Self-centering energy dissipation joint for hybrid wind tower structure

Abstract

The present application relates to wind power tower technical field, specifically relates to a kind of for wind power hybrid tower structure self-resetting energy dissipation node, including prefabricated reinforced concrete column, unbonded prestressed reinforcement, energy dissipation steel, grouting sleeve, steel sleeve, friction type high-strength bolt, arc end plate, prefabricated steel beam;Unbonded prestressed reinforcement is vertically arranged in the prefabricated reinforced concrete column, top energy dissipation steel is reserved, bottom is embedded grouting sleeve, and the concave-convex surface connection and reset of upper and lower prefabricated reinforced concrete column are realized by grouting and prestress;The steel sleeve is welded with stud inside and embedded in the surface of prefabricated reinforced concrete column, the end of the prefabricated steel beam is welded arc end plate, and friction type high-strength bolt is used to pass through arc end plate, prefabricated reinforced concrete column and steel sleeve in turn horizontally, to realize the connection of prefabricated steel beam and prefabricated reinforced concrete column;The node is convenient for construction, and energy dissipation capacity is strong, effectively controls node residual deformation, and is suitable for wind power hybrid tower connection.

Description

Technical Field

[0001] This invention relates to the field of wind power tower technology, specifically to a self-resetting energy dissipation node for a wind power hybrid tower structure. Background Technology

[0002] With the rapid development of my country's economy, the demand for energy, especially renewable energy, is increasing. Wind power, as a renewable and clean energy source, is receiving more and more attention due to its mature technology, the best conditions for large-scale development, and its promising commercial prospects. Most onshore wind turbine towers use steel structures, which have become the primary support structure for wind turbines with hub heights of 100 meters and below due to their ease of manufacturing, light weight, and fast installation.

[0003] Currently, large-scale onshore wind power installations are gradually shifting to the central and eastern regions of China. These areas are low-wind-speed zones, requiring significant increases in hub height, unit capacity, and blade length to achieve higher power generation efficiency and output. For wind turbines in low-wind-speed zones, traditional steel tower structures present the following problems: 1. Due to the low natural frequency of the tower structure, it is more likely to approach the rotor's rotation frequency, increasing the risk of resonance; 2. While steel towers have high deformation adaptability due to their low lateral stiffness, the large sway during turbine operation leads to fatigue issues, thus affecting structural safety. Therefore, the traditional steel tower support system is insufficient to meet the needs of wind energy development in my country's low-wind-speed onshore areas.

[0004] In response to the new demands of wind power generation, and considering factors such as cost, technology, and construction, the steel beam-reinforced concrete column hybrid frame tower structure is a feasible structural form. The upper, less stressed areas still utilize traditional steel tower structures, while the lower, more stressed areas employ a precast reinforced concrete column-steel beam hybrid frame tower. However, in actual use, the connection nodes face the following challenges: 1. The connection problem between precast reinforced concrete columns. Because wind turbine towers are tall structures with a large concentrated mass at the top, strong winds or earthquakes can cause significant overturning moments, leading to substantial changes in the axial force within the columns and making the concrete prone to cracking. This is significantly different from the stress characteristics of columns in traditional frame structures. How to prevent tensile and bending failures in the columns, ensure reliable connections between precast reinforced concrete columns, and achieve effective energy dissipation mechanisms and failure modes are urgent problems to be solved. 2. The connection problem between precast concrete columns and steel beams: Although the traditional through-type reinforced concrete column-steel beam joint is simple and has a clear force transmission, the construction method of positioning the steel beam and welding on site increases the difficulty of high-altitude construction, and it is not easy to guarantee the construction quality and efficiency. Therefore, the traditional through-type reinforced concrete column-steel beam joint is no longer suitable for tall structures such as wind power towers. Therefore, it is necessary to propose a new tower joint connection structure to solve the connection problems between precast concrete columns and between precast concrete columns and steel beams. Summary of the Invention

[0005] To address the shortcomings of existing technologies, this invention provides a self-resetting energy dissipation node for wind power hybrid tower structures, which solves the problems of concrete cracking and frame column bending failure caused by strong earthquakes or strong winds in steel beam-reinforced concrete column hybrid frame tower structures, while also solving the problem of low construction and installation efficiency.

[0006] To achieve the above objectives, the present invention provides the following technical solution: a self-resetting energy dissipation node for a wind power hybrid tower structure, comprising a precast reinforced concrete column, unbonded prestressed steel bars, energy dissipation steel bars, a grouting sleeve, a steel sleeve, through bolts, an arc-shaped end plate, a precast steel beam, and studs; the precast reinforced concrete column has an extended energy dissipation steel bar pre-reserved at the top, which is fixed and connected by the grouting sleeve; several unbonded prestressed steel bars are vertically arranged inside the precast reinforced concrete column and prestressed; a certain number of studs are welded to the inner wall of the steel sleeve and embedded in the surface of the precast reinforced concrete column; the ends of the precast steel beam are welded with arc-shaped end plates in the factory, and friction-type high-strength bolts are used to horizontally pass through the arc-shaped end plate, the precast reinforced concrete column, and the steel sleeve in sequence, applying bolt pre-tightening force to achieve the connection between the precast steel beam and the precast reinforced concrete column.

[0007] Preferably, for ease of connection and reliability, the arc-shaped end plate and the steel sleeve are provided with two rows of bolt holes along the height direction of the precast reinforced concrete column, and the number, size and spacing of the bolt holes on the arc-shaped end plate and the steel sleeve are consistent.

[0008] Preferably, to facilitate the fixing of the steel sleeve and the forming of the bolt holes, the steel sleeve is placed at the end of the reinforcing bars inside the precast reinforced concrete column as part of the formwork before the precast reinforced concrete column is erected in the factory and before concrete is poured. In addition, a pre-embedded pipe is used, in which a metal corrugated pipe is pre-embedded in the horizontal direction through the bolt holes of the steel sleeve and inside the precast reinforced concrete column. After the concrete is poured, the steel sleeve is embedded in the surface of the precast reinforced concrete column by studs, and friction-type high-strength bolt holes are reserved in the horizontal direction of the precast reinforced concrete column.

[0009] Preferably, in order to facilitate the uniform bearing of loads and dissipation of energy by the energy-dissipating steel bars, and at the same time to reduce costs, four energy-dissipating steel bars extend outward from the top of the precast reinforced concrete column. The energy-dissipating steel bars are evenly distributed along the circumference of the precast reinforced concrete column, and the remaining longitudinal steel bars are broken. Four sets of grouting sleeves are embedded at the bottom of the precast reinforced concrete column, and the energy-dissipating steel bars are vertically inserted into the grouting sleeves for connection.

[0010] Preferably, the ends of the precast steel beam are prefabricated in the factory and welded to the arc-shaped end plate to obtain a precast steel beam with an arc-shaped end plate; at the construction site, the precast steel beam is connected to the precast steel beam by friction-type high-strength bolts, which are horizontally passed through the arc-shaped end plate, the precast reinforced concrete column and the steel sleeve in sequence, and the bolt pre-tightening force is applied.

[0011] Preferably, the unbonded prestressed steel bars are made of 1860 grade prestressed steel strands.

[0012] Preferably, the precast reinforced concrete column has a hollow circular ring shape in cross-section, with concave and convex interfaces at the bottom and top, respectively; the steel sleeve is a circular steel pipe; and the precast steel beam has an I-shaped or H-shaped steel cross-section.

[0013] Preferably, the convex interface is frustum-shaped and is located on the central axis of the precast reinforced concrete column.

[0014] Compared with the prior art, the present invention has the following beneficial effects:

[0015] (1) The present invention relates to the fact that all connecting accessories can be prefabricated in the factory, resulting in high component quality; the construction method of dry connection of friction type high-strength bolts can be used on the construction site, which can quickly and efficiently realize the assembly of precast reinforced concrete columns and precast steel beams, shorten the construction period, and save project costs.

[0016] (2) Under strong wind and strong earthquake, the overturning moment of the steel beam-reinforced concrete column hybrid frame tower structure will cause a large change in the axial force in the column and even the appearance of tensile force. Using unbonded prestressed steel bars can significantly increase the initial pressure of the column, improve the bending bearing capacity of the column, and effectively solve the problems of premature cracking of concrete and tensile and bending failure of the column.

[0017] (3) Under the repeated action of strong wind and strong earthquake, the nodes of the steel beam-reinforced concrete column hybrid frame tower structure rotate, plastic hinges are formed at the ends of the steel beams, and joints appear between the columns. During the opening and closing of the joints, the energy-dissipating steel bars undergo nonlinear deformation and dissipate energy. When the external load disappears, the prestressing causes the concrete column to deform back to its initial position, reduces residual deformation, ensures the self-resetting ability of the column, and enables the tower as a whole to form a good yielding mechanism, thus avoiding the overall collapse of the tower. Attached Figure Description

[0018] Figure 1 A schematic diagram of a self-resetting energy dissipation node structure for a hybrid wind power tower structure;

[0019] Figure 2 for Figure 1 Sectional view of AA in the middle;

[0020] Figure 3 A schematic diagram of the connection between precast reinforced concrete columns;

[0021] Figure 4 This is a schematic diagram of the steel sleeve structure;

[0022] Figure 5 This is a schematic diagram of the arc-shaped end plate.

[0023] In the diagram: 1-Precast reinforced concrete column, 2-Unbonded prestressed steel bar, 3-Energy dissipating steel bar, 4-Grouting sleeve, 5-Steel sleeve, 6-Friction type high-strength bolt, 7-Arched end plate, 8-Precast steel beam, 9-Stokes Detailed Implementation

[0024] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0025] Please see Figure 1-5This embodiment describes a self-resetting energy-dissipating node for a wind power hybrid tower structure, comprising a precast reinforced concrete column 1, unbonded prestressed steel bars 2, energy-dissipating steel bars 3, a grouting sleeve 4, a steel sleeve 5, friction-type high-strength bolts 6, an arc-shaped end plate 7, a precast steel beam 8, and studs 9. The precast reinforced concrete column 1 is preferably cylindrical, with concave and convex interfaces at its bottom and top respectively. The convex interface is preferably frustum-shaped. Four extended energy-dissipating steel bars 3 are reserved at the top of the precast reinforced concrete column 1 outside the convex interface. The four energy-dissipating steel bars 3 are connected by four… A grouting sleeve 4 is connected to the bottom of the precast reinforced concrete column 1. Several unbonded prestressed steel bars 2 are vertically arranged inside the precast reinforced concrete column 1. A certain number of studs 9 are welded inside the steel sleeve 5. The studs 9 are evenly distributed along the inside of the steel sleeve 5 and are embedded in the surface of the precast reinforced concrete column 1. The ends of the precast steel beam 8 are welded with arc-shaped end plates 7 in the factory. Friction type high-strength bolts 6 are used to horizontally pass through the arc-shaped end plates 7, the precast reinforced concrete column 1 and the steel sleeve 5 in sequence. The bolt pre-tightening force is applied to realize the connection between the precast steel beam 8 and the precast reinforced concrete column 1.

[0026] The working principle of the above embodiments is as follows:

[0027] At the structural level, the steel beam-reinforced concrete column hybrid frame tower structure experiences a large overturning moment under strong winds and earthquakes. The unbonded prestressed steel bars 2 resist the overturning moment by applying prestress to form a couple. At the same time, the unbonded prestressed steel bars 2 always maintain elasticity, providing high restoring force, reducing residual displacement, and achieving rapid reset. At the component level, the nodes rotate. The precast steel beams 8 use friction-type high-strength bolts 6 to transfer bending moment, shear force, and axial force to the steel sleeves 5, giving the nodes high stiffness. Under cyclic loads, the precast steel beams 8 are expected to enter the elastoplastic stage, forming plastic hinges and dissipating energy. Joints appear between the precast reinforced concrete columns 1. During the opening and closing of the joints, the energy-dissipating steel bars 3 dissipate energy through elongation and compression deformation in a nonlinear state, while the unbonded prestressed steel bars 2 always remain in an elastic state.

[0028] The above embodiments also provide the manufacturing process of the node components:

[0029] Two rows of bolt holes are provided on the arc-shaped end plate 7 and the steel sleeve 5 along the height direction of the precast reinforced concrete column 1. The number, size and spacing of the bolt holes on the arc-shaped end plate 7 and the steel sleeve 5 are consistent.

[0030] A certain number of studs 9 are welded circumferentially to the inner wall of the steel sleeve 5.

[0031] The ends of the precast steel beam 8 are welded with arc-shaped end plates 7 at the factory.

[0032] In the process of tying longitudinal reinforcement bars, four outward-extending energy-dissipating steel bars 3 are reserved at the top of the precast reinforced concrete column 1, the remaining longitudinal reinforcement bars are cut off, and four sets of grouting sleeves 4 are pre-embedded at the bottom. In the process of installing the formwork, steel sleeves 5 with studs 9 are arranged at the top of the precast reinforced concrete column 1 as part of the formwork. In addition, metal corrugated pipes are pre-embedded in the horizontal direction through the bolt holes of the steel sleeves 5. After the concrete is poured, the precast reinforced concrete column 1 has energy-dissipating steel bars 3 at the top and grouting sleeves 4 at the bottom, and friction-type high-strength bolt 6 holes are reserved.

[0033] The above embodiments also provide the node assembly process:

[0034] Four outward-extending energy-dissipating steel bars 3 are reserved at the top of the precast reinforced concrete lower column 1. Four sets of grouting sleeves 4 are pre-embedded at the bottom of the precast reinforced concrete upper column 1. The grouting sleeves 4 of the upper column are hoisted and inserted into the energy-dissipating steel bars 3 of the lower column. At the same time, the bottom and top concave and convex surfaces of the upper and lower precast reinforced concrete columns 1 are combined and grouting is performed on the construction site to achieve the fixation and connection between the precast reinforced concrete columns 1. Several unbonded prestressed steel bars 2 are vertically set inside the precast reinforced concrete column 1. On the construction site, the prestressed steel bars 2 are tensioned to apply prestress to the precast reinforced concrete column 1. The initial tension force is 30% to 50% of the ultimate tensile force. The steel sleeve 5 is embedded in the surface of the precast reinforced concrete column 1 in the factory by studs 9. Friction type high-strength bolts 6 are used to horizontally pass through the precast reinforced concrete column 1, steel sleeve 4 and arc-shaped end plate 7 in sequence to apply pre-tightening force to achieve the connection between the precast steel beam 8 and the precast reinforced concrete column 1.

[0035] It should be noted that, in this document, relational terms such as "first" and "second" are used only to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitations, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element.

[0036] Although embodiments of the present invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, such as simply changing the position and shape of the concave and convex structures at both ends of the reinforced concrete column, simply changing the quantity and arrangement of the unbonded prestressed steel bars and energy-dissipating steel bars, simply replacing the studs with bent steel bars, etc. The scope of the present invention is defined by the appended claims and their equivalents.

Claims

1. A self-resetting energy dissipation node for a wind power hybrid tower structure, characterized in that, It includes at least two precast reinforced concrete columns (1) to be connected, a steel sleeve (5), and a precast steel beam (8), wherein: the bottom and top of the precast reinforced concrete column (1) are respectively fitted with concave and convex interfaces, the top is reserved with an outwardly extending energy-dissipating steel bar (3), and the bottom is correspondingly provided with a grouting sleeve (4) for connecting and fixing the energy-dissipating steel bar (3), and several unbonded prestressed steel bars (2) are vertically arranged inside the precast reinforced concrete column (1) to apply prestress; The steel sleeve (5) is fixed to the upper part of the precast reinforced concrete column (1), so that a joint appears between the columns. During the opening and closing of the joint, the energy-consuming steel bar undergoes nonlinear deformation and dissipates energy. The precast steel beam (8) is welded with an arc-shaped end plate (7). A friction-type high-strength bolt (6) is horizontally passed through the arc-shaped end plate (7), the precast reinforced concrete column (1) and the steel sleeve (5) in sequence to apply bolt pre-tightening force and realize the connection between the precast steel beam (8) and the precast reinforced concrete column (1).

2. The self-resetting energy dissipation node for a wind power hybrid tower structure according to claim 1, characterized in that: The arc-shaped end plate (7) and the steel sleeve (5) are provided with two rows of bolt holes along the height direction of the precast reinforced concrete column (1), and the number, size and spacing of the bolt holes of the arc-shaped end plate (7) and the steel sleeve (5) are consistent.

3. A self-resetting energy dissipation node for a wind power hybrid tower structure according to claim 2, characterized in that: Before the precast reinforced concrete column (1) is set up in the factory and concrete is poured, the steel sleeve (5) is arranged at the end of the steel bar inside the precast reinforced concrete column (1) as a part of the template that does not need to be removed; the embedded pipe is set in the horizontal direction to pass through the bolt hole of the steel sleeve (5) and the inside of the precast reinforced concrete column (1). After the concrete is poured, the steel sleeve (5) is fixed on the surface of the precast reinforced concrete column (1) and bolt holes are obtained in the horizontal direction of the precast reinforced concrete column (1).

4. A self-resetting energy dissipation node for a wind power hybrid tower structure according to claim 1, 2, or 3, characterized in that: The inner wall of the steel sleeve (5) is welded with studs (9) that are evenly distributed in the circumference, and the studs (9) are embedded in the surface of the precast reinforced concrete column (1).

5. A self-resetting energy dissipation node for a wind power hybrid tower structure according to claim 1, 2, or 3, characterized in that: There are at least 4 energy-dissipating steel bars (3) extending outward from the top of the precast reinforced concrete column (1). The energy-dissipating steel bars (3) are evenly distributed around the circumference of the precast reinforced concrete column (1), and the remaining longitudinal steel bars are broken. The energy-dissipating steel bars (3) are vertically inserted into the grouting sleeve (4) for grouting connection and fixation.

6. A self-resetting energy dissipation node for a wind power hybrid tower structure according to claim 1, characterized in that: The ends of the precast steel beam (8) are prefabricated in the factory and welded to the arc-shaped end plate (7) to obtain a precast steel beam with an arc-shaped end plate.

7. A self-resetting energy dissipation node for a wind power hybrid tower structure according to claim 1, characterized in that: The unbonded prestressed steel bars (2) are made of 1860 grade prestressed steel strands.

8. A self-resetting energy dissipation node for a wind power hybrid tower structure according to claim 1, characterized in that: The precast reinforced concrete column (1) has a hollow circular ring shape in cross section, and the steel sleeve (5) is a circular steel pipe.

9. A self-resetting energy dissipation node for a wind power hybrid tower structure according to claim 1, characterized in that: The precast steel beam (8) has an I-shaped or H-shaped cross section.

10. A self-resetting energy dissipation node for a wind power hybrid tower structure according to claim 1, characterized in that: The convex interface is frustum-shaped and is located on the central axis of the precast reinforced concrete column (1).

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