UHPC (Ultra High Performance Concrete)-based wind power tower with ground anchor beam and construction method thereof

Abstract

The UHPC-based wind power tower comprises a plurality of layers of UHPC tower column units which are arranged in an up-down stacking mode, and each UHPC tower column unit is of a frame type structure with a supporting column as a supporting component; the wind power tower further comprises a plurality of ground anchor beams with applied prestress, and the ground anchor beams are arranged between the UHPC tower column units and a ground foundation. The invention further provides a construction method of the wind power tower with the ground anchor beam. According to the wind power tower structure, under the action of the ground anchor beams, the UHPC tower columns are in a high-pressure stress state, the advantage of high compressive strength of UHPC can be brought into full play, and the stress performance of the UHPC tower columns is improved. A frame type tower column structure with UHPC as a main body material is adopted, the rigidity and the wind resistance stability are higher, the self weight is low, the height can be higher, and the fatigue resistance and the durability are good.

Description

Technical Field

[0001] The invention belongs to the technical field of wind power generation, and in particular relates to a wind power generation tower and a construction method thereof. Background Art

[0002] At present, the capacity of a single wind turbine has reached more than 10MW. With the advancement of technology, wind turbines with larger capacity are being developed and manufactured. However, the weight of a large-capacity wind turbine acting on the tower will also increase significantly, requiring the tower to have higher strength and greater rigidity. At the same time, the large-scale impeller also requires a higher wind tower height, and for onshore wind towers located in low wind speed areas, increasing the hub height can fully utilize the best wind energy conditions.

[0003] Conventional concrete or steel is usually used to build wind turbine towers in the prior art. For conventional concrete tower columns, because of their heavy weight, when the tower height is too high, it becomes difficult to construct, or the hoisting weight soars, and the cost is unaffordable. At this time, the height of the wind turbine tower is difficult to meet the requirements. For conventional steel tower columns, when the tower column is too high, it often meets the strength requirements but fails to meet the stiffness requirements. If the cross-sectional size is increased, the cost will also soar. In addition, steel towers have fatigue and durability problems, and the operation and maintenance costs are high. From the above, it can be seen that it is difficult for wind turbine towers in the prior art to meet the requirements of height, strength and stiffness at the same time. Especially in terms of height, it is limited by material properties and stability. At present, the hub height of wind turbine towers has not broken through the bottleneck of 200 meters. Summary of the invention

[0004] The technical problem to be solved by the present invention is: how to use the new UHPC material to construct a new wind power tower structure to overcome the deficiencies and defects mentioned in the above background technology. The present invention provides a UHPC-based wind power tower with ground anchor bundles and a construction method thereof, which has the advantages of high tower height, good stability, good fatigue resistance and durability. In order to solve the above technical problems, the technical solution proposed by the present invention is:

[0005] A UHPC-based wind power tower with ground anchor bundles comprises multiple layers of UHPC tower column units stacked up and down, wherein the UHPC tower column units are frame structures using pillars as supporting components; the wind power tower also comprises a plurality of prestressed ground anchor bundles, wherein the ground anchor bundles are arranged between the UHPC tower column units and a ground foundation.

[0006] In the above-mentioned wind turbine tower, preferably, the UHPC tower column unit includes a UHPC tower column segment and a tower column transition section, the tower column transition section is arranged on the UHPC tower column segment, and the upper and lower adjacent UHPC tower column segments are connected by the tower column transition section; the UHPC tower column segment includes a plurality of UHPC tower column units distributed around the vertical center line of the wind turbine tower, the tower column transition section includes a plurality of UHPC transition sections, and the upper and lower adjacent UHPC tower column units are connected by the UHPC transition section, the ground anchor bundle is arranged between the UHPC tower column segment and / or the tower column transition section and the ground foundation, and the ground anchor bundle is arranged inside the frame structure. The above-mentioned ground anchor bundle is arranged between the UHPC tower segment and / or the tower transition section and the ground foundation, which means that the ground anchor bundle is arranged between the UHPC tower segment and the ground foundation, and between the tower transition section and the ground foundation; or, the ground anchor bundle is arranged between the UHPC tower segment and the ground foundation, or between the tower transition section and the ground foundation.

[0007] In the above-mentioned wind power tower, preferably, the ground anchor bundle is arranged between the tower transition section and the ground foundation, and the tower transition section also includes a plurality of transverse connecting members for connecting the UHPC transition section into a whole, and the transverse connecting members include a plurality of crossbeams, and the adjacent UHPC transition sections are connected by crossbeams, and the ground anchor bundle is arranged between the crossbeams and the ground foundation. The crossbeams of the same transverse connecting member are located on the same plane. By setting the crossbeams, the stability of the UHPC tower segment with a small size and a variable pressure axis can be ensured, and at the same time, a large torsional stiffness is provided for the overall tower structure under strong winds. Both ends of the ground anchor bundle can be tensioned and anchored to the crossbeam and the ground foundation respectively, so as to ensure the structural stability. In order to further improve the structural stability of the wind power tower, in addition to setting the crossbeams, horizontally arranged cross-links can be set between adjacent crossbeams, and ground anchor bundles can also be set between the cross-links and the ground foundation.

[0008] In the above wind power tower, preferably, a plurality of ground anchor bundles are tensioned between the beams of the tower column transition sections, including the topmost layer, and the ground foundation, and the anchoring position of the upper end of the ground anchor bundle when anchored to the beam is located at one end of the beam close to the UHPC transition section. More preferably, the ground anchor bundles are tensioned vertically, and the number of vertical ground anchor bundles tensioned between each tower column transition section and the ground foundation is twice that of the beam, that is, ground anchor bundles are tensioned at both ends of each beam.

[0009] In the above wind power tower, preferably, the ground foundation is a cavity foundation with an internal cavity, one end of the ground anchor bundle is anchored in the internal cavity of the cavity foundation, and the other end is anchored to the upper surface of the tower column transition section. The internal cavity is provided to facilitate the tensioning, inspection and maintenance of the ground anchor bundle.

[0010] In the present invention, the anchor bundle can be conventional prestressed steel wire or steel strand, or carbon fiber prestressed bundle. The number of anchors in each layer of crossbeams is not less than eight bundles, which are symmetrically arranged along the vertical center line of the wind power tower. By tensioning the anchor bundle in the height direction of the tower, the UHPC tower column is kept in a relatively high compressive stress state for a long time (within the allowable range of the UHPC design strength), and its ultra-high compressive strength is fully utilized to avoid the large tensile stress in the UHPC tower column that causes tensile cracking. The connection between the UHPC tower column segments is more stable and firm, and the overall stability of the wind power tower under strong winds is ensured. It has self-reset capability and avoids the problem of structural fatigue damage caused by wind loads. Compared with the prior art of applying external or internal prestress in concrete towers, the present invention uses vertical anchor bundles, which can not only play the role of applying external prestress to the UHPC tower column segments, but also the vertical anchor bundle can make the tower structure have a self-reset function in strong winds to ensure that it does not collapse.

[0011] In the above-mentioned wind turbine tower, preferably, the cross section of the UHPC tower column segment located above the wind turbine tower is smaller than the cross section of the UHPC tower column segment located below the wind turbine tower, and the cross section size of the tower column transition section matches the cross section size of the adjacent UHPC tower column segment. The cross section of the above-mentioned UHPC tower column segment refers to the plane surrounded by the center lines of adjacent UHPC tower column units on the same plane of multiple UHPC tower column units, and the cross section of the tower column transition section refers to the plane surrounded by the center lines of adjacent UHPC transition sections on the same plane of multiple UHPC transition sections.

[0012] In the above-mentioned wind turbine tower, preferably, the UHPC tower column units are all arranged vertically, the cross-sectional size of each individual UHPC tower column segment remains the same from bottom to top, the upper and lower ends of the UHPC transition section are also arranged vertically, the cross-sectional size of the UHPC tower column segments arranged from bottom to top gradually decreases, and the cross-sectional size of the overall structure formed by connecting multiple UHPC tower column segments through the tower column transition section gradually decreases from bottom to top.

[0013] In the above-mentioned wind turbine tower, preferably, the UHPC tower column units are all arranged to be inclined inwardly, the cross-sectional size of each of the UHPC tower column segments decreases from bottom to top, the UHPC transition sections are also arranged to be inclined inwardly, and the cross-sectional size of the overall structure formed by connecting a plurality of the UHPC tower column segments through the tower column transition sections decreases from bottom to top.

[0014] The UHPC tower column segment of the present invention adopts a variable cross-section form along the height direction. The UHPC tower column segment is the main pressure-bearing component. The pressure on the bottom of the tower is relatively large. The cross-sectional size of the UHPC tower column segment at the bottom is the largest. As the height of the wind power tower increases, the pressure on the UHPC tower column segment gradually decreases, and the cross-section of the UHPC tower column segment gradually decreases. The overall structure has higher stability, lower deadweight, and lower cost. In a more preferred solution, the cross-sectional size of each UHPC tower column segment is kept the same from bottom to top, and the cross-sectional size of the UHPC tower column segment arranged from bottom to top gradually decreases, so that the construction is more convenient.

[0015] In the above-mentioned wind power tower, preferably, the UHPC tower column unit and the UHPC transition section are prefabricated hollow box section components, the UHPC tower column unit and the UHPC transition section are connected by a flange structure, and the transverse connecting member is a prefabricated UHPC hollow box section component or a steel truss structure. The cross-sectional form of the UHPC tower column unit and the UHPC transition section can be box-shaped, rectangular or circular. The preferred box-shaped section has a large bending moment of inertia and torsional moment of inertia, which can well resist axial pressure and bending moment. Since the wind power tower structure of the present invention is high, the UHPC tower column unit and the UHPC transition section are prefabricated segment components, and the UHPC tower column unit and the UHPC transition section can be connected by a flange structure, which can facilitate construction. The crossbeam is a thin component. Since the crossbeam is a secondary load-bearing component, a hollow UHPC box beam can be used, or a steel structure with a smaller cross-sectional size can be used to form a steel truss to reduce the dead weight and facilitate connection. The crossbeam is provided with a reserved hole for the anchor bundle at the corresponding position.

[0016] In the above-mentioned wind power tower, preferably, a tower transition section is also provided at the top of the uppermost UHPC tower column segment, and a steel transfer section is installed on the upper part of the uppermost tower column transition section through a flange structure, and a tower is installed on the steel transfer section through a sleeve with a conical 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 center line of the tower coincides with the vertical center line of the wind power tower. The installation method of the tower is not limited, such as installing a steel transfer section on the top of the uppermost tower column transition section, and installing the tower on the steel transfer plate through a sleeve with a conical plate. Finally, a wind turbine generator set and an impeller are installed on the top of the tower. In the prior art, the hub height is generally too large, and the stability of the wind power tower is not high, but in the present invention, through structural optimization, the structure of the wind power tower allows the hub height to be greater than 200m (more preferably 200-300m).

[0017] As a general technical concept, the present invention also provides a construction method of a UHPC wind power tower with a ground anchor bundle based on UHPC as described above, comprising the following steps:

[0018] S1: prefabricate the UHPC tower column unit in a factory, and prefabricate or assemble the tower column transition section;

[0019] S2: construct the ground foundation, hoist multiple UHPC tower column units in the UHPC tower column segment of the first layer below (referring to the lowest layer) to the ground foundation and install and fix them, then connect the tower column transition section of the first layer below with the UHPC tower column unit below it through its UHPC transition section and install it on the UHPC tower column segment of the first layer below to form a whole, and tension the anchor beam between the tower column transition section and the ground foundation;

[0020] S3: Then, a plurality of UHPC tower column units in the UHPC tower column segment of the second layer below are hoisted to the tower column transition section of the first layer below, and are installed and fixed by connecting the UHPC transition section of the tower column transition section with the UHPC tower column unit above it, and then the tower column transition section of the second layer below is connected to the UHPC tower column unit below it through its UHPC transition section to form a whole on the UHPC tower column segment of the second layer below, and a ground anchor bundle is tensioned between the tower column transition section and the ground foundation;

[0021] S4: Repeat step S3 until the installation of the uppermost tower column transition section is completed, and then install the accessories and tower tube on the uppermost tower column transition section to complete the construction.

[0022] UHPC has excellent compressive strength and tensile strength. Under the same load conditions, the cross-sectional size of the UHPC structure is much smaller than that of an ordinary concrete structure, which is about 1 / 3 of the cross-sectional size of an ordinary concrete structure. Applying it to a wind turbine tower can make the tower structure lighter, thereby increasing the height of the wind turbine tower. In the present invention, the UHPC tower column unit is the main load-bearing component, which is mainly pressure-bearing. Due to the excellent compressive performance of UHPC and the light weight of the tower column, the use of UHPC can increase the height of the wind turbine tower. At the same time, UHPC has good durability and is not easily corroded or damaged. The present invention uses UHPC as the main material to build a wind turbine tower, which can solve the problems of tower fatigue and durability and reduce the periodic maintenance needs of the wind turbine tower. Preferably, the UHPC tower column units are all components made of UHPC materials, and the bending tensile strength of the UHPC material is above 20MPa and the compressive strength is above 120MPa.

[0023] The wind power tower of the present invention is a variable width frame structure, and the UHPC tower column units are connected in the transverse direction through the tower column transition section to ensure the stability of the tower column. On the one hand, the axial pre-pressure is applied to the tower column through the anchor bundle to ensure that the tower column does not have a large tensile stress and prevent the UHPC from cracking. On the other hand, it provides the wind power tower with self-resetting ability under the action of strong winds, ensuring the overall stability of the tower and preventing it from collapsing.

[0024] In the present invention, the number of UHPC tower column units in each UHPC tower column segment is generally not less than 3, which are symmetrically distributed along the vertical center line of the wind power tower, the number of UHPC transition sections is the same as that of UHPC tower column units, and the number of vertical anchor bundles anchored on each layer of cross beams is not less than 6, which are symmetrically arranged along the vertical center line of the wind power tower. In the preferred solution, the number of UHPC tower column units in each UHPC tower column segment is 4, which are distributed in a rectangular shape, the number of UHPC transition sections is the same as that of UHPC tower column units, the tower column transition sections are also rectangular, the number of vertical anchor bundles anchored on each layer of cross beams 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.

[0025] Compared with the prior art, the advantages of the present invention are:

[0026] 1. The wind power tower structure of the present invention adopts a ground anchor bundle. Under the action of the ground anchor bundle, 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 force-bearing performance. Compared with the prior art of applying external or internal prestress in the concrete tower column, the present invention adopts a ground anchor bundle, which can not only play the role of applying external prestress to the UHPC tower column, but also the ground anchor bundle can make the tower structure have a self-reset function in strong winds to ensure that it does not collapse.

[0027] 2. The wind power tower of the present invention adopts UHPC with excellent mechanical properties and durability, matches the new material, and adopts a frame tower structure, which has greater strength, rigidity and wind resistance stability, good fatigue resistance and durability, low operation and maintenance cost, and good durability.

[0028] 3. The wind power tower of the present invention adopts UHPC and frame structure. At the same height, the preferred variable width frame structure can greatly reduce the deadweight and material consumption (for example, the UHPC tower structure with a hub height of 123m has a material consumption of 512m 3 At the same height, the material consumption of the present invention can be as low as 335m 3 ), so that the hub height of the wind turbine can exceed 200 meters, and the height is higher.

[0029] 4. Since the wind power tower is mainly under pressure, the wind power tower of the present invention adopts UHPC as the main material. Under the same pressure conditions, the cost of UHPC compression components is less than 40% of that of steel compression components, and the carbon emission is only 20% of that of steel components, while the deadweight is only about 20% higher than the latter. Compared with the steel truss tower, the frame-type UHPC tower structure of the present invention also saves the truss or mesh stiffening structure that must be added to the steel tower column to maintain stability (the stiffening structure can account for more than 50% of the steel used in the main tower column), so the tower cost of the present invention can be saved by more than 60% compared with the steel tower, and at the same time provides an economically feasible core technology for tower heights exceeding 200m.

[0030] 5. The wind power tower of the present invention uses UHPC as the main material. Since UHPC components have light weight, UHPC tower columns can be prefabricated and hoisted in long sections, which greatly improves the construction progress and ensures the quality. It does not require a large amount of on-site welding and high-altitude welding work, nor does it require a large amount of cast-in-place concrete processes, and the construction period is shorter. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0032] Figure 1 This is an elevation view of the overall structure of the wind turbine tower of Example 1.

[0033] Figure 2 This is a three-dimensional schematic diagram of a wind turbine tower according to Example 1.

[0034] Figure 3 This is a three-dimensional schematic diagram of the UHPC tower column segment and tower column transition section of the first layer of Example 1.

[0035] Figure 4 This is a three-dimensional schematic diagram of the tower column transition section of Example 1.

[0036] Figure 5 This is a three-dimensional schematic diagram of the UHPC tower column unit and the UHPC transition section of Example 1 connected through a flange structure.

[0037] Figure 6 This is a three-dimensional schematic diagram of the first and second layer UHPC tower column segments and tower column transition sections of Example 1.

[0038] Figure 7 This is a three-dimensional schematic diagram of the UHPC tower column segments and tower column transition sections of the first, second and third layers of Example 1.

[0039] Figure 8 This is a three-dimensional schematic diagram of the UHPC tower column segments, tower column transition sections and tower top of the first, second, third and fourth layers of Example 1.

[0040] Fig. 9 This is a three-dimensional schematic diagram of the first, second, third, fourth and fifth layer UHPC tower column segments, tower column transition sections and tower top of Example 1.

[0041] Fig.10 It is a three-dimensional schematic diagram of the steel rotor segment and the sleeve with a conical plate of Example 1.

[0042] Fig.11 This is a schematic diagram of the structure when the crossbeam of Example 1 is a UHPC hollow box section member.

[0043] Fig.12 This is a three-dimensional schematic diagram of the steel truss structure used for the cross beam of the tower column transition section of Example 2.

[0044] Fig.13 This is a schematic structural diagram of the crossbeam of Example 2 when it is a steel truss structure.

[0045] Fig.14 This is a vertical view of the wind power tower of Example 3.

[0046] Fig.15 This is a three-dimensional schematic diagram of the UHPC tower column segment and tower column transition section of the first layer of Example 4.

[0047] Legend:

[0048] 1. Ground foundation; 2. UHPC tower segment; 201. UHPC tower unit; 3. Tower transition section; 301. UHPC transition section; 302. Crossbeam; 4. Ground anchor bundle; 5. Ground anchor bundle reserved hole; 6. Flange structure; 7. Steel transition section; 8. Sleeve with tapered plate; 9. Tower; 10. Chord; 11. Web member; 12. Anchor plate. DETAILED DESCRIPTION

[0049] In order to facilitate the understanding of the present invention, the present invention will be described more comprehensively and meticulously below in conjunction with the accompanying drawings and preferred embodiments of the present invention, but the protection scope of the present invention is not limited to the following specific embodiments.

[0050] Unless otherwise defined, all the professional terms used below have the same meanings as those generally understood by those skilled in the art. The professional terms used herein are only for the purpose of describing specific embodiments and are not intended to limit the scope of protection of the present invention.

[0051] 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.

[0052] Embodiment 1:

[0053] like Figure 1 and Figure 2As shown, the UHPC-based wind turbine tower with ground anchor bundle of this embodiment includes multiple layers of UHPC tower column units stacked up and down (5 layers in this embodiment), the UHPC tower column unit is a frame structure using pillars as supporting components, the UHPC tower column unit includes a UHPC tower column segment 2 and a tower column transition segment 3, the tower column transition segment 3 is arranged on the UHPC tower column segment 2, the upper and lower adjacent UHPC tower column segments 2 are connected by the tower column transition segment 3, and a tower column transition segment 3 is arranged on the top UHPC tower column segment 2; the UHPC tower column segment 2 includes A plurality of (four in this embodiment) UHPC tower column units 201 (distributed in a rectangular shape) are evenly distributed around the vertical center line of the wind power tower. The tower column transition section 3 includes a plurality of UHPC transition sections 301 (four in this embodiment) and a plurality of transverse connecting members for connecting the UHPC transition sections 301 into a whole. The upper and lower adjacent UHPC tower column units 201 are connected by the UHPC transition sections 301. The wind power tower also includes a plurality of prestressed ground anchor bundles 4, which are arranged between the tower column transition section 3 and the ground foundation 1 and are located inside the frame structure.

[0054] Specifically, Figure 4 As shown, in this embodiment, the transverse connecting member includes a plurality of cross beams 302, and the adjacent UHPC transition sections 301 are connected by the cross beams 302, and the ground anchor bundle 4 is arranged between the cross beams 302 and the ground foundation 1. In this embodiment, cross links (not shown in the figure) can also be arranged between the adjacent cross beams 302, and the ground anchor bundle 4 can be arranged between the cross link and the ground foundation 1 to further improve the structural stability.

[0055] In this embodiment, ground anchor bundles 4 arranged perpendicular to the ground foundation 1 are tensioned between the cross beams 302 of the five tower column transition sections 3 including the top layer, and the ground foundation 1, and the anchoring position of the upper end of the ground anchor bundle 4 when anchored to the cross beam 302 is located at one end of the cross beam 302 close to the UHPC transition section 301. The number of vertical ground anchor bundles 4 tensioned between each tower column transition section 3 and the ground foundation 1 is twice that of the cross beam 302, which is 8, for a total of 40.

[0056] like Figure 1-Figure 3 As shown, in this embodiment, the ground foundation 1 is a cavity-type foundation with an internal cavity, one end of the vertical ground anchor bundle 4 is anchored in the internal cavity of the cavity-type foundation, and the other end is anchored to the upper surface of the tower transition section 3.

[0057] like Figure 1 , Figure 2As shown, in this embodiment, the cross section of the UHPC tower column segment 2 located above the wind turbine tower is smaller than the cross section of the UHPC tower column segment 2 located below the wind turbine tower, and the cross section size of the tower column transition section 3 matches the cross section size of the adjacent UHPC tower column segment 2. Specifically, the UHPC tower column units 201 are all arranged vertically, and the cross section size of each individual UHPC tower column segment 2 remains the same from bottom to top. The upper and lower ends of the UHPC transition section 301 are also arranged vertically, and the cross section size of the UHPC tower column segment 2 arranged from bottom to top gradually decreases, and the cross section size of the overall structure formed by connecting multiple UHPC tower column segments 2 through the tower column transition section 3 gradually decreases from bottom to top.

[0058] In this embodiment, the UHPC tower column unit 201 and the UHPC transition section 301 are prefabricated hollow box-shaped cross-section components, such as Figure 5 As shown, the UHPC tower column unit 201 and the UHPC transition section 301 are connected by a flange structure 6. Fig.11 , Fig.12 , Fig.13 As shown, the cross beam 302 is a prefabricated UHPC hollow box section member or a steel truss structure. When the cross beam 302 is a UHPC hollow box section member, a ground anchor bundle reserved hole 5 is opened on it. When the cross beam 302 is a steel truss structure, the structure of the tower column transition section 3 is as shown in FIG. Fig.13 shown.

[0059] like Figure 1 , Figure 2 , Fig.10 As shown, in this embodiment, a tower column transition section 3 is also provided on the top of the uppermost UHPC tower column segment 2, a steel transition section 7 is installed on the upper part of the uppermost tower column transition section 3 through a flange structure 6, a tower 9 is installed on the steel transition section 7 through a sleeve 8 with a conical plate, and the distance between the top of the tower 9 and the ground foundation 1 can be greater than 200m.

[0060] like Figure 3-Figure 10 As shown, the construction method of the UHPC-based UHPC wind power tower with ground anchor bundle in this embodiment includes the following steps:

[0061] S1: Prefabricate the UHPC tower column unit 201 and prefabricate or assemble the tower column transition section 3 in a factory;

[0062] S2: constructing a ground foundation 1, hoisting a plurality of UHPC tower column units 201 in the first-layer UHPC tower column segment 2 to the ground foundation 1 and installing and fixing them, then connecting the first-layer tower column transition section 3 to the UHPC tower column unit 201 below it through its UHPC transition section 301 to form a whole on the UHPC tower column segment 2 of the first layer below, and tensioning a ground anchor beam 4 between the tower column transition section 3 and the ground foundation 1;

[0063] S3: Then, a plurality of UHPC tower column units 201 in the UHPC tower column segment 2 of the second layer below are hoisted onto the tower column transition section 3 of the first layer below, and are installed and fixed by connecting the UHPC transition section 301 of the tower column transition section 3 with the UHPC tower column unit 201 above it, and then, the tower column transition section 3 of the second layer below is installed on the UHPC tower column segment 2 of the second layer below by connecting its UHPC transition section 301 with the UHPC tower column unit 201 below it to form a whole, and a ground anchor bundle 4 is tensioned between the tower column transition section 3 and the ground foundation 1;

[0064] S4: Repeat step S3 until the installation of the uppermost tower column transition section 3 is completed, and then install the accessories and tower tube 9 on the uppermost tower column transition section 3 to complete the construction.

[0065] More specifically, the construction method of the UHPC-based UHPC wind turbine tower with ground anchor bundle in this embodiment includes the following steps:

[0066] S1: Construction of the first layer of wind turbine tower segments. Prefabricate UHPC tower column units 201 in the factory, prefabricate or assemble tower column transition sections 3 ( Figure 4 ).like Figure 3 As shown, a cavity foundation is cast with ordinary concrete at the site of the wind power tower. After the concrete of the cavity foundation reaches the design strength, the UHPC tower column unit 201 of the UHPC tower column segment 2 of the first layer below is hoisted by a tower crane, and the UHPC tower column unit 201 can be fixed on the cavity foundation using a conventional flange. The tower column transition section 3 of the first layer below is hoisted as a whole to the top of the UHPC tower column segment 2, and the tower column transition section 3 and the UHPC tower column segment 2 are connected by a flange structure 6 (as shown in FIG. Figure 5 Finally, the anchor bundle 4 is tensioned 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. The eight anchor bundles 4 are symmetrically distributed along the vertical center line of the wind power tower.

[0067] S2: Construction of the second layer of wind turbine tower segments. Figure 6As shown, the UHPC tower column unit 201 of the UHPC tower column segment 2 of the second layer is hoisted by a tower crane, and the UHPC tower column segment 2 (lower end) of the second layer is connected to the tower column transition section 3 (upper end) of the first layer by using a flange structure 6. Then the tower column transition section 3 of the second layer is hoisted as a whole to the top of the UHPC tower column segment 2 of the second layer, and the tower column transition section 3 (lower end) of the second layer is connected to the UHPC tower column segment 2 (upper end) of the second layer by the flange structure 6. Finally, the ground anchor bundle 4 is tensioned longitudinally from the inside of the cavity foundation and anchored to the top surface of the crossbeam 302. The anchoring position is close to the UHPC transition section 301, and 8 ground anchor bundles 4 are symmetrically distributed along the vertical center line of the wind power tower.

[0068] S3: Construction of the third layer of wind turbine tower segments. Figure 7 As shown, the UHPC tower column unit 201 of the UHPC tower column segment 2 of the third layer is hoisted by a tower crane, and the UHPC tower column segment 2 is connected to the tower column transition segment 3 as a whole by using a flange structure 6. Then the tower column transition segment 3 of the third layer is hoisted as a whole to the top of the UHPC tower column segment 2 of the third layer, and the tower column transition segment 3 and the UHPC tower column segment 2 are connected by the flange structure 6. Finally, the ground anchor bundle 4 is tensioned longitudinally from the inside of the cavity foundation and anchored to the top surface of the crossbeam 302. The anchoring position is close to the UHPC transition segment 301, and 8 ground anchor bundles 4 are symmetrically distributed along the vertical center line of the wind power tower.

[0069] S4: Construction of the fourth layer of wind turbine tower segment. Figure 8 As shown, the UHPC tower column unit 201 of the UHPC tower column segment 2 of the fourth floor is hoisted by a tower crane, and the UHPC tower column segment 2 and the tower column transition segment 3 are connected as a whole using a flange structure 6. Then the tower column transition segment 3 of the fourth floor is hoisted as a whole to the top of the UHPC tower column segment 2 of the fourth floor, and the tower column transition segment 3 and the UHPC tower column segment 2 are connected by the flange structure 6. Finally, the ground anchor bundle 4 is tensioned 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 segment 301, and 8 ground anchor bundles 4 are symmetrically distributed along the vertical center line of the wind power tower.

[0070] S5: Construction of the fifth layer of wind turbine tower segment. Fig. 9As shown, the UHPC tower column unit 201 of the UHPC tower column segment 2 of the fifth floor is hoisted by a tower crane, and the UHPC tower column segment 2 and the tower column transition section 3 are connected as a whole using a flange structure 6. Then the tower column transition section 3 of the fifth floor is hoisted as a whole to the top of the UHPC tower column segment 2 of the fifth floor, and the tower column transition section 3 and the UHPC tower column segment 2 are connected by a flange structure 6. Finally, the ground anchor bundle 4 is tensioned longitudinally from the inside of the cavity foundation and anchored to the top surface of the crossbeam 302. The anchoring position is close to the UHPC transition section 301, and 8 ground anchor bundles 4 are symmetrically distributed along the vertical center line of the wind power tower. The fifth floor of this embodiment is the top floor of the wind power tower, and the top part of the tower column transition section 3 of the fifth floor serves as the capping tower column.

[0071] S6: Install the tower 9, wind turbine generator set and impeller. Figure 1 , Figure 2 and Fig.10 As shown, a steel transition section 7 is set up on the top of the tower transition section 3 and connected by flanges to form a whole. The tower 9 is hoisted to the top of the uppermost steel transition section 7 by a tower crane, and the tower 9 is fixed by the steel transition section 7 and the sleeve 8 with a conical plate, and then the wind turbine generator set and the impeller are installed to complete the construction.

[0072] In this embodiment, the UHPC tower column segment 2 and the tower column transition section 3 are both prefabricated in the factory with UHPC materials, and the bending tensile strength of the UHPC material is above 20MPa, and the compressive strength is above 120MPa. The height of the UHPC tower column segment 2 is preferably 20-40m, and the height of the tower column transition section 3 is preferably 3-6m. The UHPC tower column unit 201 of the UHPC tower column segment 2 and the UHPC transition section 301 of the tower column transition section 3 are hollow box-shaped cross-section components, and the cross-sectional height and width a1 of the UHPC tower column unit 201 are both 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 tower column unit 201. The top cross-sectional length and width a2 of the UHPC transition section 301 at the top of the tower are both 0.5-1m, and the wall thickness b2 is 0.1-0.2m.

[0073] In this embodiment, the cross beam 302 is a thin member, the length of the cross beam 302 is the clear distance between adjacent UHPC transition sections 301, the cross section width is half of the length, the cross section length a3 of the first layer of cross beams 302 is 2.5-3m, the cross section length a4 of the second and third layers of cross beams 302 is 2-2.5m, and the cross section length a5 of the fourth and fifth layers of cross beams 302 is 1.5-2m. Fig.11 As shown, the cross beam 302 is a box-section UHPC beam, which is prefabricated in a factory using UHPC materials. The cross beam 302 is provided with a ground anchor bundle reserved hole 5, and the size of the ground anchor bundle reserved hole 5 matches the size of the selected ground anchor bundle 4. The wall thickness b3 of the cross beam 302 is 0.1-0.3m.

[0074] 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 ground foundation 1 has a cavity structure inside, which is convenient for construction workers to enter the cavity to perform prestressing and anchoring operations on the vertical anchor bundle 4.

[0075] In this embodiment, the number and arrangement of the UHPC tower column units 201 can be adjusted as needed, and the tower column transition section 3 can be adjusted accordingly. The number and installation position of the ground anchor bundles 4 can also be adjusted as needed. For example, in this embodiment, the installation position of the ground anchor bundle 4 can also be adjusted, and a corbel installed toward the inside of the tower is added at the top of the UHPC tower column unit 201, and a vertical ground anchor bundle 4 is tensioned between the corbel and the ground foundation 1. Alternatively, on the basis of the original ground anchor bundle 4, the above-mentioned ground anchor bundle 4 installed between the corbel and the ground foundation 1 is added.

[0076] Embodiment 2:

[0077] The overall components of the wind turbine tower in this embodiment are basically the same as those in Embodiment 1. Fig.12 As shown, in this embodiment, the UHPC tower column unit 201 of the UHPC tower column segment 2 and the UHPC transition section 301 of the tower column transition section 3 are hollow circular cross-section components, and the cross-sectional outer diameter d1 of the UHPC tower column unit 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 tower column unit 201. The cross-sectional outer diameter d2 of the top surface 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.

[0078] The overall components of the wind power tower in this embodiment are different from those in Embodiment 1 in that Fig.13 As shown, in this embodiment, the cross beam 302 adopts a steel truss structure (steel material, such as Q345 material), which is composed of a chord 10 and a web 11. The steel truss is a double-row structure connected by a steel cross-link, and one end of the ground anchor bundle 4 is anchored on the anchor plate 12, and the anchor plate 12 is provided with a ground anchor bundle reserved hole 5.

[0079] Other structures of this embodiment can also be adaptively adjusted, such as adjusting the number and anchoring positions of the ground anchor bundles 4, the number of layers of the UHPC tower column segments 2, etc.

[0080] Embodiment 3:

[0081] The overall components of the wind turbine tower in this embodiment are basically the same as those in Embodiment 1. Fig.14As shown, in this embodiment, the UHPC tower column units 201 are all inclined inwardly, and the cross-sectional size of each UHPC tower column segment 2 decreases linearly from bottom to top. The UHPC transition sections 301 are also inclined inwardly, and the cross-sectional size of the overall structure formed by connecting multiple UHPC tower column segments 2 through the tower column transition sections 3 decreases linearly from bottom to top.

[0082] Other structures of this embodiment can also be adaptively adjusted, such as adjusting the number and anchoring positions of the ground anchor bundles 4, the number of layers of the UHPC tower column segments 2, etc.

[0083] Embodiment 4:

[0084] like Fig.15 As shown, the UHPC-based wind power tower with ground anchor bundle of this embodiment includes multiple layers of UHPC tower column units stacked up and down, the UHPC tower column unit is a frame structure using pillars as supporting components, and the UHPC tower column unit includes a UHPC tower column segment 2 and a tower column transition segment 3, and the tower column transition segment 3 is arranged on the UHPC tower column segment 2 and the two are integrally formed. The other structures of this embodiment are the same as those of Example 1, and the construction method of this embodiment can be adaptively adjusted.

Claims

1. A UHPC-based wind power tower with ground anchor bundle, characterized in that: The wind power tower comprises multiple layers of UHPC tower column units stacked up and down, wherein the UHPC tower column units are frame structures using pillars as supporting components; the wind power tower also comprises a plurality of prestressed ground anchor bundles (4), wherein the ground anchor bundles (4) are arranged between the UHPC tower column units and a ground foundation (1).

2. The wind power tower according to claim 1, characterized in that: The UHPC tower column unit comprises a UHPC tower column segment (2) and a tower column transition segment (3), wherein the tower column transition segment (3) is arranged on the UHPC tower column segment (2), and the UHPC tower column segments (2) adjacent to each other are connected via the tower column transition segment (3); the UHPC tower column segment (2) comprises a plurality of UHPC tower column units (201) distributed around the vertical center line of the wind power tower, the tower column transition segment (3) comprises a plurality of UHPC transition segments (301), and the UHPC tower column units (201) adjacent to each other are connected via the UHPC transition segment (301), and the ground anchor bundle (4) is arranged between the UHPC tower column segment (2) and / or the tower column transition segment (3) and the ground foundation (1), and the ground anchor bundle (4) is arranged inside the frame structure.

3. The wind power tower according to claim 2, characterized in that: The tower column transition section (3) further comprises a plurality of transverse connection members for connecting the UHPC transition sections (301) into a whole, the transverse connection members comprising a plurality of cross beams (302), adjacently arranged UHPC transition sections (301) are connected via the cross beams (302), and the ground anchor bundle (4) is arranged between the cross beams (302) and the ground foundation (1).

4. The wind power tower according to claim 3, characterized in that: A ground anchor bundle (4) arranged perpendicular to the ground foundation (1) is tensioned between the cross beams (302) of the plurality of tower column transition sections (3), including the uppermost layer, and the ground foundation (1); and the anchoring position of the upper end of the ground anchor bundle (4) when anchored to the cross beam (302) is located at one end of the cross beam (302) close to the UHPC transition section (301).

5. The wind power tower according to claim 2, characterized in that: The ground foundation (1) is a cavity-type foundation provided with an internal cavity, one end of the ground anchor bundle (4) is anchored in the internal cavity of the cavity-type foundation, and the other end is anchored to the upper surface of the tower column transition section (3).

6. The wind power tower according to any one of claims 2 to 5, characterized in that: The cross-section of the UHPC tower segment (2) located above the wind turbine tower is smaller than the cross-section of the UHPC tower segment (2) located below the wind turbine tower, and the cross-section size of the tower transition segment (3) matches the cross-section size of the adjacent UHPC tower segment (2).

7. The wind power tower according to claim 6, characterized in that: The UHPC tower column units (201) are all arranged vertically, and the cross-sectional size of each individual UHPC tower column segment (2) remains the same from bottom to top. The upper and lower ends of the UHPC transition section (301) are also arranged vertically, and the cross-sectional size of the UHPC tower column segments (2) arranged from bottom to top gradually decreases. The cross-sectional size of the overall structure formed by connecting a plurality of UHPC tower column segments (2) via the tower column transition section (3) gradually decreases from bottom to top.

8. The wind power tower according to claim 6, characterized in that: The UHPC tower column units (201) are all arranged to be tilted inwards, and the cross-sectional size of each of the UHPC tower column segments (2) decreases from bottom to top. The UHPC transition sections (301) are also arranged to be tilted inwards, and the cross-sectional size of the overall structure formed by connecting a plurality of the UHPC tower column segments (2) via the tower column transition sections (3) decreases from bottom to top.

9. The wind power tower according to claim 3 or 4, characterized in that: The UHPC tower column unit (201) and the UHPC transition section (301) are prefabricated hollow box section components, the UHPC tower column unit (201) and the UHPC transition section (301) are connected via a flange structure (6), and the transverse connecting member is a prefabricated UHPC hollow box section component or a steel truss structure.

10. The wind power tower according to any one of claims 2 to 5, characterized in that: A tower transition section (3) is also provided at the top of the uppermost UHPC tower column segment (2), a steel transition section (7) is installed on the upper part of the uppermost tower column transition section (3) via a flange structure (6), a tower barrel (9) is installed on the steel transition section (7) via a sleeve (8) with a conical plate, and the distance between the top of the tower barrel (9) and the ground foundation (1) is greater than 200m.

11. A construction method of a UHPC wind power tower with a ground anchor bundle based on UHPC as claimed in any one of claims 2 to 10, characterized in that: The following steps are involved: S1: prefabricate the UHPC tower column unit (201) and prefabricate or assemble the tower column transition section (3) in a factory; S2: constructing a ground foundation (1), hoisting a plurality of UHPC tower column units (201) in the first-layer UHPC tower column segment (2) to the ground foundation (1) and installing and fixing them, then connecting the first-layer tower column transition section (3) to the UHPC tower column units (201) below it through its UHPC transition section (301) to form a whole on the UHPC tower column segment (2) of the first layer below, and tensioning a ground anchor bundle (4) between the tower column transition section (3) and the ground foundation (1); S3: A plurality of UHPC tower column units (201) in the UHPC tower column segment (2) of the second layer below are hoisted onto the tower column transition section (3) of the first layer below, and are installed and fixed by connecting the UHPC transition section (301) of the tower column transition section (3) with the UHPC tower column unit (201) above it, and then the tower column transition section (3) of the second layer below is connected to the UHPC tower column unit (201) below it by connecting its UHPC transition section (301) to form a whole on the UHPC tower column segment (2) of the second layer below, and a ground anchor bundle (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 the accessories and the tower tube (9) on the uppermost tower column transition section (3) to complete the construction.

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