Lattice type foundation multi-cavity bearing platform and multi-cavity prestressed tower drum combined wind power tower structure

Abstract

The invention discloses a lattice foundation multi-cavity bearing platform and multi-cavity prestressed tower drum combined wind power tower structure which comprises a lattice foundation, a multi-cavity bearing platform and a multi-cavity prestressed tower drum which are sequentially and coaxially connected from bottom to top, the lattice foundation comprises main rods and auxiliary rods, the main rods are evenly distributed in the vertical direction, the auxiliary rods are obliquely arranged, and the multi-cavity bearing platform is provided with a plurality of partition cavities; the separation cavities are divided into an outer layer and an inner layer, concrete is poured into at least part of the separation cavities of the outer layer, and at least part of the separation cavities of the inner layer are vacant; the multi-cavity prestressed tower drum comprises a hollow drum body formed by splicing a plurality of sections of coaxial hollow tower drums, and uniform-section sub-cavities where the prestressed inhaul cables are located and uniform-section sub-cavities filled with concrete are arranged at intervals. The lattice type foundation is connected with the multi-cavity bearing platform through a flange, and the multi-cavity bearing platform is connected with the multi-cavity prestressed tower barrel through a flange. The wind power tower structure combining the lattice type foundation multi-cavity bearing platform and the multi-cavity prestressed tower drum has the advantages of being light, high in strength, stable in bearing and resistant to fatigue.

Description

Technical Field

[0001] This invention relates to the field of wind power engineering technology, and in particular to a wind power tower structure that combines a lattice-type foundation multi-cavity pier and a multi-cavity prestressed tower. Background Technology

[0002] With the rapid development of the wind power industry, the requirements for wind turbine tower structures in terms of load-bearing capacity, stability, durability, and economy are increasing. Traditional wind turbine tower structures suffer from problems such as large foundation weight, high material consumption, insufficient foundation stiffness, and poor fatigue resistance of the tower. Especially under complex geological conditions, traditional structures struggle to meet the dual requirements of lightweight and high strength, and are susceptible to environmental erosion during long-term service, affecting structural safety and service life.

[0003] Wind turbine tower foundations typically employ solid concrete foundations or single steel pipe foundations. Solid concrete foundations are heavy, difficult to construct, and require a large amount of materials, while single steel pipe foundations lack stability under axial and horizontal forces. The foundation structure is often an integral design, which suffers from uneven stiffness distribution, unclear load transfer paths, and severe local stress concentration, making it difficult to achieve efficient force transfer between the foundation and the tower, and balancing self-weight and load-bearing capacity is challenging. The tower itself is often a single-cavity structure, using a combination of ordinary steel and concrete, which suffers from weak buckling resistance, uneven stress distribution, poor fatigue resistance, and poor durability, failing to meet long-term service requirements. Summary of the Invention

[0004] This invention is based on the inventor's discoveries and understanding of the following facts and problems:

[0005] Traditional structures struggle to meet the dual requirements of lightweight and high strength.

[0006] The present invention aims to at least partially solve one of the technical problems in the related art.

[0007] Therefore, embodiments of the present invention propose a wind turbine tower structure combining a lattice-structured foundation with a multi-cavity pier and a multi-cavity prestressed tower, comprising a lattice-structured foundation, a multi-cavity pier, and a multi-cavity prestressed tower connected coaxially from bottom to top. The lattice-structured foundation includes vertically uniformly distributed main members and inclined secondary members, with multiple main members and secondary members connected to form a cylindrical foundation. The multi-cavity pier has multiple partitioned chambers, which are divided into an outer layer and an inner layer, with the two groups of partitioned chambers arranged around the center of the multi-cavity pier. At least a portion of the outer layer partitioned chambers are cast in concrete. The concrete, with at least a portion of the inner layer's partitioned chambers left empty; the multi-cavity prestressed tower includes a hollow cylinder formed by assembling multiple coaxial hollow tower sections, the hollow cylinder containing multiple circumferentially distributed equal-section cavities, some of which are filled with concrete, and the remaining equal-section cavities are equipped with axially arranged prestressed cables, the equal-section cavities containing the prestressed cables being spaced apart from the equal-section cavities filled with concrete; the lattice foundation is connected to the multi-cavity foundation via flanges, and the multi-cavity foundation is connected to the multi-cavity prestressed tower via flanges.

[0008] The present invention has the advantages and technical effects of being lightweight and high-strength, having stable load-bearing capacity, and being fatigue-resistant.

[0009] In some embodiments, the plurality of main rods are arranged to form a cylinder, and the secondary rods intersect the vertical main rods at an angle and are connected by bolts at the intersection points.

[0010] In some embodiments, the main rod and the secondary rod are steel pipes, and concrete is poured inside the steel pipe of the main rod.

[0011] In some embodiments, the multi-cavity support is an annular structure, and multiple partition stiffening ribs are uniformly arranged radially and circumferentially within the annular structure to form the partition chambers.

[0012] In some embodiments, the system further includes a converter, the top and bottom of which are provided with flange connection surfaces for connection to the flanges of the lattice foundation and the multi-cavity support.

[0013] In some embodiments, the hollow cylinder is a conical cylinder, and the hollow tower cylinder is connected to any adjacent hollow tower cylinder section by a flange.

[0014] In some embodiments, the partition stiffener is welded to the inner wall of the hollow cylinder by a continuous weld, the height of which is greater than or equal to the thickness of the partition stiffener, and the two ends of the partition stiffener are respectively connected to the flanges at both ends of the hollow cylinder.

[0015] In some embodiments, the prestressed cables are distributed parallel to the axial direction of the hollow cylinder, the prestressed cables pass through the equal-section cavity and are connected to the flanges at both ends of the tower, and the outer surface of the prestressed cables is provided with an anti-corrosion coating and a protective sleeve.

[0016] In some embodiments, the hollow tower and the main rod are made of S420ML high-strength weathering steel, and the secondary rod is made of Q355 steel.

[0017] In some embodiments, the concrete poured in the multi-cavity foundation is C60, and the concrete filled in the multi-cavity prestressed tower is UHPC150.

[0018] This application offers the following advantages: Multiple main poles enclose a cylinder, with secondary poles intersecting and connecting at an incline to the vertical main poles, forming a cylindrical spatial system to transfer vertical and horizontal loads, ensuring the stability of the wind turbine tower foundation. The main and secondary poles are made of steel pipes, with concrete poured inside the main steel pipes to form a steel-concrete composite structure, reducing the foundation's self-weight while increasing its axial load-bearing capacity. The multi-cavity foundation is a ring structure with partitioned stiffening ribs forming separate chambers, achieving uniform distribution of foundation stiffness and ensuring smooth transfer of upper loads along the entire ring to the lower foundation, avoiding localized stress concentration. The converter facilitates the structural transition and smooth load transfer between the lattice foundation and the multi-cavity foundation, improving the reliability of force transmission. The hollow cylinder is conical, with multiple hollow tower sections connected by flanges, meeting the wind turbine tower's load-bearing requirements, facilitating prefabrication and on-site assembly, improving construction efficiency, and ensuring symmetrical load distribution by aligning the axes of each tower section. The stiffening ribs and the inner wall of the hollow cylinder are welded together with continuous welds of at least the thickness of the stiffening ribs to form an integrated load-bearing system, enhancing the tower's buckling resistance. Prestressed cables are distributed parallel to the axial direction of the hollow cylinder, passing through equal-section cavities, and their outer surfaces are coated with an anti-corrosion layer and sheath. Prestressing counteracts external tensile stress and strengthens the tower's fatigue resistance. The hollow tower and main strut are constructed of high-strength weathering steel to meet load-bearing requirements and adapt to complex service environments. C60 concrete meets the bearing capacity and stiffness requirements of the foundation, while UHPC150 concrete combines high toughness, high durability, and fatigue resistance, improving the structural performance of the wind turbine tower. Attached Figure Description

[0019] Figure 1 This is a schematic diagram of a wind turbine tower structure combining a lattice-type foundation multi-cavity pier and a multi-cavity prestressed tower, according to an embodiment of the present invention.

[0020] Figure 2 This is a schematic diagram of the connection state between the main and secondary rods of a wind turbine tower structure consisting of a lattice-type foundation multi-cavity pier and a multi-cavity prestressed tower, according to an embodiment of the present invention.

[0021] Figure 3This is a cross-sectional structural diagram of a wind turbine tower structure combining a lattice-type foundation multi-cavity pier and a multi-cavity prestressed tower, according to an embodiment of the present invention.

[0022] Figure 4 This is a schematic diagram of the cross-section of the multi-cavity foundation of a wind turbine tower structure that combines a lattice-type foundation multi-cavity foundation and a multi-cavity prestressed tower, according to an embodiment of the present invention.

[0023] Figure 5 This is a structural schematic diagram of the cross-section of the multi-cavity prestressed tower of a wind turbine tower structure that combines a lattice-type foundation multi-cavity pier and a multi-cavity prestressed tower according to an embodiment of the present invention.

[0024] Figure 6 This is a three-dimensional structural diagram of the multi-cavity foundation of a wind turbine tower structure that combines a lattice-type foundation multi-cavity foundation and a multi-cavity prestressed tower, according to an embodiment of the present invention.

[0025] Reference numerals: 1. Lattice foundation; 101. Main rod; 102. Secondary rod; 2. Multi-cavity foundation; 201. Separated chamber; 3. Multi-cavity prestressed tower; 301. Equal cross-section chamber; 302. Prestressed cable; 4. Separated stiffening rib; 5. Converter; 6. Concrete. Detailed Implementation

[0026] Embodiments of the present invention are described in detail below, examples of which are illustrated in the accompanying drawings. 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.

[0027] An embodiment of the present invention proposes a wind turbine tower structure combining a lattice foundation 1, a multi-cavity pier 2, and a multi-cavity prestressed tower 3. The structure includes a lattice foundation 1, a multi-cavity pier 2, and a multi-cavity prestressed tower 3, coaxially connected from bottom to top. The lattice foundation 1 includes vertically uniformly distributed main struts 101 and inclined secondary struts 102, with multiple main struts 101 and secondary struts 102 connected to form a cylindrical foundation. The multi-cavity pier 2 has multiple partitioned chambers 201, divided into an outer layer and an inner layer. The two groups of partitioned chambers 201 are arranged around the center of the multi-cavity pier 2. At least a portion of the outer layer partitioned chambers 201... The concrete is poured, and at least part of the inner layer of the partitioned chamber 201 is left empty; the multi-cavity prestressed tower 3 includes a hollow cylinder formed by assembling multiple coaxial hollow tower sections. The hollow cylinder contains multiple equal-section cavities 301 evenly distributed in the circumferential direction. Some of the equal-section cavities 301 are filled with concrete, and the remaining equal-section cavities 301 are equipped with prestressed cables 302 arranged along the axial direction. The equal-section cavities 301 where the prestressed cables 302 are located are arranged alternately with the equal-section cavities 301 filled with concrete; the lattice foundation 1 is connected to the multi-cavity foundation 2 by flanges, and the multi-cavity foundation 2 is connected to the multi-cavity prestressed tower 3 by flanges.

[0028] In the lattice foundation 1, the main rods 101, which are evenly distributed vertically, are connected to the inclined secondary rods 102 to form a stable cylindrical foundation. This structure can effectively distribute and transfer the vertical and horizontal loads borne by the wind turbine tower, providing reliable bottom support for the overall structure.

[0029] The multi-cavity foundation 2 has multiple partitioned chambers 201 arranged in two groups around the center, an outer layer and an inner layer. At least part of the outer layer chambers are filled with concrete to ensure the rigidity and load-bearing capacity of the foundation. At least part of the inner layer chambers are left empty to control the self-weight of the foundation. Differentiated filling achieves a balance between load-bearing performance and lightweighting. At the same time, the ring-shaped distribution of chambers allows the upper load to be evenly transferred to the lower lattice foundation 1, avoiding local stress concentration.

[0030] The multi-cavity prestressed tower 3 is formed by assembling multiple coaxial hollow tower sections to create a hollow cylinder. Multiple cavities 301 with uniform cross-sections are evenly distributed circumferentially within the cylinder. Some cavities are filled with concrete, while the rest are fitted with prestressed cables 302, arranged alternately. The concrete enhances the tower's stiffness and durability, while the prestressed cables 302 counteract the tensile stress generated by external loads through their own prestress. Together, they improve the tower's buckling and fatigue resistance. The segmented assembly facilitates factory prefabrication and on-site assembly. The lattice foundation 1 and the multi-cavity foundation 2, as well as the multi-cavity foundation 2 and the multi-cavity prestressed tower 3, are connected by flanges to ensure the reliability and sealing of the connections between components, guaranteeing smooth load transfer. The alignment of the axes of all components ensures symmetrical stress distribution and overall stability of the entire wind turbine tower structure.

[0031] According to the embodiments of the present invention, it has the advantages of being lightweight and high-strength, having stable load-bearing capacity, and being fatigue-resistant.

[0032] In some embodiments, a plurality of main rods 101 are arranged to form a cylinder, and the rod 102 intersects the vertical main rod 101 at an incline and the intersection point is connected by bolts.

[0033] Specifically, multiple main poles 101 are evenly arranged circumferentially and enclose a cylindrical structure, aligning the foundation's stress center with the overall axis of the wind turbine tower. Each main pole 101 evenly distributes the vertical load, preventing localized overload. The secondary poles 102 intersect the main poles 101 at an angle, and are fastened at the intersection with high-strength bolts, forming a three-dimensional, intersecting stress system. The secondary poles 102 can transmit horizontal loads and bending moments, and also constrain the lateral deformation of the main poles 101, suppressing the risk of localized buckling. The cylindrical enclosure structure ensures more even stress distribution on the foundation. Combined with the support of the inclined secondary poles 102, it enhances the overall stiffness and lateral displacement resistance of the lattice foundation 1, enabling it to withstand the effects of complex loads such as strong winds and earthquakes. The bolted connection method combines high strength with detachability, ensuring reliable node connections while facilitating factory prefabrication and on-site assembly and commissioning. Components can be flexibly disassembled and replaced during later maintenance.

[0034] The number of main poles 101 is designed according to the wind turbine tower capacity and geological conditions. The number of main poles 101 can be 6, 12, 18, etc., and must ensure the balanced stress distribution within the enclosed structure. The secondary poles 102 are arranged in a cross or diagonal bracing pattern, with the inclination angle selected according to load requirements; a feasible range is 30°-60°, enhancing the support effect on the main poles 101. High-strength bolts with a strength grade of not less than 10.9 are selected, along with anti-loosening washers and anti-corrosion coatings to improve the fatigue resistance and durability of the joints.

[0035] In some embodiments, the main rod 101 and the secondary rod 102 are steel pipes, and concrete is poured inside the steel pipe of the main rod 101.

[0036] Specifically, both the main pole 101 and the secondary pole 102 are made of steel pipe. The main pole 101 serves as the core load-bearing structure, with concrete poured inside the steel pipe to form a steel-concrete composite structure. The secondary pole 102 is a pure steel pipe component. The high strength and lightweight characteristics of steel pipe facilitate processing, transportation, and on-site assembly. The main pole 101 leverages the synergistic effect of steel pipe and concrete, utilizing the characteristics of steel while taking advantage of the compressive strength of concrete to enhance its axial load-bearing capacity and deformation resistance, thus preventing local buckling of the single steel pipe. The secondary pole 102 reduces the overall self-weight of the foundation while ensuring sufficient support strength and force transmission efficiency, achieving an optimized balance between load-bearing capacity and lightweight design.

[0037] In some embodiments, the multi-cavity support 2 is an annular structure, and multiple partition stiffening ribs 4 are uniformly arranged radially and circumferentially within the annular structure to form partition chambers 201.

[0038] Specifically, multiple partition stiffening ribs 4 are evenly arranged radially and circumferentially inside the annular structure. These stiffening ribs 4 are fixed to the base plate of the foundation by welding, forming multiple independent and enclosed partition chambers 201. The arrangement density of the partition stiffening ribs 4 is selected according to the load-bearing requirements of the foundation. The partition stiffening ribs 4 can be divided into two types: curved plates and straight plates. The annular structure adapts to the force transmission path between the upper tower and the lower lattice foundation 1, evenly distributing the concentrated load from the upper part along the entire annular area. The radially and circumferentially evenly distributed partition stiffening ribs 4 improve the overall stiffness and deformation resistance of the foundation, ensuring balanced stress distribution in each partition chamber 201 and avoiding the uneven stiffness distribution and localized stress concentration of traditional integral foundations. Compared to solid foundations, the multi-cavity structure reduces its self-weight, lowering transportation and construction difficulty.

[0039] Optionally, the stiffening rib intersections are reinforced by welding to improve the overall integrity of the chamber. The inner diameter, outer diameter, and width of the annular foundation are designed to match the dimensions of the upper and lower structures and load requirements. The welds between the stiffening ribs and the foundation base plate and top flange are treated with anti-corrosion coating, and the outer surface of the foundation is coated with an anti-corrosion coating compatible with the tower and foundation.

[0040] In some embodiments, the system also includes a converter 5, which has flange connection surfaces at its top and bottom for connection with the flanges of the lattice foundation 1 and the multi-cavity support 2.

[0041] Specifically, the converter 5 has flange connection surfaces at both the top and bottom that match the flanges of the upper and lower components. The converter 5 is located between the lattice foundation 1 and the annular closed structure of the multi-cavity foundation 2, achieving a transition between the two different structural forms. This allows the dispersed loads transmitted from the foundation to be concentrated by the converter 5 and then transferred to the annular load-bearing surface of the multi-cavity foundation 2, avoiding distortion or localized stress concentration during load transfer. The flange connection method ensures the rigidity and stability of the connection, facilitates maintenance, and improves construction efficiency.

[0042] Optionally, converter 5 is welded from S420ML high-strength weather-resistant steel, with the same material as the main rod 101 and the tower. The outer surface of converter 5 is coated with anti-corrosion paint and treated with anti-slip material.

[0043] In some embodiments, the hollow cylinder is a conical cylinder, and the hollow tower cylinder is connected to any adjacent hollow tower cylinder section by a flange.

[0044] Specifically, the conical hollow cylinder reduces the drag coefficient and minimizes the impact of strong winds on the tower's lateral pressure and alternating loads. The flanges are welded to the tower ends, and locating pins ensure the alignment of the axes of each tower section during connection. The top-to-bottom tapered structure allows for a larger load-bearing cross-section in the lower tower section, distributing the load from the upper structure and improving overall buckling and deformation resistance. The segmented flange connection design facilitates prefabrication, allowing for control of individual tower section lengths based on transportation conditions, reducing transportation difficulty and costs. On-site assembly only requires flange docking, improving construction efficiency. Later maintenance allows for targeted disassembly and replacement of damaged sections, reducing maintenance costs.

[0045] Optionally, the taper of the conical cylinder can be controlled within the range of 1:30-1:50 to balance wind resistance optimization and structural rigidity. High-strength bolts are selected and combined with anti-loosening and anti-corrosion measures. Sealing gaskets are installed between the connection surfaces of adjacent tower sections, combined with anti-corrosion sealant treatment, to enhance the sealing of the joints and prevent moisture intrusion and corrosion.

[0046] In some embodiments, the partition stiffening rib 4 is welded to the inner wall of the hollow cylinder by a continuous weld, the height of which is greater than or equal to the thickness of the partition stiffening rib 4, and the two ends of the partition stiffening rib 4 are respectively connected to the flanges at both ends of the hollow cylinder.

[0047] Specifically, the stiffening rib 4 is welded to the inner wall of the hollow cylinder using continuous welds. The height of the continuous weld is greater than or equal to the thickness of the stiffening rib 4. Both ends of the stiffening rib 4 extend to the flanges at both ends of the hollow cylinder and are firmly connected, forming an integrated load-bearing structure. The continuous weld ensures the sealing and integrity of the connection between the stiffening rib 4 and the inner wall of the cylinder, avoiding weak points under stress. The weld height is not less than the thickness of the stiffening rib to ensure connection strength and to transfer stress between the chambers. The connection between the stiffening rib 4 and the flanges at both ends becomes a stress transfer link between the flanges and the cylinder, improving the overall stiffness and buckling resistance of the tower and preventing local deformation of the tower under strong winds and alternating loads.

[0048] Optionally, the thickness of the stiffening ribs is determined based on the stress calculation of the cavity and shall not be less than 16 mm; the continuous welds adopt the full penetration welding process, and non-destructive testing is performed after welding to ensure that there are no defects, and the weld surface is treated with anti-corrosion.

[0049] In some embodiments, the prestressed cables 302 are distributed parallel to the axial direction of the hollow cylinder, and the prestressed cables 302 pass through the equal cross-section cavity 301 and are connected to the flanges at both ends of the tower. The outer surface of the prestressed cables 302 is provided with an anti-corrosion coating and is covered with a protective sleeve.

[0050] Specifically, the prestressed cables 302 are distributed parallel to the axial direction of the hollow cylinder and pass through the unfilled, uniformly sized cavities 301. This parallel axial distribution ensures that the prestress generated by the cables is evenly distributed throughout the tower, effectively offsetting the tensile stress caused by external loads such as strong winds and alternating loads. Combined with the concrete-filled cavities, this creates synergistic stress distribution, enhancing the tower's fatigue and deformation resistance. The direct connection between the prestressed cables 302 and the flanges ensures stable cable anchorage and efficient prestress transfer, preventing stress loss. The double-protected structure isolates the cables from corrosive media such as air and moisture, extending their service life in complex environments and reducing later maintenance costs.

[0051] Optionally, the prestressed cable 302 is made of high-strength, low-relaxation steel strand. The two ends of the cable are fixed with anchors that match the steel strand. Anti-corrosion sealing gaskets are added to the connection surfaces of the anchors and flanges. After tensioning, the anchor ends are sealed.

[0052] In some embodiments, the hollow tower and main rod 101 are made of S420ML high-strength weathering steel, and the secondary rod 102 is made of Q355 steel.

[0053] Specifically, S420ML high-strength weathering steel combines high yield strength, excellent weather resistance, and weldability. Using this material in the hollow tower section enables it to withstand strong winds, corrosion, and other complex environmental erosion, ensuring the tower's resistance to buckling and fatigue. The main strut 101 uses this material in conjunction with the internally poured concrete to strengthen the axial load-bearing performance of the core load-bearing component. Q355 steel possesses reliable strength and toughness; its selection for the auxiliary support and horizontal load transfer in strut 102 meets the requirements while controlling costs.

[0054] Optionally, the S420ML steel is surface derusted before processing; the diameter and wall thickness of the Q355 steel secondary rod 102 are matched with those of the S420ML steel main rod 101.

[0055] In some embodiments, the concrete poured in the multi-cavity foundation 2 is C60, and the concrete filled in the multi-cavity prestressed tower 3 is UHPC150.

[0056] Specifically, the selection of concrete type matches the stress requirements and functional positioning of the corresponding components. C60 concrete possesses excellent compressive strength and stiffness, providing load-bearing support for the multi-cavity foundation 2. Combined with the annular multi-cavity structure and the partitioned stiffening ribs 4, it enhances the overall stiffness of the foundation and ensures uniform load distribution. UHPC150, as a high-performance concrete, has high strength, high toughness, durability, and fatigue resistance, enhancing the tower's resistance to deformation and local stability, while also resisting erosion in complex environments and extending the tower's service life.

[0057] 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 are not intended to 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.

[0058] 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 at least one of that feature. In the description of this invention, "a plurality of" means at least two, such as two, three, etc., unless otherwise explicitly specified.

[0059] 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 connection that allows communication between them; 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, unless otherwise explicitly limited. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0060] In this invention, unless otherwise explicitly specified and limited, "above" or "below" the second feature can mean that the first feature is in direct contact with the second feature, or that the first feature is in indirect contact with the second feature through an intermediate medium. Furthermore, "above," "over," and "on top" of the second feature can mean that the first feature is directly above or diagonally above the second feature, or simply that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature can mean that the first feature is directly below or diagonally below the second feature, or simply that the first feature is at a lower horizontal level than the second feature.

[0061] In this invention, the terms "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., refer to a specific feature, structure, material, or characteristic described in connection with that embodiment or example, which is included in at least one embodiment or example of the 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.

[0062] Although embodiments of the present invention have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention. Those skilled in the art can make changes, modifications, substitutions and variations to the above embodiments within the scope of the present invention.

Claims

1. A wind turbine tower structure combining a lattice-type foundation multi-cavity pier and a multi-cavity prestressed tower, characterized in that, include: A lattice-type foundation, a multi-cavity pile cap, and a multi-cavity prestressed tower are coaxially connected from bottom to top. The lattice-type foundation includes main rods evenly distributed vertically and secondary rods arranged at an incline. Multiple main rods and secondary rods are connected to form a cylindrical foundation. The multi-cavity foundation has multiple partitioned chambers, which are divided into two groups: an outer layer and an inner layer. The two groups of partitioned chambers are arranged around the center of the multi-cavity foundation. At least a portion of the outer layer partitioned chambers are filled with concrete, while at least a portion of the inner layer partitioned chambers are left empty. The multi-cavity prestressed tower includes a hollow cylinder formed by assembling multiple coaxial hollow tower sections. The hollow cylinder contains multiple equal-section cavities evenly distributed in the circumferential direction. Some of the equal-section cavities are filled with concrete, while the remaining equal-section cavities are equipped with prestressed cables arranged along the axial direction. The equal-section cavities where the prestressed cables are located are arranged alternately with the equal-section cavities filled with concrete. The lattice-type foundation is connected to the multi-cavity pier via flanges, and the multi-cavity pier is connected to the multi-cavity prestressed tower via flanges.

2. The wind turbine tower structure combining a lattice-type foundation multi-cavity pier and a multi-cavity prestressed tower as described in claim 1, characterized in that, The multiple main rods are arranged to form a cylinder, and the secondary rods intersect the vertical main rods at an angle and are connected by bolts at the intersection points.

3. The wind turbine tower structure combining a lattice-type foundation multi-cavity pier and a multi-cavity prestressed tower as described in claim 2, characterized in that, The main rod and the secondary rod are steel pipes, and concrete is poured inside the steel pipe of the main rod.

4. The wind turbine tower structure combining a lattice-type foundation multi-cavity pier and a multi-cavity prestressed tower as described in claim 1, characterized in that, The multi-cavity support is a ring structure, and multiple partition stiffening ribs are evenly arranged radially and circumferentially within the ring structure to form the partition chambers.

5. The wind turbine tower structure combining a lattice-type foundation multi-cavity pier and a multi-cavity prestressed tower as described in claim 1, characterized in that, It also includes a converter, the top and bottom of which are provided with flange connection surfaces for connection with the flanges of the lattice foundation and the multi-cavity foundation.

6. The wind turbine tower structure combining a lattice-type foundation multi-cavity pier and a multi-cavity prestressed tower as described in claim 1, characterized in that, The hollow cylinder is a conical cylinder, and the hollow tower cylinder is connected to any adjacent hollow tower cylinder section by a flange.

7. The wind turbine tower structure combining a lattice-type foundation multi-cavity pier and a multi-cavity prestressed tower as described in claim 1, characterized in that, The separating stiffening rib is welded and fixed to the inner wall of the hollow cylinder by a continuous weld. The height of the continuous weld is greater than or equal to the thickness of the separating stiffening rib. The two ends of the separating stiffening rib are respectively connected to the flanges at both ends of the hollow cylinder.

8. The wind turbine tower structure combining a lattice-type foundation multi-cavity pier and a multi-cavity prestressed tower as described in claim 1, characterized in that, The prestressed cables are distributed parallel to the axial direction of the hollow cylinder. The prestressed cables pass through the equal-section cavity and are connected to the flanges at both ends of the tower. The outer surface of the prestressed cables is provided with an anti-corrosion coating and covered with a protective sleeve.

9. The wind turbine tower structure combining a lattice-type foundation multi-cavity pier and a multi-cavity prestressed tower as described in claim 1, characterized in that, The hollow tower and the main rod are made of S420ML high-strength weathering steel, and the secondary rod is made of Q355 steel.

10. The wind turbine tower structure combining a lattice-type foundation multi-cavity pier and a multi-cavity prestressed tower as described in claim 1, characterized in that, The concrete poured into the multi-cavity foundation is C60, and the concrete filled in the multi-cavity prestressed tower is UHPC150.

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