Prefabricated assembled foundation and construction method of wind turbine tower with spherical shell and conical shell combination

Abstract

This invention discloses a prefabricated assembled foundation for wind turbine towers, combining a spherical shell and a conical shell, and its construction method. Belonging to the technical field of wind turbine tower foundations, the prefabricated assembled foundation includes: a spherical shell foundation body comprising multiple prefabricated spherical shell components, the spherical shell foundation body having a downwardly convex spherical shell shape; a conical shell foundation body arranged on the upper side of the spherical shell foundation body, the conical shell foundation body having a conical shell shape and comprising multiple prefabricated conical shell components; and a ring beam connecting the conical shell foundation body and the spherical shell foundation body, the ring beam comprising multiple prefabricated beam components, the multiple prefabricated beam components being spliced ​​and connected along the circumference of the spherical shell foundation body. The prefabricated assembled foundation for wind turbine towers based on the spherical shell and conical shell combination of this invention can fully utilize the advantages of thin-shell foundations, such as reasonable stress distribution and material saving. The cavity enclosed by the foundation can be filled with counterweights to improve the foundation's overturning stability. The use of prefabricated components can significantly shorten the on-site construction cycle and ensure the consistency of foundation construction quality.

Description

Technical Field

[0001] This invention relates to the field of wind turbine tower foundation technology, and in particular to a prefabricated assembled foundation for wind turbine towers consisting of a spherical shell and a conical shell, and a construction method thereof. Background Technology

[0002] Currently, wind turbine tower foundations generally adopt conical reinforced concrete foundations. Conical foundations are relatively thick and heavy, requiring a large amount of steel bars and concrete materials, resulting in a long construction period, cumbersome and complex construction, and poor economic efficiency.

[0003] Another feasible foundation type for wind turbine towers is the conical shell foundation. The conical shell foundation retains only the top surface of the conical base, significantly saving materials and offering advantages such as lightness and economy. However, wind turbine towers have a large overturning moment, while the conical shell foundation is relatively lightweight. The overturning stability of the foundation relies on the weight of the soil covering the top of the conical shell foundation. To ensure the stability of the conical shell foundation, a certain thickness of soil cover needs to be maintained, resulting in a greater burial depth and a larger amount of excavation. Summary of the Invention

[0004] This invention aims to solve at least one of the technical problems existing in the prior art. To this end, this invention proposes a prefabricated assembled foundation for wind turbine towers, which combines a spherical shell and a conical shell. This prefabricated assembled foundation can save reinforced concrete materials, increase the contact area between the foundation and the ground, improve overturning resistance, significantly shorten the on-site construction cycle, improve work efficiency, and reduce construction difficulty and work intensity.

[0005] The present invention also proposes a construction method for a prefabricated assembled foundation for a wind turbine tower using the combination of a spherical shell and a conical shell.

[0006] According to a first aspect of the present invention, a prefabricated assembled foundation for a wind turbine tower combining a spherical shell and a conical shell comprises: a spherical shell foundation body, the spherical shell foundation body having a downwardly convex spherical shell shape, the spherical shell foundation body comprising a plurality of spherical shell prefabricated components, the plurality of spherical shell prefabricated components being spliced ​​and connected to each other; a conical shell foundation body, the conical shell foundation body being arranged on the upper side of the spherical shell foundation body, the conical shell foundation body having a conical shell shape, the diameter of the lower end of the conical shell foundation body being larger than the diameter of the upper end, the conical shell foundation body comprising a plurality of conical shell prefabricated components, the plurality of conical shell prefabricated components being spliced ​​and connected to each other along the circumference of the spherical shell foundation body; and a ring beam, the ring beam extending in a ring shape along the circumference of the spherical shell foundation body and connecting the conical shell foundation body and the spherical shell foundation body, the ring beam comprising a plurality of beam prefabricated components, the plurality of beam prefabricated components being spliced ​​and connected to each other along the circumference of the spherical shell foundation body.

[0007] The prefabricated wind turbine tower foundation based on the combination of spherical and conical shells of the present invention fully leverages the advantages of thin-shell foundations, such as reasonable stress distribution and material savings, while increasing the contact area between the foundation and the ground, thus ensuring uniform stress distribution on the ground. The cavity enclosed by the foundation can be filled with counterweights to enhance its overturning stability, thereby ensuring the overall structural stability and safety of the prefabricated wind turbine tower foundation. Furthermore, the use of spherical shell prefabricated components, conical shell prefabricated components, and beam prefabricated components in this embodiment significantly shortens the on-site construction cycle, improves work efficiency, reduces construction difficulty and workload, significantly enhances construction safety, and ensures consistent construction quality, meeting the requirements of rapid construction, industrialized production, and low-carbon environmental protection.

[0008] In some embodiments, the projection of the preformed spherical shell onto the planar unfolded surface of the spherical shell base is a regular hexagon, and the preformed spherical shell has a first surface and a second surface arranged radially opposite to each other in the spherical shell base, the first surface and the second surface being spherical and having their centers coincide.

[0009] In some embodiments, the precast spherical shell has a plurality of first rib holes, and the precast wind turbine foundation further includes: a plurality of first prestressing tendons, which pass through the first rib holes of the precast spherical shell and are fixedly connected at both ends to the ring beam; the first prestressing tendons include a plurality of first tendons, a plurality of second tendons, and a plurality of third tendons, which are parallel to each other, parallel to each other, and parallel to each other on the planar development surface of the spherical shell foundation, with the first tendons, second tendons, and third tendons intersecting at 60° to each other; the ring beam has two first beam surfaces arranged opposite to each other in the extension direction of the spherical shell foundation, the first beam surfaces being perpendicular to the extension direction of the spherical shell foundation, and the ring beam having a plurality of first through holes, the two ends of which respectively penetrate the two first beam surfaces; the precast wind turbine foundation further includes: a first anchor plate, which is annular, and The first anchor plate is fixed to the side of the ring beam away from the spherical shell foundation. The two ends of the first prestressing tendon pass through the corresponding first perforation and are fixed to the first anchor plate. The two ends of the first prestressing tendon are fixed to the first anchor plate through the first anchor support. The first anchor support includes a first support block and a first positioning tube. The first support block has a first bearing surface and a second bearing surface. The first bearing surface is in contact with the first anchor plate away from the spherical shell foundation. The second bearing surface is arranged perpendicular to the axis of the first perforation. The first support block is provided with a first fixing hole that passes through the first bearing surface and the second bearing surface of the first support block along the axis of the first perforation. One end of the first positioning tube extends into and is fixed in the first fixing hole. The other end of the first positioning tube extends into the first perforation. The end of the first prestressing tendon passes through the first positioning tube and extends to the side of the first support block away from the first perforation, and is fixed to the first support block through the first anchor.

[0010] In some embodiments, the prefabricated assembly foundation of the wind turbine tower further includes: a plurality of tie rods and prestressed steel cables, wherein the plurality of tie rods extend radially along the ring beam and are spaced apart in the circumferential direction of the ring beam, the prestressed steel cables are annular and arranged radially inside the ring beam, and the two ends of the plurality of tie rods are respectively connected to the ring beam and the prestressed steel cables.

[0011] In some embodiments, one end of the tie rod is provided with a pull ring, and the prestressed steel cable passes through the pull rings of multiple tie rods; the prefabricated assembly foundation of the wind turbine tower further includes: a second anchor plate, the second anchor plate being annular, the second anchor plate being fixed to the side of the ring beam away from the prestressed steel cable, the ring beam having a through hole extending radially through the ring beam, one end of the tie rod being connected to the prestressed steel cable, and the other end of the tie rod extending through the through hole to the side of the ring beam away from the prestressed steel cable, and being fixed to the second anchor plate by an anchoring nut; the tie rod is provided with a limiting plate, and the inner wall of the through hole is provided with a limiting groove, the limiting plate fitting into the limiting groove to fix the relative position of the tie rod and the ring beam in the circumferential direction of the through hole, the number of limiting plates being multiple, the multiple limiting plates being arranged at intervals in the circumferential direction of the tie rod, and the limiting groove being provided one-to-one with the limiting plate.

[0012] In some embodiments, the conical shell prefabricated component is a single piece and includes a conical shell portion and an upper beam portion. The upper beam portion extends in a vertical direction. One end of the conical shell portion is connected to a side surface of the upper beam portion opposite to the axis of the conical shell base. The other end of the conical shell portion extends downward and in a direction gradually away from the axis of the conical shell base, and extends to connect with the ring beam. The conical shell base includes a conical shell and an upper beam body. The conical shell portions of multiple conical shell prefabricated components are spliced ​​together circumferentially on the conical shell base to form the conical shell. The diameter of the conical shell gradually increases from top to bottom. The upper beam portions of multiple conical shell prefabricated components are spliced ​​together circumferentially on the conical shell base to form the upper beam body. The upper beam body extends along the axis of the conical shell into an annular column shape. The upper beam body is used to install and fix the wind turbine tower.

[0013] In some embodiments, the prefabricated assembly foundation for the wind turbine tower further includes: a ring-shaped steel beam, which extends circumferentially along the upper beam body and is fixedly connected to the upper beam portion of the plurality of conical shell prefabricated components; the ring-shaped steel beam includes: a top plate, an inner ring plate, and an outer ring plate, the top plate being ring-shaped and arranged on the top of the upper beam body, the inner ring plate and the outer ring plate being respectively connected to the inner and outer edges of the top plate, and extending downward along the inner and outer surfaces of the upper beam body respectively; the upper beam body has a plurality of first bolt holes penetrating the upper beam body in the vertical direction, the plurality of first bolt holes being spaced apart in the circumferential direction of the upper beam body, the first bolt holes being used to pass through anchor bolts for fixing the wind turbine tower, the anchor bolts being used to fix the wind turbine tower to the upper beam body; the top plate has a plurality of second bolt holes, the plurality of second bolt holes corresponding one-to-one with the plurality of first bolt holes and facing each other vertically, the anchor bolts passing through the first bolt holes and the second bolt holes to fix the ring-shaped steel beam to the upper beam body.

[0014] In some embodiments, the conical shell foundation is provided with a plurality of second reinforcing holes spaced apart in the circumferential direction of the conical shell foundation. The plurality of second reinforcing holes penetrate the conical shell foundation along the inclined direction of the conical surface of the conical shell foundation. The prefabricated assembled foundation of the wind turbine tower further includes: a plurality of second prestressing tendons, which are inserted into the plurality of second reinforcing holes. The upper end of the second prestressing tendon is fixed to the upper beam, and the lower end is fixedly connected to the ring beam. The ring beam has two second beam surfaces arranged opposite to each other in the inclined direction of the conical surface of the conical shell foundation. The second beam surfaces are perpendicular to the conical surface of the conical shell foundation. The ring beam forms a plurality of second through holes, the two ends of which respectively penetrate the two second beam surfaces. The plurality of second through holes correspond one-to-one with the plurality of second reinforcing holes. The prefabricated assembled foundation of the wind turbine tower further includes: a third anchor plate, which is annular and fixed to the ring beam away from the conical surface. On one side of the conical shell foundation, the lower end of the second prestressing tendon passes through the corresponding second through hole and is fixed to the third anchor plate by a second anchor. The prefabricated assembly foundation of the wind turbine tower also includes: a second anchor base, the second anchor base including a second base block and a second positioning tube, the second base block having a third bearing surface and a fourth bearing surface, the third bearing surface being in contact with the inner surface of the upper beam, the fourth bearing surface being perpendicular to the axis of the second reinforcement hole, the second base block having a second fixing hole that passes through the third bearing surface and the fourth bearing surface of the second base block along the axial direction of the second reinforcement hole, one end of the second positioning tube extending into and fixed in the second fixing hole, the other end of the second positioning tube extending into the second reinforcement hole, the upper end of the second prestressing tendon passing through the second positioning tube extending to the side of the second base block opposite to the second reinforcement hole, and being fixed to the second base block by a third anchor.

[0015] In some embodiments, the spherical shell base, the conical shell base, and the ring beam cooperate to enclose a cavity, which is filled with a counterweight, which is concrete, sand, stone, and / or soil; or, the cavity is used to house an energy storage device connected to the wind turbine tower, which is used to store the electrical energy output by the wind turbine tower.

[0016] According to the construction method of the second aspect of the present invention, applied to a prefabricated assembled foundation for a wind turbine tower combining a spherical shell and a conical shell according to the first aspect of the present invention, the construction method includes: S1, excavating and preparing a foundation pit based on the bottom surface of the spherical shell foundation and the bottom surface of the ring beam, and constructing a concrete cushion layer within the foundation pit; S2, laying a sand cushion layer on the concrete cushion layer; S3, assembling a plurality of the spherical shell prefabricated components into a downwardly convex spherical shell shape within the foundation pit; S4, assembling a plurality of the beam prefabricated components into a ring on the outer periphery of the plurality of spherical shell prefabricated components, such that the first... The reinforcing rib hole is aligned with the first through hole of the precast beam, and the first anchor plate, second anchor plate, and third anchor plate are installed on the outside of the ring beam; S5, a connecting pipe is installed at the gap between the precast beam and the precast spherical shell, so that the connecting pipe connects the first through hole and the first reinforcing rib hole; S6, cast-in-place concrete is filled into the gap between the precast beam and the precast spherical shell, and the concrete is cured; S7, the steel cable is passed through the pull ring of the multiple tie rods, and the two ends of the steel cable are connected to form a ring; S8, the other ends of the multiple tie rods are passed through... The through hole of the precast beam is used to attach the anchor nut to the other end of the tie rod, fixing the other end of the tie rod to the second anchor plate; S9, the positions of the multiple tie rods are adjusted by the anchor nut to tension the annular steel cable into a prestressed steel cable; S10, the first prestressing tendon is inserted into the first tendon hole and the first through hole, the first anchor bearing is installed on the first anchor plate on the outside of the annular beam, the first prestressing tendon is tensioned, and both ends of the first prestressing tendon are anchored to the first anchor plate through the first anchor and the first anchor bearing; S11. On the upper side of the ring beam, multiple conical shell prefabricated parts are arranged into a ring, and the second reinforcing hole of the conical shell prefabricated part is aligned with the second through hole of the beam prefabricated part; S12, the second prestressing tendon is inserted into the second reinforcing hole and the second through hole, the second anchorage base is installed on the inner side of the upper beam body, the second prestressing tendon is tensioned, and the two ends of the second prestressing tendon are respectively anchored to the second anchorage base and the third anchor plate; S13, the ring steel beam is placed on the top of the upper beam body, and the ring steel beam is fastened to the upper beam body by anchor bolts.

[0017] According to the construction method of the present invention, the on-site construction of the prefabricated assembled foundation of the wind turbine tower with the combination of spherical shell and conical shell of the first aspect of the present invention can be completed, which can significantly shorten the on-site construction cycle, improve the work efficiency, reduce the construction difficulty and work intensity, significantly improve the construction safety, and ensure the consistency of construction quality.

[0018] Additional aspects and advantages of the invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention. Attached Figure Description

[0019] Figure 1 This is a structural schematic diagram of a prefabricated assembled foundation for a wind turbine tower according to an embodiment of the present invention;

[0020] Figure 2 yes Figure 1 A cross-sectional view of the prefabricated assembled foundation of the wind turbine tower shown in the figure;

[0021] Figure 3 yes Figure 2 An exploded view of the prefabricated assembled foundation of the wind turbine tower shown in the image;

[0022] Figure 4 yes Figure 2 A schematic diagram of the unfolded planar structure of the spherical shell foundation shown in the figure;

[0023] Figure 5 yes Figure 4 A schematic diagram of the structure of the precast spherical shell shown in the figure;

[0024] Figure 6 yes Figure 5 A schematic diagram of the precast spherical shell shown from another angle;

[0025] Figure 7 yes Figure 4 A schematic diagram of the spherical shell foundation and the first prestressing tendon shown in the figure;

[0026] Figure 8 yes Figure 2 The diagram shows the structure of the ring beam.

[0027] Figure 9 yes Figure 8 An exploded view of the ring beam shown;

[0028] Figure 10 yes Figure 9 The cross-sectional view of the precast beam shown in the figure;

[0029] Figure 11 yes Figure 9 A schematic diagram of one angle of the precast beam shown;

[0030] Figure 12 yes Figure 9 A schematic diagram of the precast beam component shown from another angle;

[0031] Figure 13 yes Figure 2 A schematic diagram of the prestressed steel cable shown;

[0032] Figure 14 yes Figure 2 A schematic diagram of one angle of the tie rod shown;

[0033] Figure 15 yes Figure 14 A schematic diagram of another angle of the tie rod shown;

[0034] Figure 16 yes Figure 2 A schematic diagram of the conical shell foundation and ring beam shown;

[0035] Figure 17 yes Figure 2 A schematic diagram of the conical shell foundation, ring beam, and second prestressed tendon shown in the figure;

[0036] Figure 18 yes Figure 17 A schematic diagram of the conical shell prefabricated component shown;

[0037] Figure 19 yes Figure 18 A schematic diagram of the conical shell preform shown from another angle;

[0038] Figure 20 yes Figure 2 The cross-sectional view of the annular steel beam shown;

[0039] Figure 21 yes Figure 2 A schematic diagram of the second anchorage support shown in the figure;

[0040] Figure 22 yes Figure 21 Exploded view of the second anchorage pier shown in the figure;

[0041] Figure 23 yes Figure 21 A schematic diagram of another angle of the second anchorage bearing platform shown;

[0042] Figure 24 yes Figure 21 A schematic diagram of another angle of the second anchorage platform shown;

[0043] Figure 25 yes Figure 2 A partial enlarged view of the second anchorage bearing platform and the conical shell foundation shown in the figure;

[0044] Figure 26 yes Figure 25 Exploded view of the second anchorage foundation and conical shell base shown in the figure;

[0045] Figure 27 This is a schematic diagram of a foundation pit excavated using the construction method according to an embodiment of the present invention;

[0046] Figure 28 This is a schematic diagram of assembling precast spherical shell components in a foundation pit using the construction method according to an embodiment of the present invention;

[0047] Figure 29This is a schematic diagram showing the precast beam components arranged in the foundation pit and concrete poured between the precast beam components and the precast spherical shell components using the construction method according to an embodiment of the present invention.

[0048] Figure 30 This is a schematic diagram showing the installation and tensioning of prestressed steel cables inside a ring beam using the construction method according to an embodiment of the present invention.

[0049] Figure 31 This is a schematic diagram showing the first prestressed tendon after being tensioned using the construction method according to an embodiment of the present invention;

[0050] Figure 32 This is a schematic diagram showing the prefabricated cone shell components arranged into a ring on the upper side of the ring beam using the construction method according to an embodiment of the present invention.

[0051] Figure 33 This is a schematic diagram showing the second prestressed tendon after being tensioned using the construction method according to an embodiment of the present invention;

[0052] Figure 34 This is a schematic diagram showing the installation of the annular steel beam onto the upper beam body using the construction method according to an embodiment of the present invention.

[0053] Figure label:

[0054] 100. Prefabricated assembled foundation for wind turbine towers; 101. Cavity;

[0055] 10. Spherical shell base; 11. Spherical shell preform; 111. First surface; 112. Second surface;

[0056] 113, First reinforcing hole; 113a, First hole; 113b, Second hole; 113c, Third hole;

[0057] 12. First prestressing tendon; 12a. First tendon; 12b. Second tendon; 12c. Third tendon; 13. First precast component;

[0058] 20. Conical shell foundation; 201. Conical shell; 202. Upper beam;

[0059] 21. Conical shell prefabricated component; 211. Conical shell section; 212. Upper beam section; 213. First bolt hole; 214. Second rib hole;

[0060] 22. Second prestressing tendon;

[0061] 30. Ring beam; 31. Precast beam component; 311. First beam surface; 312. Second beam surface;

[0062] 313. First perforation; 314. Second perforation; 315. Through hole; 316. Limiting groove;

[0063] 42. Second anchor plate;

[0064] 50. Pull rod; 51. Pull ring; 52. Limiting plate;

[0065] 60. Prestressed steel cable; 61. Connecting joint;

[0066] 70. Circular steel beam; 71. Top plate; 711. Second bolt hole; 72. Inner ring plate; 73. Outer ring plate;

[0067] 80. Second anchorage base; 81. Second base block; 811. Third bearing surface; 812. Fourth bearing surface; 813. Second fixing hole; 82. Second positioning tube;

[0068] 90. Anchor bolts; 200. Foundation pit. Detailed Implementation

[0069] Embodiments of the present invention are described in detail below, examples of which are illustrated in the accompanying drawings, wherein the same or similar reference numerals denote the same or similar elements or elements having the same or similar functions throughout. The embodiments described below with reference to the accompanying drawings are exemplary and intended to explain the present invention, and should not be construed as limiting the present invention.

[0070] The following is for reference. Figures 1-34 A prefabricated assembled foundation 100 for a wind turbine tower, comprising a spherical shell and a conical shell, is described according to an embodiment of the first aspect of the present invention.

[0071] like Figures 1-3 As shown, the prefabricated assembled foundation 100 of the wind turbine tower, which is a combination of a spherical shell and a conical shell according to the first aspect of the present invention, includes: a spherical shell foundation body 10, a conical shell foundation body 20, and a ring beam 30.

[0072] Specifically, such as Figures 1-4 As shown, the spherical shell base 10 is convex downwards in the shape of a spherical shell. The spherical shell base 10 includes multiple spherical shell prefabricated parts 11, which are spliced ​​together. The conical shell base 20 is arranged on the upper side of the spherical shell base 10. The conical shell base 20 is conical in shape, and the diameter of the lower end of the conical shell base 20 is larger than the diameter of the upper end. The conical shell base 20 includes multiple conical shell prefabricated parts 21, which are spliced ​​together. The ring beam 30 extends in a ring shape along the circumference of the spherical shell base 10 and connects the conical shell base 20 and the spherical shell base 10. The ring beam 30 includes multiple beam prefabricated parts 31, which are spliced ​​together along the circumference of the spherical shell base 10.

[0073] In some examples, such as Figure 2 and Figure 3As shown, the spherical shell base 10 has an overall downward convex spherical shell shape, and the spherical profile of the spherical shell base 10 is smaller than that of a hemisphere, that is, the central angle of the spherical shell base 10 is less than 180°. In some examples, the spherical shell base 10 can be a 1 / 4-1 / 3 spherical cap shape. For example, the height of the spherical shell base 10 in the vertical direction can be 1 / 4-1 / 3 of the radius of the spherical shell base 10.

[0074] The diameter of the circumference of the spherical shell foundation 10 is adapted to the size of the ring beam 30 to facilitate connection between the circumference of the spherical shell foundation 10 and the ring beam 30. In some examples, the number of precast spherical shell components 11 in the spherical shell foundation 10 can be ten, twenty, forty, sixty, eighty, one hundred or more, and the precast spherical shell components 11 are reinforced concrete structures. Multiple precast spherical shell components 11 can be sequentially spliced ​​along the radial direction of the spherical shell foundation 10, or sequentially spliced ​​along the circumference of the spherical shell foundation 10, or sequentially spliced ​​along both the radial and circumferential directions.

[0075] In some examples, such as Figures 1-3 As shown, the conical shell foundation 20 is a conical shell with an annular cross-section, and its diameter gradually decreases from bottom to top. The diameter of the lower end of the conical shell foundation 20 matches the diameter of the ring beam 30 to facilitate connection. In some examples, the number of conical shell prefabricated components 21 in the conical shell foundation 20 can be four, six, eight, twelve, twenty, twenty-four, thirty, or more. The conical shell prefabricated components 21 are reinforced concrete structures. Multiple conical shell prefabricated components 21 can be sequentially spliced ​​together radially, circumferentially, or both.

[0076] In some examples, such as Figure 8 and Figure 9 As shown, the number of precast beam components 31 can be six, eight, twelve, sixteen, eighteen, or more. The precast beam components 31 are reinforced concrete structures. Multiple precast beam components 31 extend along an arc along the circumference of the ring beam 30, and are connected end-to-end in a ring shape. In this embodiment, the precast beam components 31 have a simple shape and uniform dimensions, facilitating their production and installation.

[0077] In this embodiment, a thin-shell foundation is formed by connecting a downwardly protruding spherical shell foundation 10 to the lower end of a conical shell foundation 20 via a ring beam 30, creating a lower spherical shell, an upper conical shell, and the spherical shell and conical shell connected by the ring beam 30. The conical shell foundation 20 is positioned above the spherical shell foundation 10, with its top used for mounting and connecting wind turbine towers. The conical shell foundation 20 can evenly transfer the load of the wind turbine tower to the ring beam 30, which then evenly transfers it to the edge of the spherical shell foundation 10, and finally to the foundation below through the spherical shell foundation 10.

[0078] In this embodiment, the conical shell foundation 20 adopts a conical shell shape with a lower diameter larger than the upper diameter. The conical shell foundation 20 can not only evenly distribute the vertical load, horizontal load and overturning moment transmitted by the wind turbine tower to the spherical shell foundation 10 below, but also increase the contact area between the prefabricated assembled foundation 100 of the wind turbine tower and the ground. The conical shell foundation 20, the spherical shell foundation 10 and the ring beam 30 can cooperate to enclose a cavity 101. The cavity 101 can be filled with counterweights such as sand and concrete, thereby improving the overturning resistance of the thin shell foundation and ensuring the overall structural stability and safety of the prefabricated assembled foundation 100 of the wind turbine tower.

[0079] Meanwhile, the bottom of the prefabricated wind turbine tower foundation 100 adopts a downwardly convex spherical shell foundation 10. Under the vertical pressure of the foundation, the spherical shell foundation 10 can generate an arch effect. The spherical shell foundation 10 can continuously and smoothly transfer the vertical and horizontal loads transmitted by the conical shell foundation 20 to the foundation soil through the spherical surface, making the foundation stress distribution more uniform, significantly reducing the peak value of local compressive stress, and reducing the risk of damage to the foundation caused by stress concentration. In addition, since the spherical shell foundation 10 is mainly under compression and has a small bending moment, it can make full use of the advantages of the strong compressive capacity of concrete materials, thereby improving the structural bearing efficiency of the prefabricated wind turbine tower foundation 100.

[0080] In this embodiment, by setting a ring beam 30 to connect the lower end of the conical shell foundation 20 and the periphery of the spherical shell foundation 10, the strength of the connection structure between the conical shell foundation 20 and the spherical shell foundation 10 can be improved. It can also provide circumferential constraints for the conical shell foundation 20 and the spherical shell foundation 10, ensuring that the load on the conical shell foundation 20 can be uniformly and stably transferred to the periphery of the spherical shell foundation 10, thus ensuring the overall structural stability and safety of the prefabricated wind turbine tower foundation 100.

[0081] Furthermore, in this embodiment, the conical shell foundation 20 is assembled from multiple precast conical shell components 21, the spherical shell foundation 10 is assembled from multiple precast spherical shell components 11, and the ring beam 30 is assembled from multiple precast beam components 31. In this way, the entire precast wind turbine tower foundation 100 can be disassembled and prefabricated in a factory. This eliminates limitations imposed by on-site weather and site conditions, and removes cumbersome procedures such as on-site formwork, rebar tying, and in-situ curing, significantly shortening the on-site construction cycle. Simultaneously, when constructing the precast wind turbine tower foundation 100 of this embodiment, only the assembly of individual precast components is required, eliminating the need for large-scale in-situ casting. This reduces construction difficulty and workload, accelerates construction speed, reduces the investment in large equipment, and decreases the frequency of dangerous operations such as high-altitude and deep foundation pit work, significantly improving construction safety. Furthermore, the standardized design of precast components reduces production costs, facilitates on-site assembly, enables standardized management of the construction process, and ensures consistent construction quality.

[0082] In short, compared to traditional conical foundations, the prefabricated wind turbine tower foundation 100 of this embodiment, which combines a spherical shell and a conical shell, saves more materials and is easier and faster to construct. Compared to the conical shell foundation in the prior art, the prefabricated wind turbine tower foundation 100 of this embodiment, which combines a spherical shell and a conical shell, can use the enclosed cavity 101 to fill counterweights, thereby improving the foundation's overturning stability.

[0083] The prefabricated wind turbine foundation 100, which combines a spherical shell and a conical shell according to an embodiment of the present invention, can increase the contact area between the prefabricated wind turbine foundation 100 and the ground, improve its overturning resistance, and make the stress distribution of the ground more uniform, thereby ensuring the overall structural stability and safety of the prefabricated wind turbine foundation 100. Furthermore, the prefabricated wind turbine foundation 100 of this embodiment uses spherical shell prefabricated components 11, conical shell prefabricated components 21, and beam prefabricated components 31, which can significantly shorten the on-site construction cycle, improve work efficiency, reduce construction difficulty and workload, significantly improve construction safety, and ensure consistent construction quality, meeting the requirements of rapid construction, industrialized production, and low-carbon environmental protection.

[0084] In some embodiments of the present invention, such as Figures 4-6As shown, the projection of the precast spherical shell 11 onto the planar unfolded surface of the spherical shell base 10 is a regular hexagon. The precast spherical shell 11 has a first surface 111 and a second surface 112 arranged radially opposite to each other in the spherical shell base 10. Both the first surface 111 and the second surface 112 are spherical surfaces with their centers coinciding. That is, when the spherical surface of the spherical shell base 10 is unfolded into a plane, the precast spherical shell 11 is a regular hexagon on the planar unfolded surface of the spherical surface, and both sides of the precast spherical shell 11 in the thickness direction are spherical surfaces with the center of the spherical shell base 10 as the center. The precast spherical shell 11 is a reinforced concrete structure.

[0085] This embodiment, by making the spherical shell prefabricated component 11 a regular hexagonal block structure, facilitates the full coverage of the spherical surface of the spherical shell base 10 by the spherical shell prefabricated component 11. This allows multiple spherical shell prefabricated components 11 to have consistent structural dimensions, facilitating mass production, improving production efficiency, reducing costs, reducing the size and weight of individual spherical shell prefabricated components 11, simplifying the shape of individual spherical shell prefabricated components 11, and improving production efficiency. Furthermore, since the external angles of the regular hexagonal shape are all obtuse angles, it can prevent the spherical shell prefabricated component 11 from being damaged by bumps during production and transportation, facilitating transportation and installation. In addition, by making the spherical shell prefabricated component 11 a regular hexagonal shape, it is also convenient to arrange the first prestressing ribs 12 in three directions on the spherical shell prefabricated component 11, so that the spherical shell prefabricated component 11 is subjected to uniform pressure in all directions, improving the uniformity of stress distribution among multiple spherical shell prefabricated components 11 and reducing the risk of stress concentration.

[0086] In some embodiments, such as Figures 5-7 As shown, the precast spherical shell component 11 has multiple first reinforcing holes 113. The precast wind turbine foundation 100 also includes multiple first prestressing tendons 12, which are inserted into the first reinforcing holes 113 of the precast spherical shell component 11. The two ends of the first prestressing tendons 12 are fixedly connected to the ring beam 30. By setting multiple first prestressing tendons 12, on the one hand, the multiple precast spherical shell components 11 can be connected into one body, and the multiple precast spherical shell components 11 can be connected into one body with the ring beam 30, avoiding cracking and misalignment of the splice joints between the precast spherical shell components 11, enhancing the integrity of the precast wind turbine foundation 100, and improving the overall stability and load-bearing capacity. On the other hand, it can significantly enhance the overall tensile strength and shear strength of the spherical shell foundation 10, reduce deformation, and improve the durability and service life of the precast wind turbine foundation 100.

[0087] In some embodiments, such as Figure 5 and Figure 7As shown, the spherical shell preform 11 is in the shape of a regular hexagon. The spherical shell preform 11 also includes two first side surfaces, two second side surfaces, and two third side surfaces connected between the first surface 111 and the second surface 112. The second side surfaces are connected between the first side surfaces and the third side surfaces, and the included angle between the second side surfaces and the first and third side surfaces is 120°. The multiple first rib holes 113 on the spherical shell preform 11 extend along an arc centered on the center of the sphere of the spherical shell preform 11. The multiple first rib holes 113 include a first hole 113a, a second hole 113b, and a third hole 113c. The two ends of the first hole 113a penetrate the two first side surfaces, the two ends of the second hole 113b penetrate the two second side surfaces, and the two ends of the third hole 113c penetrate the two third side surfaces. Further, the number of first holes 113a on the spherical shell preform 11 can be two or more. On the planar unfolded surface of the spherical shell base 10, the multiple first holes 113a are arranged in parallel and evenly spaced. The number of second holes 113b is two or more, and the multiple second holes 113b are arranged in parallel and evenly spaced. The number of third holes 113c is two or more, and the multiple third holes 113c are arranged in parallel and evenly spaced. The first holes 113a, the second holes 113b, and the third holes 113c are arranged at a 60° angle to each other.

[0088] In some examples, such as Figure 6 As shown, the first hole 113a, the second hole 113b, and the third hole 113c are staggered in the thickness direction of the spherical shell preform 11 to avoid interference between the multiple first prestressing tendons 12. For example, the first hole 113a is set along the 0° direction, the second hole 113b along the 60° direction, and the third hole 113c along the 120° direction. The first hole 113a in the 0° direction can be located at the middle position of the spherical shell preform 11 in the thickness direction; the second hole 113b in the 60° direction is located above the first hole 113a in the 0° direction; and the third hole 113c in the 120° direction is located below the first hole 113a in the 0° direction. Furthermore, in the thickness direction of the spherical shell preform 11, the distance between the first hole 113a and the second hole 113b is greater than or equal to the diameter of the first prestressing tendon 113, and the distance between the first hole 113a and the third hole 113c is greater than or equal to the diameter of the first prestressing tendon 113.

[0089] In some examples, the first rib hole 113 can be formed by pre-embedding a PVC pipe or by core-pulling method.

[0090] Among them, the multiple first holes 113a of the multiple spherical shell preforms 11 can form multiple first channels that are parallel to each other and spaced apart, the multiple second holes 113b of the multiple spherical shell preforms 11 can form multiple second channels that are parallel to each other and spaced apart, and the multiple third holes 113c of the multiple spherical shell preforms 11 can form multiple third channels that are parallel to each other and spaced apart.

[0091] In some embodiments, such as Figure 5 and Figure 7 As shown, the first prestressing tendon 12 includes multiple first tendons 12a, multiple second tendons 12b, and multiple third tendons 12c. On the planar development surface of the spherical shell foundation 10, the multiple first tendons 12a are parallel to each other, the multiple second tendons 12b are parallel to each other, and the multiple third tendons 12c are parallel to each other. The first tendons 12a, second tendons 12b, and third tendons 12c intersect each other at 60°. Specifically, the multiple first tendons 12a correspond one-to-one with multiple first channels and pass through the corresponding first channels; the multiple second tendons 12b correspond one-to-one with multiple second channels and pass through the corresponding second channels; and the multiple third tendons 12c correspond one-to-one with multiple third channels and pass through the corresponding third channels. In this embodiment, by setting the first tendons 12a, second tendons 12b, and third tendons 12c to intersect each other at 60°, the spherical shell foundation 10 can be uniformly compressed in the three intersecting directions, thus forming a uniformly compressed stress state within the spherical surface.

[0092] It should be noted that, since the precast spherical shell component 11 is hexagonal in shape, while the spherical shell foundation 10 is a spherical cap shape less than half the surface of a sphere, the spherical shell foundation 10 cannot be entirely constructed from the hexagonal precast spherical shell components 11. Therefore, a gap exists between the spherical shell foundation 10 and the ring beam 30. Consequently, in some examples, the spherical shell foundation 10 may also include a cast-in-place concrete structure, which is filled between the precast spherical shell component 11 and the ring beam 30 by casting.

[0093] To reduce the amount of cast-in-place concrete, in some examples, the spherical shell foundation 10 may also include a first precast component 13, which is a half-structure or a third-structure of the spherical shell precast component 11. For example, the spherical shell precast component 11 can be cut along a center line of symmetry to obtain two symmetrical first precast components 13. The first precast components 13 can be arranged around the periphery of multiple spherical shell precast components 11 to fill the gap between the spherical shell precast components 11 and the ring beam 30. Cast-in-place concrete is used to fill the space between the first precast components 13, the spherical shell precast components 11, and the ring beam 30.

[0094] In some embodiments, such as Figures 10-12 As shown, the ring beam 30 has two first beam surfaces 311 arranged opposite to each other in the extension direction of the spherical shell foundation 10. The first beam surfaces 311 are perpendicular to the extension direction of the spherical shell foundation 10. The ring beam 30 has a plurality of first through holes 313. The two ends of the first through holes 313 respectively pass through the two first beam surfaces 311. The prefabricated assembled foundation 100 of the wind turbine tower also includes: a first anchor plate, which is annular and fixed on the side of the ring beam 30 away from the spherical shell foundation 10. The two ends of the first prestressed tendons 12 pass through the corresponding first through holes 313 and are fixed to the first anchor plate.

[0095] In some examples, such as Figure 10 As shown, the cross-section of the ring beam 30 is octagonal. The ring beam 30 has a top surface, a bottom surface, an inner ring surface, an outer ring surface, two first beam surfaces 311, and two second beam surfaces 312. The top surface and the bottom surface are horizontal surfaces and are arranged vertically at intervals. The inner ring surface and the outer ring surface are arranged opposite each other in the radial direction of the ring beam 30, and both the inner ring surface and the outer ring surface are perpendicular to the radial direction of the ring beam 30. The two first beam surfaces 311 and the two second beam surfaces 312 are inclined surfaces. In the radial direction from the outside to the inside of the ring beam 30, the two first beam surfaces 311 extend upward at an incline. One of the first beam surfaces 311 is connected between the lower end of the inner ring surface and the inner periphery of the bottom surface, and the other first beam surface 311 is connected between the upper end of the outer ring surface and the outer periphery of the top surface. In the radial direction from the outside to the inside of the ring beam 30, two second beam surfaces 312 extend downward at an angle, one of which connects the upper end of the inner ring surface to the inner periphery of the top surface, and the other connects the lower end of the outer ring surface to the outer periphery of the bottom surface.

[0096] In some examples, such as Figure 10 As shown, multiple first perforations 313 extend along the extension direction of the first rib holes 113 on the spherical shell precast component 11 arranged adjacent to the ring beam 30. The multiple first perforations 313 correspond one-to-one with the two ends of the multiple first channels, the two ends of the second channels and the two ends of the third channels and are correspondingly arranged.

[0097] In some examples, the first anchor plate is a ring-shaped steel plate, which can be welded together to form a ring. The first anchor plate is fixed on the first beam surface 311 of the ring beam 30 on the side facing away from the spherical shell foundation 10, and the first beam surface 311 of the ring beam 30 facing the spherical shell foundation 10 is abutted against the outer periphery of the spherical shell foundation 10. The first anchor plate is provided with multiple first anchor holes, which correspond one-to-one with multiple first through holes 313. When inserting the first prestressing tendon 12, the first prestressing tendon 12 is inserted into the first channel, the second channel, and the third channel. The two ends of the first prestressing tendon 12 are respectively inserted into the first through hole 313 and the first anchor hole corresponding to the first channel, the second channel, or the third channel. Finally, the two ends of the first prestressing tendon 12 are anchored to the first anchor plate.

[0098] In this embodiment, by setting a first anchor plate and anchoring the first prestressing tendon 12 to the first anchor plate, the first anchor plate can provide circumferential constraint on the outer side of the ring beam 30, improving the integrity between multiple precast beam components 31. The first anchor plate can also serve as the anchoring end of the first prestressing tendon 12, dispersing the pressure of the anchoring end of the first prestressing tendon 12 on the concrete of the ring beam 30, thereby improving the anchoring efficiency and anchoring effect of the first prestressing tendon 12.

[0099] It should be noted that when the first perforation 313 is not perpendicular to the first beam surface 311, in order to facilitate tensioning and anchoring of the first prestressing tendon 12, in some examples, the prefabricated assembled foundation 100 of the wind turbine tower also includes: a first anchorage base, the two ends of the first prestressing tendon 12 are fixed to the first anchor plate through the first anchorage base, the first anchorage base includes a first base block and a first positioning tube, the first base block has a first bearing surface and a second bearing surface, the first bearing surface is in contact with the first anchor plate away from the spherical shell foundation 10, the second bearing surface is arranged perpendicular to the axis of the first perforation 313, the first base block is provided with a first fixing hole that passes through the first bearing surface and the second bearing surface of the first base block along the axial direction of the first perforation 313, one end of the first positioning tube extends into and is fixed in the first fixing hole, the other end of the first positioning tube extends into the first perforation 313, the end of the first prestressing tendon 12 passes through the first positioning tube and extends to the side of the first base block away from the first perforation 313, and is fixed to the first base block through the first anchorage. Therefore, it is convenient to tension and anchor the first prestressed tendon 12, thereby improving the tensioning and anchoring efficiency.

[0100] In some examples, the first positioning tube can be a steel pipe. During the assembly of the first anchorage base, one end of the first positioning tube is inserted into the first fixing hole of the first base block and welded in place. The end of the first positioning tube inserted into the first fixing hole does not extend beyond the second bearing surface, while the other end of the first positioning tube protrudes from the side where the first bearing surface of the first base block is located. When installing the first anchorage base, the other end of the first positioning tube is inserted into the first anchoring hole and the first through hole 313 to position the first anchorage base and align the first positioning tube with the first through hole 313. The angle of the first anchorage base is adjusted so that the first bearing surface of the first anchorage base fits against the outer surface of the first anchor plate, thus completing the installation of the first anchorage base.

[0101] In some embodiments of the present invention, such as Figure 2 and Figure 3 As shown, the prefabricated wind turbine tower foundation 100 also includes: multiple tie rods 50 and prestressed steel cables 60. The multiple tie rods 50 extend radially along the ring beam 30 and are spaced apart circumferentially on the ring beam 30. The prestressed steel cables 60 are annular and arranged radially inside the ring beam 30. The two ends of the multiple tie rods 50 are connected to the ring beam 30 and the prestressed steel cables 60, respectively. For example, the number of tie rods 50 can be ten, fifteen, twenty, thirty, forty, fifty, sixty, or more, and the multiple tie rods 50 are evenly spaced apart circumferentially on the ring beam 30. In some examples, the tie rods 50 are made of steel to improve their structural strength. In some examples, the prestressed steel cables 60 are made of high-strength steel.

[0102] In this embodiment, by arranging the prestressed steel cable 60 radially inside the ring beam 30 and tensioning multiple tie rods 50 between the prestressed steel cable 60 and the ring beam 30, prestressing force can be established on the prestressed steel cable 60, enabling the splicing of multiple precast beam components 31. Thus, the tensile strength of the ring beam 30 can be significantly improved through the prestressed steel cable 60. Furthermore, arranging the prestressed steel cable 60 radially inside the ring beam 30 simplifies the structure of the ring beam 30 and the precast beam components 31 compared to inserting prestressing tendons inside the ring beam 30, facilitating the production of the precast beam components 31 and the installation of the ring beam 30. In addition, after the construction of the prefabricated foundation 100 of the wind turbine tower is completed and the wind turbine tower is installed, the cavity 101 enclosed between the conical shell prefabricated component 21, the spherical shell prefabricated component 11 and the ring beam 30 is a closed space. The prestressed steel cable 60 is set in the closed cavity 101, which can improve the durability and service life of the prestressed steel cable 60.

[0103] In some embodiments, such as Figures 2-3 and Figures 13-15 As shown, one end of the tie rod 50 is provided with a pull ring 51, and the prestressed steel cable 60 is threaded through multiple pull rings 51 of the tie rods 50. For example, the pull ring 51 is a cylindrical shape with its axis set horizontally. Before installation, the prestressed steel cable 60 is a steel cable structure with two separate ends. During assembly, one end of the steel cable structure is passed through the pull rings 51 of all the tie rods 50 in sequence, and then the two ends of the steel cable structure are fixedly connected by a connecting joint 61, so that the steel cable structure is connected end to end in a loop. For example, the two ends of the steel cable structure can be connected by cold extrusion. In this embodiment, by setting the pull rings 51 and threading the prestressed steel cable 60 through the pull rings 51, the connection reliability between the tie rod 50 and the prestressed steel cable 60 can be improved, the connection difficulty can be reduced, and the construction efficiency can be improved.

[0104] In some embodiments, such as Figures 2-3 As shown, the prefabricated assembly foundation 100 for wind turbine towers also includes: a second anchor plate 42, which is annular and fixed to the side of the ring beam 30 away from the prestressed steel cable 60. The ring beam 30 is provided with a through hole 315 that runs radially through the ring beam 30. One end of the tie rod 50 is connected to the prestressed steel cable 60, and the other end of the tie rod 50 extends through the through hole 315 to the side of the ring beam 30 away from the prestressed steel cable 60 and is fixed to the second anchor plate 42 by an anchoring nut.

[0105] In some examples, the second anchor plate 42 is a ring-shaped steel plate, which can be welded together to form a ring. The second anchor plate 42 is fixed to the outer ring surface of the ring beam 30 on the side opposite to the prestressed steel cable 60. The second anchor plate 42 is provided with multiple second anchoring holes, which are corresponding one-to-one with multiple through holes 315. The other end of the tie rod 50 is threaded. During installation, the prestressed steel cable 60 is first inserted into the pull ring 51 at one end of the tie rod 50. Then, the other end of the tie rod 50 is passed radially outward through the through hole 315 and the second anchoring hole along the ring beam 30. Finally, the other end of the tie rod 50 is fixed to the second anchor plate 42 by the anchoring nut. By rotating the anchoring nut, the distance between the prestressed steel cable 60 and the ring beam 30 can be adjusted to achieve pre-tension of the prestressed steel cable 60, adjust the pre-pressure on the ring beam 30, and achieve pre-compression assembly of the ring beam 30.

[0106] In this embodiment, by setting a second anchor plate 42 and anchoring the other end of the tie rod 50 to the second anchor plate 42, the second anchor plate 42 can provide circumferential constraint on the outer side of the ring beam 30, improving the integrity between multiple precast beam components 31. The second anchor plate 42 can also serve as the anchoring end of the tie rod 50, improving the anchoring efficiency and effect of the tie rod 50, and can also disperse the pressure of the tie rod 50 on the precast beam component 31, reducing stress concentration. In addition, since the second anchor plate 42 is arranged on the radial outer side of the ring beam 30, when establishing preload on the ring beam 30, the tension of the tie rod 50 can be adjusted on the outer side of the ring beam 30, which makes the preload adjustment of the ring beam 30 more convenient and allows for repeated adjustments. Furthermore, since the other end of the tie rod 50 is fixed to the second anchor plate 42 by an anchoring nut, tensioning adjustment can be performed using only a wrench during the tensioning process, making the adjustment method simple.

[0107] In some embodiments, such as Figure 2 , Figure 10 , Figure 11 and Figure 15 The tie rod 50 is equipped with a limiting plate 52, and a limiting groove 316 is provided on the inner wall of the through hole 315. The limiting plate 52 fits into the limiting groove 316 to fix the relative position of the tie rod 50 and the ring beam 30 in the circumferential direction of the through hole 315. There are multiple limiting plates 52, which are arranged at intervals in the circumferential direction of the tie rod 50. The limiting groove 316 is set one-to-one with the limiting plate 52. When the tie rod 50 is tensioned and adjusted, when the anchor nut is tightened, the limiting plate 52 fits into the limiting groove 316 to prevent the tie rod 50 from rotating with the anchor nut, thus ensuring the efficiency of tension adjustment of the tie rod 50.

[0108] For example, the tie rod 50 is provided with two limiting plates 52 that protrude radially outward. The two limiting plates 52 are arranged on opposite sides of the tie rod 50 in the radial direction. The beam precast part 31 is formed with a limiting groove 316. The limiting groove 316 is formed by the inner wall of the through hole 315 recessed radially outward. The limiting groove 316 extends axially along the through hole 315 and penetrates the surface (inner annular surface) of the beam precast part 31 facing the prestressed steel cable 60, so as to facilitate the tie rod 50 to pass through the through hole 315 of the beam precast part 31.

[0109] In some embodiments of the present invention, such as Figures 16-19 As shown, the conical shell prefabricated component 21 is a single piece and includes: a conical shell portion 211 and an upper beam portion 212. The upper beam portion 212 extends in the vertical direction. One end of the conical shell portion 211 is connected to the surface of the upper beam portion 212 facing away from the axis of the conical shell base 20. The other end of the conical shell portion 211 extends downward and in a direction gradually moving away from the axis of the conical shell base 20, and extends to connect with the ring beam 30. The conical shell base 20 includes: a conical shell 201 and an upper beam 202. The conical shell portions 211 of multiple conical shell prefabricated components 21 are spliced ​​together circumferentially in the conical shell base 20 to form the conical shell 201. In the vertical direction, the diameter of the conical shell 201 gradually increases. The upper beam portions 212 of multiple conical shell prefabricated components 21 are spliced ​​together circumferentially in the conical shell base 20 to form the upper beam 202. The upper beam 202 extends along the axis of the conical shell 201 into an annular column shape.

[0110] In this embodiment, the conical shell prefabricated component 21 is fan-shaped, and multiple conical shell prefabricated components 21 have the same shape. The upper beam 202 is used to install and fix the wind turbine tower, and the conical shell 201 is used to transfer the load of the wind turbine tower on the upper beam 202 to the ring beam 30. In this embodiment, by including an integrally formed conical shell part 211 and an upper beam part 212 in the conical shell prefabricated component 21, the conical shell 201 and the upper beam 202 can be formed simultaneously after multiple conical shell prefabricated components 21 are assembled. This enhances the integrity between the upper beam 202 and the conical shell 201, reduces the number of parts, and improves the on-site assembly and construction efficiency of the prefabricated wind turbine tower foundation 100. In addition, the conical shell prefabricated component 21 in this embodiment has a relatively regular and simple shape, which facilitates the production, transportation, and installation of the conical shell prefabricated component 21.

[0111] It should also be noted that under the load of the wind turbine tower, the conical shell foundation 20 mainly bears radial pressure and tension. There is no circumferential tension in the middle of the conical shell foundation 20 and the bending moment is also very small. Therefore, this embodiment does not need to consider the circumferential tensile strength between the conical shell prefabricated components 21. By setting the conical shell foundation 20 as multiple conical shell prefabricated components 21 that extend radially and are sequentially spliced ​​in the circumferential direction, the extension direction of the conical shell prefabricated components 21 can be consistent with the force direction of the conical shell foundation 20. The conical shell foundation 20 can make full use of the advantage of the strong compressive strength of concrete and improve the bearing capacity of the prefabricated assembled foundation 100 of the wind turbine tower.

[0112] In some embodiments of the present invention, such as Figure 2 , Figure 3 and Figure 26 As shown, the prefabricated wind turbine tower foundation 100 also includes a ring-shaped steel beam 70. The ring-shaped steel beam 70 extends circumferentially along the upper beam body 202 to form a ring and is fixedly connected to the upper beam portions 212 of multiple conical shell prefabricated components 21. In this embodiment, by setting the ring-shaped steel beam 70, the upper beam portions 212 of multiple conical shell prefabricated components 21 can be easily connected into a whole, further enhancing the integrity of the upper beam body 202 and thus improving the stability of the upper beam body 202 in supporting the wind turbine tower.

[0113] In some examples, such as Figure 26 As shown, the annular steel beam 70 includes a top plate 71, an inner ring plate 72, and an outer ring plate 73. The top plate 71 is annular and arranged on the top of the upper beam body 202. The inner ring plate 72 and the outer ring plate 73 are respectively connected to the inner and outer edges of the top plate 71 and extend downward along the inner and outer surfaces of the upper beam body 202, respectively. The top plate 71, inner ring plate 72, and outer ring plate 73 together form a U-shaped structure with a downward-opening cross-section. During assembly, the annular steel beam 70 can be clamped onto the top of the upper beam body 202 from top to bottom, thereby further improving the reliability and stability of the connection between the upper beam portions 212 of the multiple conical shell prefabricated components 21.

[0114] In some examples, the annular steel beam 70 can be made of steel plates and connected in an annular structure by welding. In some examples, the upper end of the upper beam portion 212 of the conical shell prefabricated component 21 can be chamfered. When installing the annular steel beam 70, the chamfer can serve as a positioning and guide, facilitating the press-fitting and clamping between the annular steel beam 70 and the upper beam body 202, making the installation of the annular steel beam 70 simpler and more convenient, and improving assembly efficiency.

[0115] In some examples, such as Figure 18 and Figure 19As shown, the upper beam 202 has a plurality of first bolt holes 213 extending through the upper beam 202 in the vertical direction. The plurality of first bolt holes 213 are spaced apart circumferentially on the upper beam 202. The first bolt holes 213 are used to insert anchor bolts 90 for fixing the wind turbine tower, and the anchor bolts 90 are used to securely connect the wind turbine tower to the upper beam 202. Further, as... Figure 20 As shown, multiple second bolt holes 711 are formed on the top plate 71. The multiple second bolt holes 711 correspond one-to-one with multiple first bolt holes 213 and are directly opposite each other. During the installation process, the anchor bolts 90 pass through the first bolt holes 213 and the second bolt holes 711 to fix the annular steel beam 70 to the upper beam body 202.

[0116] In some embodiments of the present invention, such as Figure 2 , Figures 16-19 As shown, the conical shell foundation 20 is provided with a plurality of second reinforcing holes 214 spaced apart in the circumferential direction of the conical shell foundation 20. The plurality of second reinforcing holes 214 penetrate the conical shell foundation 20 along the inclined direction of the conical surface of the conical shell foundation 20. The prefabricated assembled foundation 100 for wind turbine towers also includes a plurality of second prestressing tendons 22, which are inserted into the plurality of second reinforcing holes 214. The upper end of the second prestressing tendon 22 is fixed to the upper beam 202, and the lower end is fixedly connected to the ring beam 30. For example, each conical shell prefabricated component 21 may be provided with a plurality of second reinforcing holes 214, which are spaced apart in the width direction of the conical shell prefabricated component 21. Further, the second reinforcing holes 214 are located at the middle position in the thickness direction of the conical shell prefabricated component 21.

[0117] In this embodiment, by inserting multiple second prestressing tendons 22 into the conical shell foundation 20, multiple conical shell prefabricated components 21 and ring beam 30 can be connected as a whole through the multiple second prestressing tendons 22, thereby enhancing the integrity, stability and load-bearing capacity of the wind turbine tower prefabricated assembly foundation 100. On the other hand, it can significantly enhance the overall tensile strength and shear strength of the conical shell foundation 20, reduce deformation, and improve the durability and service life of the wind turbine tower prefabricated assembly foundation 100.

[0118] The radial compression in the conical shell foundation 20 is mainly borne by the concrete of the conical shell precast body, while the radial tension in the conical shell foundation 20 is borne by the second prestressing tendon 22 passing through the conical shell precast part 21. The second prestressing tendon 22 can transfer the tension to the ring beam 30 and then to the spherical shell foundation 10.

[0119] In some examples, the second rib hole 214 can be formed by pre-embedding a PVC pipe or by core-pulling.

[0120] In some embodiments of the present invention, such as Figure 2 , Figure 3 and Figure 26 As shown, the ring beam 30 has two second beam surfaces 312 arranged opposite each other in the inclined direction of the conical surface of the conical shell foundation 20. The second beam surfaces 312 are perpendicular to the conical surface of the conical shell foundation 20. The ring beam 30 forms a plurality of second through holes 314. The two ends of the second through holes 314 respectively penetrate the two second beam surfaces 312. The plurality of second through holes 314 correspond one-to-one with the plurality of second reinforcing bar holes 214. The prefabricated assembled foundation 100 of the wind turbine tower also includes: a third anchor plate. The third anchor plate is annular and is fixed on the side of the ring beam 30 away from the conical shell foundation 20. The lower end of the second prestressed tendon 22 passes through the corresponding second through hole 314 and is fixed to the third anchor plate by a second anchor.

[0121] In some examples, the third anchor plate is a ring-shaped steel plate, which can be welded together to form a ring. The third anchor plate is fixed to the second beam surface 312 on the side of the ring beam 30 facing away from the conical shell foundation 20, and the second beam surface 312 of the ring beam 30 facing the conical shell foundation 20 is in contact with the end face of the conical shell foundation 20. The third anchor plate is provided with multiple third anchor holes, which correspond one-to-one with multiple second through holes 314. When inserting the second prestressing tendon 22, the second prestressing tendon 22 is first inserted into the second tendon hole 214, then the lower end of the second prestressing tendon 22 is passed through the second through hole 314 and the third anchor hole, and finally the lower end of the second prestressing tendon 22 is fixed to the third anchor plate by the second anchor.

[0122] In this embodiment, by setting a third anchor plate and anchoring the second prestressed tendon 22 to the third anchor plate, the third anchor plate can provide circumferential constraint on the outer side of the ring beam 30, improving the integrity between multiple precast beam components 31. The third anchor plate can also serve as the anchoring end of the second prestressed tendon, dispersing the pressure of the anchoring end of the second prestressed tendon 22 on the concrete of the ring beam 30, thereby improving the anchoring efficiency and anchoring effect of the second prestressed tendon 22.

[0123] It should be noted that, since the inner wall surface of the upper beam 202 is a cylindrical surface extending vertically, it is not perpendicular to the extending direction of the second reinforcing hole 214 on the conical shell foundation 20, which makes the tensioning operation of the second prestressing tendon 22 and the anchoring of the second prestressing tendon 22 inconvenient. Therefore, in some embodiments of the present invention, such as Figures 21-26As shown, the prefabricated assembly foundation 100 for wind turbine towers also includes: a second anchorage base 80, which includes a second base block 81 and a second positioning tube 82. The second base block 81 has a third bearing surface 811 and a fourth bearing surface 812. The third bearing surface 811 is in contact with the inner surface of the upper beam 202, and the fourth bearing surface 812 is arranged perpendicular to the axis of the second reinforcing hole 214. The second base block 81 is provided with a second fixing hole 813 that passes through the third bearing surface 811 and the fourth bearing surface 812 of the second base block 81 along the axial direction of the second reinforcing hole 214. One end of the second positioning tube 82 extends into and is fixed in the second fixing hole 813, and the other end of the second positioning tube 82 extends into the second reinforcing hole 214. The upper end of the second prestressed tendon 22 passes through the second positioning tube 82 and extends to the side of the second base block 81 opposite to the second reinforcing hole 214, and is fixed to the second base block 81.

[0124] In this embodiment, the second positioning tube 82 can be a steel pipe. The upper end of the second prestressing tendon 22 passes through the second positioning tube 82 and extends to the side where the fourth bearing surface 812 of the second bearing block 81 is located. The upper end of the second prestressing tendon 22 is fixed to the second bearing block 81 by a third anchor. Thus, the tensioning and anchoring of the second prestressing tendon 22 can be easily realized, improving the tensioning and anchoring efficiency.

[0125] In some examples, along the radial direction of the upper beam 202, the second support block 81 is rectangular, and the cross-section of the second support block 81 perpendicular to the circumferential direction of the upper beam 202 is a right-angled triangle. The plane on the hypotenuse side of the triangle is the third bearing surface 811, and one of the right-angled sides of the triangle is the fourth bearing surface 812. The fourth bearing surface 812 is used to contact the third anchor for tensioning and anchoring the second prestressed tendon 22. During the assembly of the second anchor support 80, one end of the second positioning tube 82 is inserted into the second fixing hole 813 of the second support block 81 and welded in place. The end of the second positioning tube 82 inserted into the second fixing hole 813 does not extend beyond the fourth bearing surface 812, and the other end of the second positioning tube 82 protrudes from the side where the third bearing surface 811 of the second support block 81 is located. When installing the second anchorage base 80, the other end of the second positioning tube 82 is inserted into the second reinforcing hole 214 to position the second anchorage base 80 and align the second positioning tube 82 with the second reinforcing hole 214. The angle of the second anchorage base 80 is adjusted so that the third bearing surface 811 of the second anchorage base 80 is fully in contact with the inner side of the upper beam 202, thus completing the installation of the second anchorage base 80.

[0126] In some examples, to facilitate the positioning and assembly of the second positioning tube 82 with the second reinforcing hole 214, a positioning section is formed at the end of the second reinforcing hole 214 facing the second anchorage base 80. The positioning section is adapted to the size of the second positioning tube 82, and its diameter is larger than the diameter of the rest of the second reinforcing hole 214. The second positioning tube 82 is inserted into and fits within the positioning section. This avoids the second positioning tube 82, inserted into the second reinforcing hole 214, occupying additional installation space for the second prestressing tendon 22. Furthermore, the end of the second positioning tube 82 extending into the second reinforcing hole 214 is chamfered to facilitate insertion and improve assembly efficiency.

[0127] In some embodiments of the present invention, such as Figures 1-3 As shown, the spherical shell foundation 10, the conical shell foundation 20, and the ring beam 30 cooperate to enclose a cavity 101. The cavity 101 is filled with counterweights, which are concrete, sand, gravel, and / or soil. This enhances the overturning stability of the prefabricated wind turbine foundation 100. For example, low-strength concrete can be poured into the cavity 101 to form a composite foundation, increasing the strength and overturning stability of the prefabricated wind turbine foundation 100. Alternatively, inexpensive counterweights such as sand, gravel, and soil can be filled into the cavity 101 to increase overturning stability while reducing costs.

[0128] In other examples, cavity 101 is used to house energy storage devices connected to the wind turbine tower, which store the electrical energy output from the tower. Thus, the prefabricated foundation 100 provides space for the energy storage device, eliminating the need for additional ground or site space, improving space utilization. It also shortens the distance between the wind turbine tower and the energy storage device, reducing energy transmission losses, and prevents the energy storage device from being exposed to the external environment, improving its operational stability and lifespan. Furthermore, the energy storage device can serve as part of the counterweight of the prefabricated foundation 100, enhancing its anti-overturning and anti-slip performance.

[0129] According to an embodiment of the wind turbine tower prefabricated assembly foundation 100, the lower spherical shell foundation 10 is in contact with the ground. Under the action of the uniformly distributed reaction force of the ground, the spherical shell foundation 10 is mainly subjected to in-plane compression in all directions, with relatively small out-of-plane bending moments. The multiple spherical shell prefabricated components 11 of the spherical shell foundation 10 are regular hexagons, with uniform compressive strength in all directions, which can fully utilize the high compressive strength of concrete. The upper conical shell foundation 20 is mainly subjected to radial compression and tension under the load of the wind turbine tower, with relatively small circumferential forces and bending moments. The conical shell prefabricated components 21 of the conical shell foundation 20 are divided into radially fan-shaped blocks. The shape of the conical shell prefabricated components 21 is consistent with the main force direction of the conical shell foundation 20, and the block division is scientific and reasonable. The radial compressive strength of the conical shell foundation 20 is mainly borne by concrete, and the radial tensile strength is mainly borne by the second prestressing tendon 22. This fully utilizes the advantages of high compressive strength of concrete and high tensile strength of steel. The ring beam 30 between the spherical shell foundation 10 and the conical shell foundation 20 is mainly under circumferential tension. A high-strength prestressed steel cable 60 is arranged in a closed ring inside the ring beam 30. The prestressed steel cable 60 and the ring beam 30 are connected by a radial tie rod 50. After the tie rod 50 is tensioned, the prestressed steel cable 60 is under tension and the ring beam 30 is under compression, which makes full use of the advantages of high compressive strength of concrete and high tensile strength of steel.

[0130] Therefore, the prefabricated assembled foundation 100 for wind turbine towers in this embodiment scientifically utilizes the stress characteristics of spherical and conical shells, fully leveraging the advantages of high compressive strength of concrete and high tensile strength of steel. It boasts good structural integrity, high rigidity, a reasonable structural design, and high load-bearing efficiency, saving on concrete and steel usage and materials, thus contributing to the goals of material conservation, economy, and environmental protection. Furthermore, the connections and splices between the spherical shell prefabricated component 11, the beam prefabricated component 31, and the conical shell prefabricated component 21 are all constructed using steel strand tensioning, facilitating convenient and rapid construction.

[0131] The construction method according to the second aspect of the present invention is applied to the prefabricated assembled foundation 100 of the wind turbine tower, which is a combination of a spherical shell and a conical shell according to the first aspect of the present invention. In constructing the prefabricated assembled foundation 100 of the wind turbine tower in this embodiment, the spherical shell prefabricated component 11, the conical shell prefabricated component 21, and the beam prefabricated component 31 are all manufactured in a prefabrication plant and then transported to the construction site for installation.

[0132] The construction method according to the second aspect of the present invention includes:

[0133] S1. Excavate and prepare the foundation pit 200 according to the bottom surface of the spherical shell foundation 10 and the bottom surface of the ring beam 30, and make a concrete cushion layer in the foundation pit 200.

[0134] For example Figure 27As shown, the foundation pit 200 is excavated, and then the foundation pit 200 is shaped according to the bottom surface of the spherical shell foundation 10 and the bottom plane of the ring beam 30. After that, a concrete cushion layer is made on the surface of the foundation pit 200, wherein the concrete cushion layer is a plain concrete cushion layer without steel reinforcement.

[0135] S2, a sand cushion layer is laid on the concrete cushion layer.

[0136] In some examples, the thickness of the sand cushion layer can be 20mm-50mm. For example, a sand cushion layer of 20mm, 25mm, 30mm, 35mm, 40mm, 45mm, or 50mm can be laid on the concrete cushion layer. The sand cushion layer can be used to fill the gap between the concrete cushion layer and the spherical shell foundation 10.

[0137] S3, multiple precast spherical shell components 11 are arranged in the foundation pit 200 to form a downwardly convex spherical shell shape.

[0138] like Figure 28 As shown, precast spherical shell components 11 are installed at the bottom of the foundation pit 200. Multiple precast spherical shell components 11 are closely arranged, with the positions and height gaps between adjacent components aligned, and the first rib holes 113 between adjacent components aligned. Around the periphery of the multiple precast spherical shell components 11, first precast components 13, shaped like 1 / 2 or 1 / 3 of the precast spherical shell components 11, can be further arranged to ensure that the precast spherical shell components 11 and the first precast components 13 cover as much of the spherical shell foundation 10 as possible.

[0139] S4, multiple precast beam components 31 are spliced ​​into a ring on the outer periphery of multiple precast spherical shell components 11, so that the first rib hole 113 of the precast spherical shell component 11 is aligned with the first through hole 313 of the precast beam component 31, and the first anchor plate, the second anchor plate 42 and the third anchor plate are installed on the outside of the ring beam 30.

[0140] like Figure 29 As shown, precast beam components 31 are installed in segments on the outer periphery of the spherical shell foundation 10. During installation, the position of the precast beam components 31 needs to be adjusted to ensure that the first rib hole 113 of the spherical shell foundation 10 corresponds to the first through hole 313 on the precast beam component 31. In some examples, the first anchor plate, the second anchor plate 42, and the third anchor plate can all be welded into a ring shape on site, with the first anchor plate and the third anchor plate arranged on the upper and lower sides of the second anchor plate 42, respectively. In this embodiment, by setting the first anchor plate, the second anchor plate 42, and the third anchor plate on the outside of the ring beam 30, the tensile strength of the ring beam 30 can be further improved.

[0141] S5, a connecting pipe is installed at the gap between the precast beam 31 and the precast spherical shell 11, so that the connecting pipe connects the first through hole 313 and the first reinforcing hole 113.

[0142] For example, the connecting pipe can be a PVC pipe, used to connect the corresponding first through hole 313 and first reinforcing bar hole 113, so as to ensure that both ends of the subsequent first prestressing tendon 12 can smoothly pass through the first through hole 313 and into the first reinforcing bar hole 113. It should be noted that the connecting pipe is only required at the position where there is a gap between the first reinforcing bar hole 113 and the first through hole 313, and is not required at the position where the first reinforcing bar hole 113 and the first through hole 313 are directly connected.

[0143] S6. Fill the gap between the precast beam component 31 and the precast spherical shell component 11 with cast-in-place concrete and cure the concrete.

[0144] Reference Figure 29 When pouring concrete, all gaps between the precast spherical shell 11 and the ring beam 30 need to be filled to ensure a reliable and effective connection between the periphery of the spherical shell foundation 10 and the ring beam 30.

[0145] S7, pass the steel cable through the pull rings 51 of multiple pull rods 50, connect the two ends of the steel cable, and make the steel cable into a loop.

[0146] It should be noted that before the pull ring 51 is inserted, the two ends of the steel cable are separated. At this time, one end of the steel cable is passed through the pull ring 51 of multiple pull rods 50 in sequence. Then, the two ends of the steel cable can be connected by cold extrusion or anchor connection to form a closed loop.

[0147] S8, pass the other end of the multiple tie rods 50 through the through hole 315 of the precast beam 31, and put the anchor nut on the other end of the tie rod 50 to fix the other end of the tie rod 50 to the second anchor plate 42.

[0148] like Figure 30 As shown, the other end of the pull rod 50 away from the pull ring 51 is a threaded end. The threaded end of the pull rod 50 is inserted into the through hole 315 on the ring beam 30 from the radial inner side of the ring beam 30, and the threaded end of the pull rod 50 extends to the radial outer side of the ring beam 30. At this time, the threaded end of the pull rod 50 can be temporarily fixed to the second anchor plate 42 by the anchor nut to prevent the threaded end of the pull rod 50 from retracting into the through hole 315.

[0149] S9, adjust the position of multiple tie rods 50 to tension the ring steel cable into a prestressed steel cable 60.

[0150] Specifically, refer to Figure 30 The anchor nuts fitted on the threaded ends of the tie rods 50 can be tightened sequentially along the circumferential direction of the ring beam 30, so that the annular prestressed steel cable 60 is tensioned and subjected to pressure, and multiple precast beam components 31 are spliced ​​together.

[0151] S10, the first prestressed tendon 12 is inserted into the first tendon hole 113 and the first through hole 313, the first anchorage base is installed on the first anchor plate on the outside of the ring beam 30, the first prestressed tendon 12 is tensioned, and the two ends of the first prestressed tendon 12 are anchored to the first anchor plate through the first anchor and the first anchorage base.

[0152] For example Figure 31 As shown, one end of the first prestressing tendon 12 is passed through the first through hole 313 on the ring beam 30, and then through the first channel, second channel or third channel composed of multiple first tendon holes 113. Then it is passed out from another first through hole 313 on the ring beam 30. The two ends of the first prestressing tendon 12 are temporarily fixed to the first anchorage bearing platform outside the first anchor plate by the first anchorage. The remaining first prestressing tendons 12 are passed through repeatedly until all the first prestressing tendons 12 are passed through. Then the multiple first prestressing tendons 12 are tensioned and anchored in sequence, and the two ends of the first prestressing tendon 12 are anchored to the first anchorage bearing platform.

[0153] S11, on the upper side of the ring beam 30, multiple conical shell prefabricated parts 21 are arranged into a ring, and the second rib hole 214 of the conical shell prefabricated part 21 is aligned with the second through hole 314 of the beam prefabricated part 31.

[0154] In some examples, to prevent the conical precast component 21 from tilting during assembly and to improve the assembly efficiency and positional accuracy of the conical precast component 21, the construction method may further include: installing a temporary support at the center of the spherical shell foundation 10 before assembling the conical precast component 21. This temporary support is used to temporarily fix and support the conical precast component 21 during assembly. Figure 32 As shown, after installing the temporary support, multiple conical shell prefabricated components 21 are installed sequentially. During the installation of each conical shell prefabricated component 21, the lower end of the component is fixedly supported on the ring beam 30, while the upper end is temporarily fixed to the temporary support. The lower end of the conical shell prefabricated component 21 can be supported on the second beam surface 312 inside the ring beam 30. The position of the conical shell prefabricated component 21 needs to be adjusted so that the second rib hole 214 on the conical shell prefabricated component 21 is aligned with the second through hole 314 on the ring beam 30.

[0155] S12, insert the second prestressing tendon 22 into the second tendon hole 214 and the second through hole 314, install the second anchorage base 80 on the inner side of the upper beam 202, tension the second prestressing tendon 22, and anchor the two ends of the second prestressing tendon 22 to the second anchorage base 80 and the third anchor plate respectively.

[0156] For example Figure 33As shown, the second prestressing tendon 22 is passed through the second tendon hole 214 and the second through hole 314. After the lower end of the second prestressing tendon 22 passes through the third anchor plate, it is temporarily fixed to the third anchor plate by the second anchor. The upper end of the second prestressing tendon 22 passes through the second positioning tube 82 of the second anchor support 80 and extends to the radial inner side of the upper beam 202. Then it is temporarily fixed to the second support block 81 by the third anchor. Then, multiple second prestressing tendons 22 are tensioned and anchored in sequence.

[0157] S13, the annular steel beam 70 is placed on top of the upper beam 202, and the annular steel beam 70 is fastened to the upper beam 202 by anchor bolts 90.

[0158] like Figure 34 As shown, a U-shaped annular steel beam 70 is pressed onto the top of the upper beam 202 from top to bottom. Anchor bolts 90 are passed through the first bolt hole 213 on the upper beam 202 and the second bolt hole 711 on the annular steel beam 70. The anchor bolts 90 are then tightened to secure the annular steel beam 70 and the upper beam 202 as a whole.

[0159] After the annular steel beam 70 is installed, the temporary support at the center of the spherical shell foundation 10 can be removed, thus completing the construction of the prefabricated assembled foundation 100 of the wind turbine tower, which combines the spherical shell and the conical shell, in this embodiment. When the wind turbine tower needs to be installed, it can be fixedly connected to the wind turbine tower using the anchor bolts 90 on the upper beam 202. In addition, the cavity 101 formed by the spherical shell foundation 10 and the conical shell foundation 20 can be used to house energy storage equipment, forming an independent energy storage unit for the wind turbine tower.

[0160] According to the construction method of the present invention, the on-site construction of the prefabricated assembled foundation 100 of the wind turbine tower with spherical shell and conical shell combination of the present invention can be completed. This can significantly shorten the on-site construction cycle, improve work efficiency, reduce construction difficulty and work intensity, significantly improve construction safety, and ensure the consistency of construction quality.

[0161] In the description of this invention, it should be understood that the terms "center," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," and "circumferential" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0162] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.

[0163] In this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection, an electrical connection, or a communication connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0164] In the description of this specification, the references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of the present invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Moreover, without contradiction, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples.

[0165] Although embodiments of the invention have been shown and described, those skilled in the art will understand that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the claims and their equivalents.

Claims

1. A prefabricated assembled foundation for a wind turbine tower, comprising a spherical shell and a conical shell, characterized in that, include: The spherical shell base (10) is in the shape of a spherical shell that bulges downward. The spherical shell base (10) includes a plurality of spherical shell preforms (11), which are spliced ​​together. A conical shell base (20) is arranged on the upper side of the spherical shell base (10). The conical shell base (20) is conical in shape. The diameter of the lower end of the conical shell base (20) is larger than the diameter of the upper end. The conical shell base (20) includes multiple conical shell prefabricated parts (21), which are spliced ​​together. A ring beam (30) extends in a ring shape along the circumference of the spherical shell base (10) and connects the conical shell base (20) and the spherical shell base (10). The ring beam (30) includes a plurality of precast beam components (31), which are spliced ​​together along the circumference of the spherical shell base (10). The projection of the preformed spherical shell (11) onto the planar unfolded surface of the spherical shell base (10) is a regular hexagon. The preformed spherical shell (11) has a first surface (111) and a second surface (112) arranged radially opposite to each other on the spherical shell base (10). The first surface (111) and the second surface (112) are both spherical surfaces and their centers coincide. The precast spherical shell component (11) has a plurality of first rib holes (113) formed on it. The precast wind turbine tower foundation (100) also includes a plurality of first prestressed tendons (12). The plurality of first prestressed tendons (12) are inserted into the first rib holes (113) of the plurality of precast spherical shell components (11). The two ends of the first prestressed tendons (12) are fixedly connected to the ring beam (30). The first prestressed tendon (12) includes a plurality of first tendons (12a), a plurality of second tendons (12b) and a plurality of third tendons (12c). On the planar development surface of the spherical shell foundation (10), the plurality of first tendons (12a) are parallel to each other, the plurality of second tendons (12b) are parallel to each other, and the plurality of third tendons (12c) are parallel to each other. The first tendons (12a), the second tendons (12b) and the third tendons (12c) intersect each other at 60°. The ring beam (30) has two first beam surfaces (311) arranged opposite to each other in the extension direction of the spherical shell foundation (10). The first beam surfaces (311) are perpendicular to the extension direction of the spherical shell foundation (10). The ring beam (30) forms a plurality of first through holes (313). The two ends of the first through holes (313) respectively penetrate the two first beam surfaces (311). The prefabricated assembled foundation (100) of the wind turbine tower also includes: a first anchor plate. The first anchor plate is annular. The first anchor plate is fixed to the side of the ring beam (30) away from the spherical shell foundation (10). The two ends of the first prestressed tendon (12) pass through the corresponding first through holes (313) and are fixed to the first anchor plate.

2. The prefabricated assembled foundation for wind turbine towers, comprising a spherical shell and a conical shell, as described in claim 1, is characterized in that... The first prestressing tendon (12) is fixed to the first anchor plate at both ends by the first anchor support. The first anchor support includes a first support block and a first positioning tube. The first support block has a first bearing surface and a second bearing surface. The first bearing surface is in contact with the first anchor plate away from the spherical shell base (10). The second bearing surface is arranged perpendicular to the axis of the first through hole (313). The first support block is provided with a first fixing hole that passes through the first bearing surface and the second bearing surface of the first support block along the axis of the first through hole (313). One end of the first positioning tube extends into and is fixed in the first fixing hole. The other end of the first positioning tube extends into the first through hole (313). The end of the first prestressing tendon passes through the first positioning tube and extends to the side of the first support block away from the first through hole (313), and is fixed to the first support block by the first anchor.

3. The prefabricated assembled foundation for wind turbine towers, comprising a spherical shell and a conical shell, as described in any one of claims 1-2, is characterized in that... The prefabricated assembly foundation (100) of the wind turbine tower also includes: multiple tie rods (50) and prestressed steel cables (60). The multiple tie rods (50) extend radially along the ring beam (30) and are spaced apart in the circumferential direction of the ring beam (30). The prestressed steel cables (60) are annular and arranged radially inside the ring beam (30). The two ends of the multiple tie rods (50) are respectively connected to the ring beam (30) and the prestressed steel cables (60).

4. The prefabricated assembled foundation for wind turbine towers, comprising a spherical shell and a conical shell, as described in claim 3, is characterized in that... One end of the pull rod (50) is provided with a pull ring (51), and the prestressed steel cable (60) is passed through the pull rings (51) of the multiple pull rods (50); The prefabricated assembly foundation (100) of the wind turbine tower further includes: a second anchor plate (42), the second anchor plate (42) is annular, the second anchor plate (42) is fixed on the side of the ring beam (30) away from the prestressed steel cable (60), the ring beam (30) is provided with a through hole (315) that runs radially through the ring beam (30), one end of the tie rod (50) is connected to the prestressed steel cable (60), and the other end of the tie rod (50) extends through the through hole (315) to the side of the ring beam (30) away from the prestressed steel cable (60), and is fixed to the second anchor plate (42) by an anchor nut; The pull rod (50) is provided with a limiting plate (52), and the inner wall of the through hole (315) is provided with a limiting groove (316). The limiting plate (52) is fitted into the limiting groove (316) so that the relative position of the pull rod (50) and the ring beam (30) in the circumferential direction of the through hole (315) is fixed. There are multiple limiting plates (52), and the multiple limiting plates (52) are arranged at intervals in the circumferential direction of the pull rod (50). The limiting groove (316) is set in a one-to-one correspondence with the limiting plate (52).

5. The prefabricated assembled foundation for a wind turbine tower, comprising a spherical shell and a conical shell, as described in any one of claims 1-2, is characterized in that... The conical shell prefabricated component (21) is a single piece and includes a conical shell portion (211) and an upper beam portion (212). The upper beam portion (212) extends in the vertical direction. One end of the conical shell portion (211) is connected to the side surface of the upper beam portion (212) facing away from the axis of the conical shell base (20). The other end of the conical shell portion (211) extends downward and in a direction gradually away from the axis of the conical shell base (20), and extends to connect with the ring beam (30). The conical shell base (20) includes a conical shell (201) and an upper beam (202). The conical shell portions (211) of multiple conical shell prefabricated parts (21) are spliced ​​together circumferentially on the conical shell base (20) to form the conical shell (201). The diameter of the conical shell (201) gradually increases from top to bottom. The upper beam portions (212) of multiple conical shell prefabricated parts (21) are spliced ​​together circumferentially on the conical shell base (20) to form the upper beam (202). The upper beam (202) extends along the axis of the conical shell (201) into an annular column shape. The upper beam (202) is used to install and fix the wind turbine tower.

6. The prefabricated assembled foundation for wind turbine towers, comprising a spherical shell and a conical shell, as described in claim 5, is characterized in that... The prefabricated assembly foundation (100) for wind turbine towers also includes: a ring steel beam (70), which extends in a ring along the circumference of the upper beam body (202) and is fixedly connected to the upper beam portion (212) of the plurality of conical shell prefabricated components (21); The annular steel beam (70) includes: a top plate (71), an inner ring plate (72), and an outer ring plate (73). The top plate (71) is annular and arranged on the top of the upper beam body (202). The inner ring plate (72) and the outer ring plate (73) are respectively connected to the inner edge and the outer edge of the top plate (71) and extend downward along the inner surface and the outer surface of the upper beam body (202), respectively. The upper beam (202) has a plurality of first bolt holes (213) extending through the upper beam (202) in the vertical direction. The plurality of first bolt holes (213) are spaced apart in the circumferential direction of the upper beam (202). The first bolt holes (213) are used to pass through the anchor bolts (90) for fixing the wind turbine tower. The anchor bolts (90) are used to fix the wind turbine tower to the upper beam (202). The top plate (71) has a plurality of second bolt holes (711) formed therein, and the plurality of second bolt holes (711) correspond one-to-one with the plurality of first bolt holes (213) and are directly opposite each other. The anchor bolts (90) pass through the first bolt holes (213) and the second bolt holes (711) to fix the annular steel beam (70) to the upper beam body (202).

7. The prefabricated assembled foundation for wind turbine towers, comprising a spherical shell and a conical shell, as described in claim 5, is characterized in that... The conical shell foundation (20) is provided with a plurality of second reinforcing holes (214) spaced apart in the circumferential direction of the conical shell foundation (20). The plurality of second reinforcing holes (214) penetrate the conical shell foundation (20) along the inclined direction of the conical surface of the conical shell foundation (20). The prefabricated assembled foundation (100) of the wind turbine tower also includes: a plurality of second prestressing tendons (22). The plurality of second prestressing tendons (22) are inserted into the plurality of second reinforcing holes (214). The upper end of the second prestressing tendon (22) is fixed to the upper beam (202), and the lower end is fixedly connected to the ring beam (30). The ring beam (30) has two second beam surfaces (312) arranged opposite each other in the inclined direction of the conical surface of the conical shell foundation (20). The second beam surfaces (312) are perpendicular to the conical surface of the conical shell foundation (20). The ring beam (30) forms a plurality of second through holes (314). The two ends of the second through holes (314) respectively penetrate the two second beam surfaces (312). The plurality of second through holes (314) correspond one-to-one with the plurality of second reinforcing bar holes (214). The prefabricated assembled foundation (100) of the wind turbine tower also includes: a third anchor plate. The third anchor plate is annular. The third anchor plate is fixed to the side of the ring beam (30) away from the conical shell foundation (20). The lower end of the second prestressed tendon (22) passes through the corresponding second through hole (314) and is fixed to the third anchor plate by a second anchor. The prefabricated foundation (100) of the wind turbine tower further includes: a second anchorage base (80), the second anchorage base (80) including a second base block (81) and a second positioning tube (82), the second base block (81) having a third bearing surface (811) and a fourth bearing surface (812), the third bearing surface (811) being in contact with the inner surface of the upper beam (202), the fourth bearing surface (812) being perpendicular to the axis of the second rib hole (214), and the second base block (81) having a through-hole along the axial direction of the second rib hole (214). The second fixing hole (813) of the third bearing surface (811) and the fourth bearing surface (812) of the second bearing block (81), one end of the second positioning tube (82) extends into and is fixed in the second fixing hole (813), the other end of the second positioning tube (82) extends into the second reinforcing hole (214), the upper end of the second prestressing tendon (22) passes through the second positioning tube (82) and extends to the side of the second bearing block (81) away from the second reinforcing hole (214), and is fixed to the second bearing block (81) by the third anchor.

8. The prefabricated assembled foundation for wind turbine towers, comprising a spherical shell and a conical shell, as described in claim 1, is characterized in that... The spherical shell base (10), the conical shell base (20), and the ring beam (30) cooperate to enclose a cavity (101), which is filled with counterweights, namely concrete, sand, stone, and / or soil; or, the cavity (101) is used to house an energy storage device connected to the wind turbine tower, which is used to store the electrical energy output by the wind turbine tower.

9. A construction method applied to a prefabricated assembled foundation for a wind turbine tower consisting of a spherical shell and a conical shell as described in any one of claims 1-8, characterized in that, The construction method includes: S1, excavate and prepare the foundation pit (200) according to the bottom surface of the spherical shell foundation (10) and the bottom surface of the ring beam (30), and make a concrete cushion layer in the foundation pit (200); S2, Lay a sand cushion layer on the concrete cushion layer; S3, the multiple precast spherical shell components (11) are arranged in the foundation pit (200) into a downwardly convex spherical shell shape; S4, the multiple precast beam components (31) are spliced ​​into a ring on the outer periphery of the multiple precast spherical shell components (11), so that the first rib hole (113) of the precast spherical shell component (11) is aligned with the first through hole (313) of the precast beam component (31), and the first anchor plate, the second anchor plate (42) and the third anchor plate are installed on the outside of the ring beam (30); S5, a connecting pipe is provided at the gap between the precast beam (31) and the precast spherical shell (11) so that the connecting pipe connects the first through hole (313) and the first rib hole (113). S6, fill the gap between the precast beam (31) and the precast spherical shell (11) with cast-in-place concrete and cure the concrete; S7, the steel cable is passed through the pull rings (51) of multiple pull rods (50) and the two ends of the steel cable are connected to make the steel cable into a loop; S8, pass the other end of the plurality of tie rods (50) through the through hole (315) of the beam precast component (31), and put the anchor nut on the other end of the tie rod (50) so that the other end of the tie rod (50) is fixed to the second anchor plate (42); S9, by adjusting the position of the multiple tie rods (50) through the anchoring nuts, the ring steel cable is tensioned into a prestressed steel cable (60); S10, insert the first prestressed tendon (12) into the first tendon hole (113) and the first through hole (313), install the first anchor bearing on the first anchor plate on the outside of the ring beam, tension the first prestressed tendon (12), and anchor both ends of the first prestressed tendon (12) to the first anchor plate through the first anchor and the first anchor bearing; S11, on the upper side of the ring beam (30), multiple conical shell prefabricated parts (21) are arranged into a ring, and the second rib hole (214) of the conical shell prefabricated part (21) is aligned with the second through hole (314) of the beam prefabricated part (31); S12, insert the second prestressing tendon (22) into the second tendon hole (214) and the second through hole (314), install the second anchorage base (80) on the inner side of the upper beam body (202), tension the second prestressing tendon (22), and anchor the two ends of the second prestressing tendon (22) to the second anchorage base (80) and the third anchor plate respectively; S13, the annular steel beam (70) is placed on top of the upper beam body (202), and the annular steel beam (70) is fastened to the upper beam body (202) by anchor bolts (90).

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