CN219638978U

CN219638978U - UHPC-based wind power tower with ground anchor beam

Info

Publication number: CN219638978U
Application number: CN202321196693.7U
Authority: CN
Inventors: 邵旭东; 华旭刚; 冯家辉; 曹君辉; 张宁
Original assignee: Hunan University
Current assignee: Hunan University
Priority date: 2023-05-17
Filing date: 2023-05-17
Publication date: 2023-09-05
Anticipated expiration: 2033-05-17

Abstract

The utility model discloses a UHPC-based wind power tower with a ground anchor beam, which comprises a plurality of layers of UHPC tower column sections which are stacked up and down, wherein the upper and lower adjacent UHPC tower column sections are connected through a tower column transition section; the UHPC tower column section comprises a plurality of UHPC tower column units, the tower column transition section comprises a plurality of UHPC transition sections and a plurality of transverse connection members, and the upper and lower adjacent UHPC tower column units are connected through the UHPC transition sections; the wind power tower further comprises a plurality of prestressed ground anchor bundles. Under the action of the ground anchor beam, the UHPC tower column is in a higher pressure stress state, so that the advantage of high compressive strength of the UHPC can be fully exerted, and the stress performance of the UHPC tower column is improved. The UHPC is adopted as a frame type tower column structure of a main body material, so that the UHPC has the advantages of higher rigidity, higher wind resistance stability, lower dead weight, higher height and good fatigue resistance and durability.

Description

UHPC-based wind power tower with ground anchor beam

Technical Field

The utility model belongs to the technical field of wind power generation, and particularly relates to a wind power generation tower.

Background

Currently, the capacity of a wind power single machine reaches more than 10MW, and with the progress of technology, fans with larger capacities are being developed and manufactured. The weight of the high capacity fans acting on the tower is also significantly increased, thus requiring a higher strength and greater stiffness of the tower. Meanwhile, the large-scale impeller also requires higher wind power tower height, and for the land wind power tower positioned in a low wind speed area, the optimal wind energy condition can be fully utilized by increasing the hub height.

Conventional concrete or steel is commonly used in the art to construct wind towers. For the conventional concrete tower column, when the self weight is too large and the tower height is too high, the construction becomes difficult, or the hoisting weight is surge, the manufacturing cost cannot bear, and the height of the wind power tower is difficult to meet the requirement. For the conventional steel tower column, when the tower column is too high, the strength requirement is often met, but the rigidity requirement is not met, if the section size is increased, the manufacturing cost is also increased suddenly, in addition, the steel tower has the problems of fatigue and durability, and the operation and maintenance cost is high. From the above, it is difficult for the wind power tower in the prior art to simultaneously meet the requirements of height, strength and rigidity, and especially in terms of height, the wind power tower is limited by material characteristics, stability and the like, and the hub height of the wind power tower cannot break through the bottleneck of 200 meters at present.

Disclosure of Invention

The technical problems to be solved by the utility model are as follows: how to construct a new wind power tower structure by utilizing a new UHPC material so as to overcome the defects and shortcomings in the prior art. The UHPC-based wind power tower with the ground anchor beam has the advantages of high tower height, good stability, fatigue resistance, good durability and the like. In order to solve the technical problems, the technical scheme provided by the utility model is as follows:

the UHPC-based wind power tower with the ground anchor beam comprises a plurality of layers of UHPC tower column sections which are stacked up and down, wherein the upper and lower adjacent UHPC tower column sections are connected through a tower column transition section; the UHPC tower column section comprises a plurality of UHPC tower column units distributed around the vertical central line of the wind power tower, the tower column transition section comprises a plurality of UHPC transition sections and a plurality of transverse connection members for connecting the UHPC transition sections into a whole, and the upper and lower adjacent UHPC tower column units are connected through the UHPC transition sections; the wind power tower further comprises a plurality of prestressed ground anchor bundles, wherein the ground anchor bundles are arranged between the UHPC tower column segment and/or the tower column transition section and the ground foundation. The above-mentioned earth anchor bundle is located between UHPC tower column segment and/or tower column changeover portion and the ground foundation and means: the ground anchor beam is arranged between the UHPC tower column segment and the ground foundation and between the tower column transition section and the ground foundation; or the ground anchor beam is arranged between the UHPC tower column segment and the ground foundation or between the tower column transition section and the ground foundation.

In the wind power tower, preferably, the ground anchor beam is arranged between the tower column transition section and the ground foundation, the transverse connection member comprises a plurality of cross beams, the UHPC transition sections which are adjacently arranged are connected through the cross beams, and the ground anchor beam is arranged between the cross beams and the ground foundation. The beams of the same cross linking member lie in the same plane. By providing a cross beam, stability of the UHPC tower segments of smaller dimensions and varying pressure axis can be ensured, while providing a large torsional stiffness for the overall tower structure under strong winds. Both ends of the ground anchor beam can be stretched and fixed on the cross beam and the ground foundation respectively, so that the structural stability can be ensured. In order to further improve the structural stability of the wind power tower, besides the cross beams, horizontally arranged cross links can be arranged between the adjacent cross beams, and a ground anchor beam can be arranged between the cross links and the ground foundation.

In the wind power tower, preferably, a ground anchor beam perpendicular to the ground foundation is stretched and arranged between the cross beams of the tower column transition sections including the uppermost layer and the ground foundation, and an anchoring position of the upper end of the ground anchor beam and the cross beams during anchoring is located at one end of the cross beams close to the UHPC transition sections. More preferably, the ground anchor bundles are vertically tensioned, and the number of the vertical ground anchor bundles tensioned between each tower column transition section and the ground foundation is twice that of the cross beams, namely, the ground anchor bundles are tensioned at two ends of each cross beam.

In the wind power tower, preferably, the ground foundation is a cavity foundation with an internal cavity, one end of the vertical ground anchor beam is anchored in the internal cavity of the cavity foundation, and the other end of the vertical ground anchor beam is anchored on the upper surface of the tower column transition section. By arranging the internal cavity, the anchor bundle is convenient to stretch and check and maintain.

In the utility model, the ground anchor beam can adopt a conventional prestress steel wire or steel strand, and can also adopt a carbon fiber prestress beam. The anchoring number of the cross beams at each layer is not less than eight, and the cross beams are symmetrically arranged along the vertical central line of the wind power tower. The UHPC tower column is in a high compressive stress state (within the allowable range of UHPC design strength) for a long time by stretching the ground anchor beam in the height direction of the tower, the ultrahigh compressive strength of the UHPC tower column is fully utilized, tension cracking caused by large tensile stress of the UHPC tower column is avoided, connection between UHPC tower column sections is more stable and firm, the overall stability of the wind power tower under the action of strong wind is ensured, self-resetting capability is provided, and the problem of structural fatigue damage caused by wind load is avoided. Compared with the prior art, the external or internal prestress is applied to the concrete tower column, the vertical ground anchor beam is adopted, so that the external prestress can be applied to the UHPC tower column section, and the vertical ground anchor beam can enable the tower structure to have a self-resetting function in strong wind, and ensure that the tower structure does not collapse.

In the above wind power tower, preferably, a cross section of the UHPC tower column section above the wind power tower is smaller than a cross section of the UHPC tower column section below the wind power tower, and a cross section size of the tower column transition section is matched with a cross section size of the UHPC tower column section adjacent to the tower column transition section. The cross section of the UHPC tower column section refers to a plane surrounded by central connecting lines of adjacent UHPC tower column units on the same plane, and the cross section of the tower column transition section refers to a plane surrounded by central connecting lines of adjacent UHPC transition sections on the same plane.

In the wind power tower, preferably, the UHPC tower column units are all vertically arranged, the cross section size of each UHPC tower column section is kept the same from bottom to top, the upper end and the lower end of the UHPC transition section are also vertically arranged, the cross section size of the UHPC tower column section arranged from bottom to top is gradually reduced, and the cross section size of the integral structure formed by connecting a plurality of UHPC tower column sections through the tower column transition section is gradually reduced from bottom to top.

In the wind power tower, preferably, the UHPC tower column units are all inclined inwards, the cross section of each UHPC tower column section is sequentially reduced from bottom to top, the UHPC transition sections are also inclined inwards, and the cross section of the integral structure formed by connecting the UHPC tower column sections through the tower column transition sections is sequentially reduced from bottom to top.

The UHPC tower column section adopts a variable cross section form along the height direction, the UHPC tower column section is a main pressure-bearing member, the pressure born by the bottom of the tower is larger, the cross section size of the UHPC tower column section at the bottom is maximum, the pressure born by the UHPC tower column section is gradually reduced along with the growth of the height of the wind power tower, the cross section of the UHPC tower column section is gradually reduced, the whole structure has higher stability, the dead weight is lower, and the manufacturing cost is lower. In a more preferred scheme, the cross section size of each UHPC tower column section is kept the same from bottom to top, and the cross section size of the UHPC tower column section arranged from bottom to top is gradually reduced, so that the construction is more convenient.

In the wind power tower, preferably, the UHPC tower column unit and the UHPC transition section are prefabricated hollow box-section members, the UHPC tower column unit and the UHPC transition section are connected through a flange structure, and the transverse connection member is a prefabricated UHPC hollow box-section member or a steel truss structure. The UHPC tower column unit and the UHPC transition section are in box-shaped, rectangular or round cross section, and the preferable box-shaped cross section has large bending moment of inertia and torsion moment of inertia and can well resist axial compression force and bending moment. Because the wind power tower structure is high in height, the UHPC tower column unit and the UHPC transition section are prefabricated segment members, and the UHPC tower column unit and the UHPC transition section can be connected through a flange structure, so that the construction can be facilitated. The cross beam is a thin member, and as the cross beam is a secondary stress member, a hollow UHPC box beam can be adopted, or a steel structure with smaller section size is adopted to form a steel truss, so that the dead weight is reduced, and the connection is convenient. The beam is provided with a ground anchor beam preformed hole at the corresponding position.

In the wind power tower, preferably, a tower column transition section is also arranged at the top of the UHPC tower column section at the uppermost layer, a steel rotating section is arranged at the upper part of the tower column transition section at the uppermost layer through a flange structure, a tower barrel is arranged on the steel rotating section through a sleeve with a conical plate, and the distance between the top of the tower barrel and a ground foundation is more than 200m. The tower barrel can be of a hollow cylindrical UHPC structure or a steel structure, and the vertical central line of the tower barrel coincides with the vertical central line of the wind power tower. The installation mode of the tower is not limited, for example, a steel rotating section is installed at the top of the transition section of the tower column at the uppermost layer, and the tower is installed on the steel rotating plate through a sleeve with a conical plate. Finally, a wind generating set and an impeller are arranged at the top end of the tower barrel. In the prior art, the height of the hub is generally excessive, and the stability of the wind power tower is not high, but in the utility model, the structure of the wind power tower allows the height of the hub to be more than 200m (more preferably 200-300 m) through structural optimization.

The utility model also provides a construction method of the UHPC wind power tower with the ground anchor beam based on the UHPC, which comprises the following steps:

s1: prefabricating the UHPC tower column unit in a factory, prefabricating or assembling the tower column transition section;

s2: constructing a ground foundation, hoisting a plurality of UHPC tower column units in a UHPC tower column section of a first layer below (the lowest layer) to the ground foundation, installing and fixing, connecting a tower column transition section of the first layer below with the UHPC tower column unit below through the UHPC transition section of the tower column transition section, installing the tower column transition section on the UHPC tower column section of the first layer below to form a whole, and stretching a ground anchor bundle between the tower column transition section and the ground foundation;

s3: hoisting a plurality of UHPC tower column units in the UHPC tower column section of the second layer below to the tower column transition section of the first layer below, installing and fixing the UHPC tower column section of the tower column transition section and the UHPC tower column unit above the UHPC tower column section through the connection of the UHPC tower column transition section and the UHPC tower column unit below the UHPC tower column section, installing the UHPC tower column section of the second layer below on the UHPC tower column section of the second layer below through the connection of the UHPC tower column section of the second layer below to form a whole, and stretching a ground anchor beam between the tower column transition section and a ground foundation;

s4: and (3) repeating the step (S3) until the installation of the tower column transition section at the uppermost layer is completed, and installing accessories and tower cylinders on the tower column transition section at the uppermost layer to complete the construction.

The UHPC has excellent compressive strength and tensile strength, the cross section size of the UHPC structure is far smaller than that of a common concrete structure under the same load condition, and is about 1/3 of that of the common concrete structure, and the UHPC structure is applied to the wind power tower, so that the dead weight of the tower structure is lighter, and the height of the wind power tower is further improved. In the utility model, the UHPC tower column unit is a main stress component and mainly bears pressure, and the UHPC tower column has excellent compression resistance and lighter dead weight, so that the height of the wind power tower can be increased by adopting the UHPC. Meanwhile, UHPC has good durability, is not easy to be corroded and damaged, and the problem of tower fatigue and durability can be solved by adopting UHPC as a main body material to construct the wind power tower, so that the periodic maintenance requirement of the wind power tower is reduced. Preferably, the UHPC tower column units are all members made of UHPC materials, and the bending tensile strength of the UHPC materials is more than 20MPa, and the compressive strength of the UHPC materials is more than 120 MPa.

The wind power tower is of a widened frame type structure, UHPC tower column units are connected in the transverse direction through the tower column transition section, stability of the tower column is guaranteed, axial pre-compression force is applied to the tower column through the ground anchor beam on one hand, large tensile stress of the tower column is avoided, UHPC cracking is prevented, self-resetting capability is provided for the wind power tower under the action of strong wind on the other hand, and overall stability of the tower column is guaranteed, so that the tower column cannot collapse.

In the utility model, the number of UHPC tower column units in each UHPC tower column section is generally not less than 3, the UHPC transition sections and the UHPC tower column units are the same in number, the number of vertical ground anchor bundles anchored on each layer of cross beams is not less than 6, and the UHPC tower column units are symmetrically distributed along the vertical central line of the wind power tower. In the preferred scheme, the number of UHPC tower column units in each UHPC tower column section is 4, the UHPC transition sections and the UHPC tower column units are in rectangular distribution, the number of the UHPC tower column transition sections is also rectangular, the number of vertical ground anchor bundles anchored on each layer of cross beams is 8, the vertical ground anchor bundles are symmetrically arranged along the vertical central line of the wind power tower, and the shape formed by the anchor points in a surrounding manner is also rectangular.

Compared with the prior art, the utility model has the advantages that:

1. the wind power tower structure adopts the ground anchor beam, and the UHPC tower column is in a higher pressure stress state under the action of the ground anchor beam, so that the advantage of high compressive strength of the UHPC can be fully exerted, and the stress performance of the UHPC tower column is improved. Compared with the prior art that external or internal prestress is applied in the concrete tower column, the utility model adopts the ground anchor beam, which not only can exert the external prestress on the UHPC tower column, but also can ensure that the tower structure has a self-resetting function in strong wind and is ensured not to collapse.

2. The wind power tower provided by the utility model adopts UHPC with excellent mechanical property and durability, is matched with a new material, adopts a frame type tower column structure, has higher strength, rigidity and wind resistance stability, and is good in fatigue resistance and durability, low in operation and maintenance cost and good in durability.

3. The wind power tower of the utility model adopts the UHPC to be matched with the frame type structure, and the preferential widening frame type structure can greatly reduce the dead weight and the material consumption (such as UHPC tower barrel with the hub height of 123 m) when the heights are the sameStructure, the material consumption is 512m ³ The material consumption of the utility model can be as low as 335m at the same height ³ ) The hub of the fan can break through 200 meters in height and is higher.

4. Because the wind power tower mainly adopts the UHPC as a main material, the manufacturing cost of the UHPC pressed component is less than 40% of that of the steel pressed component under the same pressure condition, the carbon displacement is only 20% of that of the steel component, and the dead weight is only about 20% higher than that of the steel component. Compared with a steel truss type tower, the frame type UHPC tower structure of the utility model also omits a truss or net stiffening structure which is added to the steel tower column in order to maintain stability (the stiffening structure can occupy more than 50 percent of the steel material consumption of the main tower column), so the cost of the tower of the utility model can be saved by more than 60 percent compared with that of the steel tower, and simultaneously, the utility model provides an economically feasible core technology for the breakthrough of the tower height of 200m.

5. According to the wind power tower, UHPC is used as a main material, the UHPC component is light in weight, the UHPC tower column can be prefabricated and hoisted in a long section, the construction progress is greatly improved, the quality is ensured, a large amount of field welding and high-altitude welding work are not needed, a large amount of cast-in-place concrete working procedures are also not needed, and the construction period is shorter.

Drawings

In order to more clearly illustrate the embodiments of the present utility model or the technical solutions in the prior art, the drawings that are required in the embodiments or the description of the prior art will be briefly described, and it is obvious that the drawings in the following description are some embodiments of the present utility model, and other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.

FIG. 1 is an elevation view of the entire structure of a wind power tower of embodiment 1.

Fig. 2 is a three-dimensional schematic diagram of a wind power tower of embodiment 1.

Fig. 3 is a three-dimensional schematic of the UHPC column section and column transition section of the first layer of example 1.

Fig. 4 is a three-dimensional schematic of the transition section of the column of example 1.

Fig. 5 is a three-dimensional schematic diagram of the connection of the UHPC column unit and the UHPC transition section of example 1 by a flange structure.

Fig. 6 is a three-dimensional schematic of the UHPC column segments and column transitions of the first and second layers of example 1.

Fig. 7 is a three-dimensional schematic of the UHPC column segments and column transitions of the first, second and third layers of example 1.

Fig. 8 is a three-dimensional schematic of the UHPC column segments and column transitions and overheads of the first, second, third and fourth layers of example 1.

Fig. 9 is a three-dimensional schematic diagram of the UHPC column sections and column transitions and overheads of the first, second, third, fourth and fifth layers of example 1.

Fig. 10 is a three-dimensional schematic of the steel rotor section and sleeve with tapered plate of example 1.

Fig. 11 is a schematic structural view of the cross member of example 1 in the form of a UHPC hollow box-section member.

Fig. 12 is a three-dimensional schematic view of the girder structure of the cross member of the transition section of the tower of example 2.

Fig. 13 is a schematic structural view of the cross member of example 2 in the form of a steel truss structure.

FIG. 14 is an elevation view of a wind power tower of example 3.

Legend description:

1. a ground foundation; 2. UHPC column segments; 201. UHPC column units; 3. a tower column transition section; 301. UHPC transition section; 302. a cross beam; 4. a ground anchor bundle; 5. a ground anchor bundle preformed hole; 6. a flange structure; 7. a steel turning section; 8. a sleeve with a tapered plate; 9. a tower; 10. a chord; 11. a web member; 12. an anchor plate.

Detailed Description

The present utility model will be described more fully hereinafter with reference to the accompanying drawings, in which preferred embodiments are shown, for the purpose of illustrating the utility model, but the scope of the utility model is not limited to the specific embodiments shown.

Unless defined otherwise, all technical and scientific terms used hereinafter have the same meaning as commonly understood by one of ordinary skill in the art. The terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of the scope of the present utility model.

Unless otherwise specifically indicated, the various raw materials, reagents, instruments, equipment and the like used in the present utility model are commercially available or may be prepared by existing methods.

Example 1:

as shown in fig. 1 and fig. 2, the UHPC-based wind power tower with a ground anchor beam according to the present embodiment includes a plurality of layers (5 layers in the present embodiment) of UHPC tower column segments 2 stacked one above the other, wherein upper and lower adjacent UHPC tower column segments 2 are connected by a tower column transition section 3, and a tower column transition section 3 is disposed on the uppermost UHPC tower column segment 2; the UHPC tower section 2 comprises a plurality of (4 in this embodiment) UHPC tower units 201 (distributed in rectangular shape) uniformly distributed around the vertical center line of the wind power tower, and the tower transition section 3 comprises a plurality of UHPC transition sections 301 (4 in this embodiment) and a plurality of transverse connecting members for connecting the UHPC transition sections 301 into a whole, wherein the upper and lower adjacent UHPC tower units 201 are connected by the UHPC transition sections 301; the wind power tower also comprises a plurality of prestressed ground anchor bundles 4, and the ground anchor bundles 4 are arranged between the tower column transition section 3 and the ground foundation 1.

Specifically, as shown in fig. 4, in this embodiment, the transverse linking member includes a plurality of beams 302, and adjacently disposed UHPC transition sections 301 are connected by the beams 302, and the ground anchor beam 4 is disposed between the beams 302 and the ground foundation 1. In this embodiment, a cross-link (not shown) may be disposed between the adjacent cross-beams 302, and an anchor beam 4 may be disposed between the cross-link and the ground foundation 1 to further improve structural stability.

In this embodiment, the ground anchor bundles 4 perpendicular to the ground foundation 1 are stretched and arranged between the beams 302 of the 5 tower column transition sections 3 including the uppermost layer and the ground foundation 1, the anchoring positions of the upper ends of the ground anchor bundles 4 and the beams 302 when anchored are located at one end of the beams 302 close to the UHPC transition section 301, and the number of the perpendicular ground anchor bundles 4 stretched and drawn between each tower column transition section 3 and the ground foundation 1 is twice as large as that of the beams 302, and is 8, and 40 in total.

As shown in fig. 1 to 3, in this embodiment, the ground foundation 1 is a cavity foundation with an internal cavity, and one end of the vertical ground anchor beam 4 is anchored in the internal cavity of the cavity foundation, and the other end is anchored on the upper surface of the tower transition section 3.

As shown in fig. 1 and 2, in the embodiment, the cross section of the UHPC tower section 2 above the wind power tower is smaller than the cross section of the UHPC tower section 2 below the wind power tower, and the cross section size of the tower transition section 3 is matched with the cross section size of the adjacent UHPC tower section 2. Specifically, the UHPC tower column units 201 are all vertically arranged, the cross-sectional size of each UHPC tower column segment 2 is kept the same from bottom to top, the upper end and the lower end of the UHPC transition section 301 are also vertically arranged, the cross-sectional size of the UHPC tower column segments 2 arranged from bottom to top is gradually reduced, and the cross-sectional size of an integral structure formed by connecting a plurality of UHPC tower column segments 2 through the tower column transition section 3 is gradually reduced from bottom to top.

In this embodiment, the UHPC tower unit 201 and the UHPC transition section 301 are prefabricated hollow box-section members, as shown in fig. 5, and the UHPC tower unit 201 and the UHPC transition section 301 are connected by a flange structure 6, as shown in fig. 11, 12 and 13, and the cross beam 302 is a prefabricated hollow box-section member of UHPC or a steel truss structure. When the cross beam 302 is a UHPC hollow box section member, the ground anchor beam preformed hole 5 is formed therein. When the cross member 302 is a steel truss structure, the structure of the tower transition section 3 is shown in fig. 13.

As shown in fig. 1, 2 and 10, in this embodiment, a tower column transition section 3 is also provided at the top of the UHPC tower column section 2 at the uppermost layer, a steel rotating section 7 is installed at the upper part of the tower column transition section 3 at the uppermost layer through a flange structure 6, a tower drum 9 is installed on the steel rotating section 7 through a sleeve 8 with a conical plate, and the distance between the top of the tower drum 9 and the ground foundation 1 can be greater than 200m.

As shown in fig. 3 to 10, the construction method of the UHPC wind power tower with the ground anchor beam based on the UHPC according to the embodiment includes the following steps:

s1: prefabricating a UHPC tower column unit 201 in a factory, prefabricating or assembling a tower column transition section 3;

s2: constructing a ground foundation 1, hoisting a plurality of UHPC tower column units 201 in a UHPC tower column section 2 of a first layer below to the ground foundation 1, installing and fixing, connecting a tower column transition section 3 of the first layer below with the UHPC tower column units 201 of the first layer below through a UHPC transition section 301 of the tower column transition section, installing the tower column transition section 3 of the first layer below on the UHPC tower column section 2 of the first layer below to form a whole, and tensioning a ground anchor bundle 4 between the tower column transition section 3 and the ground foundation 1;

s3: hoisting a plurality of UHPC tower column units 201 in a lower UHPC tower column section 2 of a second layer to a tower column transition section 3 of a first layer below, installing and fixing the UHPC tower column units 201 above the UHPC tower column transition section 3 through the connection of the UHPC transition section 301 of the tower column transition section 3, installing the tower column transition section 3 of the second layer below on the UHPC tower column section 2 of the second layer below through the connection of the UHPC transition section 301 of the UHPC tower column transition section 3 and the UHPC tower column units 201 below the UHPC tower column transition section to form a whole, and stretching a ground anchor beam 4 between the tower column transition section 3 and a ground foundation 1;

s4: and (3) repeating the step (S3) until the installation of the tower column transition section (3) at the uppermost layer is completed, and installing accessories and tower cylinders (9) on the tower column transition section (3) at the uppermost layer to complete the construction.

More specifically, the construction method of the UHPC wind power tower with the ground anchor beam based on the UHPC comprises the following steps:

s1: and building a first layer segment of the wind power tower. The UHPC tower cell 201 is prefabricated at the factory, and the tower transition section 3 (FIG. 4) is prefabricated or assembled. As shown in fig. 3, a cavity foundation is poured by ordinary concrete at a wind power tower site, after the concrete of the cavity foundation reaches the design strength, the UHPC tower column unit 201 of the UHPC tower column section 2 of the first layer below is lifted by a tower crane, and the UHPC tower column unit 201 can be fixed on the cavity foundation by using a conventional flange. The lower first layer tower transition section 3 is integrally hoisted to the top of the UHPC tower section 2, and the tower transition section 3 and the UHPC tower section 2 are connected through a flange structure 6 (as shown in figure 5). And finally stretching the ground anchor bundles 4 from the inside of the cavity type foundation along the longitudinal direction, anchoring the ground anchor bundles 4 on the top surface of the cross beam 302, wherein the anchoring positions are symmetrically distributed along the vertical central line of the wind power tower near the UHPC transition section 301,8.

S2: and building a second layer segment of the wind power tower. As shown in fig. 6, the UHPC tower units 201 of the second layer of UHPC tower segments 2 are hoisted by the tower crane, and the second layer of UHPC tower segments 2 (lower end) are integrally connected with the tower transition sections 3 (upper end) of the first layer using the flange structure 6. And then the tower column transition section 3 of the second layer is integrally hoisted to the top of the UHPC tower column section 2 of the second layer, and the tower column transition section 3 (lower end) of the second layer and the UHPC tower column section 2 (upper end) of the second layer are connected through the flange structure 6. And finally stretching the ground anchor bundles 4 from the inside of the cavity type foundation along the longitudinal direction, anchoring the ground anchor bundles 4 on the top surface of the cross beam 302, wherein the anchoring positions are symmetrically distributed along the vertical central line of the wind power tower near the UHPC transition section 301,8.

S3: and building a third-layer segment of the wind power tower. As shown in fig. 7, the UHPC tower elements 201 of the third layer of UHPC tower segments 2 are hoisted by the tower crane, and the UHPC tower segments 2 are connected integrally with the tower transition section 3 using the flange structure 6. And then integrally hoisting the tower column transition section 3 of the third layer to the top of the UHPC tower column section 2 of the third layer, and connecting the tower column transition section 3 and the UHPC tower column section 2 through the flange structure 6. And finally stretching the ground anchor bundles 4 from the inside of the cavity type foundation along the longitudinal direction, anchoring the ground anchor bundles 4 on the top surface of the cross beam 302, wherein the anchoring positions are symmetrically distributed along the vertical central line of the wind power tower near the UHPC transition section 301,8.

S4: and building a fourth-layer section of the wind power tower. As shown in fig. 8, the UHPC tower unit 201 of the fourth layer of UHPC tower segments 2 is hoisted by the tower crane, and the UHPC tower segments 2 are connected integrally with the tower transition section 3 using the flange structure 6. And then integrally hoisting the tower column transition section 3 of the fourth layer to the top of the UHPC tower column section 2 of the fourth layer, and connecting the tower column transition section 3 and the UHPC tower column section 2 through the flange structure 6. And finally stretching the ground anchor bundles 4 from the inside of the cavity type foundation along the longitudinal direction, anchoring the ground anchor bundles 4 on the top surface of the cross beam 302, wherein the anchoring positions are symmetrically distributed along the vertical central line of the wind power tower near the UHPC transition section 301,8.

S5: and building a fifth layer section of the wind power tower. As shown in fig. 9, the UHPC tower unit 201 of the UHPC tower section 2 of the fifth layer is hoisted by means of a tower crane, the UHPC tower section 2 being connected in one piece with the tower transition section 3 using the flange structure 6. And then integrally hoisting the tower column transition section 3 of the fifth layer to the top of the UHPC tower column section 2 of the fifth layer, and connecting the tower column transition section 3 and the UHPC tower column section 2 through the flange structure 6. And finally stretching the ground anchor bundles 4 from the inside of the cavity type foundation along the longitudinal direction, anchoring the ground anchor bundles 4 on the top surface of the cross beam 302, wherein the anchoring positions are symmetrically distributed along the vertical central line of the wind power tower near the UHPC transition section 301,8. The fifth layer in this embodiment is the top layer of the wind power tower, and the top end portion of the tower column transition section 3 of the fifth layer is used as a capping tower column.

S6: a tower 9, a wind generating set and an impeller are arranged. As shown in fig. 1, 2 and 10, a steel rotor 7 is erected on top of the tower transition 3 and is integrally formed by flange connection. The tower drum 9 is lifted to the top of the uppermost steel rotating section 7 through a tower crane, the tower drum 9 is fixed through the steel rotating section 7 and the sleeve 8 with the conical plate, and then the wind generating set and the impeller are installed, so that the construction is completed.

In the embodiment, the UHPC tower column segment 2 and the tower column transition section 3 are prefabricated in a factory by adopting UHPC materials, and the bending tensile strength of the UHPC materials is more than 20MPa, and the compressive strength of the UHPC materials is more than 120 MPa. The height of the UHPC column segment 2 is preferably 20-40m, and the height of the column transition 3 is preferably 3-6m. The UHPC tower column units 201 of the UHPC tower column section 2 and the UHPC transition section 301 of the tower column transition section 3 are hollow box-shaped section components, the height and the width a1 of the section of the UHPC tower column units 201 are 1-3m, and the wall thickness b1 is 0.1-0.3m. The cross-sectional dimensions of the UHPC transition section 301 are consistent with the cross-sectional dimensions of the adjacent UHPC column unit 201. The length and the width a2 of the top surface cross section of the UHPC transition section 301 of the tower top are all 0.5-1m, and the wall thickness b2 is 0.1-0.2m.

In this embodiment, the cross beams 302 are thin members, the length of the cross beams 302 is the clear distance between adjacent UHPC transition sections 301, the cross-sectional width is half the length, the cross-sectional length a3 of the cross beams 302 of the first layer is 2.5-3m, the cross-sectional length a4 of the cross beams 302 of the second and third layers is 2-2.5m, and the cross-sectional length a5 of the cross beams 302 of the fourth and fifth layers is 1.5-2m. As shown in fig. 11, the cross beam 302 is a box-section UHPC beam, and is prefabricated in a factory by using UHPC material, and the cross beams 302 are provided with anchor beam preformed holes 5, wherein the size of the anchor beam preformed holes 5 is matched with that of the selected anchor beam 4. The wall thickness b3 of the beam 302 is 0.1-0.3m.

In the embodiment, the length a6 and the width a6 of the ground foundation 1 are 10-30m, and common concrete casting is adopted. The ground foundation 1 is internally provided with a cavity structure, so that constructors can conveniently enter the cavity to perform prestress tensioning and anchoring operation on the vertical ground anchor bundles 4.

In this embodiment, the number and arrangement modes of the UHPC tower column units 201 can be adjusted as required, and the tower column transition sections 3 can be adjusted accordingly, and the number and installation positions of the ground anchor bundles 4 can be adjusted as required. As in the present embodiment, the position of the ground anchor 4 can also be adjusted, brackets are added to the top of the UHPC tower column unit 201 and are set up inside the tower, and the vertical ground anchor 4 is tensioned between the brackets and the ground foundation 1. Or the ground anchor beam 4 arranged between the bracket and the ground foundation 1 is added on the basis of the original ground anchor beam 4.

Example 2:

the overall components of the wind power tower of this embodiment are substantially the same as those of embodiment 1, except that in this embodiment, as shown in fig. 12, the UHPC tower units 201 of the UHPC tower section 2 and the UHPC transition section 301 of the tower section 3 are hollow circular cross-section members, the outside diameter d1 of the cross-section of the UHPC tower units 201 is 1-2m, and the wall thickness t1 is 0.1-0.3m. The cross-sectional dimensions of the UHPC transition section 301 are consistent with the cross-sectional dimensions of the adjacent UHPC column unit 201. The outer diameter d2 of the top surface section of the UHPC transition section 301 of the tower top is 0.5-1m, and the wall thickness t2 is 0.1-0.2m.

The integral component of the wind power tower of this embodiment is further different from that of embodiment 1 in that, as shown in fig. 13, the cross beam 302 is made of a steel truss structure (steel material, such as Q345 material) and is composed of the chord member 10 and the web member 11. The steel truss is of a double-row structure, one end of the ground anchor beam 4 is anchored on the anchor plate 12 through steel transverse connection, and the anchor plate 12 is provided with a ground anchor beam reserved hole 5.

Other structures of this embodiment may also be adapted, such as adjusting the number and anchoring positions of the ground anchor bundles 4, the number of layers of the UHPC tower sections 2, etc.

Example 3:

the overall components of the wind power tower of this embodiment are substantially the same as those of embodiment 1, except that in this embodiment, as shown in fig. 14, the UHPC tower column units 201 are all disposed obliquely inward, the cross-sectional size of each UHPC tower column segment 2 is sequentially linearly reduced from bottom to top, the UHPC transition sections 301 are also disposed obliquely inward, and the cross-sectional size of the overall structure formed by connecting a plurality of UHPC tower column segments 2 through the tower column transition sections 3 is sequentially reduced from bottom to top.

Claims

1. The UHPC-based wind power tower with the ground anchor beam is characterized by comprising a plurality of layers of UHPC tower column sections (2) which are stacked up and down, wherein the upper and lower adjacent UHPC tower column sections (2) are connected through a tower column transition section (3); the UHPC tower column section (2) comprises a plurality of UHPC tower column units (201) distributed around the vertical central line of the wind power tower, the tower column transition section (3) comprises a plurality of UHPC transition sections (301) and a plurality of transverse connection members for connecting the UHPC transition sections (301) into a whole, and the UHPC tower column units (201) adjacent to each other from top to bottom are connected through the UHPC transition sections (301); the wind power tower further comprises a plurality of prestressed ground anchor bundles (4), and the ground anchor bundles (4) are arranged between the UHPC tower column segment (2) and/or the tower column transition section (3) and the ground foundation (1).

2. Wind power tower according to claim 1, characterized in that the ground anchor bundles (4) are arranged between the tower transition section (3) and the ground foundation (1), the transverse connection member comprises a plurality of cross beams (302), adjacently arranged UHPC transition sections (301) are connected by the cross beams (302), and the ground anchor bundles (4) are arranged between the cross beams (302) and the ground foundation (1).

3. Wind power tower according to claim 2, characterized in that a ground anchor bundle (4) arranged perpendicular to the ground foundation (1) is stretched between the cross beams (302) of the tower transition sections (3) including the uppermost layer and the ground foundation (1), and that the anchoring position of the upper ends of the ground anchor bundles (4) when anchoring with the cross beams (302) is located at the end of the cross beams (302) close to the UHPC transition section (301).

4. Wind power tower according to claim 1, characterized in that the ground foundation (1) is a cavity foundation provided with an internal cavity, one end of the vertical ground anchor bundle (4) being anchored in the internal cavity of the cavity foundation and the other end being anchored to the upper surface of the tower transition section (3).

5. A wind power tower according to any of claims 1-4, characterized in that the cross-section of the UHPC tower segment (2) above the wind power tower is smaller than the cross-section of the UHPC tower segment (2) below the wind power tower, the cross-section size of the tower transition section (3) being matched to the cross-section size of the UHPC tower segment (2) adjacent thereto.

6. Wind power tower according to claim 5, characterized in that the UHPC tower column units (201) are all arranged vertically, the cross-sectional size of each UHPC tower column segment (2) is kept the same from bottom to top, the upper and lower ends of the UHPC transition section (301) are also arranged vertically, the cross-sectional size of the UHPC tower column segments (2) arranged from bottom to top is gradually reduced, and the cross-sectional size of the overall structure formed by connecting a plurality of UHPC tower column segments (2) through the tower column transition sections (3) is gradually reduced from bottom to top.

7. Wind power tower according to claim 5, characterized in that the UHPC tower column units (201) are all arranged obliquely inwards, the cross-sectional size of each UHPC tower column segment (2) is sequentially reduced from bottom to top, the UHPC transition sections (301) are also all arranged obliquely inwards, and the cross-sectional size of the overall structure formed by connecting a plurality of UHPC tower column segments (2) through the tower column transition sections (3) is sequentially reduced from bottom to top.

8. Wind power tower according to any of claims 1-4, characterized in that the UHPC tower unit (201) and the UHPC transition section (301) are prefabricated hollow box-section members, the UHPC tower unit (201) and the UHPC transition section (301) being connected by a flange structure (6), the cross-linking members being prefabricated UHPC hollow box-section members or steel truss structures.

9. Wind power tower according to any of claims 1-4, characterized in that the top of the uppermost UHPC tower section (2) is also provided with a tower transition section (3), the upper part of the uppermost tower transition section (3) is provided with a steel rotor section (7) through a flange structure (6), the steel rotor section (7) is provided with a tower drum (9) through a sleeve (8) with conical plates, and the distance between the top of the tower drum (9) and the ground foundation (1) is larger than 200m.