Lattice type prestressed concrete steel joint and wind power tower

Abstract

The invention provides a lattice type prestressed concrete steel joint and a wind power tower, belongs to the technical field of wind power, and aims to solve the technical problem of high comprehensive cost caused by high steel consumption of a traditional lattice type wind power tower in the prior art. The prestressed concrete steel joint comprises an upper corner column section, a lower corner column section and an inclined rod which are in butt joint up and down, at least one of the upper corner column section, the lower corner column section and the inclined rod is of a steel-concrete structure, and the steel-concrete structure comprises a concrete pipe body, an inner layer steel plate and an outer layer steel plate, the concrete pipe body is provided with first prestressed tendons in the length direction. The steel consumption is reduced, the construction cost is reduced, and powerful support is provided for efficient, economical and safe tower construction.

Description

Technical Field

[0001] The present invention relates to the technical field of wind power, and particularly relates to a lattice prestressed concrete steel joint and a wind turbine tower. Background Art

[0002] As the core support structure of a wind turbine generator set, the wind turbine tower plays a key role in lifting components such as the wind turbine blades and nacelle to high altitudes to capture wind energy. Its performance directly affects the power generation efficiency, structural safety, and full life cycle cost of the wind turbine. Therefore, the tower design needs to take into account height adaptability, structural strength, and economy.

[0003] Traditional wind turbine towers mostly adopt all-steel or steel-concrete structures, and the overall stiffness is improved by increasing the steel consumption to cope with complex loads. However, in ultra-high scenarios, the steel consumption of such conventional structures increases rapidly, resulting in high material costs and restricting the economy of the project.

[0004] Currently, it is necessary to reduce the steel consumption through innovative design while ensuring the structural stability of the tower. Summary of the Invention

[0005] In view of the deficiencies of the prior art, the present invention provides a lattice prestressed concrete steel joint and a wind turbine tower to solve the technical problems of large steel consumption and high cost in traditional wind turbine towers in the prior art.

[0006] The technical solution adopted by the present invention is a lattice prestressed concrete steel joint and a wind turbine tower.

[0007] Among them, a prestressed concrete steel joint:

[0008] It includes an upper corner column section, a lower corner column section, and a diagonal rod that are butt-jointed up and down. At least one of the upper corner column section, the lower corner column section, and the diagonal rod uses a steel-concrete structure. The steel-concrete structure includes a concrete pipe body and inner and outer steel plates located at both ends of the concrete pipe body. The concrete pipe body is provided with a first prestressed tendon along the length direction.

[0009] Optionally, an outer steel reinforcement cage and an inner steel reinforcement cage are arranged in the concrete structure of the concrete pipe body, and the first prestressed tendon is arranged between the two steel reinforcement cages.

[0010] Optionally, the upper corner column section and the lower corner column section use the steel-concrete structure;

[0011] The structure of the diagonal rod is the same as that of the corner column section; or, compared with the steel-concrete structure, the concrete structure of the diagonal rod has no steel reinforcement cage; or, the diagonal rod is a metal rod.

[0012] Optionally, it further includes a cross bar, which is horizontally connected to the docking end of the upper corner column section and / or the docking end of the lower corner column section;

[0013] The cross bar also uses the steel-concrete structure; or, compared with the steel-concrete structure, the cross bar has no steel reinforcement cage in its concrete structure; or, the cross bar is a metal rod.

[0014] Optionally, the ends of the upper corner column section and the lower corner column section are mechanically connected by screw locks, and / or connected by flanges and screws.

[0015] Optionally, when flanges are provided at the ends of the upper corner column section and the lower corner column section, a plurality of longitudinal stiffening ribs are arrayed in the circumferential direction of the flanges.

[0016] Optionally, at the end of the steel-concrete structure, the transition section of the concrete and the steel plate is wrapped with FRP material;

[0017] and / or, ring ribs are further provided at the ends of the corner column sections.

[0018] Optionally, the connection structure between the corner column section and the diagonal rod includes a gusset plate, a socket plate and a cover plate;

[0019] The gusset plate is fixedly connected to the end of the corner column section, the socket plate is fixedly connected to the end of the diagonal rod, the ends of the gusset plate and the socket plate are aligned, and the two cover plates sandwich the gusset plate and the socket plate on both sides at the same time and are fastened into one body by bolts.

[0020] Among them, a prestressed lattice type wind power tower:

[0021] It includes a prestressed concrete steel joint as described above, and a plurality of the joints are connected in the circumferential and longitudinal directions to form a tower body. A transition section is provided at the upper part of the tower body for installing a tower barrel and a fan assembly, and the lower part of the tower body is installed in a concrete foundation through a flange plate;

[0022] In the longitudinal direction, the corner column section is connected between two adjacent joints to form a whole corner column, and a second prestressed tendon is provided between the upper end and the lower end of the whole corner column;

[0023] In the circumferential direction, the diagonal rod is obliquely connected between the upper and lower joints of two adjacent whole corner columns;

[0024] At least one layer of adjacent joints in the circumferential direction is also connected by a cross bar.

[0025] Optionally, in the circumferential direction, there are at least three joints;

[0026] In the longitudinal direction, the connection line of the corner column center points of the joints is the cross section of the frame, and the cross section of the upper layer frame is less than or equal to the cross section of the lower layer frame.

[0027] As can be seen from the above technical solutions, the beneficial technical effects of the present invention are as follows:

[0028] The structural strength is effectively guaranteed, while the steel consumption and cost are significantly reduced. The number of nodes can be flexibly set along the circumferential direction, and triangular, rectangular, square or polygonal tower cross-sections can be customized according to needs, accurately matching different engineering requirements and improving the structural adaptability. Along the longitudinal direction, the cross-section of the upper layer frame is less than or equal to that of the lower layer, which not only ensures the overall stability but also optimizes the material distribution and avoids unnecessary waste. On the premise of ensuring the structural safety and reliability, this design significantly reduces the steel consumption and construction cost, providing strong support for the efficient, economical and safe construction of the tower. BRIEF DESCRIPTION OF THE DRAWINGS

[0029] In order to more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the following will briefly introduce the drawings required for the description of the specific embodiments or the prior art. In all the drawings, similar elements or parts are generally identified by similar reference numerals. In the drawings, the elements or parts are not necessarily drawn to scale.

[0030] Figure 1 Schematic diagram of the whole of the present invention;

[0031] Figure 2 Schematic diagram of the whole tower of the present invention;

[0032] Figure 3 Schematic diagram of the embedded stud at the end of the corner column of the present invention;

[0033] Figure 4 Schematic diagram of the node of the present invention;

[0034] Figure 5 Schematic diagram of the end cross-section of the corner column section of the present invention;

[0035] Figure 6 Schematic diagram of the locking position of the present invention;

[0036] Figure 7 Schematic diagram of the tower structure of different forms formed by the splicing model of the nodes of the present invention.

[0037] Wherein: corner column section 1, steel plate 10, first prestressed tendon 11, outer steel reinforcement cage 12, inner steel reinforcement cage 13, locking 14, flange 15, stiffening rib 16, ring rib 17, diagonal bar 2, cross bar 3, FRP material 5, joint plate 60, inserting plate 61, cover plate 62, tower barrel 7, second prestressed tendon 8, stud 18. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0038] The following embodiments of the technical solution of the present invention are described in detail in conjunction with the accompanying drawings. The following embodiments are only used to more clearly illustrate the technical solution of the present invention, and are therefore only used as examples, and cannot be used to limit the protection scope of the present invention.

[0039] It should be noted that, unless otherwise specified, the technical terms or scientific terms used in this application should have the common meanings understood by those skilled in the art to which the present invention belongs.

[0040] This embodiment provides a lattice-type prestressed concrete steel node and a wind power tower, wherein a possible implementation method of the prestressed concrete steel node is:

[0041] like Figure 4 and Figure 5 As shown, this node includes an upper corner column section 1, a lower corner column section 1 and an oblique rod 2 that are butt-jointed up and down, at least one of the upper corner column section 1, the lower corner column section 1 and the oblique rod 2 uses a steel-concrete structure, the steel-concrete structure includes a concrete pipe body and inner and outer steel plates 10 located at both ends of the concrete pipe body, and the concrete pipe body is provided with a first prestressed tendon 11 along the length direction.

[0042] According to the actual needs of the project, the cross-section of the concrete pipe body can be a circular pipe, a rectangular pipe, a square pipe, etc., or even a polygonal pipe. The inner and outer layers of the end are both provided with steel plates 10, such as Figure 5 As shown, when the concrete pipe body is cylindrical, the inner and outer steel plates 10 are both annular, and the first prestressed tendons 11 are arranged in the concrete of the concrete pipe body along the length direction. The first prestressed tendons 11, the steel plate 10 and the concrete are cast as one body, and the prestressed tendons can be cast in the concrete by the pre-tensioning method. In order to improve the integrity of the steel plate 10 and the concrete, bolts 18 can be arranged on the steel plate 10, such as Figure 3 As shown, the small end of the stud 18 can be welded to the outer steel plate 10, and the large end faces the inner steel plate 10. When the space between the inner and outer steel plates 10 is filled with concrete, the stud 18 increases the embedding and biting effect between the steel structure and the concrete. No matter what kind of load the diagonal rod or the cross rod connected to the outer steel plate 10 is subjected to, it can be relatively evenly distributed to the inside of the concrete through the stud 18, thereby ensuring the bearing capacity of the structure and ensuring that the corner column can still work together with the concrete material under tension and shear conditions to resist the load.

[0043] In the implementation where the corner column section 1 adopts a steel-concrete structure and is a circular pipe, the corner column section 1 can be obtained by using the production method of centrifugal concrete pipe piles. Specifically, after assembling the steel bar cage and the steel plates 10 at both ends and putting them into the mold for closing, the first prestressing tendon 11 is arranged along the length direction, and the first prestressing tendon 11 is tensioned to form prestress. Then, concrete is pumped into the mold through a delivery pump, and the mold is rotated to form centrifugal force. After centrifugal molding, the concrete is compacted, and then steps such as curing, maintenance, demolding, and cleaning are carried out. Finally, the finished corner column section 1 is obtained. The upper corner column section 1 and the lower corner column section 1 have the same structure, except for the installation position. A docking structure is provided at the end between the upper corner column section 1 and the lower corner column section 1, such as Figure 4 and Figure 6 shown, so that they can be connected into an integral corner column along the height direction.

[0044] In one possible implementation, the node includes an upper diagonal bar 2, and the upper diagonal bar 2 is obliquely connected upward to the docking end of the upper corner column section 1 and the lower corner column section 1. This is generally used in the area at the very bottom of the wind turbine tower, and there is no downward diagonal bar 2; in another possible implementation, the node includes a lower diagonal bar 2, and the lower diagonal bar 2 is obliquely connected downward to the docking end of the lower corner column section 1 and the upper corner column section 1. This is generally used in the area at the very top of the wind turbine tower, and there is no upward diagonal bar 2; in still another possible implementation, the node includes both an upper diagonal bar 2 and a lower diagonal bar 2. The upper diagonal bar 2 is obliquely connected upward to the docking end of the upper corner column section 1 and the lower corner column section 1, and the lower diagonal bar 2 is obliquely connected downward to the docking end of the lower corner column section 1 and the upper corner column section 1. This is generally used in the middle area of the wind turbine tower. The possible implementations mentioned above do not constitute a limitation to this solution. Any adjustment of the number of the upper diagonal bar 2 and / or the lower diagonal bar 2 based on the needs of on-site engineering is not beyond the scope of this solution. Generally speaking, in the area in the middle of the wind turbine tower, the node should include two groups of upper diagonal bars and two groups of lower diagonal bars to connect with the surrounding nodes to form a closed framework.

[0045] Generally speaking, in the above embodiments, a special steel-concrete structure combining concrete as the main body, steel structures (steel plates 10) at both ends, and internal prestressing tendons (the first prestressing tendon) is adopted. While ensuring the strength of the connection points, the steel consumption is greatly reduced, achieving the unity of cost and strength. In addition, the flexible configuration of the upper and lower diagonal bars enhances the node stiffness and stability, enables the shape of the tower to be designed according to needs, adapts to different engineering requirements, not only optimizes the material use, improves the structural efficiency, but also provides greater flexibility and convenience for construction, and has broad application prospects.

[0046] In this embodiment, such as Figure 5As shown in the figure, an outer layer steel reinforcement cage 12 and an inner layer steel reinforcement cage 13 are arranged in the concrete structure of the concrete pipe body, and the first prestressed tendon 11 is arranged between the two layers of steel reinforcement cages. In this design, by arranging the inner and outer layers of steel reinforcement cages in the concrete structure of the concrete pipe body and combining with the prestressed tendons, the structural strength is effectively guaranteed, and at the same time, the steel consumption is greatly reduced. The double-layer steel reinforcement cage enhances the bond strength of the concrete layer, prevents peeling, gives full play to the performance of the concrete, and realizes the combination of light weight and high strength.

[0047] In this embodiment, the upper corner column section 1 and the lower corner column section 1 use the steel-concrete structure;

[0048] The structure of the diagonal member 3 is the same as that of the corner column section 1, and it also uses the structure of pretensioned concrete, two layers of steel reinforcement cages, and double-headed inner and outer steel plates, so as to be used in wind turbine towers with higher load requirements and more material usage, reduce the steel material consumption, and save costs;

[0049] As an alternative to the above embodiment, in this embodiment, compared with the steel-concrete structure, in the concrete structure of the diagonal member 2, there is no steel reinforcement cage, only prestressed steel bars and double-ended inner and outer steel plates, which are applied to some engineering scenarios with slightly lower requirements, can effectively reduce the structural cost, and achieve the goal of cost reduction and efficiency improvement;

[0050] In engineering scenarios with even lower requirements, the diagonal member 2 is a metal rod. Using a metal rod with a small cross-section in a low-load scenario can be a circular cross-section, a square cross-section, an I-shaped cross-section, etc., which can speed up the construction speed and shorten the construction period.

[0051] This embodiment is as Figure 3 and Figure 4 shown (the nodes are simplified for illustration). The node also includes a cross bar 3, and the cross bar 3 is horizontally connected to the docking end of the upper corner column section 1 and / or the docking end of the lower corner column section 1, or can also be connected to the docking part of the upper corner column section 1 and the lower corner column section 1. The specific position can be determined according to needs; the cross bar 3 also uses the steel-concrete structure; or, compared with the steel-concrete structure, in the concrete structure of the cross bar 3, there is no steel reinforcement cage; or, the cross bar 3 is a metal rod.

[0052] The scheme of connecting the cross bar 3 to the corner column section 1 can adopt the same scheme as that of connecting the diagonal member 2 to the corner column section 1. When directly welded to the corner column section 1, the welding position is on the steel plate at the end of the corner column section 1; when welded to the corner column section 1 through a structural member for transition, first weld one end of the structural member to the metal plate of the corner column section 1, and then weld the other end to the cross bar 3. The structural member can use channel steel and I-beam steel, etc., because the structural member can overlap with the cross bar in length, and the structural member can make up for the length difference of the cross bar and simplify the construction process.

[0053] In this embodiment, the ends of the upper corner column section 1 and the lower corner column section 1 are mechanically connected by a screw lock 14, and / or connected by a flange 15 and a screw. That is to say, the ends of the upper corner column section 1 and the lower corner column section 1 are only mechanically connected by a screw lock, as Figure 6 shown; or, only connected by a flange 15 and a screw on the circumferences of the outer ends of the corner column section 1 and the lower corner column section 1, or both are used at the same time, as Figure 4 shown.

[0054] The screw lock 14 structure includes a male end and a female end that are inserted into each other. When the corner column section 1 is poured, the male end and the female end can be respectively pre-embedded and poured at both ends, and the ends of the upper corner column section 1 and the lower corner column section 1 are just butted. The screw lock 14 is composed of components such as large and small nuts, inserting rods, intermediate nuts, lock washers, washers and springs. Through a unique taper fit and thread locking mechanism, a zero-gap and high-strength connection between the upper corner column section 1 and the lower corner column section 1 is achieved. With the auxiliary of the outer flange connection, both the accuracy and the stability of the connection are ensured. Compared with the traditional method, on the one hand, the cost can be reduced, and on the other hand, wet operations are not required on site to improve the construction efficiency. The outer bolt connection is combined with the screw lock mechanical connection. The outer bolts ensure the firm rigid connection of the upper and lower sections and prevent the mutual movement of the screw lock connection interface due to the load in the wind power scenario. The two connection structures are combined, and have outstanding effects in dealing with fatigue problems.

[0055] On the basis of the above embodiment, in this embodiment, when the ends of the upper corner column section 1 and the lower corner column section 1 are provided with flanges 15, a plurality of longitudinal stiffening ribs 16 are arrayed in the circumferential direction of the flange 15, as Figure 4 shown. Both the flange 15 and the stiffening ribs 16 are located at the steel plate at the end of the corner column section 1. The plurality of longitudinal stiffening ribs 16 optimize the stress distribution and enhance the overall stiffness and strength of the end of the corner column section. The stiffening ribs 16 not only effectively disperse the stress concentration, but also improve the stability and load-bearing capacity of the structure. At the same time, the design of the flange 15 and the stiffening ribs 16 makes the connection more firm and reliable, providing a strong guarantee for the safe use of the connection part of the corner column section under various complex working conditions.

[0056] In this embodiment, as Figure 5 and Figure 6 shown, at the end of the steel-concrete structure, the transition section between the concrete and the steel plate 10 is wrapped with an FRP material 5. FRP (fiber reinforced composite material) is composed of a fiber material and a matrix material. When wrapping this structure, optional fiber materials include carbon fiber and glass fiber, and matrix materials include epoxy resin, vinyl ester resin, unsaturated polyester resin, etc. Wrapping the FRP material can ensure the stability of the stiffness transition section. This is because the stiffness of the component will change suddenly at the connection between the steel and the concrete, which is likely to cause damage or even destruction of the structure. Using the FRP material for reinforcement can effectively improve this problem and strengthen the weak part of the component.

[0057] In this embodiment, as Figure 4 shown, a ring rib 17 is also provided at the end of the corner column section 1. The ring rib 17 is made of steel plate material, and the fabrication of the component is completed in the factory. During the on-site construction process, there is no wet connection, only bolt connection, which ensures the project quality and improves the construction efficiency.

[0058] In this embodiment, as Figure 4 shown, the connection structure between the corner column section 1 and the diagonal rod 2 includes a gusset plate 60, a socket plate 61 and a cover plate 62; the gusset plate 60 is fixedly connected to the end of the corner column section 1, the socket plate 61 is fixedly connected to the end of the diagonal rod 2, the ends of the gusset plate 60 and the socket plate 61 are aligned, and the two cover plates 62 clamp the gusset plate 60 and the socket plate 61 from both sides at the same time and are fastened into one body by bolts. Through the fixed connection between the gusset plate 60 and the end of the corner column section 1, and the stable combination between the socket plate 61 and the end of the diagonal rod 2, the rapid docking between components is realized. The two cover plates 62 clamp the gusset plate 60 and the socket plate 61 from both sides at the same time and are fastened by bolts, forming a connection node with extremely strong integrity. This design not only enhances the stability and load-bearing capacity of the structure, but also facilitates installation and disassembly, improves the construction efficiency, and provides a strong guarantee for the safety and reliability of the engineering structure.

[0059] This embodiment is an embodiment of a prestressed lattice wind turbine tower, which can be referred to Figures 1-3 , and Figure 7 (the node structure in the attached drawings is simplified), including a prestressed concrete steel node as above. A plurality of nodes are connected along the circumferential direction (horizontal plane) and the longitudinal direction (height) to form a tower body. A transition section 90 is provided at the upper part of the tower body to connect multiple corner columns into a whole and then used to install the tower barrel 7 and the fan assembly. The lower part of the tower body (the lower end of the corner column) is installed in the concrete foundation through a flange plate in cooperation with bolts and / or through a screw lock.

[0060] Along the longitudinal direction, the corner column section 1 is connected between two adjacent nodes to form a whole corner column. A second prestressed tendon 8 is provided between the upper end and the lower end of the whole corner column. The two ends of the second prestressed tendon 8 can be respectively fixed and pre-tightened to the transition section 90 and the concrete foundation. The second prestressed tendon 8 passes through the pipe of the corner column section and is anchored after applying prestress;

[0061] Circumferentially, the diagonal rod 2 is obliquely connected between the upper and lower nodes of two adjacent integral corner columns. When the upper, lower, left, and right nodes on the side of the wind power tower form a frame, the two diagonal rods 2 are respectively connected at the diagonals, and the two diagonal rods 2 present an "X" shape. Considering that the scale of the diagonal rod is relatively small and it is convenient for transportation, the two diagonal rods 2 can be integrally formed using an "X"-shaped mold; they can also be produced in three sections separately and then assembled. When connected in three sections, one section is a complete diagonal rod 2, and the other two ends are partial sections and are respectively located on both sides of the complete diagonal rod, thus connecting into an "X" shape. The specific connection form can be the same as that of the diagonal rod connected to the corner column section. For example, steel parts are pre-embedded at the connection, and then they are connected into one body by bolts or welding.

[0062] Circumferentially, at least one layer of circumferentially adjacent nodes is also connected by a horizontal rod 3. In actual projects, the horizontal crossbar is not used as a load-bearing structure, and its main function is to build internal ladders and working platforms; in lattice towers, some of the horizontal crossbars are removed, and a few are left at certain intervals to meet the needs. By reasonably removing some of the horizontal crossbars in the lattice tower and only retaining them at certain intervals, it not only meets the actual functional requirements, but also effectively reduces the self-weight of the tower, reduces the material consumption and construction cost, optimizes the tower structure, and improves the overall economy and practicality.

[0063] In this embodiment, circumferentially, there are at least three nodes;

[0064] Longitudinally, the connecting line of the center points of the corner columns of the nodes is the cross-section of the frame, and the cross-section of the upper-layer frame is less than or equal to the cross-section of the lower-layer frame. When the cross-section of the upper-layer frame is equal to the cross-section of the lower-layer frame, the cross-section of the tower remains unchanged along the height direction, as Figure 2 shown; when the cross-section of the upper-layer frame is less than the cross-section of the lower-layer frame, the tower can be in a form with a corner, as Figure 7 shown.

[0065] Specifically, when there are three nodes, the cross-section of the wind power tower is triangular, such as the second and fourth towers from left to right in Figure 7 ; when there are four nodes, the cross-section of the wind power tower is rectangular or can also be square, such as the first and third towers from left to right in Figure 7 ; in more possible implementation manners, the number of nodes may exceed four, so the cross-section of the wind power tower is polygonal. By flexibly setting the number of nodes in the same height layer, the cross-section of the tower can be designed as needed, such as triangular cross-section, rectangular or square cross-section, etc., and the tower structure can be customized according to different terrains, wind conditions and load-bearing requirements to improve its adaptability. At the same time, the cross-section size is reasonably adjusted so that the upper layer is less than or equal to the lower layer, as Figure 7Among them, the cross-section of the bottom layer of the tower is the largest. The cross-section of the second layer from the bottom is smaller than that of the bottom layer, and the cross-section of the third layer is smaller than that of the second layer. Continuing upwards, the cross-sections of each layer remain the same (this is only an example here, and the actual design can be carried out according to the engineering situation), which not only ensures stability, but also optimizes the use of materials, reduces costs, and realizes the construction of a tower that is efficient, economical, and safe.

[0066] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, rather than limiting it; although the present invention has been described in detail with reference to the foregoing embodiments, those of ordinary skill in the art should understand that they can still modify the technical solutions recorded in the foregoing embodiments, or perform equivalent replacements on some or all of the technical features; and these modifications or replacements do not make the essence of the corresponding technical solutions deviate from the scope of the technical solutions of the embodiments of the present invention, and they should all be covered within the scope of the claims and the description of the present invention.

Claims

1. A lattice prestressed concrete steel node, characterized in that: The invention comprises an upper corner column section (1), a lower corner column section (1) and an inclined rod (2) which are butt-jointed up and down, wherein at least one of the upper corner column section (1), the lower corner column section (1) and the inclined rod (2) uses a steel-concrete structure, wherein the steel-concrete structure comprises a concrete pipe body and inner and outer steel plates (10) located at both ends of the concrete pipe body, and the concrete pipe body is provided with a first prestressed tendon (11) along the length direction.

2. A lattice prestressed concrete steel node according to claim 1, characterized in that: An outer steel cage (12) and an inner steel cage (13) are arranged in the concrete structure of the concrete pipe body, and the first prestressed tendons (11) are arranged between the two steel cages.

3. A lattice prestressed concrete steel node according to claim 2, characterized in that: The upper corner column section (1) and the lower corner column section (1) use the steel-concrete structure; The structure of the diagonal rod (2) is the same as that of the corner column section (1); or, compared with the steel-concrete structure, the structure of the diagonal rod (2) does not include a steel cage in the concrete structure of the diagonal rod (2); or, the diagonal rod (2) is a metal rod.

4. A lattice prestressed concrete steel node according to claim 2, characterized in that: It also comprises a cross bar (3), wherein the cross bar (3) is transversely connected to the butt end of the upper corner column section (1) and / or the butt end of the lower corner column section (1); The cross bar (3) also uses the steel-concrete structure; or, compared with the steel-concrete structure, the structure of the cross bar (3) does not include a steel cage in the concrete structure of the cross bar (3); or, the cross bar (3) is a metal bar.

5. The lattice prestressed concrete steel node according to claim 1, characterized in that: The ends of the upper corner column section (1) and the lower corner column section (1) are mechanically connected via screw locks (14) and / or connected via flanges (15) and screws.

6. A lattice-type prestressed concrete steel node according to claim 5, characterized in that: When flanges (15) are provided at the ends of the upper corner column segment (1) and the lower corner column segment (1), the flanges (15) are provided with a plurality of longitudinal stiffening ribs (16) arranged in an array in the circumferential direction.

7. The lattice prestressed concrete steel node according to claim 1, characterized in that: The end of the steel-concrete structure and the transition section between the concrete and the steel plate (10) are wrapped with FRP material (5); And / or, the end of the corner column segment (1) is further provided with an annular rib (17).

8. The lattice prestressed concrete steel node according to claim 1, characterized in that: The connection structure of the corner column segment (1) and the diagonal rod (2) comprises a connection plate (60), an insert plate (61) and a cover plate (62); The connection plate (60) is fixedly connected to the end of the corner column section (1), and the plug plate (61) is fixedly connected to the end of the diagonal rod (2). The ends of the connection plate (60) and the plug plate (61) are aligned, and the two cover plates (62) clamp the connection plate (60) and the plug plate (61) at both sides and are fastened into one piece by bolts.

9. A lattice prestressed wind power tower, characterized in that: It comprises a prestressed concrete steel node as claimed in claim 6, a plurality of said nodes are connected in the circumferential direction and the longitudinal direction to form a tower body, a transition section is arranged on the upper part of the tower body for installing a tower (7) and a wind turbine assembly, and the lower part of the tower body is installed in a concrete foundation through a flange; In the longitudinal direction, the corner column segment (1) is connected between two adjacent nodes to form a whole corner column, and a second prestressed tendon (8) is provided between the upper end and the bottom end of the whole corner column; Along the circumferential direction, the oblique rod (2) is obliquely connected between the upper and lower nodes of two adjacent whole corner columns; At least one layer of adjacent nodes in the ring direction is connected via a crossbar (3).

10. The lattice prestressed wind power tower according to claim 9, characterized in that: Along the ring direction, there are at least three nodes; Along the longitudinal direction, the line connecting the center points of the corner columns of the nodes is the cross section of the frame, and the cross section of the upper frame is less than or equal to the cross section of the lower frame.

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