Tower foundation structure and wind turbine

Abstract

The application discloses a tower foundation structure and a wind driven generator, wherein the tower foundation structure comprises a plurality of prefabricated components arranged along a circular track and enclosed to form a circular structure; the prefabricated component has oppositely arranged first and second side wall surfaces, and comprises a column, a bottom plate and a rib beam; the bottom plate is connected with the bottom of the column and extends outward from the outer wall surface of the column; the plurality of rib beams are respectively arranged on the first and second side wall surfaces, each rib beam is connected with the outer wall surface of the column and the bottom plate, and a connecting part is arranged on the rib beam and used for connecting two adjacent prefabricated components. According to the technical scheme, the prefabricated components are produced in a factory standard environment, the uniformity of concrete pouring, the compactness of vibration and the temperature and humidity of curing can be accurately controlled, the interference of adverse weather such as high temperature, severe cold and rainy season on quality is avoided from the source, and the hidden dangers such as foundation cracks and leakage are effectively prevented.

Description

Technical Field

[0001] This application relates to the field of wind power generation technology, and in particular to a tower foundation structure and a wind turbine generator. Background Technology

[0002] The tower foundation of a wind turbine is a key load-bearing structure that ensures the safe and stable operation of the unit. Its core function is to safely and effectively transfer the complex loads (including gravity, wind load, overturning moment and seismic action) borne by the wind turbine, tower and other upper structures to the ground.

[0003] In existing technologies, tower foundations mostly adopt cast-in-place reinforced concrete structures. However, the quality of concrete pouring and curing is easily affected by climatic conditions such as high temperature, severe cold, and rainy season, which can easily lead to hidden dangers such as cracks and leakage. At the same time, there are problems such as long construction period, high dependence on manual labor, and high overall cost. Utility Model Content

[0004] The purpose of this application is to provide a tower foundation structure and a wind turbine generator. By using prefabricated components manufactured in the factory and connected on site, the potential hazards such as cracks and leakage in the tower foundation can be avoided, while shortening the on-site construction time.

[0005] In a first aspect, this utility model provides a tower foundation structure, comprising: multiple prefabricated components continuously arranged along a circular trajectory and enclosing to form a ring structure; each prefabricated component has a first side wall and a second side wall disposed opposite to each other, and the prefabricated component includes:

[0006] Pillar;

[0007] A base plate is connected to the bottom of the column, and the base plate extends outward from the outer wall of the column;

[0008] Multiple ribs are respectively provided on the first side wall and the second side wall. Each rib is connected to the outer wall of the column and the base plate. The rib is provided with a connecting part for connecting two adjacent prefabricated components.

[0009] Beneficial effects: This tower foundation structure, during installation, only requires arranging multiple prefabricated components along a predetermined circular trajectory to form a ring structure. Since the ribs are pre-integrated into the first and second side walls of the prefabricated components, and connection points are pre-reserved on the ribs, no additional on-site processing is needed when connecting adjacent prefabricated components; fixation is achieved solely through the connection points until the entire assembly is complete. This process directly eliminates the complex procedures of traditional cast-in-place foundations, such as rebar tying and formwork support, significantly reducing on-site operational difficulty and substantially improving foundation assembly efficiency.

[0010] Because precast components are produced in a standardized factory environment, the uniformity of concrete pouring, the compaction degree of vibration, and the temperature and humidity during curing can all be precisely controlled. This avoids the interference of harsh weather conditions such as high temperatures, severe cold, and rainy seasons on quality from the source, effectively preventing potential problems such as foundation cracks and leaks. In addition, by using precast components in the factory and connecting them on site, the lengthy wet work process of concrete pouring and curing in traditional cast-in-place methods is avoided, greatly shortening on-site construction time and accelerating the construction progress of wind farms. At the same time, the precast components have a relatively small volume for the overall tower foundation structure, making them easy to transport.

[0011] In addition, the rib beams are fixedly connected to the outer wall of the pedestal and the base plate, forming a synergistic structure that significantly improves the strength and deformation resistance of individual precast components. After the foundation is assembled as a whole, the structure can evenly distribute the complex loads such as gravity, wind load, and overturning moment transmitted by the wind turbine and tower to the foundation, avoiding foundation damage caused by local stress concentration, significantly improving the overall load-bearing capacity and service life of the foundation, and better adapting to the stress requirements of the wind power superstructure.

[0012] In one alternative embodiment, the top of the rib beam is provided with an ear plate, the ear plate is connected to the outer wall surface of the column, and the ear plate is provided with the connecting portion.

[0013] Beneficial effects: The ear plate, located at the top of the rib beam and connected to the outer wall of the column, increases the connection area with the column, further improving shear and tensile strength. This allows it to better adapt to the dynamic and complex loads such as wind loads and overturning moments borne by the tower foundation, reducing the risk of loosening or damage to the connection nodes. Furthermore, the connection portion on the ear plate allows the force at the connection to be simultaneously transferred to the column and rib beam, avoiding stress concentration at the connection nodes.

[0014] In one alternative embodiment, along the height direction of the prefabricated component, the top of the ear plate is lower than the top of the column.

[0015] Beneficial effects: The top surface of the ear plate does not protrude from the top surface of the column. When backfilling the foundation pit after the foundation assembly is completed, the backfill soil can completely cover the ear plate and the connection node area, which is convenient for compaction and site leveling and does not affect subsequent construction operations. At the same time, the ear plate and rib beam also play a certain protective role.

[0016] In one optional embodiment, the first sidewall is provided with a plurality of slots, and the second sidewall is provided with a plurality of protrusions, wherein the protrusions are provided in a one-to-one correspondence with the slots;

[0017] When two adjacent prefabricated components are in a connected state, the protrusion of one prefabricated component is embedded in the slot of the other prefabricated component.

[0018] Beneficial effects: The first side wall of the precast component has a slot, and the second side wall has a corresponding protrusion. When assembling adjacent precast components on site, it is only necessary to align the protrusion of one precast component with the slot of another precast component and insert it. The initial positioning can be completed through the adaptation of the concave and convex structure. Compared with the traditional method of repeatedly calibrating the position of components with measuring instruments, this method eliminates the tedious alignment adjustment steps, quickly eliminates the lateral and vertical misalignment deviations of precast components, ensures precise alignment of the connection parts, reduces rework caused by positioning errors, significantly shortens the assembly time of a single set of components, and thus improves the on-site construction efficiency of the entire tower foundation.

[0019] In one optional embodiment, the inner wall of the column is provided with a corbel portion, the corbel portion is located in the top region of the column, and the corbel portion is provided with at least one mounting hole for inserting and fixing prestressing tendons.

[0020] Beneficial effects: The inner wall of the column is equipped with a corbel at the top, and the corbel has mounting holes for the prestressing tendons to pass through and fix them. The prestressing tendons apply pre-compressive stress, which counteracts the tensile stress generated at the top of the column due to the tower load. Compared with the column structure without prestressing, the corbel, as a fixing carrier for the prestressing tendons, can evenly transfer the prestress to the concrete at the top of the column, avoiding cracking due to excessive local tensile stress at the top of the column. At the same time, the presence of prestressing can enhance the overall rigidity of the top of the column and extend the service life of the tower foundation structure.

[0021] In one optional embodiment, the prefabricated component further includes a support plate disposed on the inner wall surface of the column and connected to the corbel portion.

[0022] Beneficial effects: The support plate provides additional lateral support and force transmission path for the corbel, effectively dispersing the concentrated stress generated by prestressing tension and upper load in the corbel area, improving the local bearing capacity and overall stability of the corbel, and preventing local crushing or cracking of precast components.

[0023] In one optional embodiment, each of the prefabricated components is provided with two support plates, which are respectively provided on the first side wall and the second side wall, and each of the support plates is provided with the connecting portion;

[0024] The two support plates, the corbel section, and the inner wall of the column form a tension cavity.

[0025] Beneficial effects: When assembling adjacent precast components, the connection between the two support plates is fixed to the inner wall of the column, and the rib beam and ear plate are fixed to the outer wall of the column. By fixing adjacent precast components from multiple angles, the reliability of the connection between precast components is improved, which is suitable for the long-term dynamic load requirements of wind power foundations.

[0026] In one optional embodiment, the connecting part is a connecting hole, and two adjacent prefabricated components are connected by fasteners passing through the corresponding connecting holes.

[0027] Beneficial effects: The connection method between the connecting holes and fasteners requires no complex on-site processing. Simply align the connecting holes of adjacent precast components, insert the fasteners, and tighten them. The operation is simple and efficient. Combined with the tension cavity enclosed by double support plates, construction personnel can easily adjust the alignment accuracy of the connecting holes within the tension cavity. Furthermore, the insertion and tightening of fasteners does not require large equipment, making it suitable for the limited operating space within the tension cavity. Compared to connection methods that rely on specialized tools or complex procedures, this design significantly reduces on-site construction difficulty and assembly time.

[0028] In one alternative embodiment, a seal is provided at the joint between two adjacent prefabricated components.

[0029] Beneficial effects: The sealant can effectively seal the physical gaps at the joints of precast components, preventing external moisture, rainwater or harmful substances in the soil from entering the tower foundation, avoiding corrosion of internal steel bars and prestressing tendons, significantly improving the overall durability of the tower foundation structure, and extending the service life of the tower foundation structure.

[0030] Secondly, this utility model also provides a wind turbine generator, comprising:

[0031] Tower;

[0032] A tower foundation structure, wherein the tower foundation structure is connected to the bottom of the tower.

[0033] Beneficial effects: This wind turbine, because it includes a tower foundation structure, has the same effects as a tower foundation structure, which will not be elaborated here. Attached Figure Description

[0034] To more clearly illustrate the technical solutions in the embodiments of this application, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0035] Figure 1This is a structural schematic diagram of a tower foundation structure according to one embodiment provided in this application;

[0036] Figure 2 This is an exploded view of the tower foundation structure in one embodiment provided in this application;

[0037] Figure 3 This is a structural schematic diagram of the prefabricated components in the tower foundation structure according to one embodiment provided in this application.

[0038] Explanation of reference numerals in the attached figures:

[0039] 1000, Precast component; 1100, First side wall; 1110, Slot; 1200, Second side wall;

[0040] 100. Column; 110. Outer wall surface; 120. Bracket; 121. Mounting hole; 130. Inner wall surface;

[0041] 200. Base plate;

[0042] 300. Rib; 310. Connecting part; 320. Ear plate;

[0043] 400. Support plate. Detailed Implementation

[0044] In related technologies, tower foundations mostly adopt cast-in-place reinforced concrete structures. However, the quality of concrete pouring and curing is easily affected by climatic conditions such as high temperature, severe cold, and rainy season, which can easily lead to hidden dangers such as cracks and leakage. At the same time, there are problems such as long construction period, high dependence on manual labor, and high overall cost.

[0045] In the early stages of research and development, addressing the issues of existing cast-in-place tower foundations being highly susceptible to cracking and leakage due to extreme temperatures, severe cold, and rainy seasons, as well as the long and inefficient on-site curing process, the team proposed a factory-prefabrication solution. Through standardized factory production, concrete mixing, vibration, and curing conditions are controllable, fundamentally avoiding the interference of on-site climate on quality, ensuring stable foundation performance, and eliminating on-site rebar tying and formwork support procedures, theoretically shortening the construction cycle.

[0046] However, during on-site testing, it was discovered that the tower foundation, due to its need to bear the load from the superstructure, has a large overall size and weight, posing significant challenges in transportation. The ultra-wide and ultra-heavy integral components require specialized equipment for transportation, which is limited by road and bridge conditions and difficult to adapt to complex scenarios; moreover, transportation costs are high, and the cycle is easily affected by external factors, potentially delaying the construction period.

[0047] Based on this, the inventors of this application have redesigned the tower foundation structure. When installing this tower foundation structure, multiple prefabricated components only need to be arranged along a predetermined circular trajectory to form a ring structure. Since the ribs are pre-integrated into the first and second side walls of the prefabricated components, and connection parts are pre-reserved on the ribs, no additional on-site processing is required when connecting adjacent prefabricated components; fixation can be completed solely through the connection parts until the entire assembly is complete. This process directly eliminates the complex procedures of traditional cast-in-place foundations, such as rebar tying and formwork support, significantly reducing on-site operational difficulty and substantially improving foundation assembly efficiency.

[0048] Because precast components are produced in a standardized factory environment, the uniformity of concrete pouring, the compaction degree of vibration, and the temperature and humidity during curing can all be precisely controlled. This avoids the interference of harsh weather conditions such as high temperatures, severe cold, and rainy seasons on quality from the source, effectively preventing potential problems such as foundation cracks and leaks. In addition, by using precast components in the factory and connecting them on site, the lengthy wet work process of concrete pouring and curing in traditional cast-in-place methods is avoided, greatly shortening on-site construction time and accelerating the construction progress of wind farms. At the same time, the precast components have a relatively small volume for the overall tower foundation structure, making them easy to transport.

[0049] In addition, the rib beams are fixedly connected to the outer wall of the pedestal and the base plate, forming a synergistic structure that significantly improves the strength and deformation resistance of individual precast components. After the foundation is assembled as a whole, the structure can evenly distribute the complex loads such as gravity, wind load, and overturning moment transmitted by the wind turbine and tower to the foundation, avoiding foundation damage caused by local stress concentration, significantly improving the overall load-bearing capacity and service life of the foundation, and better adapting to the stress requirements of the wind power superstructure.

[0050] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are some embodiments of this application, but not all embodiments.

[0051] The following is combined Figures 1 to 3 The following describes embodiments of the present invention.

[0052] According to embodiments of the present invention, on the one hand, such as Figures 1 to 3 As shown, a tower foundation structure is provided, including multiple prefabricated components 1000. The multiple prefabricated components 1000 are continuously arranged along a circular trajectory, and each prefabricated component 1000 has a first side wall 1100 and a second side wall 1200, with the first side wall 1100 and the second side wall 1200 being arranged opposite to each other.

[0053] Specifically, such as Figure 3As shown, the precast component 1000 includes a pedestal 100, a base plate 200, and rib beams 300. The base plate 200 is connected to the bottom of the pedestal 100 and extends outward from the outer wall surface 110 of the pedestal 100.

[0054] Specifically, such as Figure 3 As shown, multiple rib beams 300 are provided, and the multiple rib beams 300 are respectively arranged on the first side wall 1100 and the second side wall 1200 of the precast component 1000. Among them, one side of the rib beam 300 is connected to the outer wall 110 of the pedestal 100, and the other side is connected to the base plate 200.

[0055] Specifically, such as Figure 3 As shown, the rib beam 300 is provided with a connecting part 310, which is used to connect two adjacent precast components 1000.

[0056] This tower foundation structure, during installation, only requires arranging multiple prefabricated components 1000 along a predetermined circular trajectory to form a ring structure. Since the ribs 300 are pre-integrated into the first side wall 1100 and the second side wall 1200 of the prefabricated components 1000, and the ribs 300 have pre-reserved connection parts 310, no additional on-site processing is required when adjacent prefabricated components 1000 are joined; fixation is completed solely through the connection parts 310 until the entire assembly is complete. This process directly eliminates the complex procedures of traditional cast-in-place foundations, such as rebar tying and formwork support, significantly reducing on-site operational difficulty and substantially improving foundation assembly efficiency.

[0057] Because the precast components 1000 are produced in a standardized factory environment, the uniformity of concrete pouring, the compaction of vibration, and the temperature and humidity during curing can all be precisely controlled. This avoids the interference of harsh weather conditions such as high temperatures, severe cold, and rainy seasons on quality from the source, effectively preventing potential problems such as foundation cracks and leaks. In addition, by using precast components 1000 in the factory and connecting them to the site, the lengthy wet work process of concrete pouring and curing in traditional cast-in-place methods is avoided, greatly shortening the on-site construction time and accelerating the construction progress of the wind farm. At the same time, the precast components 1000 have a relatively small volume for the overall tower foundation structure, making them easy to transport.

[0058] In addition, the rib beam 300 is fixedly connected to the outer wall 110 of the column 100 and the base plate 200, so that the three form a whole structure that works together to bear the load, which greatly improves the strength and deformation resistance of the individual precast component 1000. After the foundation is assembled as a whole, the structure can evenly distribute the complex loads such as gravity, wind load and overturning moment transmitted by the wind turbine and tower to the foundation, avoid foundation damage caused by local stress concentration, significantly improve the overall bearing capacity and service life of the foundation, and better adapt to the stress requirements of the wind power superstructure.

[0059] Specifically, traditional cast-in-place foundations are significantly limited by weather conditions, requiring work stoppages during inclement weather. This not only increases construction costs but may also incur additional expenses due to delays. In contrast, the prefabricated component 1000's prefabricated assembly method has lower requirements for the site environment, allowing for normal construction under conditions of high temperatures, extreme cold, and rainy seasons, without requiring adjustments to the construction schedule due to weather. Furthermore, the prefabricated component 1000 can be flexibly designed in size according to the transportation radius, avoiding material losses during on-site transportation and storage of cast-in-place foundations. It also reduces the cost of handling on-site dust and noise pollution, thus lowering the overall project cost from multiple dimensions, including construction period, materials, and environmental protection.

[0060] Specifically, the base plate 200 extends outward from the outer wall surface 110 of the pedestal 100. The base plate 200 can extend horizontally or inclined outward. In this embodiment, the extension angle of the base plate 200 is not specifically limited.

[0061] Specifically, the prefabricated component 1000 can be arranged in a fan-shaped structure.

[0062] Specifically, the rib beam 300 can be configured as a trapezoidal structure, a square structure, a triangular structure, etc. In this embodiment, the structural shape of the rib beam 300 is not specifically limited.

[0063] Specifically, the connecting part 310 can be a bolt connection hole or a snap-fit ​​component. In this embodiment, the connecting part 310 is not specifically limited.

[0064] For example, a steel plate or sleeve (such as a grouting sleeve or a pre-embedded flange) can be pre-embedded at the connection part 310 of the rib beam 300, and bolt holes can be made on the pre-embedded parts. During assembly, after the pre-embedded steel plates or sleeves of adjacent precast components 1000 are butted together, the connection can be completed by tightening bolts. The pre-embedded parts are more tightly bonded to the concrete body of the precast component 1000, which can effectively disperse the local stress of the connection node and avoid cracking of the concrete around the bolt holes due to stress concentration; at the same time, the pre-embedded structure can be accurately positioned in the factory prefabrication stage, reducing the alignment error during on-site installation and improving the assembly accuracy.

[0065] In one embodiment, such as Figure 3 As shown, the top of the rib beam 300 is provided with an ear plate 320, wherein the ear plate 320 is connected to the outer wall surface 110 of the pedestal 100, and the ear plate 320 is provided with a connecting part 310.

[0066] The ear plate 320 is located on top of the rib beam 300 and connected to the outer wall surface 110 of the column 100. By increasing the connection area with the column 100, the ear plate 320 can further improve its shear and tensile strength, better adapt to the dynamic and complex loads such as wind loads and overturning moments borne by the tower foundation, and reduce the risk of loosening or damage to the connection node. In addition, since the ear plate 320 is provided with a connecting part 310, the force on the connecting part 310 can be synchronously transferred to the column 100 and the rib beam 300 through the ear plate 320, avoiding stress concentration at the connection node.

[0067] The ear plate 320 connects the top of the rib beam 300 to the outer wall surface 110 of the column 100, which is equivalent to adding a reinforcing support between the rib beam 300 and the column 100, which can effectively constrain the lateral deformation of the rib beam 300 during the stress process.

[0068] Specifically, the ear plate 320 is located on the top of the rib beam 300, which can concentrate the connection part 310 in the upper area of ​​the precast component 1000, avoid spatial interference between the connection operation and the lower structure of the base plate 200 and the column 100, facilitate the contact of construction personnel or machinery (such as torque wrench) with the connection part 310, and reduce blind spots in on-site operation.

[0069] Specifically, the ear plate 320 and the rib beam 300 can be integrally formed to facilitate the processing of the prefabricated component 1000.

[0070] In one embodiment, such as Figure 3 As shown, along the height direction of the precast component 1000, the top of the ear plate 320 is lower than the top of the column 100.

[0071] The top surface of the ear plate 320 does not protrude from the top surface of the column 100. When backfilling the foundation pit after the foundation assembly is completed, the backfill soil can completely cover the ear plate 320 and the connection node area, which is convenient for compaction and site leveling and does not affect subsequent construction operations. At the same time, the ear plate 320 and the rib beam 300 also play a certain protective role.

[0072] Since the top of the ear plate 320 is lower than the top of the column 100, the connecting part 310 is located below the top surface of the column 100, which avoids the connecting part 310 being directly exposed to the external environment, reducing the risk of corrosion caused by long-term wind, sun and rain erosion, thereby improving the long-term durability and safety reliability of the connection node.

[0073] Specifically, if the top of the ear plate 320 is higher than or level with the top of the column 100, the protruding ear plate 320 will hinder the continuous laying of backfill soil, resulting in backfill dead corners around the ear plate 320, making it difficult to achieve uniform compaction through compaction equipment, easily forming local loose areas, and affecting the overall stability of the foundation.

[0074] In one embodiment, such as Figures 1 to 3As shown, the first side wall 1100 of the prefabricated component 1000 is provided with a plurality of slots 1110, and the second side wall 1200 of the prefabricated component 1000 is provided with a plurality of protrusions, wherein the protrusions are provided in a one-to-one correspondence with the slots 1110. When two adjacent prefabricated components 1000 are in a connected state, the first side wall 1100 of one prefabricated component 1000 is in contact with the second side wall 1200 of the other prefabricated component 1000, and the protrusion of one prefabricated component 1000 is embedded in the slot 1110 of the other prefabricated component 1000.

[0075] The first side wall 1100 of the precast component 1000 is provided with a slot 1110, and the second side wall 1200 is provided with a corresponding protrusion. When assembling adjacent precast components 1000 on site, it is only necessary to align the protrusion of one precast component 1000 with the slot 1110 of the other precast component 1000 and insert it. The initial positioning can be completed through the adaptation of the concave and convex structure. Compared with the traditional method of repeatedly calibrating the position of components with measuring instruments, this method eliminates the tedious alignment adjustment steps, can quickly eliminate the lateral and vertical misalignment deviations of the precast components 1000, ensure the precise alignment of the connection part 310, reduce rework caused by positioning errors, significantly shorten the assembly time of a single set of components, and thus improve the on-site construction efficiency of the entire tower foundation.

[0076] When adjacent precast components 1000 are engaged with the slots 1110 via protrusions, the convex-concave mating structure forms an auxiliary force transmission channel independent of the main connection 310. When the tower foundation is subjected to complex loads such as wind loads and overturning moments, the precast components 1000 are prone to relative shear displacement or separation. The engaged slots 1110 and protrusions can directly resist such displacements, transferring some of the shear force and lateral force to the adjacent precast components 1000, thus preventing the load from being completely concentrated in the main connection 310. At the same time, the ring-shaped precast components 1000, engaged with the slots 1110 via protrusions, reduce the independent deformation of individual precast components 1000, improve the overall rigidity of the entire ring foundation, and reduce the risk of structural damage caused by excessive local stress.

[0077] The protrusion is embedded in the slot 1110 to form an interlocking structure that bears most of the shear force, thus avoiding the connection part 310 bearing a large shear force, thereby improving the reliability and fatigue performance of the connection part 310.

[0078] Specifically, the slot 1110 and the protrusion can be set on the column 100, or on the base plate 200, or simultaneously on the column 100, the base plate 200 and the rib beam 300. In this embodiment, the setting position of the slot 1110 and the protrusion is not specifically limited.

[0079] In one embodiment, such as Figure 3As shown, a bracket 120 is also provided on the inner wall surface 130 of the column 100. The bracket 120 is located in the top area of ​​the column 100, and a mounting hole 121 is provided on the bracket 120 for installing prestressing tendons.

[0080] The inner wall of the column 100 is provided with a corbel 120 at the top, and the corbel 120 has mounting holes 121 for the prestressing tendons to pass through and be fixed. The prestressing tendons apply prestress to offset the tensile stress generated by the load of the tower on the top of the column 100. Compared with the structure of the column 100 without prestressing, the corbel 120, as the fixing carrier of the prestressing tendons, can evenly transfer the prestress to the concrete at the top of the column 100, avoiding cracking due to excessive local tensile stress at the top of the column 100; at the same time, the presence of prestressing can enhance the overall rigidity of the top of the column 100 and extend the service life of the tower foundation structure.

[0081] The corbel 120 is located on the inner wall 130 of the pedestal 100 and in the top area. Compared with setting the prestressed fixing structure at the bottom of the pedestal 100 or in a concealed position, the top corbel 120 is easier for construction personnel to access and operate. During on-site construction, the installation, tensioning and anchoring of prestressed tendons can be completed without going deep into the tower foundation or using complex equipment, reducing blind spots in construction operations.

[0082] Specifically, the bracket portion 120 of the prefabricated component 1000 may be provided with one or more mounting holes 121, depending on the dimensions of the tower foundation structure and the installation area. In this embodiment, the number of mounting holes 121 is not specifically limited.

[0083] In one embodiment, such as Figure 3 As shown, the prefabricated component 1000 also includes a support plate 400, wherein the support plate 400 is disposed on the inner wall surface 130 of the column 100, and the top of the support plate 400 is connected to the bracket 120 for supporting the bracket 120.

[0084] The support plate 400 provides additional lateral support and force transmission path for the corbel 120, effectively dispersing the concentrated stress generated by prestressing tension and upper load in the corbel 120 area, improving the local bearing capacity and overall stability of the corbel 120, and preventing the precast component 1000 from being locally crushed or cracked.

[0085] Since the support plate 400 supports the bracket 120, the support plate 400 transfers the force on the bracket 120 to the lower area of ​​the column 100, which improves the force flow distribution inside the column 100, reduces stress concentration, and makes the prestress more effective on the entire tower foundation structure, thereby improving the overall stiffness and fatigue resistance of the tower foundation structure.

[0086] Specifically, the support plate 400 can be configured as a triangular stiffening plate, a rectangular or trapezoidal bearing plate, etc. In this embodiment, the structure of the support plate 400 is not specifically limited.

[0087] In one embodiment, such as Figure 3 As shown, each precast component 1000 is provided with two support plates 400, which are respectively disposed on the first side wall 1100 and the second side wall 1200, and each support plate 400 is provided with a connecting part 310. The two support plates 400, the corbel part 120 and the inner wall 130 of the column 100 form a tension cavity (not shown in the figure).

[0088] When assembling adjacent precast components 1000, the connecting part 310 of the two support plates 400 is fixedly connected to the inner wall surface 130 of the column 100, and the rib beam 300 and ear plate 320 are fixedly connected to the outer wall surface 110 of the column 100. By fixing the adjacent precast components 1000 from multiple angles, the connection reliability between the precast components 1000 is improved, which is suitable for the long-term dynamic load bearing requirements of wind power foundations.

[0089] Two support plates 400 are respectively set on the first side wall 1100 and the second side wall 1200, which can support both sides of the cow leg 120 to prevent the cow leg 120 from deforming and ensure the strength and stability of the node.

[0090] The two support plates 400, together with the corbel 120 and the inner wall 130 of the column 100, form a tensioning cavity. This cavity provides an independent and spacious operating space for the installation, tensioning, and anchoring of prestressing tendons. Compared to designs without a dedicated tensioning cavity, construction personnel can directly enter the cavity to adjust the direction of the prestressing tendons and install tensioning equipment (such as jacks) without having to operate in a narrow space, thus avoiding interference between the equipment and the inner wall of the column 100 or the corbel 120.

[0091] In one embodiment, such as Figure 3 As shown, the connecting part 310 is configured as a connecting hole, and two adjacent prefabricated components 1000 are connected by fasteners passing through the corresponding connecting holes.

[0092] The connection method between the connecting holes and fasteners requires no complex on-site processing. Simply align the connecting holes of adjacent precast components (1000mm), insert the fasteners, and tighten them. The operation is simple and efficient. Combined with the tension cavity enclosed by the double support plates (400mm), construction personnel can easily adjust the alignment accuracy of the connecting holes within the tension cavity. Furthermore, the insertion and tightening of fasteners does not require large equipment, making it suitable for the limited operating space within the tension cavity. Compared to connection methods that rely on specialized tools or complex procedures, this design significantly reduces on-site construction difficulty and assembly time.

[0093] The connecting part 310 uses connecting holes and fasteners for connection. By selecting different types of high-strength bolts and using a torque wrench to quantitatively control the preload, the connection load-bearing strength can be precisely matched. Compared with welding, snap-fit, and other methods, its stress performance is more stable and can effectively prevent the precast component 1000 from loosening. When the wind turbine tower foundation is subjected to dynamic loads, the fasteners, with their shear and tensile strength, stably transmit force, prevent connection node failure, and ensure the long-term reliable connection of the precast component 1000.

[0094] Specifically, high-strength bolts can be selected as fasteners. In this embodiment, no specific restrictions are placed on the type of fastener.

[0095] In one embodiment, a seal is provided at the joint between two adjacent precast components 1000. The seal may be made of cement sealant, structural adhesive sealant, etc., and no specific limitation is made on the type of seal in this embodiment.

[0096] The sealant can effectively seal the physical gaps at the 1000 joints of precast components, preventing external moisture, rainwater or harmful substances in the soil from entering the tower foundation, avoiding corrosion of internal steel bars and prestressing tendons, significantly improving the overall durability of the tower foundation structure, and extending the service life of the tower foundation structure.

[0097] According to an embodiment of the present invention, on the other hand, as... Figures 1 to 3 As shown, a wind turbine generator is also provided, including a tower and a tower foundation structure.

[0098] Specifically, the tower foundation structure is connected to the bottom of the tower.

[0099] This wind turbine, since it includes a tower foundation structure and has the same effect as a tower foundation structure, will not be described in detail here.

[0100] The terms "upper" and "lower" are used to describe the relative positions of the various structures in the accompanying drawings. They are only for clarity of description and are not intended to limit the scope of implementation of this application. Any changes or adjustments to the relative positions without substantially altering the technical content shall also be considered within the scope of implementation of this application.

[0101] It should be noted that, in this application, unless otherwise expressly 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," "on top of," and "over" the second feature can mean that the first feature is directly above or diagonally above the second feature, or simply indicates 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 indicates that the first feature is at a lower horizontal level than the second feature.

[0102] Furthermore, in this application, unless otherwise expressly 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 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 application according to the specific circumstances.

[0103] In the description of this specification, the references to terms such as "one embodiment," "some embodiments," "illustrative embodiment," "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 this disclosure. 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.

[0104] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of this application, and are not intended to limit them. Although this application has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features therein. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of this application.

Claims

1. A tower foundation structure, characterized in that, include: Multiple prefabricated components (1000) are continuously arranged along a circular trajectory and enclosed to form a ring structure; each prefabricated component (1000) has a first side wall (1100) and a second side wall (1200) disposed opposite to each other, and each prefabricated component (1000) includes: Column (100); A base plate (200) is connected to the bottom of the column (100), and the base plate (200) extends outward from the outer wall surface (110) of the column (100); Multiple ribs (300) are respectively provided on the first side wall (1100) and the second side wall (1200). Each rib (300) is connected to the outer wall (110) of the pedestal (100) and the base plate (200). The rib (300) is provided with a connecting part (310) for connecting two adjacent prefabricated components (1000).

2. The tower foundation structure according to claim 1, characterized in that, The top of the rib (300) is provided with an ear plate (320), the ear plate (320) is connected to the outer wall surface (110) of the column (100), and the ear plate (320) is provided with the connecting part (310).

3. The tower foundation structure according to claim 2, characterized in that, Along the height direction of the prefabricated component (1000), the top of the ear plate (320) is lower than the top of the column (100).

4. The tower foundation structure according to claim 2, characterized in that, The first side wall (1100) is provided with a plurality of slots (1110), and the second side wall (1200) is provided with a plurality of protrusions, the protrusions being provided in a one-to-one correspondence with the slots (1110); When two adjacent prefabricated components (1000) are in a connected state, the protrusion of one prefabricated component (1000) is embedded in the slot (1110) of the other prefabricated component (1000).

5. The tower foundation structure according to claim 1, characterized in that, The inner wall (130) of the column (100) is provided with a bracket (120), the bracket (120) is located in the top area of ​​the column (100), and at least one mounting hole (121) is provided on the bracket (120) for inserting and fixing prestressing tendons.

6. The tower foundation structure according to claim 5, characterized in that, The prefabricated component (1000) further includes a support plate (400), which is disposed on the inner wall surface (130) of the column (100) and is connected to the corbel (120).

7. The tower foundation structure according to claim 6, characterized in that, Each of the prefabricated components (1000) is provided with two support plates (400), which are respectively provided on the first side wall (1100) and the second side wall (1200), and each of the support plates (400) is provided with the connecting part (310); The two support plates (400), the cow leg (120), and the inner wall (130) of the column (100) form a tension cavity.

8. The tower foundation structure according to claim 7, characterized in that, The connecting part (310) is a connecting hole, and two adjacent prefabricated components (1000) are connected by fasteners passing through the corresponding connecting holes.

9. The tower foundation structure according to any one of claims 1 to 8, characterized in that, A seal is provided at the joint between two adjacent prefabricated components (1000).

10. A wind turbine generator, characterized in that, include: Tower; The tower foundation structure according to any one of claims 1 to 9, wherein the tower foundation structure is connected to the bottom of the tower.

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