing tube 311 and the second reinforcing tube 312 is not specifically limited.

[0097] In one embodiment, such as Figure 1 As shown, the transition structure also includes a lower chord 400, which is connected to the support column 200. Along the height direction of the support column 200, the lower chord 400 and the upper chord 300 are spaced apart, and the lower chord 400 is located below the upper chord 300.

[0098] The lower chord 400 and the upper chord 300 of the truss are spaced apart along the height direction of the support column 200. Compared with a single upper chord 300, the connection between the lower chord 400, the upper chord 300, and the support column 200 can jointly resist loads in multiple horizontal and vertical directions. This not only effectively disperses the vertical pressure transmitted by the steel segment, but also enhances the structure's wind and torsional resistance through the overall synergistic effect of the truss structure, significantly improving the stability of the transition structure under complex stress conditions.

[0099] The combination of the lower chord 400 of the truss, the upper chord 300 of the truss, and the support column 200 significantly increases the bending stiffness of the structure, effectively reduces the lateral displacement and deformation of the structure, and thus improves the overall load-bearing capacity to meet the needs of heavy-duty equipment such as large wind turbines.

[0100] Specifically, the lower chord 400 of the truss, as an independent component, can be manufactured separately from the upper chord 300 and the support column 200, reducing processing difficulty and cost. If any component is damaged later, the lower chord 400 can be disassembled and replaced separately without dismantling the entire structure, significantly improving maintenance convenience.

[0101] Specifically, the lower chord 400 of the truss can be a ring-shaped pipe or a ring-shaped plate, etc. In this embodiment, the structure of the lower chord 400 of the truss is not specifically limited.

[0102] In one embodiment, such as Figure 1 and Figure 3 As shown, the lower chord 400 of the truss includes multiple lower chord segments 410, which are spaced apart and correspond one-to-one with the upper chord segments 310. The two ends of each lower chord segment 410 are connected to two adjacent support columns 200.

[0103] The lower chord segment 410 is set one-to-one with the upper chord segment 310, forming a vertically aligned force transmission unit with the upper chord segment 310 and the support column 200. When a certain upper chord segment 310 bears a load, the corresponding lower chord segment 410 can simultaneously form a reverse tensile or compressive balance through the support columns 200 at both ends, making the load transmission path more direct and clear, avoiding structural distortion or local overload caused by force transmission misalignment, and improving the overall rationality and stability of the force distribution.

[0104] The lower chord 400 of the truss adopts a segmented design, dividing the overall structure into multiple independent lower chord segments 410. Each upper chord segment 310 is smaller and lighter, facilitating factory prefabrication and reducing reliance on large processing equipment. During transportation, the segmented structure reduces the size of individual transported items, overcoming conventional transportation limitations and allowing for transfer using ordinary transport vehicles. Upon arrival at the construction site, standardized connection methods such as bolts enable rapid assembly, significantly reducing construction difficulty, shortening the installation cycle, and saving labor and time costs.

[0105] In one embodiment, such as Figure 1 and Figure 3 As shown, the transition structure also includes multiple vertical web members 500, which are spaced apart. The vertical web members 500 are located between the upper chord 300 and the lower chord 400 of the truss, and both ends of the vertical web members 500 are connected to the upper chord 300 and the lower chord 400 of the truss, respectively.

[0106] The vertical web members 500 connect the upper chord 300 and the lower chord 400 of the truss, allowing the upper chord 300 to transfer the load to the lower chord 400 via the vertical web members 500. The lower chord 400 then transfers the load to the support column 200, making the entire transition structure a stable spatial load-bearing structure. This avoids deformation concentration caused by the upper chord 300 or the lower chord 400 being subjected to load alone. Through the synergistic effect of the vertical web members 500, the overall stiffness and buckling resistance of the transition structure are improved. Especially when subjected to dynamic loads such as wind vibration and vibration, it can effectively suppress local structural vibration and enhance stability.

[0107] Under horizontal loads (such as strong winds), the upper chord 300 and the lower chord 400 of the truss may experience relative lateral displacement. The vertical web members 500 form anti-lateral displacement supports by limiting the difference in lateral displacement between the upper chord 300 and the lower chord 400 of the truss.

[0108] Specifically, the vertical bracing 500 can be installed at an angle or vertically. In this embodiment, the installation method of the vertical bracing 500 is not specifically limited.

[0109] In one embodiment, such as Figure 1 and Figure 3 As shown, a groove 510 is provided at the top of the vertical web member 500, and the groove 510 is correspondingly provided with the connecting section 100. The vertical web member 500 is connected to the connecting section 100 by embedding it into the bottom of the connecting section 100 through the groove 510.

[0110] During the installation and fixing of the vertical web member 500, the groove 510 at the top of the vertical web member 500 is embedded into the bottom of the connecting section 100, thereby connecting the vertical web member 500 and the connecting section 100. The vertical web member 500 and the connecting section 100 are mechanically locked through the engagement of the groove 510, restricting the lateral displacement of the vertical web member 500 and ensuring a firm and reliable connection between the vertical web member 500 and the connecting section 100. At the same time, because the vertical web member 500 is connected to the connecting section 100, the connecting section 100 can directly transfer part of the load to the vertical web member 500, and then transfer the load to the lower chord 400 of the truss and the support column 200 through the vertical web member 500. This allows the load borne by the connecting section 100 to be evenly distributed, effectively avoiding stress concentration and the risk of local buckling.

[0111] Specifically, the groove 510 can be rectangular, dovetail-shaped, etc. In this embodiment, the shape of the groove 510 is not specifically limited.

[0112] Specifically, when the connecting section 100 is an annular or arc-shaped structure (such as a circular wind turbine tower transition section), the groove 510 can be machined with a curved profile (such as an arc-shaped groove with the same curvature as the outer wall of the connecting section 100) to ensure seamless fitting during mating and avoid the assembly gaps generated by traditional planar connections on the arc surface.

[0113] In one embodiment, such as Figure 1 and Figure 2 As shown, a slot 220 is provided on the top of the support column 200, and the slot 220 is correspondingly provided with the connecting section 100. The support column 200 is embedded into the bottom of the connecting section 100 through the slot 220, thereby connecting the support column 200 and the connecting section 100.

[0114] The support column 200 achieves rapid and precise positioning with the bottom of the connecting section 100 via the slot 220. During installation, initial fixation is achieved simply by inserting the slot 220 of the support column 200 into the connecting section 100. Subsequent connection can be completed by bolt tightening or welding, eliminating the need for complex measurement and adjustment processes and reducing the assembly time of the transition structure. Simultaneously, because the slot 220 at the top of the support column 200 engages with the bottom of the connecting section 100, the relative displacement between the support column 200 and the connecting section 100 is restricted. This effectively enhances the shear and tensile strength of the connection area when subjected to complex loads such as wind and gravity, thereby improving the overall stability of the transition structure.

[0115] Specifically, the slot 220 can be a square slot, a rectangular slot, an arc slot, etc. In this embodiment of the application, the shape of the slot 220 is not specifically limited.

[0116] In one embodiment, such as Figure 1 and Figure 2 As shown, the support column 200 includes a first support section 230 and a second support section 240, wherein the first support section 230 and the second support section 240 are coaxially arranged. Multiple first support sections 230 are provided, and adjacent first support sections 230 are connected through second support sections 240. The wall thickness of the first support section 230 is greater than the wall thickness of the second support section 240, and both the upper chord 300 and the lower chord 400 of the truss are connected to the first support section 230 of the support column 200.

[0117] Since the support column 200 is formed by connecting the first support section 230 and the second support section 240, and the thicker-walled first support section 230 is connected to the upper chord 300 and the lower chord 400 of the truss, it can effectively cope with concentrated loads and improve the compressive and tensile strength of key nodes. The second support section 240 adopts a thin-walled design, which reduces the amount of steel used while meeting the force transmission requirements, avoids excessive reinforcement, achieves precise matching between material properties and load distribution, and reduces the self-weight and cost of the transition structure.

[0118] Specifically, the first support section 230 and the second support section 240 can be connected by welding or by fasteners such as bolts. In this embodiment, no specific restrictions are placed on the connection method of the first support section 230 and the second support section 240.

[0119] Specifically, a second support segment 240 may be provided between two adjacent first support segments 230, or multiple second support segments 240 may be provided. In this embodiment, the method of setting the first support segment 230 and the second support segment 240 is not limited.

[0120] In one embodiment, such as Figure 2 As shown, the inner wall of the first support section 230 is provided with at least one first reinforcing plate 231, and the first reinforcing plate 231 is correspondingly provided with the upper chord 300 and the lower chord 400 of the truss.

[0121] The connection between the first support section 230 and the upper chord 300 and lower chord 400 of the truss is the main stress-bearing node. A first reinforcing plate 231 is installed on the inner wall of the stress-bearing node of the first support section 230, which can significantly improve the compressive and tensile strength of this area. By increasing the moment of inertia of the cross section, the first reinforcing plate 231 can effectively suppress the deformation or buckling caused by concentrated loads at the connection, ensuring the safety and stability of the transition structure.

[0122] The first reinforcing plate 231 is correspondingly installed with the upper chord 300 and the lower chord 400 of the truss, which can evenly distribute the load transmitted by the upper chord 300 and the lower chord 400 to the inner wall of the first support section 230, avoiding stress concentration in local areas. Through the coordinated stress distribution between the first reinforcing plate 231 and the wall of the first support section 230, stress is transmitted more evenly to the entire support column 200, reducing the possibility of fatigue failure caused by stress concentration and extending the service life.

[0123] Specifically, the first reinforcing plate 231 can be a flat reinforcing plate, a ribbed reinforcing plate, an annular reinforcing plate, etc. In this embodiment, the shape of the first reinforcing plate 231 is not specifically limited.

[0124] For example, the first reinforcing plate 231 is an annular reinforcing plate, which is welded around the inner wall of the first support section 230 to form a closed reinforcing ring.

[0125] In one embodiment, such as Figure 1 and Figure 2 As shown, the support column 200 has an installation cavity 250, which is suitable for the prestressing tendon to pass through. The installation cavity 250 extends along the height direction of the support column 200. The top of the support column 200 is provided with a connecting plate 260, and the connecting plate 260 has an installation groove 261 for fixing one end of the prestressing tendon.

[0126] Because the support column 200 has an internal installation cavity 250, when installing prestressing tendons, the prestressing tendons can be inserted into the installation cavity 250, and one end of the prestressing tendon can be fixed to the installation groove 261 of the connecting plate 260. The other end of the prestressing tendon can be installed on the lattice section. By tensioning the prestressing tendons, the support column 200 is placed in a pre-stressed state. When the support column 200 transmits loads, the pre-stress can offset part of the tensile stress, effectively improving the bending and crack resistance of the support column 200, changing its stress mode, and enhancing its load-bearing performance under complex loads.

[0127] By opening an installation groove 261 on the connecting plate 260, one end of the prestressing tendon can be fixed through the installation groove 261 to facilitate the installation of the prestressing tendon.

[0128] Specifically, the prestressing tendons can be high-strength steel strands, prestressed steel wires, etc. In this embodiment, the type of prestressing tendons is not specifically limited.

[0129] Specifically, the mounting groove 261 can be used with an anchor to fix one end of the prestressing tendon.

[0130] Specifically, such as Figure 2 As shown, a reinforcing rib 270 can be provided at the top of the support column 200. The support column 200 and the connecting plate 260 are connected by the reinforcing rib 270, which ensures that the connecting plate 260 is firmly fixed on the support column 200 and can also withstand a large load.

[0131] In one embodiment, such as Figure 3 As shown, a second reinforcing plate 320 is provided on the inner wall surface of the upper chord 300 and the lower chord 400 of the truss, and the second reinforcing plate 320 is correspondingly provided with the vertical web member 500.

[0132] The connection points between the vertical web member 500 and the upper chord 300 and lower chord 400 of the truss are the main load-bearing nodes. A second reinforcing plate 320 is installed on the inner wall surface of these load-bearing nodes on the upper chord 300 and lower chord 400, which significantly improves the compressive and tensile strength of this area. By increasing the moment of inertia of the cross-section, the second reinforcing plate 320 effectively suppresses deformation or buckling caused by concentrated loads at the connection points, ensuring the safety and stability of the transition structure.

[0133] The second reinforcing plate 320 is correspondingly set with the vertical web member 500, which can evenly distribute the load transmitted by the upper chord 300 and the lower chord 400 of the truss to the inner wall of the upper chord 300 and the lower chord 400 of the truss, avoid stress concentration in local areas, and make the stress more evenly transmitted to the entire upper chord 300 and the lower chord 400 of the truss, reduce the possibility of fatigue failure caused by stress concentration, and extend the service life.

[0134] Specifically, the second reinforcing plate 320 can be a flat reinforcing plate, a ribbed reinforcing plate, an annular reinforcing plate, etc. In this embodiment, the shape of the second reinforcing plate 320 is not specifically limited.

[0135] In one embodiment, such as Figure 1 As shown, the connecting segment 100 includes a first connecting body 140 and a second connecting body 150 arranged symmetrically, and the first connecting body 140 and the second connecting body 150 are detachably connected.

[0136] The connecting section 100 is divided into two symmetrical connecting bodies 140 and 150. Compared with the overall structure, each part is smaller and lighter, allowing for the selection of smaller transport vehicles and reducing transportation difficulty and cost. During installation, one side of the body can be hoisted first for positioning, and then the other side can be installed, making the operation more flexible. Especially in complex environments such as high altitudes and narrow spaces, it can be completed without large hoisting equipment, significantly improving installation efficiency and construction safety.

[0137] Specifically, the first connecting body 140 and the second connecting body 150 can be detachably connected through a connecting flange. In this embodiment, no specific restrictions are placed on the connection method of the first connecting body 140 and the second connecting body 150.

[0138] Specifically, such as Figure 1 As shown, some of the upper chord segment 310 or the lower chord segment 410 can also be divided into two symmetrical structures, which can be detachably connected to facilitate the transportation and hoisting of the transition structure.

[0139] In one embodiment, such as Figure 1 As shown, both the first connecting part 110 and the second connecting part 210 are connecting flanges.

[0140] When both the first connecting part 110 and the second connecting part 210 adopt connecting flanges, they can be quickly positioned and tightened by bolts, without the need for on-site measurement or customized processing, thus improving assembly efficiency.

[0141] In addition, flange connections distribute loads evenly through multiple sets of bolts, forming a stable, rigid joint. The preload of the bolts compensates for gaps at the connection, preventing loosening due to vibration.

[0142] In one embodiment, such as Figure 1 As shown, the transition structure also includes multiple spaced node plates 600. One end of the node plate 600 is connected to the support column 200 and the lower chord of the truss 400, and the other end is adapted to be connected to the lattice segment.

[0143] One end of the node plate 600 is firmly connected to the support column 200 and the lower chord of the truss 400, and the other end is connected to the lattice section, which further ensures that the transition structure is firmly connected to the lattice section, enhances the overall stiffness and anti-lateral displacement capacity of the transition structure, effectively limits the relative displacement between the components, and enables the transition structure to deform in coordination when subjected to horizontal loads such as wind loads and seismic forces, thereby reducing structural vibration and swaying.

[0144] According to an embodiment of the present invention, another aspect provides a wind power generation device, including a steel section, a lattice section, and a transition structure.

[0145] Specifically, the transition structure is connected to the steel segment via the first connecting part 110, and the transition structure is connected to the lattice segment via the second connecting part 210.

[0146] In this wind power generation device, the transition structure is connected to the steel segment through the first connecting part 110 of the connecting section 100, and fixed to the lattice segment through the second connecting part 210 at the bottom of the support column 200. This achieves a morphological transition from the closed ring structure of the steel segment to the point support structure of the lattice segment, ensuring a smooth connection between the upper and lower parts and a firm connection.

[0147] When the steel segment transfers the load to the connecting section 100 of the transition structure, multiple support columns 200 spaced around the bottom of the connecting section 100 can directly distribute part of the load to each support column 200 at the connection point and then transfer it to the lattice segment. Simultaneously, at the non-connection points between the connecting section 100 and the support columns 200, another portion of the load can be transferred to the upper chord 300 of the truss surrounding its outer surface, and then the upper chord 300 distributes the load to each support column 200. This force transmission method ensures that the load borne by the connecting section 100 is evenly distributed, effectively avoiding stress concentration and the risk of local buckling, meeting the usage requirements of large wind turbines under high load conditions, while enhancing the overall stiffness and stability of the transition structure, ensuring its structural integrity and tower operation safety under complex stress environments.

[0148] The terms "upper" and "lower" are used to describe the relative positions of the various structures in the accompanying drawings. They are only for clarity of description and are not intended to limit the scope of implementation of this application. Any changes or adjustments to the relative positions without substantially altering the technical content shall also be considered within the scope of implementation of this application.

[0149] It should be noted that, in this application, unless otherwise expressly specified and limited, "above" or "below" the second feature can mean that the first feature is in direct contact with the second feature, or that the first feature is in indirect contact with the second feature through an intermediate medium. Furthermore, "above," "on top of," and "over" the second feature can mean that the first feature is directly above or diagonally above the second feature, or simply indicates that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature can mean that the first feature is directly below or diagonally below the second feature, or simply indicates that the first feature is at a lower horizontal level than the second feature.

[0150] Furthermore, in this application, unless otherwise expressly specified and limited, the terms "installation," "connection," "linking," and "fixing," 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 direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this application according to the specific circumstances.

[0151] In the description of this specification, the references to terms such as "one embodiment," "some embodiments," "illustrative embodiment," "example," "specific example," or "some examples," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of this disclosure. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples.

[0152] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of this application, and are not intended to limit them. Although this application 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 therein. Such 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 this application.

Claims

1. A transition structure, characterized in that, include: The connecting section (100) is provided with a first connecting part (110), which is adapted to be connected to the steel section; Multiple support columns (200) are arranged at circumferential intervals along the bottom of the connecting section (100). The top of the support column (200) is connected to the bottom of the connecting section (100). The bottom of the support column (200) is provided with a second connecting part (210), which is adapted to be connected to the lattice section. The truss upper chord (300) is disposed around the outer surface of the connecting section (100) and connected to the connecting section (100), and is connected to the support column (200).

2. The transition structure according to claim 1, characterized in that, The truss upper chord (300) includes a plurality of spaced upper chord segments (310), which are located between two adjacent support columns (200). The outer wall of the upper chord segment (310) is connected to the connecting segment (100), and both ends of the upper chord segment (310) are respectively connected to two adjacent support columns (200).

3. The transition structure according to claim 2, characterized in that, The connecting segment (100) is annular, and the connecting segment (100) has an inner wall surface (120) and an outer wall surface (130); The upper chord section (310) includes a first reinforcing tube (311) and a second reinforcing tube (312) arranged opposite to each other. The outer wall surface of the first reinforcing tube (311) is connected to the inner wall surface (120), and the outer wall surface of the second reinforcing tube (312) is connected to the outer wall surface (130).

4. The transition structure according to claim 3, characterized in that, The transition structure also includes a truss lower chord (400), which is connected to the support column (200); Along the height direction of the support column (200), the lower chord (400) of the truss and the upper chord (300) of the truss are spaced apart, and the lower chord (400) of the truss is located below the upper chord (300) of the truss.

5. The transition structure according to claim 4, characterized in that, The lower chord (400) of the truss includes a plurality of spaced lower chord segments (410), each of which corresponds to one of the upper chord segments (310). The two ends of each lower chord segment (410) are connected to two adjacent support columns (200).

6. The transition structure according to claim 4, characterized in that, The transition structure also includes a plurality of spaced vertical web members (500), which are located between the upper chord (300) and the lower chord (400) of the truss, and the two ends of the vertical web members (500) are respectively connected to the upper chord (300) and the lower chord (400) of the truss.

7. The transition structure according to claim 6, characterized in that, The top of the vertical brace (500) is provided with a groove (510) corresponding to the connecting section (100), and the vertical brace (500) is embedded into the bottom of the connecting section (100) through the groove (510) and connected to the connecting section (100).

8. The transition structure according to any one of claims 4 to 7, characterized in that, The top of the support column (200) is provided with a slot (220) corresponding to the connecting section (100), and the support column (200) is embedded into the bottom of the connecting section (100) through the slot (220) and connected to the connecting section (100).

9. The transition structure according to any one of claims 4 to 7, characterized in that, The support column (200) includes a first support section (230) and a second support section (240) arranged coaxially. The first support section (230) is provided in multiple ways, and two adjacent first support sections (230) are connected through the second support section (240). The wall thickness of the first support section (230) is greater than that of the second support section (240), and both the upper chord (300) and the lower chord (400) of the truss are connected to the first support section (230) of the support column (200).

10. The transition structure according to claim 9, characterized in that, At least one first reinforcing plate (231) is provided on the inner wall surface of the first support section (230), and the first reinforcing plate (231) is provided in correspondence with the upper chord (300) and the lower chord (400) of the truss.

11. The transition structure according to any one of claims 4 to 7, characterized in that, The support column (200) is provided with an installation cavity (250) for the prestressing tendons to pass through, and the installation cavity (250) extends along the height direction of the support column (200); The top of the support column (200) is provided with a connecting plate (260), and the connecting plate (260) is provided with an installation groove (261), which is suitable for fixing one end of the prestressing tendon.

12. The transition structure according to claim 6, characterized in that, The inner wall surfaces of the upper chord (300) and the lower chord (400) of the truss are provided with a second reinforcing plate (320), and the second reinforcing plate (320) is provided correspondingly to the vertical web member (500).

13. The transition structure according to any one of claims 1 to 7, characterized in that, The connecting segment (100) includes a first connecting body (140) and a second connecting body (150) arranged symmetrically, and the first connecting body (140) and the second connecting body (150) are detachably connected.

14. The transition structure according to any one of claims 1 to 7, characterized in that, Both the first connecting part (110) and the second connecting part (210) are connecting flanges.

15. The transition structure according to any one of claims 4 to 7, characterized in that, The transition structure also includes a plurality of spaced node plates (600), one end of which is connected to the support column (200) and the lower chord (400) of the truss, and the other end is adapted to be connected to the lattice segment.

16. A wind power generation device, characterized in that, include: steel section; Lattice segment; The transition structure according to any one of claims 1 to 15, wherein the transition structure is connected to the steel segment via the first connecting part (110), and the transition structure is connected to the lattice segment via the second connecting part (210).

Images