Concrete wind power tower tube structure adopting fiber concrete to reinforce joints
By setting a fiber concrete reinforced joint structure at the butt joint of the wind turbine tower, including a cylinder body, a casting cavity layer and a baffle, the tensile performance of the wind turbine tower is improved, cracking is prevented, and at the same time, the prestressing of the arc bolts on the horizontal and vertical seams is reduced, thereby reducing costs and simplifying the installation process.
Patent Information
- Application Number
- CN202423143265.5
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-12-19
- Publication Date
- 2025-09-23
- Estimated Expiration
- 2034-12-19
AI Technical Summary
Under complex stress conditions, the concrete casting cavity layer in the transverse and vertical joints of existing wind turbine towers has weak stress performance and is prone to cracking, and the prestress applied by the arc bolts has a greater impact.
The fiber concrete reinforced joint structure includes two butted cylinders, a casting cavity layer and a baffle. The casting cavity layer is filled with tensile concrete to enhance the tensile performance and reduce the influence of prestress.
It improves the tensile performance of the tower under complex stress conditions, prevents cracking, reduces costs and simplifies the installation process.
Smart Images
Figure CN223374549U_ABST
Abstract
Description
Technical Field
[0001] The utility model belongs to the technical field of wind power towers, and in particular relates to a concrete wind power tower structure with fiber concrete reinforced joints. Background Art
[0002] Wind power generation technology has developed rapidly in recent years. Steel-concrete hybrid structure towers have been widely used in onshore wind turbines due to their advantages of large bearing capacity, high rigidity and low material cost.
[0003] The steel-concrete hybrid structure tower consists of an upper steel tower and a lower prestressed concrete tower. The prestressed concrete tower is a prefabricated and assembled structure. After the prefabricated concrete components are manufactured in the factory, they are assembled on site.
[0004] In actual operation, the tower mainly bears bending moment loads, and tensile stress is not allowed under normal use. This leads to a high demand for prestressing level in the tower structure. The increase in compressive stress of concrete will greatly reduce the fatigue life of concrete.
[0005] Once the tensile stress in the tower exceeds that of ordinary concrete, cracks will occur in the transverse and vertical joints. Therefore, in order to reduce the prestress applied by the arc bolts and improve the tensile performance of the transverse and vertical joints, a concrete wind turbine tower structure with fiber concrete reinforced joints is proposed. Utility Model Content
[0006] In view of the above-mentioned deficiencies of the prior art, the technical problem to be solved by the present invention is: how to provide a concrete wind turbine tower structure with fiber concrete reinforced joints to solve the problem of weak stress performance of the concrete casting cavity layer in the transverse and vertical joints of the wind turbine tower under complex stress conditions.
[0007] In order to solve the above technical problems, the present invention adopts the following technical solutions:
[0008] A concrete wind turbine tower structure with fiber concrete reinforced joints includes two mutually butted cylinders, a casting cavity layer and a baffle, a butt joint gap is formed between the two cylinders, the casting cavity layer is arranged in the two cylinders and located at the butt joint of the two cylinders, the length of the casting cavity layer is consistent with the length of the butt joint gap, the width of the casting cavity layer is a distance relatively extended to both sides with the butt joint gap as the center line, there are two baffles, respectively arranged between the casting cavity layer and the side walls of the two cylinders, and tensile concrete is cast in the casting cavity layer.
[0009] Compared with the existing technology, the utility model has the following advantages for a concrete wind turbine tower structure using fiber concrete reinforced joints:
[0010] By setting up two mutually docked cylinders, casting cavity layers and baffles, the tensile performance between the two cylinders can be enhanced by pouring tensile concrete in the casting cavity layer, preventing cracks in the transverse and vertical joints when the tensile stress in the tower exceeds the tensile stress of ordinary concrete. At the same time, it also reduces the influence of the prestress applied by the arc bolts on the tensile performance of the transverse and vertical joints.
[0011] The above-mentioned concrete wind turbine tower structure using fiber concrete reinforced joints has the advantages of simple structure and easy implementation. It is suitable for installation and use at the joint gaps of existing wind turbine towers, and has low cost of use and can improve efficiency. BRIEF DESCRIPTION OF THE DRAWINGS
[0012] Figure 1 This is a schematic diagram of a transverse seam segment of the present utility model;
[0013] Figure 2 This is a schematic diagram of a vertical seam segment of the present utility model;
[0014] Description of Reference Numerals
[0015] 100 cylinder, 110 casting cavity layer, 120 baffle;
[0016] 200 horizontal seams;
[0017] 300 vertical seams. DETAILED DESCRIPTION
[0018] The present invention will be described in further detail below with reference to the accompanying drawings.
[0019] When implementing: Figure 1 and Figure 2 As shown, a concrete wind power tower structure using fiber concrete reinforced joints is characterized in that it includes two mutually docked cylinders 100, a casting cavity layer 110 and a baffle 120, a docking gap is formed between the two cylinders 100, the casting cavity layer 110 is arranged in the two cylinders 100 and is located at the docking point of the two cylinders 100, the length of the casting cavity layer 110 is consistent with the length of the docking gap, the width of the casting cavity layer 110 is a distance relatively extended to both sides with the docking gap as the center line, there are two baffles 120, which are respectively arranged between the casting cavity layer 110 and the side walls of the two cylinders 100, and tensile concrete is poured in the casting cavity layer 110.
[0020] Compared with the existing technology, the utility model has the following advantages for a concrete wind turbine tower structure using fiber concrete reinforced joints:
[0021] By setting up two mutually docked cylinders 100, a casting cavity layer 110 and a baffle 120, it is possible to enhance the tensile strength between the two cylinders 100 by pouring tensile concrete in the casting cavity layer 110, thereby preventing cracking in the transverse joints 200 and vertical joints 300 when the tensile stress in the tower exceeds the tensile stress of ordinary concrete. At the same time, it also reduces the influence of the prestress applied by the arc bolts on the tensile strength of the transverse joints 200 and vertical joints 300.
[0022] The above-mentioned concrete wind turbine tower structure using fiber concrete reinforced joints has the advantages of simple structure and easy implementation. It is suitable for installation and use at the joint gaps of existing wind turbine towers, and has low cost of use and can improve efficiency.
[0023] During implementation, stirrups and longitudinal bars arranged in a crisscross pattern are further provided in the cylinder 100 .
[0024] In this embodiment, Figure 1 and Figure 2 As shown, the tensile concrete is steel fiber concrete.
[0025] In this way, the steel fiber concrete can effectively increase the tensile stress of the two cylinders 100 at the joint gap, reducing the risk of gap expansion or fracture.
[0026] In practice, steel fiber reinforced concrete is a novel multiphase composite material formed by incorporating randomly distributed short steel fibers into ordinary concrete. These randomly distributed steel fibers effectively inhibit the expansion of microcracks within the concrete and the formation of macrocracks, significantly improving the concrete's tensile, flexural, impact, and fatigue resistance, and imparting excellent ductility.
[0027] In this embodiment, Figure 1 and Figure 2 As shown, the tensile concrete is ultra-high performance concrete.
[0028] In this way, the ultra-high performance concrete is used to further increase the tensile stress of the two cylinders 100 at the joint gap, reducing the risk of gap expansion or fracture. Compared with steel fiber concrete, ultra-high performance concrete has better durability and mechanical properties, and can maintain a high tensile stress in the wind turbine tower for a long time.
[0029] When implemented, ultra-high performance concrete, referred to as UHPC (Ultra-High Performance Concrete), includes two aspects of "ultra-high" - ultra-high durability and ultra-high mechanical properties. The differences between UHPC and ordinary concrete or high-performance concrete include: no coarse aggregate is used, silica fume and fiber (steel fiber or composite organic fiber) must be used, the cement dosage is large, and the water-cement ratio is very low.
[0030] In this embodiment, Figure 1 and Figure 2 As shown, the tensile concrete is a mixture of steel fiber concrete and ultra-high performance concrete and ordinary concrete.
[0031] In this way, due to the mixing of ordinary concrete, the tensile stress between the two towers at the joint gap can be increased while the casting cost can be reduced.
[0032] In this embodiment, Figure 1 and Figure 2 As shown, the butt joint gap is a transverse joint 200, the casting cavity layer 110 is arranged in the transverse joint 200, and the length of the casting cavity layer 110 is consistent with the length of the transverse joint 200, and the width of the casting cavity layer 110 is a distance relatively extended to the upper and lower sides with the transverse joint 200 as the center line.
[0033] In this way, the casting layer is set in the upper and lower sections of the transverse joint 200, which can simultaneously apply tensile stress to the upper and lower parts of the cylinder 100, while reducing the influence of the prestress applied by the arc bolts on the tensile performance of the transverse joint 200 and vertical joint 300 areas.
[0034] In this embodiment, Figure 1 and Figure 2 As shown, the width of the casting cavity layer 110 of the transverse joint 200 is 300 mm.
[0035] In this way, the casting cavity layer 110 has a sufficient width, which increases the reliability when applying tensile stress to the two towers. The width of 300 mm can not only ensure that the applied tensile stress is sufficient, but also save casting volume and reduce costs.
[0036] In this embodiment, Figure 1 and Figure 2 As shown, the butt joint gap is a vertical seam 300, the casting cavity layer 110 is arranged in the vertical seam 300, and the length of the casting cavity layer 110 is consistent with the length of the vertical seam 300, and the width of the casting cavity layer 110 is a distance relatively extended to the left and right sides with the vertical seam 300 as the center line.
[0037] In this way, the casting layer is set in the left and right sections of the vertical seam 300, which can simultaneously apply tensile stress to the left and right parts of the cylinder 100, while reducing the influence of the prestress applied by the arc bolts on the tensile performance of the transverse seam 200 and vertical seam 300 areas.
[0038] In this embodiment, Figure 1 and Figure 2As shown, the width of the casting cavity layer 110 of the vertical joint 300 is 300 mm.
[0039] In this way, the pouring cavity layer 110 is provided with a sufficient width, which can improve the reliability when tensile stress is applied to the two towers. The width of 300 mm can ensure that the tensile stress applied is sufficient, and can also save pouring volume and reduce costs.
[0040] The above are only preferred implementations of the present invention. It should be pointed out that various modifications and improvements made by those skilled in the art without departing from the present technical solution should also be deemed to fall within the scope of protection required by the claims.
Claims
1. A concrete wind turbine tower structure with fiber reinforced concrete joints, characterized by: It includes two mutually docked cylinders, a casting cavity layer and a baffle. A docking gap is formed between the two cylinders. The casting cavity layer is arranged in the two cylinders and is located at the docking point of the two cylinders. The length of the casting cavity layer is consistent with the length of the docking gap. The width of the casting cavity layer is a distance relatively extended to both sides with the docking gap as the center line. There are two baffles, which are respectively arranged between the casting cavity layer and the side walls of the two cylinders. Tensile concrete is poured in the casting cavity layer.
2. The concrete wind turbine tower structure with fiber concrete reinforced joints according to claim 1, characterized in that: The tensile concrete is steel fiber concrete.
3. The concrete wind turbine tower structure with fiber concrete reinforced joints according to claim 1, characterized in that: The tensile concrete is ultra-high performance concrete.
4. The concrete wind turbine tower structure with fiber concrete reinforced joints according to claim 1, characterized in that: The tensile concrete is a mixture of steel fiber concrete and ultra-high performance concrete and ordinary concrete.
5. A concrete wind turbine tower structure with fiber concrete reinforced joints according to any one of claims 1 to 4, characterized in that: The butt joint gap is a transverse joint, the casting cavity layer is arranged in the transverse joint, and the length of the casting cavity layer is consistent with the length of the transverse joint. The width of the casting cavity layer is a distance relatively extended upward and downward with the transverse joint as the center line.
6. The concrete wind turbine tower structure with fiber concrete reinforced joints according to claim 5, characterized in that: The width of the casting cavity layer of the transverse joint is 300 mm.
7. A concrete wind turbine tower structure with fiber concrete reinforced joints according to any one of claims 1 to 4, characterized in that: The butt joint gap is a vertical seam, the casting cavity layer is arranged in the vertical seam, and the length of the casting cavity layer is consistent with the length of the vertical seam. The width of the casting cavity layer is a distance relatively extended to the left and right sides with the vertical seam as the center line.
8. The concrete wind turbine tower structure with fiber concrete reinforced joints according to claim 7, characterized in that: The width of the casting cavity layer of the vertical joint is 300 mm.