CN219638978U - A wind power tower with ground anchor beam based on UHPC - Google Patents

Abstract

The utility model discloses a UHPC-based wind power tower frame with ground anchor beams, which comprises multi-layer UHPC tower column sections stacked up and down, and the upper and lower adjacent UHPC tower column sections are connected through a tower column transition section; The tower column section includes multiple UHPC tower column units, the tower column transition section includes multiple UHPC Prestressed ground anchor bundles. In the wind power tower structure of the utility model, under the action of the ground anchor beam, the UHPC tower column is in a relatively high compressive stress state, which can give full play to the advantages of UHPC's high compressive strength and improve its mechanical performance. The frame-type tower structure using UHPC as the main material has greater rigidity and wind resistance stability, low self-weight, higher height, and good fatigue resistance and durability.

Description

A wind power tower with ground anchor beam based on UHPC

technical field

The utility model belongs to the technical field of wind power generation, in particular to a wind power generation tower.

Background technique

At present, the capacity of a single wind power unit has reached more than 10MW. With the advancement of technology, wind turbines with larger capacity are being developed and manufactured. However, the weight of large-capacity wind turbines on the tower will also increase significantly, thus requiring the tower to have higher strength and greater rigidity. At the same time, the large size of the impeller also requires a higher wind power tower height, and for onshore wind power towers located in low wind speed areas, increasing the height of the hub can make full use of the best wind energy conditions.

Conventional concrete or steel is usually used to construct wind power towers in the prior art. For conventional concrete towers, due to their high self-weight, construction becomes difficult when the tower height is too high, or the hoisting weight soars, making the cost unbearable. At this time, the height of the wind power tower cannot meet the requirements. For conventional steel tower columns, when the tower column is too high, it often meets the strength requirements but not the stiffness requirements. If the section size is increased, the cost will also soar. In addition, the steel tower has fatigue and durability problems, and the operation and maintenance costs are high. . It can be seen from the above that the wind power towers in the prior art are difficult to meet the requirements of height, strength and stiffness at the same time, especially in terms of height, due to the limitations of material properties and stability, the current hub height of wind power towers has not exceeded 200 meters. bottleneck.

Utility model content

The technical problem to be solved by the utility model is: how to use the new UHPC material to construct a new wind power tower structure, so as to overcome the deficiencies and defects mentioned in the above background technology. The utility model provides a UHPC-based wind power tower with ground anchor beams, which has the advantages of high tower height, good stability, fatigue resistance and durability. In order to solve the problems of the technologies described above, the technical solution proposed by the utility model is:

A UHPC-based wind power tower with ground anchor bundles, including multi-layer UHPC tower sections stacked up and down, and the upper and lower adjacent UHPC tower sections are connected by a tower transition section; the UHPC tower The column section includes a plurality of UHPC tower column units distributed around the vertical centerline of the wind power tower, and the transition section of the tower column includes a plurality of UHPC transition sections and a plurality of transverse UHPC transition sections for connecting the UHPC transition sections into a whole The connecting member, the upper and lower adjacent UHPC tower units are connected through the UHPC transition section; the wind power tower also includes a plurality of prestressed ground anchor bundles, and the ground anchor bundles are arranged on the UHPC tower section And/or between the tower column transition section and the ground foundation. The above-mentioned ground anchor bundle being set between the UHPC tower column section and/or the tower column transition section and the ground foundation means that the ground anchor bundle is set between the UHPC tower column section and the ground foundation, and is set at the tower column transition section. between the section and the ground foundation; or, the ground anchor bundle is set between the UHPC tower column segment and the ground foundation, or between the tower column transition section and the ground foundation.

In the above-mentioned wind power tower, preferably, the ground anchor bundle is arranged between the transition section of the tower column and the ground foundation, the transverse connection member includes a plurality of beams, and the UHPC transition sections arranged adjacently pass through The beams are connected, and the ground anchor bundle is arranged between the beams and the ground foundation. Beams of the same transverse connection member are located on the same plane. By setting the beam, the stability of the UHPC tower column segment with small size and variable pressure axis can be ensured, and at the same time, large torsional rigidity can be provided for the overall tower structure under strong wind. Both ends of the ground anchor bundle can be stretched and anchored to the beam and the ground foundation respectively, which can ensure the stability of the structure. In order to further improve the structural stability of the wind power tower, in addition to setting beams, horizontally arranged cross-links can also be arranged between adjacent beams, and ground anchor beams can also be set between the cross-links and the ground foundation.

In the above-mentioned wind power tower, preferably, a ground anchor bundle perpendicular to the ground foundation is set between the beams of the plurality of transition sections of the tower column including the uppermost layer and the ground foundation, and the ground anchor bundle The anchoring position when the upper end of and the beam is anchored is located at one end of the beam near the UHPC transition section. More preferably, the ground anchor bundles are vertically stretched, and the number of vertical ground anchor bundles stretched between each transition section of the tower column and the ground foundation is twice that of the beams, that is, both ends of each beam are stretched Set up ground anchor bundles.

In the above-mentioned wind power tower, preferably, the ground foundation is a cavity-type foundation with an internal cavity, one end of the vertical ground anchor bundle is anchored in the internal cavity of the cavity-type foundation, and the other end is anchored in the cavity-type foundation. The upper surface of the transition section of the column. By setting the internal cavity, it is convenient to tension the anchor beam and inspect and maintain it.

In the utility model, the ground anchor bundle can adopt conventional prestressed steel wire or steel strand, and can also adopt carbon fiber prestressed bundle. The number of anchoring beams on each floor shall not be less than eight beams, which shall be arranged symmetrically along the vertical centerline of the wind power tower. By tensioning the ground anchor beam in the height direction of the tower, the UHPC tower column is in a high compressive stress state for a long time (within the allowable range of UHPC design strength), and its ultra-high compressive strength is fully utilized to avoid large UHPC tower columns. Tensile stress leads to tensile cracking, and the connection between UHPC tower column segments is more stable and firm, and ensures the overall stability of the wind power tower under the action of strong wind, with self-resetting ability, avoiding structural fatigue damage caused by wind load question. Compared with the prior art that applies external or internal prestressing in the concrete tower column, the utility model adopts the vertical ground anchor beam, which can not only exert the effect of external prestressing on the UHPC tower column segment, but also make the vertical ground anchor beam The tower structure has a self-resetting function in strong winds to ensure it does not collapse.

In the above-mentioned wind power tower, preferably, the cross section of the UHPC tower section located above the wind power tower is smaller than the cross section of the UHPC tower section located below the wind power tower, and the transition section of the tower The cross-sectional size matches the cross-sectional size of the UHPC column segment adjacent to it. The cross-section of the above-mentioned UHPC tower section refers to the plane surrounded by the center lines of the adjacent UHPC tower units on the same plane, and the cross-section of the transition section of the tower refers to the plane formed by the transition sections The plane enclosed by the lines connecting the centers of adjacent UHPC transition sections on the same plane.

In the above-mentioned wind power tower, preferably, the UHPC tower units are arranged vertically, the cross-sectional size of each individual UHPC tower section remains the same from bottom to top, and the upper and lower ends of the UHPC transition section are also Set vertically, the cross-sectional size of the UHPC tower section set from bottom to top gradually becomes smaller, and the cross-sectional size of the overall structure formed by connecting multiple UHPC tower sections through the tower transition section gradually increases from bottom to top get smaller.

In the above-mentioned wind power tower, preferably, the UHPC tower column units are all inclined inwardly, the cross-sectional size of each of the UHPC tower column segments decreases sequentially from bottom to top, and the UHPC transition section also faces The inner slope is arranged, and the cross-sectional size of the overall structure formed by connecting the plurality of UHPC tower column segments through the tower column transition section becomes smaller successively from bottom to top.

The UHPC tower column section of the utility model adopts a variable section form along the height direction. The UHPC tower column section is the main pressure-bearing component, and the pressure on the bottom of the tower is relatively large. As the height of the wind power tower increases, the pressure on the UHPC tower section gradually decreases, and the section of the UHPC tower section gradually decreases. The overall structure has higher stability, lower self-weight, and lower cost. In a more preferred solution, the cross-sectional size of each UHPC column segment is kept the same from bottom to top, and the cross-sectional size of the UHPC column segments set from bottom to top gradually becomes smaller, so that construction is more convenient.

In the wind power tower above, preferably, the UHPC tower column unit and the UHPC transition section are prefabricated hollow box-shaped cross-section members, and the UHPC tower column unit and the UHPC transition section are connected by a flange structure, so The horizontal connecting member is a prefabricated UHPC hollow box-shaped member or a steel truss structure. The UHPC column unit and the UHPC transition section can be box-shaped, rectangular or circular. The preferred box-shaped section has a large moment of bending inertia and torsional moment of inertia, which can well resist axial pressure and bending moment. Due to the large height of the wind power tower structure of the utility model, the UHPC tower column unit and the UHPC transition section are prefabricated segmental components, and the UHPC tower column unit and the UHPC transition section can be connected by a flange structure, which can facilitate construction. The beam is a thin member. Since the beam is a secondary force-bearing member, a hollow UHPC box girder can be used, or a steel structure with a smaller cross-sectional size can be used to form a steel truss to reduce its own weight and facilitate connection. The beams are provided with reserved holes for ground anchor bundles at corresponding positions.

In the above-mentioned wind power tower, preferably, the top of the UHPC tower column section on the uppermost floor is also provided with a tower column transition section, and the upper part of the tower column transition section on the uppermost floor is equipped with a steel turning section through a flange structure. A tower is installed on the turning section through a sleeve with a tapered plate, and the distance between the top of the tower and the ground foundation is greater than 200m. The above-mentioned tower can be a hollow cylindrical UHPC structure or a steel structure, and the vertical centerline of the tower coincides with the vertical centerline of the wind power tower. The installation method of the tower is not limited. For example, a steel swivel section is installed on the top of the transition section of the uppermost tower column, and the tower is installed on the steel swivel plate through a sleeve with a tapered plate. Finally, wind turbines and impellers are installed on the top of the tower. In the prior art, generally the height of the hub is too large, and the stability of the wind power tower is not high, but in the present utility model, through structural optimization, the structure of the wind power tower allows the height of the hub to be greater than 200m (more preferably 200-300m).

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

S1: Prefabricate the UHPC column unit in a factory, and prefabricate or assemble the column transition section;

S2: Construct the ground foundation, hoist multiple UHPC tower column units in the UHPC tower column section of the first floor below (referring to the bottom floor) to the ground foundation and install and fix them, and then install and fix the UHPC tower column units of the first floor below The transition section of the tower column is connected to the UHPC column unit below it through its UHPC transition section and installed on the UHPC column section of the first floor below to form a whole, and the ground is tensioned between the column transition section and the ground foundation anchor bundle;

S3: Hoist multiple UHPC tower units in the UHPC tower section on the second floor below to the tower transition section on the first floor below, pass through the UHPC transition section of the tower transition section and the UHPC tower above it The unit is connected and fixed, and then the tower column transition section of the second floor below is connected to the UHPC tower column unit below through its UHPC transition section and installed on the UHPC tower section of the second floor below to form a whole. And tension the ground anchor beam between the transition section of the tower column and the ground foundation;

S4: Repeat step S3 until the installation of the uppermost tower column transition section is completed, and then install accessories and tower tubes on the uppermost tower column transition section to complete the construction.

UHPC has excellent compressive strength and tensile strength. Under the same load conditions, the section size of UHPC structure is much smaller than that of ordinary concrete structure, which is about 1/3 of the section size of ordinary concrete structure. It is applied to wind power towers , can realize the lighter weight of the tower structure, and then increase the height of the wind power tower. In the utility model, the UHPC tower column unit is the main force-bearing component, which mainly bears pressure. Since UHPC has excellent compression resistance and the tower column has a lighter weight, the height of the wind power tower can be increased by using UHPC. At the same time, UHPC has good durability and is not easy to be corroded and damaged. The utility model uses UHPC as the main material to build a wind power tower, which can solve the tower fatigue and durability problems and reduce the periodic maintenance requirements of the wind power tower. Preferably, the UHPC column units are all components made of UHPC materials, and the bending tensile strength of the UHPC materials is above 20 MPa, and the compressive strength is above 120 MPa.

The wind power tower of the utility model is a variable-width frame structure, and the UHPC tower unit is connected in the transverse direction through the transition section of the tower to ensure the stability of the tower. On the one hand, the axial preload is applied to the tower through the ground anchor beam , to ensure that there is no large tensile stress in the tower column, and prevent UHPC from cracking. On the other hand, it provides self-resetting ability for the wind power tower under the action of strong wind, and ensures the overall stability of the tower to ensure that it will not collapse.

In the utility model, there are generally no less than three UHPC tower units in each UHPC tower section, which are symmetrically distributed along the vertical center line of the wind power tower. The number of vertical ground anchor bundles anchored on the floor beams shall not be less than 6, which shall be arranged symmetrically along the vertical centerline of the wind power tower. In the preferred scheme, there are 4 UHPC tower units in each UHPC tower segment, which are distributed in a rectangle. The UHPC transition section has the same number as the UHPC tower unit, and the tower transition section is also rectangular. The number of anchored vertical ground anchor bundles is 8, which are symmetrically arranged along the vertical center line of the wind power tower, and the shape surrounded by the anchor points is also rectangular.

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

1. The wind power tower structure of this utility model adopts ground anchor beams. Under the action of ground anchor beams, the UHPC tower column is in a state of relatively high compressive stress, which can give full play to the advantages of UHPC's high compressive strength and improve its mechanical performance . Compared with the prior art of applying external or internal prestressing in the concrete tower column, the utility model adopts the ground anchor beam, which can not only exert the effect of applying external prestressing force on the UHPC tower column, but also make the tower structure It has a self-resetting function in strong winds to ensure that it does not collapse.

2. The wind power tower of this utility model adopts UHPC with excellent mechanical properties and durability, which matches with new materials, and adopts a frame-type tower structure, which has greater strength, stiffness, wind resistance stability, and fatigue resistance And good durability, low operation and maintenance costs, good durability.

3. The wind power tower of the present invention adopts UHPC to cooperate with the frame structure. At the same height, the preferred widened frame structure can greatly reduce the dead weight and material consumption (such as the UHPC tower structure with a hub height of 123m , the material consumption is 512m ³ , and the material consumption of the utility model can be as low as 335m ³ at the same height), so that the hub height of the fan can exceed 200 meters, and the height is even higher.

4. Since the wind power tower is mainly under pressure, the wind power tower of the present invention uses UHPC as the main material. Under the same pressure conditions, the cost of UHPC pressure components is less than 40% of that of steel pressure components, and the carbon emission is only It is 20% of the steel member, and its self-weight is only about 20% higher than the latter. Compared with the steel truss-type tower, the frame-type UHPC tower structure of the present invention also omits the truss-type or mesh-shaped stiffening structure that must be added to the steel tower to maintain stability (the stiffening structure can account for 50% of the steel consumption of the main tower. More than 50%), so the cost of the tower frame of the present utility model can save more than 60% compared with the steel tower frame, and simultaneously provides an economically feasible core technology for the tower height to break through 200m.

5. The wind power tower of this utility model uses UHPC as the main material. Because the UHPC components are light in weight, the UHPC tower column can be prefabricated and hoisted in long sections, which greatly improves the construction progress and ensures the quality, and does not require a lot of on-site welding and high-altitude welding. , There is no need for a large number of cast-in-place concrete processes, and the construction period is shorter.

Description of drawings

In order to more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the following will briefly introduce the accompanying drawings that need to be used in the description of the embodiments or the prior art. Obviously, the accompanying drawings in the following description These are some embodiments of the present utility model. Those skilled in the art can also obtain other drawings based on these drawings without any creative work.

Fig. 1 is an elevation view of the overall structure of the wind power tower in Embodiment 1.

FIG. 2 is a three-dimensional schematic diagram of the wind power tower in Embodiment 1. FIG.

FIG. 3 is a three-dimensional schematic diagram of the UHPC tower column segment and the tower column transition section of the first floor of Embodiment 1.

FIG. 4 is a three-dimensional schematic diagram of the transition section of the column in Embodiment 1.

5 is a three-dimensional schematic diagram of the connection between the UHPC column unit and the UHPC transition section through a flange structure in Embodiment 1.

6 is a three-dimensional schematic diagram of the UHPC column section and the column transition section of the first and second floors of Embodiment 1.

FIG. 7 is a three-dimensional schematic diagram of the first, second, and third layers of the UHPC tower section and the transition section of the tower in Embodiment 1.

8 is a three-dimensional schematic diagram of the first, second, third, and fourth floors of the UHPC tower section, the transition section of the tower, and the top of the tower in Embodiment 1.

9 is a three-dimensional schematic diagram of the first, second, third, fourth, and fifth floors of the UHPC tower column section, the tower column transition section, and the tower top of the first, second, third, fourth, and fifth floors.

Fig. 10 is a three-dimensional schematic diagram of the steel swivel section and the sleeve with the tapered plate in embodiment 1.

Fig. 11 is a schematic structural view of the beam in Example 1 when it is a UHPC hollow box section member.

Fig. 12 is a three-dimensional schematic diagram of the steel truss structure used in the beam transition section of the tower column in the second embodiment.

Fig. 13 is a structural schematic diagram when the beam of the second embodiment is a steel truss beam structure.

Fig. 14 is an elevation view of the wind power tower in Embodiment 3.

illustration:

1. Ground foundation; 2. UHPC tower column segment; 201. UHPC tower column unit; 3. Tower column transition section; 301. UHPC transition section; 302. Beam; 4. Ground anchor bundle; 5. Ground anchor bundle reserved Hole; 6. Flange structure; 7. Steel swivel section; 8. Sleeve with tapered plate; 9. Tower; 10. Chord; 11. Web; 12. Anchor plate.

Detailed ways

In order to facilitate the understanding of the utility model, the utility model will be described more comprehensively and in detail below in conjunction with the accompanying drawings and preferred embodiments, but the protection scope of the utility model is not limited to the following specific embodiments.

Unless otherwise defined, all technical terms used hereinafter have the same meanings as commonly understood by those skilled in the art. The terminology used herein is only for the purpose of describing specific embodiments, and is not intended to limit the protection scope of the present utility model.

Unless otherwise specified, various raw materials, reagents, instruments and equipment used in the present invention can be purchased from the market or prepared by existing methods.

Example 1:

As shown in Figures 1 and 2, the UHPC-based wind power tower with ground anchors in this embodiment includes multi-layer (5 layers in this embodiment) UHPC tower column segments 2 stacked up and down. The adjacent UHPC column sections 2 are connected by a column transition section 3, and a column transition section 3 is arranged on the top UHPC column section 2; the UHPC column section 2 includes a plurality of (in this embodiment, 4) UHPC tower column units 201 (distributed in a rectangle) evenly distributed around the vertical centerline of the wind power tower, and the tower column transition section 3 includes multiple UHPC transition sections 301 (4 in this embodiment) and multiple It is used to connect the UHPC transition section 301 into a whole horizontal connection member, and the upper and lower adjacent UHPC tower column units 201 are connected through the UHPC transition section 301; the wind power tower also includes a plurality of prestressed ground anchor beams 4, the ground anchor beams 4 is arranged between the tower column transition section 3 and the ground foundation 1.

Specifically, as shown in FIG. 4 , in this embodiment, the transverse connection member includes a plurality of beams 302, and the adjacent UHPC transition sections 301 are connected by beams 302, and the ground anchor bundle 4 is arranged between the beams 302 and the ground foundation 1. between. In this embodiment, cross-links (not shown in the figure) can be arranged between adjacent cross-beams 302 , and ground anchor bundles 4 can be arranged between the cross-links and the ground foundation 1 to further improve structural stability.

In this embodiment, between the beams 302 of the five tower transition sections 3 including the uppermost layer and the ground foundation 1, a ground anchor bundle 4 arranged perpendicular to the ground foundation 1 is tensioned, and the ground anchor bundle 4 When the upper end is anchored to the beam 302, the anchoring position is located at the end of the beam 302 close to the UHPC transition section 301, and the number of vertical ground anchor beams 4 stretched between each tower column transition section 3 and the ground foundation 1 is twice that of the beam 302 , for 8, a total of 40.

As shown in Figures 1-3, in this embodiment, the ground foundation 1 is a hollow foundation with an internal cavity, and one end of the vertical ground anchor bundle 4 is anchored in the internal cavity of the hollow foundation. The other end is anchored to the upper surface of the tower column transition section 3 .

As shown in Figures 1 and 2, in this embodiment, the cross section of the UHPC tower section 2 located above the wind power tower is smaller than the cross section of the UHPC tower section 2 located below the wind power tower, and the tower transition section The cross-sectional size of 3 matches the cross-sectional size of its adjacent UHPC column section 2. Specifically, the UHPC column units 201 are all vertically arranged, and the cross-sectional size of each individual UHPC column section 2 remains the same from bottom to top, and the upper and lower ends of the UHPC transition section 301 are also vertically arranged, and the upper and lower ends of the UHPC transition section 301 are also arranged vertically. The cross-sectional size of the UHPC column segment 2 gradually decreases, and the cross-sectional size of the overall structure formed by connecting multiple UHPC column segments 2 through the column transition section 3 gradually decreases from bottom to top.

In this embodiment, the UHPC column unit 201 and the UHPC transition section 301 are prefabricated hollow box-shaped cross-section members, as shown in Figure 5, the UHPC column unit 201 and the UHPC transition section 301 are connected by a flange structure 6, as shown in Figure 5 11. As shown in Fig. 12 and Fig. 13, the beam 302 is a prefabricated UHPC hollow box section member or a steel truss structure. When the crossbeam 302 is a UHPC hollow box section member, there are holes 5 reserved for ground anchor bundles opened thereon. When the beam 302 is a steel truss structure, the structure of the transition section 3 of the tower column is shown in FIG. 13 .

As shown in Fig. 1, Fig. 2 and Fig. 10, in this embodiment, the top of the UHPC column section 2 on the uppermost floor is also provided with a column transition section 3, and the upper part of the column transition section 3 on the uppermost floor passes through the flange structure 6 is equipped with a steel swivel section 7, and a tower tube 9 is installed on the steel swivel section 7 through a sleeve 8 with a tapered plate. The distance between the top of the tower tube 9 and the ground foundation 1 can be greater than 200m.

As shown in Figure 3-Figure 10, the construction method of the above-mentioned UHPC wind power tower with ground anchor beam based on UHPC in this embodiment includes the following steps:

S1: Prefabricate the UHPC column unit 201 in the factory, and prefabricate or assemble the column transition section 3;

S2: Construct the ground foundation 1, hoist multiple UHPC tower column units 201 in the UHPC tower column section 2 on the first floor below to the ground foundation 1 and install and fix them, and then install and fix the tower column transition section 3 on the first floor below Through its UHPC transition section 301 connected with the UHPC tower column unit 201 below it, it is installed on the UHPC tower section 2 on the first floor below to form a whole, and is tensioned between the tower column transition section 3 and the ground foundation 1 ground anchor bundle 4;

S3: hoist multiple UHPC tower units 201 in the UHPC tower section 2 on the second floor below to the tower transition section 3 on the first floor below, pass through the UHPC transition section 301 of the tower transition section 3 and The upper UHPC tower unit 201 is connected and fixed, and then the tower transition section 3 on the second floor below is connected to the UHPC tower unit 201 below it through its UHPC transition section 301 and installed on the UHPC tower unit 201 on the second floor below. A whole is formed on the tower column section 2, and the ground anchor beam 4 is tensioned between the tower column transition section 3 and the ground foundation 1;

S4: Repeat step S3 until the installation of the uppermost tower column transition section 3 is completed, and then install accessories and tower tubes 9 on the uppermost tower column transition section 3 to complete the construction.

More specifically, the construction method of the above-mentioned UHPC wind power tower with ground anchor beams based on UHPC in this embodiment includes the following steps:

S1: Construct the first layer segment of the wind power tower. The UHPC column unit 201 is prefabricated in the factory, and the column transition section 3 is prefabricated or assembled ( FIG. 4 ). As shown in Figure 3, the cavity foundation is poured with ordinary concrete at the location of the wind power tower. After the concrete of the cavity foundation reaches the design strength, the UHPC tower of the UHPC tower column section 2 on the first floor below is hoisted by the tower crane. For the column unit 201, the UHPC tower column unit 201 can be fixed on the cavity foundation by using a conventional flange. The tower transition section 3 on the first floor below 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). Finally, the ground anchor bundles 4 are stretched longitudinally from the inside of the cavity foundation, and anchored to the top surface of the beam 302. The anchoring position is close to the UHPC transition section 301, and the eight ground anchor bundles 4 are symmetrical along the vertical centerline of the wind power tower. distributed.

S2: Construct the second layer segment of the wind power tower. As shown in Figure 6, the UHPC column unit 201 of the UHPC column section 2 of the second floor is hoisted by a tower crane, and the UHPC column section 2 (lower end) of the second floor is connected to the UHPC column section 2 of the first floor using a flange structure 6. The tower column transition section 3 (upper end) is connected as a whole. Then the tower column transition section 3 of the second floor is integrally hoisted to the top of the UHPC tower column section 2 of the second floor, and the tower column transition section 3 (lower end) of the second floor and the second floor are connected by the flange structure 6 UHPC column segment 2 (upper end). Finally, the ground anchor bundles 4 are stretched longitudinally from the inside of the cavity foundation, and anchored to the top surface of the beam 302. The anchoring position is close to the UHPC transition section 301, and the eight ground anchor bundles 4 are symmetrical along the vertical centerline of the wind power tower. distributed.

S3: Construct the third layer segment of the wind power tower. As shown in FIG. 7 , the UHPC column unit 201 of the UHPC column section 2 on the third floor is hoisted by a tower crane, and the UHPC column section 2 and the column transition section 3 are connected as a whole by using a flange structure 6 . Then the tower transition section 3 on the third floor is integrally hoisted to the top of the UHPC tower section 2 on the third floor, and the tower transition section 3 and the UHPC tower section 2 are connected through the flange structure 6 . Finally, the ground anchor bundles 4 are stretched longitudinally from the inside of the cavity foundation, and anchored to the top surface of the beam 302. The anchoring position is close to the UHPC transition section 301, and the eight ground anchor bundles 4 are symmetrical along the vertical centerline of the wind power tower. distributed.

S4: Build the fourth layer segment of the wind power tower. As shown in FIG. 8 , the UHPC column unit 201 of the UHPC column section 2 on the fourth floor is hoisted by a tower crane, and the UHPC column section 2 and the column transition section 3 are connected as a whole by using a flange structure 6 . Then the tower transition section 3 on the fourth floor is integrally hoisted to the top of the UHPC tower section 2 on the fourth floor, and the tower transition section 3 and the UHPC tower section 2 are connected through the flange structure 6 . Finally, the ground anchor bundles 4 are stretched longitudinally from the inside of the cavity foundation, and anchored to the top surface of the beam 302. The anchoring position is close to the UHPC transition section 301, and the eight ground anchor bundles 4 are symmetrical along the vertical centerline of the wind power tower. distributed.

S5: Construct the fifth layer segment of the wind power tower. As shown in FIG. 9 , the UHPC column unit 201 of the UHPC column section 2 on the fifth floor is hoisted by a tower crane, and the UHPC column section 2 and the column transition section 3 are connected as a whole by using a flange structure 6 . Then the tower transition section 3 on the fifth floor is hoisted to the top of the UHPC tower section 2 on the fifth floor as a whole, and the tower transition section 3 and the UHPC tower section 2 are connected through the flange structure 6 . Finally, the ground anchor bundles 4 are stretched longitudinally from the inside of the cavity foundation, and anchored to the top surface of the beam 302. The anchoring position is close to the UHPC transition section 301, and the eight ground anchor bundles 4 are symmetrical along the vertical centerline of the wind power tower. distributed. The fifth floor in this embodiment is the top floor of the wind power tower, and the top part of the tower column transition section 3 on the fifth floor is used as the capped tower column.

S6: Install the tower tube 9, the wind power generating set and the impeller. As shown in Fig. 1, Fig. 2 and Fig. 10, a steel swivel section 7 is erected on the top of the transition section 3 of the tower column, and connected by a flange to form a whole. The tower tube 9 is hoisted to the top of the uppermost steel section 7 by a tower crane, the tower tube 9 is fixed by the steel section 7 and the sleeve 8 with a tapered plate, and then the wind turbine and the impeller are installed to complete the construction.

In this embodiment, both the UHPC column section 2 and the column transition section 3 are prefabricated in a factory using UHPC materials, and the bending tensile strength of the UHPC materials is above 20 MPa, and the compressive strength is above 120 MPa. The height of the UHPC column section 2 is preferably 20-40m, and the height of the column transition section 3 is preferably 3-6m. The UHPC column unit 201 of the UHPC column section 2 and the UHPC transition section 301 of the column transition section 3 are hollow box-shaped cross-section members. 0.1-0.3m. The cross-sectional size of the UHPC transition section 301 is consistent with the cross-sectional size of the adjacent UHPC column unit 201 . The UHPC transition section 301 at the top of the tower has a cross-sectional length and width a2 of 0.5-1 m, and a wall thickness b2 of 0.1-0.2 m.

In this embodiment, the crossbeam 302 is a thin member, the length of the crossbeam 302 is the clear distance between adjacent UHPC transition sections 301, the section width is half of the length, and the section length a3 of the crossbeam 302 on the first floor is 2.5-3m. The cross-section length a4 of the beams 302 on the second and third floors is 2-2.5m, and the cross-section length a5 of the beams 302 on the fourth and fifth floors is 1.5-2m. As shown in Figure 11, the beam 302 is a box-section UHPC beam, which is prefabricated in a factory using UHPC materials. The beam 302 is equipped with reserved holes 5 for ground anchor bundles. 4 sizes to match. The wall thickness b3 of the beam 302 is 0.1-0.3m.

In this embodiment, the length and width a6 of the ground foundation 1 are both 10-30m, and ordinary concrete is used for pouring. The interior of the ground foundation 1 is a cavity structure, which is convenient for construction personnel to enter the cavity to perform prestressed tensioning and anchoring operations on the vertical ground anchor beams 4 .

In this embodiment, the number and arrangement of the UHPC tower units 201 can be adjusted as required, and the tower transition section 3 can be adjusted accordingly, and the number and installation position of the ground anchor beams 4 can also be adjusted as required. As in this embodiment, the setting position of the ground anchor bundle 4 can also be adjusted, and a corbel set to the inside of the tower is added on the top of the UHPC tower column unit 201, and a vertical ground anchor is stretched between the corbel and the ground foundation 1 bundle 4. Or on the basis of the anchor bundle 4 in place, the above-mentioned ground anchor bundle 4 located between the corbel and the ground foundation 1 is added.

Example 2:

The overall components of the wind power tower in this embodiment are basically the same as in Embodiment 1, the difference is that as shown in Figure 12, in this embodiment, the UHPC tower unit 201 of the UHPC tower section 2 and the UHPC The transition section 301 is a hollow circular section member, the outer diameter d1 of the section of the UHPC column unit 201 is 1-2m, and the wall thickness t1 is 0.1-0.3m. The cross-sectional size of the UHPC transition section 301 is consistent with the cross-sectional size of the adjacent UHPC column unit 201 . The outer diameter d2 of the top section of the UHPC transition section 301 at the top of the tower is 0.5-1m, and the wall thickness t2 is 0.1-0.2m.

The difference between the overall components of the wind power tower in this embodiment and Embodiment 1 is that, as shown in Figure 13, in this embodiment, the beam 302 adopts a steel truss structure (steel material, such as Q345 material), composed of chords 10 and Abdominal bar 11 forms. The steel truss is a double-row structure, connected by steel cross-links, one end of the ground anchor beam 4 is anchored on the anchor plate 12, and the anchor plate 12 is provided with a reserved hole 5 for the ground anchor beam.

Other structures of this embodiment can also be adjusted adaptively, such as adjusting the number and anchoring positions of the ground anchor bundles 4, the number of layers of the UHPC column section 2, and the like.

Example 3:

The overall components of the wind power tower in this embodiment are basically the same as those in Embodiment 1. The difference is that, as shown in FIG. The size of the cross-section decreases linearly from bottom to top, and the UHPC transition section 301 is also inclined inwardly. The cross-sectional size of the overall structure formed by connecting multiple UHPC column segments 2 through the column transition section 3 is from bottom to top. successively become smaller.

Other structures of this embodiment can also be adjusted adaptively, such as adjusting the number and anchoring positions of the ground anchor bundles 4, the number of layers of the UHPC column section 2, and the like.

Claims (9)

1. A wind power tower based on a UHPC-based ground anchor beam, characterized in that it comprises a UHPC tower section (2) that is stacked up and down in multiple layers, and is adjacent to one of the UHPC tower sections (2) up and down. are connected by a tower transition section (3); the UHPC tower section (2) includes a plurality of UHPC tower units (201) distributed around the vertical centerline of the wind power tower, and the tower transition section ( 3) comprising a plurality of UHPC transition sections (301) and a plurality of horizontal connecting members for connecting the UHPC transition sections (301) into a whole, and the UHPC column units (201) adjacent to each other up and down pass through the UHPC transition section ( 301) connection; the wind power tower also includes a plurality of prestressed ground anchor beams (4), and the ground anchor beams (4) are arranged on the UHPC tower column segment (2) and/or the tower column Between the transition section (3) and the ground foundation (1). 2. The wind power tower according to claim 1, characterized in that, the ground anchor bundle (4) is arranged between the transition section (3) of the tower column and the ground foundation (1), and the transverse connecting member It includes a plurality of beams (302), and the adjacent UHPC transition sections (301) are connected by beams (302), and the ground anchor bundle (4) is arranged between the beams (302) and the ground foundation (1 )between. 3. The wind power tower according to claim 2, characterized in that, the beams (302) of a plurality of transition sections (3) of the tower columns (3) including the uppermost layer are tensioned between the ground foundation (1) There is a ground anchor beam (4) arranged perpendicular to the ground foundation (1), and the anchoring position when the upper end of the ground anchor beam (4) is anchored to the beam (302) is located near the UHPC transition of the beam (302) One end of segment (301). 4. The wind power tower according to claim 1, characterized in that, the ground foundation (1) is a cavity foundation provided with an internal cavity, and one end of the vertical ground anchor beam (4) is anchored to In the inner cavity of the cavity foundation, the other end is anchored to the upper surface of the tower column transition section (3). 5. The wind power tower according to any one of claims 1-4, wherein the cross-section of the UHPC column section (2) positioned above the wind power tower is smaller than that of the UHPC column section (2) positioned below the wind power tower The cross-section of the UHPC tower column segment (2), the cross-sectional size of the tower column transition section (3) matches the cross-sectional size of the adjacent UHPC tower column segment (2). 6. The wind power tower according to claim 5, characterized in that, the UHPC tower column unit (201) is all vertically arranged, and the cross-sectional size of each of the UHPC tower column segments (2) is as follows: The top remains the same, the upper and lower ends of the UHPC transition section (301) are also vertically arranged, and the cross-sectional size of the UHPC tower column sections (2) arranged from bottom to top gradually becomes smaller, and a plurality of the UHPC tower column sections The cross-sectional size of the overall structure formed by connecting the sections (2) through the tower column transition section (3) gradually decreases from bottom to top. 7. The wind power tower according to claim 5, characterized in that, the UHPC tower column unit (201) is all inclined inwardly, and the cross-sectional size of each of the UHPC tower column segments (2) is determined by The UHPC transition section (301) is also inclined inwardly, and the cross-section of the overall structure formed by connecting a plurality of UHPC tower column segments (2) through the tower column transition section (3) becomes smaller in turn from bottom to top The size becomes smaller from bottom to top. 8. The wind power tower according to any one of claims 1-4, characterized in that, the UHPC tower column unit (201) and the UHPC transition section (301) are prefabricated hollow box-shaped section members, and the The UHPC tower column unit (201) and the UHPC transition section (301) are connected through a flange structure (6), and the transverse connecting member is a prefabricated UHPC hollow box section member or a steel truss structure. 9. The wind power tower according to any one of claims 1-4, characterized in that, the top of the UHPC tower column section (2) of the uppermost floor is also provided with a tower column transition section (3), and the uppermost floor of the column The upper part of the tower column transition section (3) is equipped with a steel swivel section (7) through a flange structure (6), and a tower tube is installed on the steel swivel section (7) through a sleeve (8) with a tapered plate (9), the distance between the top of the tower (9) and the ground foundation (1) is greater than 200m.