External prestressing ground anchor structure of wind power tower

Abstract

The utility model discloses a ground anchor structure for external prestressing of a wind power tower, which is suitable for anchoring of external prestressing of a lattice type wind power tower. The device comprises a prestressed cable, the lower end of the prestressed cable is connected with an anchor seat through an anchorage device, and the bottom of the anchor seat is poured in a concrete foundation; and the anchorage device is positioned above the concrete foundation. The anchor base is of a semi-embedded structure, the upper half portion of the anchor base is connected with the prestressed cable through the anchorage device, the lower half portion of the anchor base is poured in the concrete foundation, tension generated by the prestressed cable is transmitted to the concrete foundation through the anchor base, and therefore effective anchoring of external prestress of the wind power tower can be achieved. As the anchorage device is positioned above the concrete foundation, a cavity is not required to be formed in the concrete foundation, so that the overall volume of the foundation structure can be reduced to a certain extent, and the construction is simplified; meanwhile, due to the fact that the anchorage device is located in an open space outside the concrete foundation, the operation space of personnel and tensioning equipment is relatively wide, and tensioning construction of prestress and later overhaul and maintenance operation are better facilitated.

Description

Technical Field

[0001] The utility model mainly relates to the technical field of wind power equipment, in particular to an external prestressed ground anchor structure of a wind power tower. Background Art

[0002] In the context of carbon neutrality and new infrastructure, wind power development efforts are constantly increasing. For medium and low-speed onshore wind areas, the use of high towers can make wind turbine blades closer to a higher level of stable airflow, thereby capturing higher-speed winds and reducing the cost per unit of electricity. However, due to issues such as deadweight, performance, and cost, how to increase the height limit of wind turbine towers has become a difficult problem in the industry.

[0003] In order to solve the above problems, Chinese patent ZL202321196693.7 discloses a UHPC-based wind turbine tower with a ground anchor bundle, which significantly reduces its own weight by modifying the material and structure of the wind turbine tower, and can effectively improve the various performances of the wind turbine tower at a relatively low cost, thus hopefully breaking through the height bottleneck of the wind turbine tower.

[0004] However, in the technical solution disclosed in the patent, the prestressed anchor is arranged in the cavity in the foundation of the wind turbine tower. This kind of prestressed ground anchor structure outside the wind turbine tower has multiple disadvantages: first, the arrangement of the cavity in the foundation of the wind turbine tower will increase the overall volume of the foundation structure, thereby increasing the floor area; second, the arrangement of the cavity in the foundation of the wind turbine tower will complicate the structure, thereby increasing the difficulty of construction of the foundation structure; third, the internal space of the cavity is small, and the operating space for personnel and tensioning equipment is limited, which is not conducive to the prestressing construction; fourth, the prestressed cable is anchored inside the foundation and is a closed structure, which is not convenient for subsequent inspection and maintenance operations. Utility Model Content

[0005] The technical problem to be solved by the utility model is to overcome the deficiencies of the prior art and provide an external prestressed ground anchor structure for a wind power tower.

[0006] In order to solve the above technical problems, the utility model adopts the following technical solutions:

[0007] A ground anchor structure for external prestressing of a wind power tower is suitable for anchoring the external prestressing of a lattice wind power tower; it comprises a prestressed cable, the lower end of the prestressed cable is connected to an anchor seat via an anchor, the bottom of the anchor seat is cast in a concrete foundation and is located near the root of a tower column; the anchor is located above the concrete foundation.

[0008] As a further improvement of the above technical solution:

[0009] The anchor seat includes an anchor pulling part; the anchor pulling part includes an anchor pipe sleeved on the lower section of the prestressed cable, and an anchor pulling plate welded to the outside of the anchor pipe; an anchor pad plate for cooperating with the installation of the anchor is welded to the bottom end of the anchor pipe, and the anchor pulling plate is formed with an opening for the placement and tensioning construction of the anchor seat.

[0010] A shock absorber is clamped in the gap between the anchor pipe and the prestressed cable.

[0011] The top end cover of the anchor pipe is provided with a rain cover.

[0012] The anchor plate is configured as a flat plate, which is located in the same plane as the prestressed cable.

[0013] The anchor plate is provided with a plurality of stiffening ribs parallel to the prestressed cables.

[0014] The anchoring portion further comprises an annular plate, which is sleeved outside the anchor pipe and fixed thereto, and the bottom surface of the annular plate is respectively connected to the upper end edges of the anchoring plate and the stiffening rib.

[0015] The anchor seat also includes an anchoring part; the anchoring part includes a pressure-bearing plate attached to the upper surface of the concrete foundation and connected to the anchor plate and the stiffening ribs, and an embedded steel plate arranged below the pressure-bearing plate and cast in the concrete foundation.

[0016] The anchoring part also includes a plurality of anchoring bolts connected to the pressure-bearing plate and cast in the concrete foundation.

[0017] The number of the concrete foundations is the same as the number of tower columns of the lattice wind power tower, and each of the concrete foundations is connected to a tower column and an anchor seat of an external prestressed cable for anchoring the tower column.

[0018] Compared with the prior art, the advantages of the utility model are:

[0019] The anchor seat is a semi-embedded structure, the upper part of which is connected to the prestressed cable through the anchor, and the lower part is cast in the concrete foundation. The tension generated by the prestressed cable is transmitted to the concrete foundation through the anchor seat, thereby achieving effective anchoring of the external wind turbine tower. Because the anchor is located above the concrete foundation, it is unnecessary to set up a cavity in the concrete foundation, which can reduce the overall volume of the foundation structure and simplify the structure to a certain extent; at the same time, because the anchor is located in the open space outside the concrete foundation, the operating space for personnel and tensioning equipment is relatively ample, which is more conducive to the prestressing construction and subsequent inspection and maintenance operations. BRIEF DESCRIPTION OF THE DRAWINGS

[0020] Figure 1 It is a schematic elevation view of a prestressed ground anchor structure of a wind power tower (showing the tower column);

[0021] Figure 2It is a schematic elevation diagram of the external prestressed anchor structure of the wind power tower;

[0022] Figure 3 It is a three-dimensional schematic diagram of the external prestressed ground anchor structure of the wind power tower (the anchor is not shown);

[0023] Figure 4 This is a schematic diagram of the anchor plate;

[0024] Figure 5 This is a schematic diagram of the installation of a lattice wind turbine tower (partial).

[0025] The numbers in the figure represent: 1. prestressed cable; 2. anchor; 3. anchor seat; 31. anchor part; 311. anchor pipe; 312. anchor plate; 313. anchor pad; 314. opening; 315. stiffening rib; 316. annular plate; 317. groove; 32. anchor part; 321. pressure plate; 322. embedded steel plate; 323. shear key; 324. anchor bolt; 4. concrete foundation; 5. shock absorber; 6. rain cover; 7. tower column. DETAILED DESCRIPTION

[0026] The present invention will be further described in detail below in conjunction with the accompanying drawings and specific embodiments.

[0027] Example

[0028] like Figures 1 to 5 As shown, the external prestressed anchor structure of the wind power tower of this embodiment is suitable for the external prestressed anchoring of the lattice wind power tower; it includes a prestressed cable 1, the lower end of the prestressed cable 1 is connected to the anchor seat 3 through the anchor 2, the bottom of the anchor seat 3 is cast in the concrete foundation 4 and is located near the root of the tower column 7; the anchor 2 is located above the concrete foundation 4. The anchor seat 3 is a semi-embedded structure, the upper half of which is connected to the prestressed cable 1 through the anchor 2, and the lower half is cast in the concrete foundation 4. The tension generated by the prestressed cable 1 is transmitted to the concrete foundation 4 through the anchor seat 3, so that the external wind power tower can be effectively anchored. In addition, because the anchor 2 is located above the concrete foundation 4, it is unnecessary to set a cavity in the concrete foundation 4, so that the overall volume of the foundation structure can be reduced to a certain extent and the structure can be simplified; at the same time, because the anchor 2 is located in the open space outside the concrete foundation 4, the operating space for personnel and tensioning equipment is relatively ample, which is more conducive to the prestressing tensioning construction and the later inspection and maintenance operations.

[0029] In this embodiment, the anchor seat 3 includes an anchoring part 31; the anchoring part 31 includes an anchor pipe 311 sleeved on the lower section of the prestressed cable 1, and an anchoring plate 312 welded outside the anchor pipe 311; an anchor pad 313 for matching the installation of the anchor 2 is welded at the bottom end of the anchor pipe 311, and the anchoring plate 312 is formed with an opening 314 for the placement and tensioning construction of the anchor seat 3. Specifically, the anchor pipe 311 is configured as a seamless circular steel pipe (it can also be configured as a square steel pipe in other embodiments), the lower end of which extends into the opening 314, and the central axis thereof coincides with the central axis of the prestressed cable 1; the bottom end of the anchor pipe 311 is welded with an anchor pad 313, the anchor pad 313 is configured as a flat steel plate with a central opening, the size of the central opening is consistent with the inner diameter of the anchor pipe 311, the anchor pad 313 is connected to the anchor pipe 311 by welding, and the prestressed cable 1 passes through the anchor pipe 311 and is anchored on the anchor pad 313 by the anchor 3. The anchor plate 312 is formed with a groove 317 with the same width as the diameter of the anchor pipe 311 . The groove 317 is connected to the opening 314 . The anchor pipe 311 is embedded therein and is firmly connected to the anchor plate 312 by welding.

[0030] Furthermore, a shock absorber 5 is clamped in the gap between the anchor pipe 311 and the prestressed cable 1. By installing the shock absorber 5, fatigue caused by vibration during operation can be reduced. The top cover of the anchor pipe 311 is provided with a rain cover 6, which is used to close the anchor pipe 311 and prevent rainwater from entering the anchor pipe 311 along the prestressed cable 1 and wetting the anchor 2, thereby slowing down the rusting speed of the anchor 2 to a certain extent.

[0031] Furthermore, the anchor plate 312 is configured as a flat plate, which is located in the same plane as the prestressed cable 1, so that the effect of the adverse shear component force can be reduced to a certain extent. The anchor plate 312 is provided with a plurality of stiffening ribs 315 parallel to the prestressed cable 1. The stiffening ribs 315 are arranged along the length direction of the prestressed cable 1, which can enhance the out-of-plane stiffness of the anchor plate 312 and increase the tensile area of ​​the cross section of the anchor plate 312, thereby optimizing the force of the anchor plate 312. The anchor portion 31 also includes an annular plate 316, which is sleeved outside the anchor pipe 311 and fixed thereto, and the bottom surface of the annular plate 316 is respectively connected to the upper end edges of the anchor plate 312 and the stiffening ribs 315. The central opening of the annular plate 316 is the same as the outer diameter of the anchor pipe 311, and the two are fixed by welding.

[0032] In this embodiment, the anchor seat 3 also includes an anchoring portion 32; the anchoring portion 32 includes a pressure plate 321 attached to the upper surface of the concrete foundation 4 and connected to the anchor plate 312 and the stiffening rib 315, and an embedded steel plate 322 arranged below the pressure plate 321 and cast in the concrete foundation 4. Specifically, the normal of the pressure plate 321 is parallel to the prestressed cable 1, so that the direction of the prestressed cable 1 is consistent with the pressure direction of the pressure plate 321, and the effect of the adverse shear component force is reduced. The pressure plate 321 and the anchor plate 312, the pressure plate 321 and the stiffening rib 315, and the pressure plate 321 and the embedded steel plate 322 are all fixed by welding. More specifically, shear keys 323 are welded to the lower surface of the pressure plate 321 and the two side surfaces of the embedded steel plate 322, and the shear connectors are embedded 323 in the concrete foundation 4. The shear keys 323 are cylindrical head welds (in other embodiments, they can also be configured as angle steels, steel bars, or perforated plate connectors, etc.).

[0033] Furthermore, the embedded steel plate 322 is configured as a flat plate, and the embedded steel plate 322 is formed with a plurality of holes 3221 for concrete to flow. By providing the holes, the adverse cutting effect of the embedded steel plate 322 on the concrete can be reduced. Furthermore, the embedded steel plate 322 is perpendicular to the pressure plate 321 and is located in the same plane as the prestressed cable 1, so that the pulling direction of the embedded steel plate 322 can be ensured to be consistent with the axial pulling direction of the prestressed cable 1, thereby reducing the effect of the adverse out-of-plane shear component.

[0034] Furthermore, the anchoring portion 32 also includes a plurality of anchor bolts 324 connected to the pressure plate 321 and cast in the concrete foundation 4. The anchor bolts 324 are high-strength bolts used to bear the axial tension of the prestress. The screw of the high-strength bolt passes through the opening formed on the pressure plate 321 and is cast in the concrete foundation 4, and its nut is fastened to the pressure plate 321. Preferably, the end of the anchor bolt 324 away from the pressure plate 321 is bent, and the bent anchor bolt 324 can increase the anchoring length between the concrete foundation 4, thereby enhancing the pull-out resistance effect.

[0035] In this embodiment, the number of concrete foundations 4 is the same as the number of tower columns 7 of the lattice wind power tower, and each concrete foundation 4 is connected to a tower column 7 and an anchor seat 3 for anchoring the external prestressed cable 1 of the tower column 7. The concrete foundation 4 is configured as an enlarged foundation or a pile foundation, which is a solid structure. The independent concrete foundation 4 can reduce the land occupation and materials used, and enhance the adaptability to the environment.

[0036] Although the present invention has been disclosed as a preferred embodiment as above, it is not intended to limit the present invention. Any technician familiar with the art can use the above disclosed technical content to make many possible changes and modifications to the technical solution of the present invention without departing from the scope of the technical solution of the present invention, or modify it into an equivalent embodiment of equivalent changes. Therefore, any simple modification, equivalent change and modification made to the above embodiments based on the technical essence of the present invention without departing from the content of the technical solution of the present invention should fall within the scope of protection of the technical solution of the present invention.

Claims

1. A wind power tower external prestressed ground anchor structure, characterized by: The invention is suitable for anchoring the external prestress of a lattice-type wind power tower; it comprises a prestressed cable (1), the lower end of the prestressed cable (1) is connected to an anchor seat (3) via an anchor (2); the bottom of the anchor seat (3) is cast in a concrete foundation (4) and is located near the root of a tower column (7); the anchor (2) is located above the concrete foundation (4).

2. The external prestressed anchor structure of a wind power tower according to claim 1 is characterized in that: The anchor seat (3) comprises an anchoring portion (31); the anchoring portion (31) comprises an anchor pipe (311) sleeved on the lower section of the prestressed cable (1), and an anchoring plate (312) welded to the outside of the anchor pipe (311); an anchor pad (313) for cooperating with the anchor (2) for installation is welded to the bottom end of the anchor pipe (311), and the anchoring plate (312) is formed with an opening (314) for the placement and tensioning construction of the anchor seat (3).

3. The external prestressed anchor structure of a wind power tower according to claim 2 is characterized in that: A shock absorber (5) is clamped in the gap between the anchor pipe (311) and the prestressed cable (1).

4. The external prestressed ground anchor structure of a wind power tower according to claim 2, characterized in that: The top end of the anchor pipe (311) is covered with a rain cover (6).

5. The external prestressed ground anchor structure of a wind power tower according to claim 2, characterized in that: The anchor plate (312) is configured as a flat plate, which is located in the same plane as the prestressed cable (1).

6. The external prestressed ground anchor structure of a wind power tower according to claim 2, characterized in that: The anchor plate (312) is provided with a plurality of stiffening ribs (315) parallel to the prestressed cable (1).

7. The external prestressed ground anchor structure of a wind power tower according to claim 2, characterized in that: The anchoring portion (31) further comprises an annular plate (316), which is sleeved outside the anchoring tube (311) and fixed thereto, and the bottom surface of the annular plate (316) is respectively connected to the upper end edges of the anchoring plate (312) and the stiffening rib (315).

8. The external prestressed ground anchor structure of a wind power tower according to claim 1, characterized in that: The anchor seat (3) also includes an anchoring portion (32); the anchoring portion (32) includes a pressure plate (321) attached to the upper surface of the concrete foundation (4) and connected to the anchor plate (312) and the stiffening rib (315), and an embedded steel plate (322) arranged below the pressure plate (321) and cast in the concrete foundation (4).

9. The external prestressed ground anchor structure of a wind power tower according to claim 8, characterized in that: The anchoring portion (32) further comprises a plurality of anchoring bolts (324) connected to the pressure-bearing plate (321) and cast in the concrete foundation (4).

10. The external prestressed ground anchor structure of a wind power tower according to claim 1, characterized in that: The number of the concrete foundations (4) is the same as the number of tower columns (7) of the lattice wind power tower, and each of the concrete foundations (4) is connected to a tower column (7) and an anchor seat (3) of an external prestressed cable (1) for anchoring the tower column (7).

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