Floating type fan concrete foundation platform and construction method thereof

Abstract

The application relates to a floating type fan concrete foundation platform and a construction method thereof, and the floating type fan concrete foundation platform mainly comprises a plurality of outer floating cylinders, a middle floating cylinder, stand columns, connecting beams, connecting beam nodes and a supporting system; the plurality of outer floating cylinders are uniformly distributed on the periphery of the middle floating cylinder; the middle floating cylinder, the connecting beam nodes and the stand columns are coaxially arranged, the connecting beam nodes are arranged on the top of the middle floating cylinder, and the stand columns are arranged on the top of the connecting beam nodes; the outer floating cylinders and the connecting beam nodes are connected through the connecting beams; the supporting system is further arranged between the outer floating cylinders, the middle floating cylinder and the stand columns; the connecting beams and the connecting beam nodes are made of concrete; the connecting beam comprises outer vertical plates, a bottom plate, a top plate and inner rib plates, the inner rib plates separate the connecting beam into a plurality of empty compartments, each empty compartment is filled with a plurality of I-shaped supporting units, and the connecting beam nodes are filled with II-shaped supporting units. The use of the I-shaped supporting units and the II-shaped supporting units makes the stress more reasonable, the amount of concrete is reduced, and the cost is saved.

Description

Technical Field

[0001] This invention belongs to the field of offshore wind power technology, and in particular relates to a floating wind turbine concrete foundation platform and its construction method. Background Technology

[0002] Offshore wind energy resources are abundant and stable, especially in deep-sea areas where wind power is even stronger. Therefore, floating wind power has become a future development trend. However, floating wind power is still in its early stages, and one of the main constraints is its high cost. According to data from BNEF (Bloomberg New Energy Finance's Global Energy Focus, "Key Technologies and Challenges of Floating Wind Power in China"), calculated by Debon Research Institute, the cost of the world's first floating offshore wind power project reached as high as 300,000 yuan / kW. Although in recent years, with continuous progress in floating offshore wind power technology, increased single-unit capacity, and larger project scale, the cost of floating offshore wind power projects has dropped to 40,000 yuan / kW, there is still considerable room for cost reduction. According to Carbon Trust's forecast, the future cost reduction potential for global floating offshore wind power projects is approximately 52%. According to BNEF's forecast, the cost of main units and platforms is expected to decrease significantly between 2025 and 2030, reducing the overall cost by 40%-56%.

[0003] The current key development issue for floating wind turbines is how to reduce costs while ensuring safe and reliable operation. Domestic and international scholars are reducing costs through innovative foundation structures and the use of new materials. For example, using inexpensive materials such as concrete can reduce the cost of floating platforms. CN216407055U discloses a concrete foundation for a floating wind turbine. While this reduces costs by using a concrete pontoon structure, the completely hollow interior does not account for its load-bearing capacity, posing a safety hazard. Furthermore, the concrete pontoons of this foundation are heavy, requiring a large volume to ensure buoyancy. To ensure sufficient bending and torsional bearing capacity, the concrete wall thickness needs to be significant, leading to unreasonable stress distribution, which requires further optimization and improvement.

[0004] To address these issues, there is an urgent need for a floating wind turbine foundation platform with a multi-pontoon structure that can provide more buoyancy while reducing concrete usage, saving costs, improving construction efficiency, and lowering subsequent maintenance and usage costs. Summary of the Invention

[0005] This invention provides a floating wind turbine foundation platform with a multi-pontoon structure. By connecting multiple pontoons with internally inserted support units via connecting beams, the stress distribution is more rational, and an intermediate pontoon is added at the bottom of the nodes to provide more buoyancy. Compared to concrete pontoon structures, this reduces concrete usage, saving costs. The assembly method used to connect the connecting beams, nodes, and pontoons improves construction efficiency. Furthermore, it exhibits good durability, reducing subsequent maintenance and operating costs.

[0006] To achieve the above objectives, the technical solution adopted by the present invention is as follows: A floating wind turbine concrete foundation platform mainly includes several outer pontoons, an intermediate pontoon, columns, connecting beams, connecting beam nodes, and a support system. The outer pontoons are evenly distributed around the perimeter of the intermediate pontoons. The intermediate pontoons, connecting beam nodes, and columns are coaxially arranged, with the connecting beam nodes located at the top of the intermediate pontoons and the columns at the top of the connecting beam nodes. The outer pontoons and connecting beam nodes are connected by connecting beams. A support system is also provided between the outer pontoons, intermediate pontoons, and columns. The top of the columns is equipped with flanges for connection to the wind turbine tower. The connecting beams and connecting beam nodes are all made of concrete. The connecting beams include outer vertical plates and a bottom plate. The structure consists of a plate, a top plate, and internal ribs. The internal ribs divide the connecting beam into several empty compartments, each filled with several polygonal support units. Support units are also filled inside the connecting beam nodes. A connecting beam ring is installed on the outer side of the middle part of the outer buoy. The outer buoy is bolted to the connecting beam through the connecting beam ring and the pre-embedded connectors in the connecting beam. The pre-embedded connectors are U-shaped and vertically centered at the ends of the connecting beam. The flanges on both sides are pre-embedded in the outer vertical plates on both sides of the ends of the connecting beam. A connecting plate is welded to the web of the U-shaped pre-embedded connector, and a nut is welded to the connecting plate for bolt connection with the outer buoy and the support ring.

[0007] Furthermore, the support system includes several lateral supports and several diagonal supports. The lateral supports are located between several outer pontoons and between the column and the outer pontoons, while the diagonal supports are located between the lateral supports between the middle pontoon and the outer pontoons.

[0008] Furthermore, an upper support ring is installed on the upper outer side of the outer buoy, and the lateral support is connected to the outer buoy through the upper support ring; a lower support ring is installed on the outer side of the middle buoy, and the oblique support is connected to the middle buoy through the lower support ring.

[0009] Furthermore, three grooves are welded to the outer side of the lower support ring to facilitate the positioning and welding of the inclined support during on-site construction.

[0010] Furthermore, a limiter is installed at the top of the outer buoy to limit the upper support ring, and the diameter of the limiter is larger than the diameter of the outer buoy; both the outer buoy and the intermediate buoy are equipped with heave plates at their bottoms.

[0011] Furthermore, the surfaces of the outer and intermediate pontoons are treated with anti-corrosion measures; the outer surface of the connecting beam and the connecting nodes are wrapped with reinforcing composite materials, specifically glass fiber, basalt fiber, or carbon fiber reinforced composite materials.

[0012] Furthermore, both Type I and Type II support units are made of concrete.

[0013] Furthermore, the Type I support unit is a hexagon, with the distance between its maximum diagonals being twice the distance between its parallel sides, and the angle of inclination of its hypotenuse relative to the horizontal line being 45°; the Type II support unit is a regular polygon or a circle.

[0014] A construction method for a floating wind turbine concrete foundation platform, wherein the connection between the connecting beams and the connecting beam nodes is made by integral casting, specifically including the following steps: S1: Prefabricated support unit. Prefabricate Type I and Type II support units according to the required dimensions.

[0015] S2: Precast Connecting Beam. The precast U-shaped beam, composed of reinforcing steel bars from the outer vertical slab, bottom slab, and inner ribs, is fixed with its opening facing upwards. The positions of the embedded connectors are determined. A 10-20cm thick layer of concrete is injected into the U-shaped beam, ensuring the overlap length of the embedded connectors meets the length requirements. The embedded connectors are placed centrally to meet the thickness requirements of the protective layers on both sides. Precast Type I support units are placed in the empty spaces divided by the ribs. After the concrete has solidified for 24 hours, the formwork is removed. After another 7 days of curing, the upper surface is smoothed and polished. The precast concrete top slab is placed on top of the Type I support units. The gaps around the concrete top slab are grouted. Finally, the surface of the connecting beam is wrapped with reinforcing composite material to complete the connecting beam fabrication.

[0016] S3: Fabrication of the connecting beam joint. Determine and fix the position of the embedded connectors for the connecting beam joint, and simultaneously fix the position of the connecting beam. After supporting the lower mold of the joint, pour concrete into the mold. When the thickness of the lower concrete layer exceeds the thickness of the reinforcement protective layer, place the prefabricated Type II support unit in place. After the concrete has solidified for 24 hours, remove the mold and continue curing for 7 days. Then, smooth and grind the upper surface. Place the prefabricated concrete top plate of the joint on top of the support unit. Grout the gaps in the concrete top plate of the joint to complete the fabrication of the connecting beam joint and the connecting beam.

[0017] S4: Assemble the outer pontoon and connecting beam. Pre-embed steel bolt holes in the outer pontoon wall and pre-drill bolt holes in the connecting beam ring. Connect and fix the connecting beam ring to the pre-embedded connectors on the pontoon wall, ensuring that the pre-embedded bolt holes on the outer pontoon wall and the pre-drilled bolt holes on the connecting beam ring correspond. The bolts should pass through the pre-embedded bolt holes on the outer pontoon wall and the pre-drilled bolt holes on the connecting beam ring, and be connected to the nuts at the pre-embedded connectors on the connecting beam.

[0018] S5: Connection Support System. This includes the lateral support connecting the column and the outer buoy; and the diagonal support connecting the upper and lower support rings of the intermediate buoy to the lateral support. The diagonal support is directly inserted into the groove on the outside of the lower support ring of the intermediate buoy and welded.

[0019] S6: After the floating wind turbine concrete foundation platform is assembled, install the wind turbine unit and tow it to the designated construction site as a whole; or tow the assembled floating wind turbine concrete foundation platform to the designated construction site and then install the wind turbine unit.

[0020] A construction method for a floating wind turbine concrete foundation platform, wherein the connection between the connecting beams and the connecting beam nodes adopts a sleeve grouting assembly method, specifically including the following steps: S1: Prefabricated support unit. Prefabricate Type I and Type II support units according to the required dimensions.

[0021] S2: Precast Connecting Beam. The precast U-shaped beam, composed of reinforcing steel bars from the outer vertical slab, bottom slab, and inner ribs, is fixed with its opening facing upwards. The positions of the embedded connectors are determined. A 10-20cm thick layer of concrete is injected into the U-shaped beam, ensuring the overlap length of the embedded connectors meets the length requirements. The embedded connectors are placed centrally to meet the thickness requirements of the protective layers on both sides. Precast Type I support units are placed in the empty spaces divided by the ribs. After the concrete has solidified for 24 hours, the formwork is removed. After another 7 days of curing, the upper surface is smoothed and polished. The precast concrete top slab is placed on top of the Type I support units. The gaps around the concrete top slab are grouted. Finally, the surface of the connecting beam is wrapped with reinforcing composite material to complete the connecting beam fabrication.

[0022] S3: Precast Coupling Beam Node. Determine and fix the position of the embedded connectors for the coupling beam node. After supporting the mold on the lower side of the node, pour concrete into the mold. When the thickness of the lower concrete layer exceeds the thickness of the reinforcement protective layer, place the precast Type II support unit in the mold. After the concrete has solidified for 24 hours, remove the mold and continue curing for 7 days. Then, smooth and grind the upper surface. Place the precast concrete top slab of the node on top of the support unit. Grout the gaps in the concrete top slab of the node to complete the processing of the coupling beam node.

[0023] S4: Assemble the connecting beams and connecting beam joints. After the connecting beams and connecting beam joints are prefabricated, they are transported to the seaside for assembly. The connecting beams and connecting beam joints are connected by sleeve grouting. The connectors are semi-grouting sleeves. One end of the connector joint is connected by grouting, and the other end is connected by thread. The ribbed steel bars to be connected are inserted into the sleeve for butt jointing. High-strength, early-strength grout with micro-expansion characteristics is injected into the sleeve to achieve a fixed connection between the two, thus completing the connection between the connecting beam and the joint.

[0024] S5: Connection Support System. This includes the lateral support connecting the column and the outer buoy; and the diagonal support connecting the upper and lower support rings of the intermediate buoy to the lateral support. The diagonal support is directly inserted into the groove on the outside of the lower support ring of the intermediate buoy and welded.

[0025] S6: After the floating wind turbine concrete foundation platform is assembled, install the wind turbine unit and tow it to the designated construction site as a whole; or tow the assembled floating wind turbine concrete foundation platform to the designated construction site and then install the wind turbine unit.

[0026] Compared with the prior art, the present invention has the following advantages and technical effects: The floating wind turbine foundation platform of this invention adopts a multi-pontoon structure. Multiple pontoons are separated into internal cavities by internal ribs and connected by connecting beams inserted into the support unit, resulting in a more rational stress distribution and enabling the connecting beams to provide additional buoyancy. Furthermore, an intermediate pontoon is added at the bottom of the node to provide even more buoyancy, further enhancing the stability of the foundation.

[0027] According to the different stress conditions of different parts, the present invention uses support units of different configurations to fill the cavities inside the connecting beam and the connecting beam node, which makes the overall stress more reasonable, the torsional and bending bearing capacity higher, and effectively reduces the thickness of concrete panel and the amount of steel reinforcement, thereby saving materials and achieving high economy and safety.

[0028] In this invention, the pontoons, connecting beams, and connecting beam nodes can be constructed either by step-by-step integral casting, resulting in good integrity, or by assembly, resulting in high construction efficiency.

[0029] The entire foundation of this invention is made of concrete, which has superior corrosion resistance compared to steel. In addition to corrosion resistance, this invention also takes into account the sealing requirements of marine engineering structures. Flexible composite materials such as glass fiber, basalt fiber, or carbon fiber reinforced composite materials are wrapped around the connecting parts of the connecting beam ring, connecting beam, nodes, etc., and the surface of the connecting beam to achieve the dual effect of corrosion resistance and sealing. The construction process is simple and can reduce the cost of later maintenance and use. Attached Figure Description

[0030] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0031] Figure 1 This is a three-dimensional schematic diagram of the floating wind turbine concrete foundation platform of the present invention; Figure 2This is a front view of the floating wind turbine concrete foundation platform of the present invention; Figure 3 This is a top view of the floating wind turbine concrete foundation platform of the present invention; Figure 4 This is a schematic diagram of the connecting beam node structure of the present invention; Figure 5 This is a schematic diagram of the connecting beam of the present invention; Figure 6 This is a schematic diagram of the connection structure between the connecting beam and the outer pontoon of the present invention; Figure 7 This is a schematic diagram of the supporting ring structure of the present invention; Figure 8 This is a schematic diagram of the Type I support unit structure of the present invention.

[0032] Figure reference numerals: 1. Outer buoy; 2. Middle buoy; 3. Column; 4. Connecting beam; 5. Connecting beam node; 6. Support system; 7. Flange; 8. Limiter; 9. Heave plate; 10. Embedded connector; 11. Groove; 41. Connecting beam ring; 42. Outer vertical plate; 43. Inner rib plate; 44. Type I support unit; 51. Type II support unit; 61. Lateral support; 62. Diagonal support; 63. Upper support ring; 64. Lower support ring. Detailed Implementation

[0033] The embodiments of the present invention will now be described in detail with reference to the accompanying drawings.

[0034] The following specific examples illustrate the implementation of the present invention. Those skilled in the art can easily understand other advantages and effects of the present invention from the content disclosed in this specification. Obviously, the described embodiments are only a part of the embodiments of the present invention, and not all of them. The present invention can also be implemented or applied through other different specific embodiments, and the details in this specification can also be modified or changed based on different viewpoints and applications without departing from the spirit of the present invention. It should be noted that, in the absence of conflict, the following embodiments and features in the embodiments can be combined with each other. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without creative effort are within the scope of protection of the present invention.

[0035] It should be noted that various aspects of embodiments within the scope of the appended claims are described below. It will be apparent that the aspects described herein can be embodied in a wide variety of forms, and any particular structure and / or function described herein is merely illustrative. Based on this invention, those skilled in the art will understand that one aspect described herein can be implemented independently of any other aspect, and two or more of these aspects can be combined in various ways. For example, any number and aspects set forth herein can be used to implement the device and / or practice the method. Additionally, this device and / or method can be implemented using structures and / or functionalities other than one or more of the aspects set forth herein.

[0036] It should also be noted that the illustrations provided in the following embodiments are only schematic representations of the basic concept of the present invention. The drawings only show the components related to the present invention and are not drawn according to the actual number, shape and size of the components in the actual implementation. In the actual implementation, the form, quantity and proportion of each component can be arbitrarily changed, and the layout of the components may also be more complex.

[0037] Additionally, specific details are provided in the following description to facilitate a thorough understanding of the examples. However, those skilled in the art will understand that practice can be carried out without these specific details.

[0038] Furthermore, the descriptions of orientations in this specification, such as up, down, left, right, front, back, inside, outside, longitudinal, transverse, vertical, and horizontal, are based on the orientations or positional relationships shown in the accompanying drawings. They are only for the purpose of facilitating the description of the present 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 limiting the present invention.

[0039] like Figure 1-3 As shown, this invention provides a floating wind turbine concrete foundation platform, which mainly includes several outer pontoons 1, intermediate pontoons 2, columns 3, connecting beams 4, connecting beam nodes 5, and a support system 6. The outer pontoons 1 are evenly distributed around the periphery of the intermediate pontoons 2; the intermediate pontoons 2, connecting beam nodes 5, and columns 3 are coaxially arranged, with the connecting beam nodes 5 located at the top of the intermediate pontoons 2 and the columns 3 located at the top of the connecting beam nodes 5. The outer pontoons 1 and the connecting beam nodes 5 are connected by connecting beams 4. A support system 6 is also provided between the outer pontoons 1, the intermediate pontoons 2, and the columns 3. The support system 6 includes several transverse supports 61 and several diagonal supports 62. The transverse supports 61 are supported between the outer pontoons 1 and between the columns 3 and the outer pontoons 1, and the diagonal supports 62 are supported between the transverse supports 61 between the intermediate pontoons 2 and the outer pontoons 1. Both the transverse supports 61 and the diagonal supports 62 are made of steel.

[0040] The top of the column 3 is provided with a flange 7 for connecting to the wind turbine tower.

[0041] Furthermore, a connecting beam ring 41 is installed on the outer side of the middle part of the outer buoy 1, and one end of the connecting beam 4 is connected to the outer buoy 1 through the connecting beam ring 41. An upper support ring 63 is installed on the upper outer side of the outer buoy 1, and a transverse support 61 is connected to the outer buoy 1 through the upper support ring 63. A lower support ring 64 is installed on the outer side of the middle buoy 2, and an oblique support 62 is connected to the middle buoy 2 through the lower support ring 64. Three grooves 11 are welded to the outer side of the lower support ring 64 (e.g., Figure 7 As shown in the figure, this facilitates the placement and welding of the inclined support 62 during on-site construction.

[0042] A limiter 8 is provided at the top of the outer float 1 to limit the first float ring. The diameter of the limiter 8 is larger than the diameter of the outer float 1, specifically, the diameter of the limiter 8 is 20cm larger than the diameter of the outer float 1.

[0043] Both the outer buoy 1 and the middle buoy 2 are equipped with heave plates 9 at their bottoms.

[0044] The surfaces of the outer buoy 1 and the intermediate buoy 2 are treated with anti-corrosion coating, specifically by coating with anti-corrosion paint to form a protective layer that provides chemical protection and weather resistance. The anti-corrosion paint can be polyurea, polyurethane, epoxy resin, etc.

[0045] Preferably, there are 3 outer buoys 1 arranged in an equilateral triangle.

[0046] Both connecting beam 4 and connecting beam node 5 are made of concrete. The connection between connecting beam 4 and connecting beam node 5 can be made by integral casting or by assembly using a semi-grouted sleeve. The outer surface of the connecting beam and the connection nodes are wrapped with reinforcing composite material, which can be glass fiber, basalt fiber, or carbon fiber reinforced composite material, and anti-corrosion measures can be applied to the surface as needed.

[0047] like Figure 5 As shown, the connecting beam 4 includes an outer vertical plate 42, a bottom plate (not shown), a top plate (not shown), and an internal rib plate 43, all of which are reinforced with appropriate amounts of steel bars. The internal rib plate 43 divides the connecting beam 4 into several empty compartments, each filled with several polygonal I-shaped support units 44. The height of the internal rib plate 43 and the I-shaped support units 44 of the connecting beam 4 is 0.1~0.2m lower than that of the outer vertical plate 42; the two sides of the connecting beam 4 are chamfered. Preferably, the thickness of the outer vertical plate 42 and the bottom plate is 0.45m; the thickness of the internal rib plate 43 is 0.2m. By setting the internal rib plate 43, the stress on the connecting beam 4 can be changed, thereby increasing the strength of the connecting beam 4. The filling of the I-shaped support units in the empty compartments, while ensuring the stress and strength of the connecting beam 4, can also provide more buoyancy to the connecting beam 4.

[0048] like Figure 6 As shown, the outer pontoon 1 is bolted to the connecting beam 4 via the connecting beam ring 41 and the pre-embedded connector 10 in the connecting beam 4. The pre-embedded connector 10 is made of steel and is U-shaped. The U-shaped pre-embedded connector 10 is vertically centered at the end of the connecting beam 4. The flanges on both sides are pre-embedded in the outer vertical plates 42 on both sides of the end of the connecting beam 4, with a pre-embedding depth of 40d (d is the diameter of the bottom plate reinforcement of the connecting beam). At the same time, the concrete protection thickness on both sides of the flanges is ensured to be more than 50mm. A connecting plate is welded to the web of the U-shaped pre-embedded connector 10, and a nut is welded to the connecting plate for bolting connection with the outer pontoon 1 and the connecting beam ring 41.

[0049] like Figure 4 As shown, the interior of the connecting beam node 5 is filled with a type II support unit 51, which is either a regular polygon or a circle.

[0050] Both Type I support unit 44 and Type II support unit 51 are made of concrete, and the structures of Type I support unit and Type II support unit are different from each other.

[0051] Preferably, the type I support unit 44 is a hexagon, with the distance between its maximum diagonals being twice the distance between its parallel sides, and the angle of inclination of its hypotenuse relative to the horizontal line being 45°. Figure 8 As shown.

[0052] This invention provides a construction method for a floating wind turbine concrete foundation platform, specifically including the following steps: S1: Prefabricated support unit. Prefabricate Type I and Type II support units according to the required dimensions.

[0053] S2: Precast Connecting Beam. The precast U-shaped beam, composed of reinforcing steel bars from the outer vertical slab, bottom slab, and inner ribs, is fixed with its opening facing upwards. The positions of the embedded connectors are determined. A 10-20cm thick layer of concrete is injected into the U-shaped beam, ensuring the overlap length of the embedded connectors meets the length requirements. The embedded connectors are placed centrally to meet the thickness requirements of the protective layers on both sides. Precast Type I support units are placed in the empty spaces divided by the ribs. After the concrete has solidified for 24 hours, the formwork is removed. After another 7 days of curing, the upper surface is smoothed and polished. The precast concrete top slab is placed on top of the Type I support units. The gaps around the concrete top slab are grouted. Finally, the surface of the connecting beam is wrapped with reinforcing composite material to complete the connecting beam fabrication.

[0054] S3: Fabrication of the connecting beam joint. Determine and fix the position of the embedded connectors for the connecting beam joint, and simultaneously fix the position of the connecting beam. After supporting the mold on the lower side of the joint, pour concrete into the mold. When the thickness of the lower concrete layer exceeds the thickness of the reinforcement protective layer, place the prefabricated Type II support unit in place. After the concrete has solidified for 24 hours, remove the mold and continue curing for 7 days. Then, smooth and grind the upper surface. Place the prefabricated concrete top slab of the joint on top of the support unit. Grout the gaps in the concrete top slab of the joint to complete the fabrication of the connecting beam joint and the connecting beam.

[0055] S4: Assemble the outer pontoon and connecting beam. Pre-embed steel bolt hole connectors in the outer pontoon wall and pre-drill bolt holes in the connecting beam ring, ensuring that the pre-embedded bolt hole connectors on the outer pontoon wall and the pre-drilled bolt holes in the connecting beam ring correspond. The bolts should pass through the pre-embedded bolt hole connectors on the outer pontoon wall and the pre-drilled bolt holes in the connecting beam ring, and be connected to the nuts at the pre-embedded connectors on the connecting beam.

[0056] S5: Connection Support System. This includes the lateral support connecting the column and the outer buoy; and the diagonal support connecting the upper and lower support rings of the intermediate buoy to the lateral support. The diagonal support is directly inserted into the groove on the outside of the lower support ring of the intermediate buoy and welded.

[0057] S6: After the floating wind turbine concrete foundation platform is assembled, install the wind turbine unit and tow it to the designated construction site as a whole; or tow the assembled floating wind turbine concrete foundation platform to the designated construction site and then install the wind turbine unit.

[0058] In the above construction methods, the coupling beams and joints are constructed using monolithic casting. Alternatively, the coupling beams and joints can also be constructed using a prefabricated construction method, as detailed below: A construction method for a floating wind turbine concrete foundation platform specifically includes the following steps: S1: Prefabricated support unit. Prefabricate Type I and Type II support units according to the required dimensions.

[0059] S2: Precast Connecting Beam. The precast U-shaped beam, composed of reinforcing steel bars from the outer vertical slab, bottom slab, and inner ribs, is fixed with its opening facing upwards. The positions of the embedded connectors are determined. A 10-20cm thick layer of concrete is injected into the U-shaped beam, ensuring the overlap length of the embedded connectors meets the length requirements. The embedded connectors are placed centrally to meet the thickness requirements of the protective layers on both sides. Precast Type I support units are placed in the empty spaces divided by the ribs. After the concrete has solidified for 24 hours, the formwork is removed. After another 7 days of curing, the upper surface is smoothed and polished. The precast concrete top slab is placed on top of the Type I support units. The gaps around the concrete top slab are grouted. Finally, the surface of the connecting beam is wrapped with reinforcing composite material to complete the connecting beam fabrication.

[0060] S3: Precast Coupling Beam Node. Determine and fix the position of the embedded connectors for the coupling beam node. After supporting the mold on the lower side of the node, pour concrete into the mold. When the thickness of the lower concrete layer exceeds the thickness of the reinforcement protective layer, place the precast Type II support unit in the mold. After the concrete has solidified for 24 hours, remove the mold and continue curing for 7 days. Then, smooth and grind the upper surface. Place the precast concrete top slab of the node on top of the support unit. Grout the gaps in the concrete top slab of the node to complete the processing of the coupling beam node.

[0061] S4: Assemble the connecting beams and connecting beam joints. After the connecting beams and connecting beam joints are prefabricated, they are transported to the seaside for assembly. The connecting beams and connecting beam joints are connected by sleeve grouting. The connectors are semi-grouting sleeves. One end of the connector joint is connected by grouting, and the other end is connected by thread. The ribbed steel bars to be connected are inserted into the metal sleeve and butted together. High-strength, early-strength grout with micro-expansion characteristics is injected into the sleeve to achieve a fixed connection between the two, thus completing the connection between the connecting beam and the joint.

[0062] S5: Connection Support System. This includes the lateral support connecting the column and the outer buoy; and the diagonal support connecting the upper and lower support rings of the intermediate buoy to the lateral support. The diagonal support is directly inserted into the groove on the outside of the lower support ring of the intermediate buoy and welded.

[0063] S6: After the floating wind turbine concrete foundation platform is assembled, install the wind turbine unit and tow it to the designated construction site as a whole; or tow the assembled floating wind turbine concrete foundation platform to the designated construction site and then install the wind turbine unit.

[0064] The above are merely preferred embodiments of this application, but the scope of protection of this application is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in this application should be included within the scope of protection of this application. Therefore, the scope of protection of this application should be determined by the scope of the claims.

[0065] The above description is merely a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the technical scope disclosed in the present invention should be included within the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be determined by the scope of the claims.

Claims

1. A floating wind turbine concrete foundation platform, mainly comprising several outer pontoons (1), an intermediate pontoon (2), columns (3), connecting beams (4), connecting beam nodes (5), and a support system (6); several outer pontoons (1) are evenly distributed around the intermediate pontoons (2); the intermediate pontoons (2), connecting beam nodes (5), and columns (3) are coaxially arranged, the connecting beam nodes (5) are located at the top of the intermediate pontoons (2), and the columns (3) are located at the top of the connecting beam nodes (5); the outer pontoons (1) and the connecting beam nodes (5) are connected by connecting beams (4); a support system is also provided between the outer pontoons (1), the intermediate pontoons (2), and the columns (3); a flange (7) for connecting with the wind turbine tower is provided at the top of the columns (3); characterized in that: The connecting beam (4) and the connecting beam node (5) are both made of concrete. The connecting beam (4) includes an outer vertical plate (42), a bottom plate, a top plate and an inner rib plate (43). The inner rib plate (43) divides the connecting beam (4) into several empty compartments. Each empty compartment is filled with a type I support unit (44). The connecting beam node (5) is filled with a type II support unit (51). A connecting beam ring (41) is installed on the outer side of the middle part of the outer float 1. The outer float (1) is bolted to the connecting beam (4) through the connecting beam ring (41) and the pre-embedded connector (10) in the connecting beam (4). The pre-embedded connector (10) is U-shaped. The U-shaped pre-embedded connector (10) is vertically centered at the end of the connecting beam (4). The flanges on both sides are pre-embedded in the outer vertical plates (42) on both sides of the end of the connecting beam (4). A connecting plate is welded to the web of the U-shaped pre-embedded connector (10), and a nut is welded on the connecting plate so as to bolt to the outer float (1) and the connecting beam ring (41). The support system (6) includes several lateral supports (61) and several diagonal supports (62). The lateral supports (61) are supported between several outer pontoons (1) and between the column (3) and the outer pontoons (1). The diagonal supports (62) are supported between the lateral supports (61) between the middle pontoon (2) and the outer pontoons (1). An upper support ring (63) is installed on the upper outer side of the outer float (1), and a lateral support (61) is connected to the outer float (1) through the upper support ring (63); a lower support ring (64) is installed on the outer side of the middle float, and an oblique support (62) is connected to the middle float (2) through the lower support ring (64); The lower support ring (64) has three grooves (11) welded on the outside to facilitate the placement and welding of the inclined support (62) during on-site construction; The surfaces of the outer pontoon (1) and the intermediate pontoon (2) are treated with anti-corrosion; the outer surface of the connecting beam and the connecting nodes are wrapped with reinforcing composite material, which is specifically glass fiber, basalt fiber or carbon fiber reinforced composite material. Both Type I support unit (44) and Type II support unit (51) are made of concrete; Type I support unit is a hexagon with the distance between its maximum diagonals being twice the distance between its parallel sides, and the angle of inclination of its hypotenuse relative to the horizontal line being 45°; Type II support unit is a regular polygon or a circle.

2. The floating wind turbine concrete foundation platform according to claim 1, characterized in that: A limiter (8) is provided at the top of the outer buoy (1) to limit the upper support ring (63). The diameter of the limiter (8) is larger than the diameter of the outer buoy (1). A heave plate (9) is provided at the bottom of both the outer buoy (1) and the intermediate buoy (2).

3. A construction method for a floating wind turbine concrete foundation platform as described in claim 2, characterized in that: The connection between the coupling beams and the coupling beam joints is made by integral casting, specifically including the following steps: S1: Prefabricated support unit; Prefabricate Type I and Type II support units according to the required dimensions; S2: Precast connecting beam; Fix the precast U-shaped beam, composed of reinforcing bars of outer vertical plates, bottom plates and inner ribs, with the opening facing upwards. Determine the position of the embedded connectors. Inject a 10-20cm thick layer of concrete into the U-shaped beam, where the overlap length of the U-shaped embedded connectors must meet the length requirements. The embedded connectors are placed in the center to meet the thickness requirements of the protective layer on both sides. Place the precast Type I support unit in the empty space divided by the ribs. After the concrete has solidified for 24 hours, remove the formwork and continue curing for 7 days. After that, smooth and grind the upper surface. Place the precast concrete top plate on top of the Type I support unit. Grout the gaps around the concrete top plate. Finally, wrap the surface of the connecting beam with reinforced composite material to complete the connecting beam processing. S3: Fabrication of the connecting beam node; Determine and fix the position of the embedded connector of the connecting beam node, and fix the position of the connecting beam at the same time. After supporting the mold on the lower side of the node, pour concrete into the template. When the thickness of the lower concrete layer exceeds the thickness of the steel reinforcement protective layer, put in the prefabricated Type II support unit. After the concrete has solidified for 24 hours, remove the template and continue to cure for 7 days. After that, smooth and grind the upper surface. Place the prefabricated node concrete top plate on the support unit. Grout the gaps in the node concrete top plate to complete the fabrication of the connecting beam node and the connecting beam. S4: Assemble the outer pontoon and connecting beam; pre-embed steel bolt hole connectors on the outer pontoon wall, reserve bolt holes on the connecting beam ring, and ensure that the pre-embedded bolt hole connectors on the outer pontoon wall and the reserved bolt holes on the connecting beam ring correspond to each other, so that the bolts pass through the pre-embedded bolt hole connectors on the outer pontoon wall and the reserved bolt holes on the connecting beam ring and are connected to the nuts at the pre-embedded connectors on the connecting beam. S5: Connecting support system; connecting the lateral support between the column and the outer pontoon; connecting the diagonal support between the upper and lower support rings of the middle pontoon and the lateral support. The diagonal support is directly placed into the groove on the outside of the lower support ring of the middle pontoon and welded. S6: After the floating wind turbine concrete foundation platform is assembled, install the wind turbine unit and tow it to the designated construction site as a whole; or tow the assembled floating wind turbine concrete foundation platform to the designated construction site and then install the wind turbine unit.

4. A construction method for a floating wind turbine concrete foundation platform as described in claim 2, characterized in that: The connection between the coupling beams and the coupling beam nodes adopts a sleeve grouting assembly method, which specifically includes the following steps: S1: Prefabricated support unit; prefabricate Type I and Type II support units according to the required dimensions; S2: Precast connecting beam; Fix the precast U-shaped beam, composed of reinforcing bars of outer vertical plates, bottom plates and inner ribs, with the opening facing upwards. Determine the position of the embedded connectors. Inject a 10-20cm thick layer of concrete into the U-shaped beam, where the overlap length of the U-shaped embedded connectors must meet the length requirements. The embedded connectors are placed in the center to meet the thickness requirements of the protective layer on both sides. Place the precast Type I support unit in the empty space divided by the ribs. After the concrete has solidified for 24 hours, remove the formwork and continue curing for 7 days. After that, smooth and grind the upper surface. Place the precast concrete top plate on top of the Type I support unit. Grout the gaps around the concrete top plate. Finally, wrap the surface of the connecting beam with reinforced composite material to complete the connecting beam processing. S3: Precast connecting beam node; Determine and fix the position of the embedded connector of the connecting beam node, support the mold on the lower side of the node, inject concrete into the template, and when the thickness of the lower concrete layer exceeds the thickness of the steel reinforcement protective layer, put in the precast Type II support unit, wait for the concrete to solidify for 24 hours, remove the template, continue to cure for 7 days, smooth and grind the upper surface, place the precast node concrete top plate on the support unit, grout the gaps in the node concrete top plate, and complete the processing of the connecting beam node; S4: Assemble the connecting beams and connecting beam nodes; after the connecting beams and connecting beam nodes are prefabricated, they are transported to the seaside for assembly; the connecting beams and connecting beam nodes are connected by sleeve grouting, and the connecting parts are semi-grouting sleeves. One end of the connecting part is connected by grouting, and the other end is connected by thread. The ribbed steel bars to be connected are inserted into the sleeve for butt jointing. High-strength, early-strength grout with micro-expansion characteristics is injected into the sleeve to achieve a fixed connection and complete the connection between the connecting beam and the node; S5: Connecting support system; connecting the lateral support between the column and the outer pontoon; connecting the diagonal support between the upper and lower support rings of the middle pontoon and the lateral support. The diagonal support is directly placed into the groove on the outside of the lower support ring of the middle pontoon and welded. S6: After the floating wind turbine concrete foundation platform is assembled, install the wind turbine unit and tow it to the designated construction site as a whole; or tow the assembled floating wind turbine concrete foundation platform to the designated construction site and then install the wind turbine unit.

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