Novel combined switching structure for wind power tower
By employing reinforcement and coordination mechanisms in the transition section of the wind turbine tower, the problems of uneven stress and cracks caused by loosening in traditional connection methods have been solved, achieving a high-strength and stable connection in the transition section and ensuring the safe operation of the wind turbine.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- CHONGQING JIAOTONG UNIV
- Filing Date
- 2025-06-18
- Publication Date
- 2026-04-17
AI Technical Summary
Traditional wind turbine tower transition section connection methods are prone to loosening, resulting in uneven stress distribution, easy cracking, affecting structural safety, and difficult to detect and repair in time, leading to economic losses and safety hazards.
The design employs reinforcement, auxiliary, and cooperating mechanisms, including stiffening ribs, reinforcing bars, and bolt connections between the inner and outer steel shells, forming a rigid connection that enhances the load-bearing capacity and overall strength of the transition section.
It improves the load-bearing capacity and overall strength of the transition section, reduces the risk of stress concentration and crack formation, ensures the safe and stable operation of the wind turbine, and expands the applicability of the device.
Smart Images
Figure CN224134772U_ABST
Abstract
Description
Technical Field
[0001] This utility model relates to the field of wind power tower technology, and in particular to a novel combined transition structure for wind power towers. Background Technology
[0002] In the field of wind power generation, the steel-concrete tower of wind turbines plays a crucial role as an important supporting structure. It cleverly combines concrete and steel sections, fully leveraging the advantages of concrete's good compressive strength and steel's high tensile strength. However, due to significant differences in material properties and structural forms between concrete and steel sections, they cannot be directly connected. Therefore, a transition section is needed to achieve a smooth connection between the two.
[0003] The transition section connects the upper steel tower and the lower concrete section. During wind turbine operation, the transition section must simultaneously bear various external loads transmitted from the upper steel tower, such as wind force, the tower's own weight, and vibration loads generated by the turbine's operation; at the same time, it must also bear the prestress of the concrete section to maintain the stability of the entire tower structure. This complex stress state makes the transition section one of the most critical stress-bearing parts of the entire steel-concrete tower, placing extremely high demands on its design and manufacturing.
[0004] To meet the load-bearing capacity requirements of the transition section under complex stress conditions, traditional design schemes typically employ general reinforced concrete structures. In such structures, structural reinforcement is used to connect the inner and outer steel shells. In practice, construction workers use a tying method, arranging the reinforcing bars between the inner and outer shells according to design requirements, and then pouring concrete to form a unified whole, allowing the reinforcement and concrete to jointly bear external forces. However, this tying connection method has certain limitations. Because the tying of the reinforcing bars is not a completely rigid connection, the bottom of the inner and outer steel shells is not actually rigidly connected, exhibiting some looseness. This looseness leads to uneven stress distribution during stress loading, and when cracks develop between the concrete and the tying bars, the overall strength of the transition section is insufficient. Furthermore, over time and with the long-term operation of the wind turbine, cracks will appear on the bottom surface of the transition section. Since cracks may be small in the early stages and not easily detected in time, once the cracks expand, they will seriously affect the structural safety of the transition section and may even damage the entire steel-concrete tower of the wind turbine, causing huge economic losses and safety hazards to the wind farm. Therefore, we propose a new type of combined transition structure for wind turbine towers. Utility Model Content
[0005] The purpose of this invention is to provide a novel combined transition structure for wind turbine towers to solve the problems mentioned in the background art.
[0006] To solve the above-mentioned technical problems, the present invention adopts the following technical solution:
[0007] A novel combined transition structure for wind turbine towers includes an outer steel shell and an inner steel shell connected to the top of a concrete tower. The inner steel shell is fixed to the bottom of the inner side of the outer steel shell. Concrete is filled between the outer and inner steel shells. A reinforcing mechanism is assembled between the outer and inner steel shells. The reinforcing mechanism includes an inner cavity, a first stiffening rib, a second stiffening rib, a folded force-applying stiffening rib, and a stiffening steel plate. An inner cavity is formed between the outer and inner steel shells. Multiple first stiffening ribs are evenly distributed and fixed on one side of the inner cavity. Multiple second stiffening ribs corresponding to the positions of the first stiffening ribs are evenly distributed and fixed on the other side of the inner cavity. A folded force-applying stiffening rib is fixed to the bottom of the first and second stiffening ribs. The folded force-applying stiffening ribs are all fixed to the inner cavity. A stiffening steel plate is assembled between two adjacent sets of first and second stiffening ribs. The stiffening steel plate is connected to both the outer and inner steel shells. A through hole is formed on the inner side of each stiffening steel plate.
[0008] Preferably, an auxiliary mechanism is assembled between the first stiffening rib and the second stiffening rib, the auxiliary mechanism being used to increase the stability between the first stiffening rib and the second stiffening rib.
[0009] Preferably, the auxiliary mechanism includes stiffening rib holes and tie rods. Multiple stiffening rib holes are evenly distributed on the inner sides of the first and second stiffening ribs. A tie rod is fixed between two stiffening rib holes located on the same plane. The tie rods that are adjacent to each other are evenly arranged in an alternating manner.
[0010] Preferably, a steel tower is mounted on the top of the outer steel shell and the inner steel shell, and a mating mechanism is assembled between the steel tower and the outer steel shell.
[0011] Preferably, the mating mechanism includes screws and prestressed ducts. Multiple screws are evenly distributed and fixed on the inner side of the concrete. The screws are fixed to the steel tower through shear bolt caps. Multiple prestressed ducts are evenly distributed and fixed on the inner side of the concrete at a position away from the screws.
[0012] Preferably, the bottom of the outer steel shell is integrally fixed with an inclined section and a horizontal section, and the bottom of the folded stiffening ribs are all fitted and correspond to the inclined section and the horizontal section of the outer steel shell.
[0013] Preferably, the length of the screw is half or the same as the vertical length of the outer steel shell.
[0014] It is clear without a doubt that the technical solution described above in this application can solve the technical problem that this application aims to address.
[0015] At the same time, through the above technical solutions, this utility model has at least the following beneficial effects:
[0016] Through the structural design of the reinforcement mechanism, auxiliary mechanism and cooperating mechanism, this utility model enables the device to effectively improve the load-bearing capacity and overall strength of the transition section, reduce the risk of stress concentration and cracking, and provide a more reliable guarantee for the safe and stable operation of the steel-concrete tower of the wind turbine. Moreover, by controlling the length of the screw, the steel tower can be made larger, which is conducive to expanding the applicability of this device. Attached Figure Description
[0017] To more clearly illustrate the technical solutions of the embodiments of this utility model, the drawings used in the description of the embodiments will be briefly introduced below. Obviously, the drawings described below are some embodiments of this utility model. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.
[0018] Figure 1 This is a schematic diagram of the structure of this utility model;
[0019] Figure 2 This is a schematic diagram of the connection structure between the outer steel shell and the first stiffening rib of this utility model;
[0020] Figure 3 This is a cross-sectional structural diagram of the outer steel shell and inner steel shell of this utility model;
[0021] Figure 4 This is a schematic diagram of the connection structure between the first stiffening rib and the folded force-applying stiffening rib of this utility model;
[0022] Figure 5 This is a schematic diagram of the screw of this utility model when it is installed in half.
[0023] The attached diagram lists the components represented by each number as follows:
[0024] In the diagram: 1. Outer steel shell; 2. Inner steel shell; 3. Concrete; 4. Inner cavity; 5. First stiffening rib; 6. Second stiffening rib; 7. Folded stiffening rib; 8. Stiffening rib hole; 9. Reinforcing bar; 10. Steel tower; 11. Inclined section of outer steel shell; 12. Horizontal section of outer steel shell; 13. Screw rod; 14. Prestressed duct; 15. Stiffening steel plate. Detailed Implementation
[0025] To make the objectives, technical solutions, and advantages of this utility model clearer, the present utility model will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the present utility model and are not intended to limit the present utility model.
[0026] Example 1
[0027] Reference Figure 1-4 A novel combined transition structure for wind turbine towers includes an outer steel shell 1 and an inner steel shell 2 connected to the top of a concrete tower. The connection method to the top of the concrete tower is: casting, which offers superior integrity and durability, especially suitable for applications requiring high structural integrity and long-term stability; epoxy bonding offers advantages in terms of adhesion strength and ease of construction; both the outer steel shell 1 and the inner steel shell 2 are fixed with studs; the inner steel shell 2 is fixed to the bottom inside the outer steel shell 1; concrete 3 fills the space between the outer steel shell 1 and the inner steel shell 2; a reinforcing mechanism is assembled between the outer steel shell 1 and the inner steel shell 2, including an inner cavity 4, a first stiffening rib 5, a second stiffening rib 6, a folded force-applying stiffening rib 7, and a stiffening steel plate. 15. An inner cavity 4 is formed between the outer steel shell 1 and the inner steel shell 2. Multiple first stiffening ribs 5 are evenly distributed and fixed on one side of the inner cavity 4, and multiple second stiffening ribs 6 corresponding to the positions of the first stiffening ribs 5 are evenly distributed and fixed on the other side of the inner cavity 4. A folded force-applying stiffening rib 7 is fixed at the bottom of the first stiffening ribs 5 and the second stiffening ribs 6. The folded force-applying stiffening ribs 7 are fixed to the inner cavity 4. A stiffening steel plate 15 is assembled between two adjacent sets of first stiffening ribs 5 and second stiffening ribs 6. The setting of the stiffening steel plate 15 facilitates the improvement of the overall strength of the device. The stiffening steel plate 15 is connected to both the outer steel shell 1 and the inner steel shell 2. Through holes are opened on the inner side of the stiffening steel plate 15. The setting of through holes is beneficial to the integrity of the concrete after it is poured and formed.
[0028] An auxiliary mechanism is assembled between the first stiffening rib 5 and the second stiffening rib 6 to increase the stability between them. The auxiliary mechanism includes stiffening rib holes 8 and tie rods 9. Multiple stiffening rib holes 8 are evenly distributed on the inner sides of both the first stiffening rib 5 and the second stiffening rib 6. A tie rod 9 is fixed between two stiffening rib holes 8 located on the same plane. Adjacent tie rods 9 are evenly arranged in a staggered manner. In actual use, since the first stiffening rib 5, the second stiffening rib 6, and the folded force-applying stiffening rib 7 are an integrated structure, the tie rod 9 can be connected to the first stiffening rib 5 and the second stiffening rib 6 during the factory prefabrication stage. On-site, the first stiffening rib 5, the second stiffening rib 6, and the folded force-applying stiffening rib 7 can be welded to the inner side of the inner cavity 4, which facilitates improved overall assembly efficiency.
[0029] A steel tower 10 is mounted on the top of the outer steel shell 1 and the inner steel shell 2. A mating mechanism is installed between the steel tower 10 and the outer steel shell 1. The mating mechanism includes screws 13 and prestressed ducts 14. Multiple screws 13 are evenly distributed and fixed to the inner side of the concrete 3. The screws 13 are fixed to the steel tower 10 by shear bolt caps. Multiple prestressed ducts 14 are evenly distributed and fixed to the inner side of the concrete 3 at a position offset from the screws 13. By fixing the screws 13 to the steel tower 10, a stable connection between the transition section and the steel tower 10 can be achieved. When applied to a lattice-type steel-concrete composite wind turbine tower, the screws 13 and prestressed ducts 14 should be adjusted to the corresponding positions according to calculations.
[0030] The bottom of the outer steel shell 1 is integrally fixed with an inclined section 11 and a horizontal section 12. The bottom of the folded stiffening ribs 7 are all fitted and correspond to the inclined section 11 and the horizontal section 12. Through the setting of the inclined section 11, the horizontal section 12 and the folded stiffening ribs 7, a dense strength support area can be formed in the bottom area of the outer steel shell 1 and the inner steel shell 2, which, together with the concrete pouring, forms a rigid connection, which is beneficial to improving the structural strength of the transition section.
[0031] Example 2
[0032] Further optimizations to Example 1, specifically, such as... Figure 3 and Figure 5 As shown, the length of the screw 13 is half or the same as the vertical length of the outer steel shell 1. When the length of the screw 13 is controlled to be half the vertical length of the outer steel shell 1, the steel tower can be made larger, avoiding the traditional method of only passing through the bottom of the outer steel shell 1 with the screw 13, thus preventing interference with the bottom concrete tower.
[0033] In summary:
[0034] This utility model addresses the technical problem of traditional reinforced concrete structures used in transition sections to meet the load-bearing capacity requirements under complex stress conditions. In such structures, structural reinforcement is required to connect the inner and outer steel shells. Specifically, construction workers use a tying method, arranging reinforcing bars between the inner and outer shells according to design requirements, and then pouring concrete to form a unified structure that shares the load. However, this tying method has limitations. Because the tying of the reinforcing bars is not a completely rigid connection, the bottom of the inner and outer shells is not actually rigidly connected, exhibiting some looseness. This looseness leads to uneven stress distribution during stress loading, and when cracks appear between the concrete and the reinforcing bars, the overall strength of the transition section is insufficient. Furthermore, over time and with the long-term operation of the wind turbine, cracks will appear on the bottom surface of the transition section. Because cracks may be small in their early stages and difficult to detect in time, once they expand, they will seriously affect the structural safety of the transition section and may even damage the entire steel-concrete tower of the wind turbine, causing huge economic losses and safety hazards to the wind farm. By adopting the technical solutions of the above embodiments and through the above settings, this application can certainly solve the above technical problems and achieve the following technical effects:
[0035] Through the structural design of the reinforcement mechanism, auxiliary mechanism and cooperating mechanism, this utility model enables the device to effectively improve the load-bearing capacity and overall strength of the transition section, reduce the risk of stress concentration and cracking, and provide a more reliable guarantee for the safe and stable operation of the steel-concrete tower of the wind turbine. Moreover, by controlling the length of the screw 13, the steel tower can be made larger, which is conducive to expanding the applicability of this device.
[0036] In this utility model, unless otherwise explicitly 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 mechanical connection, an electrical connection, or a connection that allows communication between them; 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, unless otherwise explicitly limited. Those skilled in the art can understand the specific meaning of the above terms in this utility model according to the specific circumstances.
[0037] Obviously, the embodiments described above are only some embodiments of this utility model, not all embodiments. The accompanying drawings show preferred embodiments of this utility model, but do not limit the patent scope of this utility model. This utility model can be implemented in many different forms; rather, the purpose of providing these embodiments is to provide a more thorough and comprehensive understanding of the disclosure of this utility model. Although this utility model has been described in detail with reference to the foregoing embodiments, those skilled in the art can still modify the technical solutions described in the foregoing specific embodiments, or make equivalent substitutions for some of the technical features. Any equivalent structures made using the content of this utility model specification and drawings, directly or indirectly applied to other related technical fields, are similarly within the patent protection scope of this utility model.
Claims
1. A new combined adapter structure for a wind turbine tower, characterized in that, The structure includes an outer steel shell (1) and an inner steel shell (2) connected to the top of the concrete tower. The inner steel shell (2) is fixed to the bottom of the inner side of the outer steel shell (1). Concrete (3) is filled between the outer steel shell (1) and the inner steel shell (2). A reinforcing mechanism is assembled between the outer steel shell (1) and the inner steel shell (2). The reinforcing mechanism includes an inner cavity (4), a first stiffening rib (5), a second stiffening rib (6), a folded force-applying stiffening rib (7), and a stiffening steel plate (15). An inner cavity (4) is formed between the outer steel shell (1) and the inner steel shell (2). One side of the inner cavity (4) is evenly distributed and fixed with... Multiple first stiffening ribs (5) are provided. Multiple second stiffening ribs (6) corresponding to the positions of the first stiffening ribs (5) are evenly distributed and fixed on the other side of the inner cavity (4). A folded force-applying stiffening rib (7) is fixed at the bottom of the first stiffening ribs (5) and the second stiffening ribs (6). The folded force-applying stiffening ribs (7) are all fixed to the inner cavity (4). A stiffening steel plate (15) is assembled between two adjacent sets of first stiffening ribs (5) and second stiffening ribs (6). The stiffening steel plate (15) is connected to the outer steel shell (1) and the inner steel shell (2). A through hole is opened on the inner side of the stiffening steel plate (15).
2. A new combined adapter structure for a wind power tower according to claim 1, characterized in that, An auxiliary mechanism is assembled between the first stiffening rib (5) and the second stiffening rib (6), the auxiliary mechanism being used to increase the stability between the first stiffening rib (5) and the second stiffening rib (6).
3. A new combined adapter structure for a wind power tower according to claim 2, characterized in that, The auxiliary mechanism includes stiffening rib holes (8) and tie bars (9). Multiple stiffening rib holes (8) are evenly distributed on the inner sides of the first stiffening rib (5) and the second stiffening rib (6). A tie bar (9) is fixed between two stiffening rib holes (8) located on the same plane. The tie bars (9) adjacent to each other are evenly arranged in an alternating manner.
4. A new combined adapter structure for a wind power tower according to claim 1, characterized in that, A steel tower (10) is assembled on the top of the outer steel shell (1) and the inner steel shell (2), and a mating mechanism is assembled between the steel tower (10) and the outer steel shell (1).
5. A novel combined adapter structure for a wind power tower according to claim 4, characterized in that, The fitting mechanism includes screws (13) and prestressed ducts (14). Multiple screws (13) are evenly distributed and fixed on the inner side of the concrete (3). The screws (13) are fixed to the steel tower (10) by shear bolt caps. Multiple prestressed ducts (14) are evenly distributed and fixed on the inner side of the concrete (3) at a position away from the screws (13).
6. A new combined adapter structure for wind tower according to claim 1, characterized in that, The bottom of the outer steel shell (1) is integrally fixed with an inclined section (11) and a horizontal section (12) of the outer steel shell, and the bottom of the folded force-applying stiffening rib (7) is in contact with the inclined section (11) and the horizontal section (12) of the outer steel shell.
7. A novel combined adapter structure for a wind power tower according to claim 5, characterized in that, The length of the screw (13) is half or the same as the vertical length of the outer steel shell (1).