Vertical rib node of wind power foundation frame

Abstract

The utility model provides a vertical rib node of a wind power foundation frame. The vertical rib node comprises a plurality of first circumferential ribs and a plurality of second circumferential ribs, the erection ribs are fixedly connected with the first circumferential ribs in a crossed manner; and the radial ribs are arranged at the tops of the erecting ribs. The supporting mode of the erecting ribs in the fan foundation is not single any more, the bottoms of the erecting ribs do not need to be stacked with reinforcing steel bars at the bottom of the fan foundation, a plurality of radial reinforcing steel bars can be placed on the tops of the erecting ribs, arrangement is easier and more convenient, supporting is more stable, the using amount of the reinforcing steel bars is saved, and construction is easy and rapid.

Description

Technical Field

[0001] The utility model relates to the technical field of wind power foundations, in particular to a wind power foundation erection bar node. Background Art

[0002] With the rapid development of the wind power generation industry, the capacity of wind turbines is getting larger and larger. Large-scale wind turbines have been widely used, and the design of wind turbine foundations is becoming more and more important. The foundation forms are generally circular extended foundations, pile foundations, etc. Whether it is a circular extended foundation or a pile foundation, the reinforcement arrangement method and construction method of the wind turbine foundation have an important impact on the construction of the wind turbine foundation.

[0003] In the traditional method, only one radial bar can be placed at the top of the erection bar, and it is not easy to place the erection bar under the radial bar at the radiation center. The number of erection bars is often too many, and the steel consumption is large. Summary of the Utility Model

[0004] The utility model provides a wind power foundation erection bar node to solve the problem of inflexible arrangement of erection bars in the traditional support method.

[0005] To solve the above technical problems, the technical solution of the new model is as follows:

[0006] A wind power foundation erection bar node, comprising:

[0007] A plurality of first circumferential bars arranged in parallel;

[0008] An erection bar cross-fixedly connected to the first circumferential bar;

[0009] A plurality of radial bars placed on the top of the erection bar.

[0010] Optionally, the erection bar is in a U-shaped structure.

[0011] Optionally, the erection bar includes: a first part, a second part, and a third part;

[0012] The first part, the second part, and the third part are integrally formed into a U-shaped structure;

[0013] The first part and the third part extend in opposite directions relative to the second part.

[0014] Optionally, the first part is set according to a first preset length.

[0015] Optionally, the second part is set according to a first preset height.

[0016] Optionally, the third part is set according to a second preset length.

[0017] Optionally, a plurality of the first circumferential ribs are arranged in parallel at a first preset interval.

[0018] Optionally, a plurality of the radial ribs are arranged in parallel at a second preset interval.

[0019] Optionally, the first circumferential rib is connected to the erection rib by a steel wire.

[0020] Optionally, the erection rib is connected to the radial rib by a steel wire.

[0021] The above solution of the present utility model has at least the following beneficial effects:

[0022] The above solution of the present utility model includes: a plurality of first circumferential ribs arranged in parallel; erection ribs cross-fixedly connected to the first circumferential ribs; and a plurality of radial ribs disposed on top of the erection ribs. The support method of the erection ribs in the fan foundation is no longer single. The bottom of the erection ribs does not need to be stacked with the bottom steel bars of the fan foundation. Multiple radial ribs can be placed on the top, the layout is simpler, the support is more stable, the steel bar consumption is saved, and the construction is simple and fast. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] Figure 1 is a schematic diagram of the node of the erection rib of the wind power foundation in the embodiment of the present utility model;

[0024] Figure 2 is a schematic diagram of the erection rib in the embodiment of the present utility model;

[0025] Description of the reference numerals:

[0026] 1, first circumferential rib; 2, erection rib; 3, radial rib; 4, first part; 5, second part; 6, third part. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0027] Hereinafter, exemplary embodiments of the present disclosure will be described in more detail with reference to the drawings. Although the exemplary embodiments of the present disclosure are shown in the drawings, it should be understood that the present disclosure can be implemented in various forms and should not be limited by the embodiments set forth herein. On the contrary, these embodiments are provided so that the present disclosure can be more thoroughly understood and the scope of the present disclosure can be fully conveyed to those skilled in the art.

[0028] As Figure 1 and Figure 2 shown, an embodiment of the present utility model provides a node of an erection rib for a wind power foundation, including:

[0029] A plurality of first circumferential ribs 1 arranged in parallel;

[0030] Erection ribs 2 cross-fixedly connected to the first circumferential ribs 1;

[0031] A plurality of radial bars 3 placed on top of the erection bars 2.

[0032] In this embodiment, a plurality of first circumferential bars 1 are arranged in parallel. These first circumferential bars 1 mainly play a role in transverse strengthening. They are arranged in parallel and distributed around the central axis of the wind power foundation, effectively resisting forces from all directions, especially circumferential shear forces and bending stresses. They are usually made of high-strength steel bars or steel strands to ensure sufficient strength and toughness. The spacing and diameter of the first circumferential bars 1 will be optimized according to the design requirements and actual stress conditions of the wind power foundation to achieve the best mechanical properties and economic benefits.

[0033] The erection bars 2 are key components for connecting and supporting the entire structure. They are cross-fixed with the first circumferential bars 1 to form a stable grid structure. This design not only enhances the overall stiffness of the structure but also improves the anti-overturning ability of the structure. The erection bars 2 and the first circumferential bars 1 are usually fixed by welding, binding, or mechanical connection methods to ensure the firmness and reliability of the connection. Preferably, binding connection is used. The layout of the erection bars 2 will consider the shape, size, and stress characteristics of the wind power foundation to ensure the stability and balance of the structure in all directions.

[0034] The radial bars 3 mainly play a role in dispersing and transferring loads. They are arranged radially outward from the center of the wind power foundation, effectively transferring the weight of the upper structure and wind loads to the bottom of the foundation and the surrounding soil. The design of the radial bars 3 can significantly improve the bearing capacity and stability of the wind power foundation, especially in areas with strong winds. In addition, the radial bars 3 can also reduce the stress concentration phenomenon at the bottom of the foundation and extend the service life of the foundation; the number, diameter, and arrangement angle of the radial bars 3 will be determined according to the stress analysis and design requirements of the wind power foundation to ensure the safety and economy of the structure.

[0035] This technical solution makes the support method of the erection bars in the fan foundation no longer single. The bottom of the erection bars does not need to be stacked with the bottom steel bars of the fan foundation. Multiple radial bars can be placed on the top, with a simpler layout, more stable support, less steel bar consumption, and simple and fast construction.

[0036] In an alternative embodiment of the present utility model, the erection bar 2 is in a U-shaped structure.

[0037] In this embodiment, the erection bar 2 is in a U-shaped structure. The arrangement of the U-shaped steel bars can effectively increase the stability of the structure. By increasing the contact area between the steel bars and the concrete, the bearing capacity and crack resistance of the structure are improved. This arrangement method can better disperse stress and reduce the deformation of the structure when stressed, thereby improving the overall stability of the building.

[0038] The U-shaped steel bar arrangement can enhance the bonding force with concrete through its special shape. This arrangement makes the bond between the steel bar and concrete more firm, reduces the risk of failure caused by stress concentration, and improves the durability and safety of the structure.

[0039] The U-shaped steel bar arrangement has certain advantages during the construction process. Its special shape can reduce the lap length of the steel bars, thus saving materials. In addition, this arrangement helps to improve the construction efficiency because its structure is simple and clear, facilitating the operation and installation of construction workers and reducing the complexity and time cost during the construction process.

[0040] In an optional embodiment of the present utility model, the erection bar 2 includes: a first branch 4, a second branch 5, and a third branch 6;

[0041] The first branch 4, the second branch 5, and the third branch 6 are integrally formed into a U-shaped structure;

[0042] The first branch 4 and the third branch 6 extend in opposite directions with respect to the second branch 5.

[0043] In this embodiment, the U-shaped structure provides good stability and stiffness for the erection bar 2. Since the first branch 4 and the third branch 6 extend in opposite directions, they can provide effective support and resistance in different directions, thereby enhancing the stability of the entire wind power foundation; under the action of wind load, the U-shaped erection bar 2 can more effectively transfer the load from the upper structure to the bottom of the foundation and the surrounding soil. This structural design helps to disperse the load, reduce stress concentration, and improve the bearing capacity of the foundation.

[0044] Although the U-shaped structure may be more complex in processing and installation than simple straight steel bars, it may provide better construction convenience in some specific cases. For example, it may allow more flexible connection methods or better adapt to the geometric shape and size requirements of the wind power foundation.

[0045] The design of the U-shaped erection bar 2 needs to meet the overall design requirements of the wind power foundation, including requirements for structural strength, stability, durability, etc. In addition, factors such as the material selection of the steel bar, cross-sectional size, and arrangement method also need to be considered to ensure the economy and feasibility of the structure.

[0046] Since the first branch 4, the second branch 5, and the third branch 6 are integrally formed, this means that they are connected into a whole during the manufacturing process, rather than being connected by welding, tying, or other means. This integrally formed design helps to ensure the integrity and reliability of the structure and reduces potential weaknesses at the joints.

[0047] In an alternative embodiment of the present utility model, the first part 4 is set according to a first preset length.

[0048] In this embodiment, the first part 4 is set according to a first preset length, preferably 400 mm, and other lengths can also be selected according to the actual engineering needs for setting.

[0049] In an alternative embodiment of the present utility model, the second part 5 is set according to a first preset height.

[0050] In this embodiment, the second part 5 is set according to a first preset height, and different heights can be set according to the different positions where the erection bars 2 are arranged, such as 1114 mm, 1347 mm, 1580 mm, 1814 mm, 2047 mm, and other heights can also be selected according to the actual engineering needs for setting.

[0051] In an alternative embodiment of the present utility model, the third part 6 is set according to a second preset length.

[0052] In this embodiment, the third part 6 is set according to a second preset length, preferably 400 mm, and other lengths can also be selected according to the actual engineering needs for setting.

[0053] In an alternative embodiment of the utility model, a plurality of the first circumferential bars 1 are arranged in parallel according to a first preset spacing.

[0054] In this embodiment, a plurality of the first circumferential bars 1 are arranged in parallel according to a first preset spacing. The first preset spacing can be set to 150 mm, and other spacings can also be selected according to the actual engineering needs for setting.

[0055] The first circumferential bars 1 are arranged in parallel along the horizontal direction of the wind power foundation, which can effectively enhance the lateral stiffness of the foundation and make it better resist the circumferential deformation generated by the wind force;

[0056] Through the combined action of the erection bars 2 and other steel bar structures, the first circumferential bars 1 can significantly improve the bearing capacity of the wind power foundation and ensure the safety and stability of the entire structure under extreme wind conditions.

[0057] The determination of the first preset spacing is usually based on the design load borne by the wind power foundation. The greater the load, the more circumferential bars are required, and the spacing is correspondingly reduced; conversely, when the load is smaller, the spacing can be appropriately increased. The determination of the spacing also needs to consider the convenience during the construction process. Too small a spacing will increase the construction difficulty and cost, while too large a spacing may affect the bearing capacity of the foundation; at the same time, the determination of the spacing also needs to meet the requirements of relevant industry standards and specifications to ensure the structural safety and durability of the wind power foundation.

[0058] In an alternative embodiment of the present utility model, a plurality of the radial ribs 3 are arranged in parallel at a second preset spacing.

[0059] In this embodiment, a plurality of the radial ribs 3 are arranged in parallel at a second preset spacing. The second preset spacing can be set to 150 mm, or other spacings can be selected according to the actual engineering needs.

[0060] The radial ribs 3 are arranged in a radially outward pattern from the center or a specific point of the wind power foundation, which can disperse the load concentrated on the upper structure to a wider area and reduce local stress concentration.

[0061] Through the synergistic effect with the first circumferential rib 1 and the erection rib 2, the radial rib 3 can enhance the overall stability of the wind power foundation and enable it to better resist the overturning moment under the action of wind force.

[0062] The determination of the second preset spacing is usually based on the load distribution characteristics of the upper structure. The more uniform the load distribution, the larger the spacing can be appropriately; on the contrary, if there is obvious local load concentration, the spacing needs to be correspondingly reduced.

[0063] The determination of the spacing also needs to consider the structural performance requirements of the wind power foundation, including bearing capacity, stiffness, deformation limit, etc. By setting a reasonable spacing, it can be ensured that the foundation still meets these requirements when bearing wind loads.

[0064] Similar to the first circumferential rib 1, the spacing setting of the radial rib 3 also needs to consider the convenience during the construction process. Too small a spacing will increase the construction difficulty and cost, while too large a spacing may affect the bearing capacity and stability of the foundation.

[0065] In an alternative embodiment of the present utility model, the first circumferential rib 1 is connected to the erection rib 2 by a steel wire.

[0066] In this embodiment, the steel wire is used as a connecting member to firmly connect the first circumferential rib 1 and the erection rib 2 together through a certain process (such as tying, welding or mechanical connection, etc.). The selection of the steel wire and the determination of the connection method need to be comprehensively considered according to factors such as the force characteristics of the structure, design requirements and construction conditions.

[0067] Tying connection is a simple and commonly used connection method. The first circumferential rib 1 and the erection rib 2 are tied together by a steel wire to form a stable connection node. When tying, it is necessary to ensure that the steel wire is tight and firm, and there should be no loosening or slipping phenomenon.

[0068] For structures with higher requirements, a welding connection method can be adopted. Welding connection has the advantages of high strength and good stiffness, but attention needs to be paid to the welding process and quality control to avoid the influence of welding defects on the structural performance.

[0069] Mechanical connection is another reliable connection method, which connects the annular reinforcement and the frame reinforcement together through specific mechanical connectors (such as sleeves, bolts, etc.); mechanical connection has the advantages of convenient construction and easy control of connection quality.

[0070] The connection between the first annular reinforcement 1 and the frame reinforcement 2 needs to be able to effectively transmit force and torque to ensure that the entire wind power foundation structure can remain stable when subjected to wind loads; through the steel wire connection, the first annular reinforcement 1 and the frame reinforcement 2 form a whole to jointly resist external loads and deformation, thereby improving the integrity and stability of the wind power foundation; the steel wire connection method is convenient for construction and installation, and can be adjusted and optimized according to the actual situation on site to ensure construction quality and progress.

[0071] In an optional embodiment of the present invention, the frame ribs 2 are connected to the radial ribs 3 via steel wires.

[0072] In this embodiment, the upright bars 2 are connected to the radial bars 3 by steel wires; the connection between the upright bars 2 and the radial bars 3 needs to be able to effectively transfer the load to ensure that the entire wind power foundation structure can remain stable when subjected to wind loads; through the steel wire connection, it can be ensured that the load is evenly distributed in the steel skeleton to reduce stress concentration and deformation.

[0073] The vertical reinforcement 2, radial reinforcement 3 and other reinforcements are connected by steel wires to form an integral reinforcement skeleton, which can jointly resist external loads and deformation. This integrity helps to improve the bearing capacity and stability of the wind power foundation. The steel wire connection method is convenient for construction and installation, and can be adjusted and optimized according to the actual situation on site. At the same time, the steel wire connection also has a certain degree of flexibility and can adapt to wind power foundation structures of different shapes and sizes.

[0074] In a specific project, the amount of reinforcement required in the foundation of a single 10MW wind turbine is 11,550 kg if ordinary reinforcement solution is used, while the reinforcement required in this solution is 5,531 kg, which can save a lot of steel bars.

[0075] The above is a preferred embodiment of the present invention. It should be pointed out that, for ordinary technicians in this technical field, several improvements and modifications can be made without departing from the principles of the present invention. These improvements and modifications should also be regarded as the protection scope of the present invention.

Claims

1. A wind power foundation reinforcement node, characterized in that: include: A plurality of first annular ribs (1) arranged in parallel; A frame rib (2) cross-fixedly connected to the first annular rib (1); A plurality of radial ribs (3) are placed on top of the frame ribs (2).

2. The wind power foundation reinforcement node according to claim 1 is characterized in that: The frame reinforcement (2) is a "X"-shaped structure.

3. The wind power foundation reinforcement node according to claim 2, characterized in that: The reinforcement bar (2) comprises: a first sub-section (4), a second sub-section (5), and a third sub-section (6); The first sub-section (4), the second sub-section (5), and the third sub-section (6) are integrally formed into a "X"-shaped structure; The first section (4) and the third section (6) extend in opposite directions relative to the second section (5).

4. The wind power foundation reinforcement node according to claim 3 is characterized in that: The first section (4) is arranged according to a first preset length.

5. The wind power foundation reinforcement node according to claim 3, characterized in that: The second section (5) is arranged at a first preset height.

6. The wind power foundation reinforcement node according to claim 3, characterized in that: The third section (6) is arranged according to a second preset length.

7. The wind power foundation reinforcement node according to claim 1, characterized in that: The plurality of first annular ribs (1) are arranged in parallel at a first preset spacing.

8. The wind power foundation reinforcement node according to claim 1, characterized in that: The plurality of radial ribs (3) are arranged in parallel at a second preset interval.

9. The wind power foundation reinforcement node according to claim 1, characterized in that: The first annular ribs (1) are connected to the frame ribs (2) via steel wires.

10. The wind power foundation reinforcement node according to claim 1, characterized in that: The frame ribs (2) are connected to the radial ribs (3) via steel wires.

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