Tension leg floating type fan platform

Abstract

The utility model discloses a tension leg floating type draught fan platform which comprises a draught fan system, a floating body foundation, a tension tendon supporting device and a mooring anchoring system which are sequentially connected, and the tension tendon supporting device comprises an assembly locking mechanism, a split structure and a top mooring connecting mechanism which are sequentially connected from top to bottom. The split structure comprises a split structure top deck, an outer bulkhead, first bulkheads, a split structure bottom deck and a central pipe, the split structure top deck, the split structure bottom deck and the outer bulkhead enclose a split structure shell, the central pipe is arranged in the middle of the split structure shell, and the first bulkheads are distributed between the outer bulkhead and the central pipe in the radial direction of the central pipe; a plurality of ballast tanks are defined by the first bulkhead, the central pipe and the outer bulkhead; the upper end of the tension tendon supporting device is connected with the floating body foundation, and the lower end is fixedly connected with the seabed surface through the mooring anchoring system. According to the utility model, not only is the vertical damping of the fan platform floating body increased, but also the design and construction of the floating body foundation are not influenced by tension tendons.

Description

Technical Field

[0001] The utility model relates to deep - sea and far - sea offshore wind power technology, in particular to a tension - leg floating wind turbine platform. Background Art

[0002] With the substantial reduction of offshore wind power resources, offshore wind power projects are gradually developing towards deep - sea and far - sea areas. The structural form of offshore wind turbine foundations is constantly changing with the increase of water depth. Fixed monopile or jacket foundation structures can be used in sea areas with a water depth of about 60 meters. For sea areas with a water depth above 60 meters, floating foundation structures will have better economic benefits. The semi - submersible floating foundation has an absolute dominant advantage in current floating wind power projects due to its high technical maturity, large displacement, good motion performance, strong water depth adaptability, compact structure layout, and easier satisfaction of the requirements of harsh deep - sea and far - sea sea conditions. The successive implementation of semi - submersible floating wind turbine platform projects has enabled the rapid development of China's offshore floating wind power technology, but also gradually exposed many technical problems.

[0003] In existing semi - submersible floating wind power projects, in order to meet the load requirements of large - capacity wind turbine units, a relatively large - scale floating foundation needs to be designed to ensure the stability of the platform, resulting in a large amount of structural steel consumption. Also, due to the small installed wind turbine capacity, the steel consumption per megawatt is relatively large, and it is difficult to significantly optimize and reduce the steel consumption, so the steel structure construction cost remains high. At the same time, under the integrated load coupling of wind turbine aerodynamics - wave hydrodynamics - mooring motion, etc., the semi - submersible floating wind turbine foundation cannot be made too large in scale and should be designed as compact as possible. While meeting the stability, the heaving effect of the floating body in waves during wind turbine power generation is relatively large, resulting in unstable air gap changes of the platform, and the increase in horizontal offset causes an increase in the design difficulty of mooring, submarine cables, etc., which in turn affects the power generation efficiency and benefits of the entire wind turbine platform. In addition, with the emergence of individual tension - leg wind turbine platform projects, including semi - submersible column - stabilized floating wind power projects, due to the large wind turbine load, combined with the integrated load coupling effects of wave loads, mooring tensions, etc., there are relatively large safety risks at the mooring point structure. Although the probability is small, once the structure at the mooring point is damaged, the floating body needs to be towed back to the dock for repair, seriously affecting the power generation efficiency and increasing the construction cost.

[0004] Therefore, there is an urgent need to develop a new type of floating wind power foundation to carry large - capacity wind turbines, which not only adapts to deep - sea areas with a water depth of 60 meters and above, but also has good hydrodynamic performance (small heaving, small horizontal offset) and stability. At the same time, the main dimensions of the floating body foundation are small, and the steel structure weight is small. On the one hand, the floating body foundation is easy to build and tow, and the construction cost is low; on the other hand, it reduces the design difficulty of each specialty, improves the safety of the floating body structure, improves the power generation efficiency of the wind turbine, further improves the revenue of the entire wind power project, and reduces the operation and maintenance cost after operation, so as to quickly realize the commercialization of deep - sea and far - sea floating large - capacity wind power projects. Summary of the Utility Model

[0005] The technical problem to be solved by the present utility model is to provide a tension-leg floating wind turbine platform that can reduce the main dimensions of the floating body structure and whose floating body foundation and tension tendon support device can be independently designed and built in view of the deficiencies of semi-submersible floating wind power platforms and tension-leg platforms in deep-sea areas with a water depth of 60 meters or more.

[0006] To solve the above technical problem, the present utility model adopts the following technical solutions:

[0007] A tension-leg floating wind turbine platform includes a wind turbine system, a floating body foundation, a tension tendon support device, and a mooring and anchoring system arranged in sequence from top to bottom, where:

[0008] The wind turbine system includes a nacelle, a hub, blades, and a tower. The hub is installed on the output shaft of the nacelle, the blades are evenly distributed around the hub, and the tower is installed below the nacelle;

[0009] The floating body foundation includes a plurality of vertical columns, a plurality of upper connecting beams, a plurality of lower connecting beams, a plurality of diagonal bracing beams, and a plurality of heave tanks. The vertical columns are arranged on the periphery of the floating body foundation. The tops of the vertical columns are sequentially connected by the upper connecting beams, the bottoms of the vertical columns are sequentially connected by the lower connecting beams, the diagonal bracing beams are arranged between each vertical column and the lower connecting beam connected thereto, and the heave tanks are arranged at the bottoms of the vertical columns;

[0010] The tension tendon support device includes an assembly locking mechanism, a split structure, and a top mooring connection mechanism connected in sequence from top to bottom. The assembly locking mechanism includes a connecting pipe mechanism and a connecting pipe locking and assembling mechanism, and the connecting pipe locking and assembling mechanism is installed on the connecting pipe mechanism; the split structure includes a split structure top deck, an outer bulkhead, a first partition bulkhead, a split structure bottom deck, and a central pipe. The split structure top deck and the split structure bottom deck are arranged opposite to each other up and down. The outer bulkhead is vertically arranged on the periphery of the split structure top deck and the split structure bottom deck. The split structure top deck, the split structure bottom deck, and the outer bulkhead enclose to form a split structure outer shell. The central pipe is centrally arranged in the middle of the split structure outer shell. A plurality of the first partition bulkheads are radially distributed along the central pipe between the outer bulkhead and the central pipe. The first partition bulkheads, the central pipe, and the outer bulkhead enclose to form a plurality of ballast tanks; the top mooring connection mechanism includes a top mooring support split structure, a top universal joint shackle, and a top anchor chain section connected in sequence from top to bottom. The lower end of the connecting pipe mechanism is connected to the upper end of the central pipe, the lower end of the central pipe is connected to the upper end of the top mooring support split structure, and the lower end of the top mooring support split structure is hingedly installed with the top universal joint shackle;

[0011] The mooring and anchoring system includes a mooring cable, a bottom anchor chain section, a bottom shackle, and a seabed anchor pile, which are connected in sequence from top to bottom. The upper end of the mooring cable is connected to the lower end of the top anchor chain section, and the seabed anchor pile is used to connect to the seabed surface.

[0012] The tension tendon support device of the present utility model can provide additional buoyancy for the floating wind turbine platform, thereby reducing the main dimensions of the floating body foundation, decreasing the steel structure weight of the floating body foundation, and having good motion performance. Furthermore, it improves the power generation efficiency and economic benefits of the wind turbine. The split-type tension tendon support device designed in the present utility model connects the tension tendon to an independent split structure, avoiding the design of the local support structure of the tension tendon foundation on the floating body foundation, reducing the design and construction difficulty of the floating body foundation, and making the design and construction of the floating body not affected by the supply cycle and design changes of the tension tendon. In addition, the independent split-type tension tendon support structure and the floating body foundation of the present utility model can be independently constructed. The floating body foundation with smaller main dimensions is easy to construct, launch, tow, and install, reducing the construction cost. For the damage of the tension tendon foundation structure under extreme accidental conditions, the corresponding split structure of the tension tendon can be partially disassembled and returned to the dock for repair, avoiding towing back the entire wind turbine platform, and greatly reducing the operation and maintenance cost after the project is put into operation.

[0013] The present utility model not only adapts to deep sea areas of 60 meters and above, has good hydrodynamic performance (small heave and small horizontal offset), and stability, but also adds a split structure on the floating body foundation to connect the tension tendon, improving the structural safety of the floating body foundation of the wind turbine platform, enhancing the power generation efficiency of the wind turbine, further increasing the revenue of the entire wind power project, reducing the operation and maintenance cost after operation, and promoting the commercialization of deep sea floating large-capacity wind power projects as soon as possible.

[0014] Preferably, the wind turbine system is placed on a main column of the middle triangular floating body foundation; the wind turbine tower penetrates the main column vertically and extends to the bottom deck of the uppermost cabin of the main column to effectively transfer the load at the root of the wind turbine tower; the middle triangular floating body foundation mainly includes three vertical columns, three upper cross braces, three lower cross braces, six diagonal braces, and three large bottom cylindrical heave tanks; among them, the tops of the three vertical columns are connected by three upper cross braces, and the bottoms are connected by three square lower cross braces. Two circular tube diagonal braces are distributed in the plane between every two columns, and the diagonal braces support between the columns and the lower cross braces. There is a larger diameter heave tank at the bottom of each column; one of the three vertical columns serves as the main column for installing the tower of the wind turbine system; the main column is divided into several cabins up and down, and the uppermost cabin is a double-shell structure, and the inner shell diameter is the same as the root diameter of the tower.

[0015] Preferably, one of the three vertical columns is set as the main column. The main column is divided into multiple compartments along its axis. The uppermost compartment is designed with a double-shell structure, and the inner shell diameter is the same as the root diameter of the tower barrel. The tower barrel is vertically placed on the bottom deck of the uppermost compartment of the main column.

[0016] Preferably, the top of the inner shell is continuous at the top deck of the main column and is 1m - 2m higher than the top deck of the main column. The vertical distance between the double shells is 1.5m - 2.5m.

[0017] Preferably, the top of the tower barrel penetrating into the extended section of the column is 1m - 2m higher than the top deck of the main column, and the distance between the tower barrel penetrating into the extended section of the column and the outer shell of the main column is 1.5m - 2.5m.

[0018] Preferably, the horizontal cross-section of the vertical column of the floating body foundation can be circular, square, hexagonal, etc.; the joints at both ends of the upper connecting beam and the top of the vertical column are all structures with a round top and a square bottom, and the main cross-section in the middle is circular.

[0019] Preferably, the top surfaces of the two ends of the upper connecting beam are flush with the top deck of the vertical column, and corresponding strengthening girders or solid floors are designed on the back of the outer shell of the vertical column for the two side bulkheads and the bottom plate.

[0020] Preferably, in the structures with a round top and a square bottom at the two ends of the upper connecting beam, the length of the square cross-section is about 3m - 4m, the transition section from the square cross-section to the circular cross-section is about 2.5m - 3m, and the diameter of the circular pipe is 3m - 4m.

[0021] Preferably, both ends of the lower connecting beam are connected to the vertical column and the heaving compartment, and the main cross-section is square.

[0022] Preferably, the bottom plate of the lower connecting beam is flush with the bottom plate of the heaving compartment, the top plate is connected to the outer shell of the vertical column and a corresponding strengthening ring beam or continuous deck is designed inside the outer shell of the vertical column. The two side plates directly continue into the heaving compartment and terminate on the outer shell of the vertical column. At the same time, corresponding strengthening vertical girders are designed inside the outer shell of the vertical column.

[0023] Preferably, there are fillets at the four corners of the square cross-section of the lower connecting beam, and the fillet diameter is about 1.5m - 2.5m.

[0024] Preferably, the heaving compartment is integrally connected to the bottom of the vertical column and the lower connecting beam. The vertical column continuously penetrates into the heaving compartment until it reaches the bottom plate of the heaving compartment. The outer shell of the heaving compartment and the penetrated section of the vertical column form a double-shell structure.

[0025] Preferably, the horizontal cross-section of the heaving compartment is similar to that of the vertical column, and can be circular, quadrilateral or hexagonal, etc.

[0026] Preferably, the ratio of the cross-sectional width of the heave tank to the cross-sectional width of the vertical column is in the range of 2-1.2, and the height of the heave tank is 2m-3m.

[0027] Preferably, the diagonal bracing beams are distributed on both sides of the vertical columns and connect the corresponding vertical columns and the lower connecting beams, and have local reinforcement structures at the connections at both ends. The diagonal bracing beams enter the outer shell of the vertical columns and are designed with a counter-position reinforcement structure, and the connection between the diagonal bracing beams and the top plate of the lower connecting beams is designed as an encrypted ring beam.

[0028] Preferably, the cross section of the diagonal bracing beam is circular with a diameter of about 2m-3m, the angle between the diagonal bracing beam and the lower connecting beam is 40°-45°, and the distance between the bottom inner walls of two diagonal bracing beams on the same lower connecting beam is 1m-2m.

[0029] Preferably, the tension tendon support device is assembled with the outer side of the heave cabin through mechanical connection, and 2-3 tension tendon support structures are installed on each heave cabin to form 3x2 or 3x3 or other combined supports.

[0030] Preferably, the split structure is a regular hexahedron structure, the split structure top deck and the split structure bottom deck are hexagonal, the side of the split structure is a quadrilateral outer bulkhead, the first bulkhead has four, of which three first bulkheads connect the diagonals of the regular hexahedron structure, one first bulkhead connects the centers of two opposite sides, and four first bulkheads are welded to the center tube at the intersection. A small hexahedral second bulkhead is designed internally as an internal reinforcement structure, all the internal divergent first bulkheads are welded to the center tube, and auxiliary ribs and beams are designed on the bulkhead plates above the entire tension tendon support device to resist deep sea water pressure.

[0031] Preferably, the connecting pipe mechanism is a threaded pipe, and the connecting pipe locking assembly mechanism is a nut matching the threaded pipe.

[0032] Preferably, the outer bulkheads are all welded to the toes of all the first bulkheads, and the toes of the first bulkheads exceed the outer bulkheads by no less than 10 mm, and the split structure top deck and the split structure bottom deck protrude from the outer bulkheads by no less than 10 mm.

[0033] Preferably, a plurality of flexible brackets are evenly distributed between the bottom of the central tube and the split structure bottom deck, the height of the brackets is 0.8m-1.5m, and the bottom surface of the brackets is arranged in an arc shape, the radius of the arc is consistent with the height of the brackets.

[0034] Preferably, a second bulkhead is arranged between adjacent first bulkheads, and the second bulkhead, the outer bulkhead and the outer section of the first bulkhead form a plurality of ballast tanks, while the inner section of the first bulkhead, the second bulkhead and the central tube form a plurality of ballast tanks and an empty tank serving as an operating room.

[0035] Preferably, a watertight manhole is provided on the first bulkhead.

[0036] Preferably, stiffeners and horizontal ring frame beams are arranged on all bulkheads of the split structure. Above the top deck of the split structure, centered on the central pipe, stiffeners are evenly distributed parallel to the outer bulkhead, and girders are arranged between the stiffeners in the peripheral area.

[0037] Preferably, brackets are designed at the protruding section at the bottom of the split structure, and the height of the brackets is 0.8 m - 1.5 m; the top deck and the bottom deck of the split structure are locally thickened plates within the range from the central pipe to the second bulkhead.

[0038] Preferably, the lengths of the top anchor chain section and the bottom anchor chain section are 4 m - 6 m, and the mooring cable is made of high-strength lightweight composite materials. Selecting high-strength composite material cables instead of traditional metal anchor chains for the mooring cable can reduce the weight of the mooring system and material costs.

[0039] Compared with the prior art, the beneficial effects of the present utility model are as follows:

[0040] (1) For the floating body foundation of the tension leg floating wind turbine platform of the present utility model, the scale is small, the structural strength is high, and the motion response performance is good. The split structure of the tension tendon support device is combined with the large-diameter heaving tank of the tension leg platform, increasing the vertical damping of the floating body, reducing the heaving motion response of the floating body and the wind turbine, and improving the power generation efficiency of the wind turbine;

[0041] (2) For the tension leg floating wind turbine platform of the present utility model, positioning is carried out by combining the tension tendon support device at the bottom of the floating body foundation and the mooring and anchoring system at the bottom, reducing the overall horizontal offset of the floating body, which is beneficial to the overall configuration design, construction, installation and operation of the mooring cable, especially the submarine cable. Using the mooring cable instead of the metal anchor chain in the present utility model effectively reduces the weight of the mooring system and material costs;

[0042] (3) In the split structure of the tension tendon support device of the tension leg large-capacity wind turbine platform of the present utility model, a ballast tank is provided and fixedly assembled with the floating body foundation, increasing the displacement of the floating body, and thus effectively reducing the scale of the floating body foundation. The floating body is easier to divide into segments, which is beneficial to segmented construction. The hardware requirements for the floating body construction unit are lower, and it is convenient to select a floating body construction manufacturer; at the same time, the towing cable force required for the floating body towing and the integrated towing is reduced, and the relevant towing auxiliary equipment is easy to select and construct;

[0043] (4) The present utility model installs the tension tendon system by using the split structure of the tension tendon support device, avoiding the direct installation of the tension tendon system onto the floating body foundation, reducing the structural design difficulty of the floating body foundation, improving the self-structural strength of the floating body foundation, and enabling the design and construction of the floating body foundation to be unaffected by the supply cycle and design changes of the tension tendon; meanwhile, in the event of damage to the tension tendon and surrounding structures under extreme accidental loads, the tension tendon support device can be disassembled separately and returned to the factory for repair and construction, avoiding the need to tow the entire floating body foundation back, saving operation and maintenance construction costs, and improving the safety of the floating body foundation structure;

[0044] (5) The connection structure between the tension tendon support device of the present utility model and the mooring and anchoring system is simple. The scale of the floating body foundation and the size of the split structure of the tension tendon support device can be adjusted according to the capacity of the wind turbine. The design is flexible, the construction cost is relatively low, it is easy to install and position, convenient for towing, reduces the construction cost, and improves the installation efficiency;

[0045] (6) A bottom shackle is installed at the top of the subsea anchor pile of the present utility model, and a top universal joint shackle is installed at the bottom of the split structure of the tension tendon support device. A mooring cable is connected between the top universal joint shackle and the bottom shackle to form a subsea positioning system, which is more likely to automatically adjust and control the horizontal offset of the floating wind turbine, improve the power generation efficiency of the wind turbine, and can be widely applied to deep-sea floating wind farms, and quickly realize the commercialization of large-capacity deep-sea floating wind power projects in China. BRIEF DESCRIPTION OF THE DRAWINGS

[0046] In order to more clearly illustrate the technical solutions in the embodiments of the present utility model or the prior art, the following will briefly introduce the drawings required for use in the description of the embodiments or the prior art. Obviously, the drawings in the following description are some embodiments of the present utility model. For those of ordinary skill in the art, without creative efforts, other drawings can also be obtained based on these drawings.

[0047] Figure 1 It is a schematic diagram of the overall structure of the tension leg floating wind turbine platform of the present utility model.

[0048] Figure 2 It is a schematic diagram of the structure of the wind turbine system of the present utility model.

[0049] Figure 3 It is a schematic diagram of the structure of the floating body foundation of the present utility model, where (a) is a three-dimensional view of the external contour, and (b) is a three-dimensional view with the internal contour (represented by a dotted line).

[0050] Figure 4 It is a schematic diagram of the overall structure of the tension tendon support device of the present utility model.

[0051] Figure 5 It is a schematic diagram of the split structure of the tension tendon support device of the present utility model.

[0052] Figure 6 It is a structural schematic diagram of a utility model mooring and anchoring system.

[0053] In the figure:

[0054] 1 - Wind turbine system, 1-1 - Cabin, 1-2 - Hub, 1-3 - Blade, 1-4 - Tower barrel;

[0055] 2 - Floating body foundation, 2-1 - Vertical column, 2-1-1 - Extended section of tower barrel penetrating into the column, 2-1-2 - Extended section of the column penetrating into the heave tank, 2-1-3 - Top deck of the main column, 2-1-4 - Outer shell of the main column, 2-1-5 - Bottom plate of the top cabin of the main column; 2-2 - Upper connecting beam, 2-2-1 - Square section of the transition from round to square, 2-2-2 - Transition section of the transition from round to square, 2-2-3 - Round pipe section of the upper connecting beam; 2-3 - Heave tank, 2-3-1 - Top deck of the heave tank, 2-3-2 - Bottom deck of the heave tank, 2-3-3 - Continuous plate inside the heave tank, 2-3-4 - Continuous section with increased angle inside the heave tank, 2-3-5 - Penetration hole of the heave tank, 2-3-6 - Outer shell of the heave tank; 2-4 - Lower connecting beam, 2-4-1 - Rounded corner of the outer shell of the lower connecting beam, 2-4-2 - Transition section of the rounded corner of the outer shell of the lower connecting beam, 2-4-3 - Top deck of the lower connecting beam, 2-4-4 - Side plate of the lower connecting beam; 2-5 - Diagonal bracing beam;

[0056] 3 - Tendon support device, 3-1 - Assembly locking mechanism, 3-1-1 - Connecting pipe mechanism, 3-1-2 - Connecting pipe locking and assembly mechanism; 3-2 - Split structure, 3-2-1 - Top deck of the split structure, 3-2-2 - Outer bulkhead of the split structure, 3-2-3 - First bulkhead, 3-2-4 - Bottom deck of the split structure, 3-2-5 - Second bulkhead, 3-2-6 - Central pipe; 3-3 - Top mooring connection mechanism, 3-3-1 - Split structure of the top mooring support, 3-3-2 - Top anchor chain section, 3-3-3 - Top universal joint shackle;

[0057] 4 - Mooring and anchoring system, 4-1 - Mooring cable, 4-2 - Bottom anchor chain section, 4-3 - Bottom shackle, 4-4 - Submarine anchor pile, 4-5 - Seabed surface. Specific embodiments

[0058] The following further describes the present utility model in conjunction with specific preferred embodiments, but does not limit the protection scope of the present utility model thereby.

[0059] For the convenience of description, the relative positional relationships of the components, such as up, down, left, right, etc., are described according to the layout direction of the drawings in the specification, and do not limit the structure of this patent.

[0060] Please refer to Figure 1 - Figure 5 , an embodiment of the tension leg floating wind turbine platform of the present utility model includes a wind turbine system 1, a floating body foundation 2, a tension tendon support device 3, and a mooring and anchoring system 4 arranged in sequence from top to bottom. The wind turbine system 1 is placed on the floating body foundation 2. The split structures 3-2 of six tension tendon support devices 3 are respectively connected to the floating body foundation 2 by mechanical thread assembly, and are positioned on the seabed surface 4-5 through the mooring and anchoring system 4.

[0061] The wind turbine system 1 includes a nacelle 1-1, a hub 1-2, blades 1-3, and a tower barrel 1-4. The hub 1-2 is installed on the output shaft of the nacelle 1-1. Three blades 1-3 are evenly distributed around the hub 1-2. The tower barrel 1-4 is installed below the nacelle 1-1.

[0062] The floating body foundation 2 includes 2-1--vertical columns, 2-1-1--extension section of the tower barrel penetrating the column, 2-1-2--extension section of the column penetrating the heaving tank, 2-1-3--top deck of the main column, 2-1-4--outer shell of the main column, 2-1-5--bottom plate of the top chamber of the main column; 2-2--upper connecting beam, 2-2-1--round-to-square section, 2-2-2--transition section of round-to-square, 2-2-3--round pipe section of the upper connecting beam; 2-3--heaving tank, 2-3-1--top deck of the heaving tank, 2-3-2--bottom deck of the heaving tank, 2-3-3--continuous plate inside the heaving tank, 2-3-4--continuous elevated section of the included angle inside the heaving tank, 2-3-5--penetration hole of the heaving tank, 2-3-6--outer shell of the heaving tank; 2-4--lower connecting beam, 2-4-1--rounded corner of the outer shell of the lower connecting beam, 2-4-2--transition section of the rounded corner of the outer shell of the lower connecting beam, 2-4-3--top deck of the lower connecting beam, 2-4-4--side plate of the lower connecting beam; 2-5--diagonal bracing beam. The vertical columns 2-1 are arranged on the periphery of the floating body foundation 2. The tops of the vertical columns 2-1 are sequentially connected by the upper connecting beam 2-2. The bottoms of the vertical columns 2-1 are sequentially connected by the lower connecting beam 2-4. The diagonal bracing beam 2-5 is arranged between each vertical column 2-1 and the lower connecting beam 2-4 connected thereto. And the heaving tank 2-3 is arranged at the bottom of the vertical column 2-1.

[0063] The tension tendon support device 3 includes an assembly locking mechanism 3-1, a split structure 3-2, and a top mooring connection mechanism 3-3 connected in sequence from top to bottom.

[0064] The assembly locking mechanism 3-1 includes a connecting pipe mechanism 3-1-1 and a connecting pipe locking and assembling mechanism 3-1-2, and the connecting pipe locking and assembling mechanism 3-1-2 is installed on the connecting pipe mechanism 3-1-1. In this embodiment, the connecting pipe mechanism 3-1-1 is a threaded pipe, and the connecting pipe locking and assembling mechanism 3-1-2 is a nut matching the threaded pipe. Obviously, the connecting pipe mechanism 3-1-1 and the connecting pipe locking and assembling mechanism 3-1-2 of the present utility model can also be other structures that can achieve quick connection, such as quick plug-in interfaces, etc.

[0065] The split structure 3-2 includes a split structure top deck 3-2-1, an outer bulkhead 3-2-2, a first partition bulkhead 3-2-3, a split structure bottom deck 3-2-4, a second partition bulkhead 3-2-5, and a central pipe 3-2-6. Among them, the split structure top deck 3-2-1 and the split structure bottom deck 3-2-4 are regular hexagons. The split structure top deck 3-2-1, the split structure bottom deck 3-2-4, and the hexahedral outer bulkhead 3-2-2 are fully penetrated and welded to form the overall outer shell of the split structure 3-2. The hexahedral outer bulkhead 3-2-2 and the second partition bulkhead 3-2-5 form a double-hull structure. All the outer bulkheads 3-2-2 are welded to the toes of all the first partition bulkheads 3-2-3. The toes of the first partition bulkheads 3-2-3 should exceed the outer bulkhead 3-2-2 by 10 mm to facilitate the construction of the outer fillet weld. Similarly, the split structure top deck 3-2-1 and the split structure bottom deck 3-2-4 should protrude from the outer bulkhead 3-2-2 by 10 mm. The central pipe 3-2-6 is located at the center of the split structure. The upper end of the central pipe 3-2-6 is connected to the connecting pipe mechanism 3-1-1. The lower end of the central pipe 3-2-6 passes through the split structure top deck 3-2-1 and continuously passes through the split structure bottom deck 3-2-4 downward and extends to the bottom of the central pipe. Four flexible gussets are designed between the bottom of the central pipe and the split structure bottom deck 3-2-4. The adjacent gussets are spaced 90°. They are fully penetrated and welded between the split structure bottom deck 3-2-4 and the central pipe 3-2-6, with a height of 0.8 m - 1.5 m. The bottom surface of the gusset is designed to be arc-shaped, and the arc radius is the same as the height to eliminate the local structural stress concentration phenomenon here. The first partition bulkhead 3-2-3 connects the diagonals of the regular hexagon and converges to the hollow central pipe 3-2-6 and is fully penetrated and welded to the central pipe 3-2-6 to ensure the overall strength of the split structure 3-2. To improve the overall internal strength of the entire split structure 3-2, a hexahedral second partition bulkhead 3-2-5 is added. The second partition bulkhead 3-2-5, the outer bulkhead 3-2-2, and the outer section of the first partition bulkhead 3-2-3 enclose multiple ballast tanks. At the same time, the second partition bulkhead 3-2-5, the central pipe 3-2-6, and the inner section of the first partition bulkhead 3-2-3 enclose multiple ballast tanks and empty tanks used as operation rooms. The design of multiple ballast tanks in the split structure 3-2 can assist the floating body foundation to increase ballast, which can not only reduce the main dimensions of the floating body foundation, but also increase the heave damping together with the floating body foundation, reduce the heave motion response, improve the fan power generation efficiency, and facilitate the installation construction of the mooring cables and the launching, towing, and installation after the reduction of the main dimensions of the floating body foundation. Generally, typical watertight manholes will be opened on the first partition bulkhead 3-2-3, and the opening positions of the manhole covers should be reasonably arranged in the low-stress area according to the structural stress distribution. The opening sizes are 400 mm x 600 mm, 600 mm x 800 mm, etc., to ensure that there is a path to enter each compartment for the inspection of the compartment.

[0066] The top mooring connection mechanism 3-3 includes a top mooring support split structure 3-3-1, a top anchor chain section 3-3-2, and a top universal shackle 3-3-3. The upper end of the top mooring support split structure 3-3-1 is connected to the bottom of the central pipe 3-2-6, and the lower end is installed with the top universal shackle 3-3-3. The top universal shackle 3-3-3 is connected to the upper end of the top anchor chain section 3-3-2.

[0067] The mooring and anchoring system 4 includes a mooring cable 4-1, a bottom anchor chain section 4-2, a bottom shackle 4-3, and a subsea anchor pile 4-4, which are connected in sequence from top to bottom. The upper end of the mooring cable 4-1 is connected to the lower end of the top anchor chain section 3-3-2, and the subsea anchor pile 4-4 is used to connect to the seabed surface 4-5.

[0068] The fan system 1 is installed on one of the vertical columns 2-1 serving as the main columns of the floating foundation 2 through the tower barrel 1-4, penetrates the top deck 2-1-3 of the main column, and terminates at the bottom plate 2-1-5 of the top chamber of the main column through the extended section 2-1-1 of the tower barrel penetrating the column. The top of the extended section 2-1-1 of the tower barrel penetrating the column is about 1 m - 2 m higher than the top deck 2-1-3 of the main column, and the distance between the extended section 2-1-1 of the tower barrel penetrating the column and the outer shell 2-1-4 of the main column is 1.5 m - 2.5 m to have enough space for the structural strengthening design of the root of the tower barrel. The top deck 2-1-3 of the main column, as the main load-bearing member for the tower barrel to enter the floating body, needs to be locally thickened. The bottom plate 2-1-5 of the bottom of the top chamber of the main column needs to select Z-direction steel materials due to the simultaneous stress in the thickness direction. The bottoms of the three vertical columns 2-1 penetrate the extended section 2-1-2 of the heaving chamber and continuously penetrate the top deck 2-3-1 of the heaving chamber to the bottom deck 2-3-2 of the heaving chamber to maintain the continuous strengthening of the vertical structure. Similarly, the stress form of the top deck 2-3-1 of the heaving chamber is the same as that of the top deck 2-1-3 of the main column, so Z-direction steel material components also need to be selected. The extended section 2-1-2 of the column penetrating the heaving chamber and the outer shell 2-3-6 of the heaving chamber form a double shell. The diameter ratio of the outer shell of the heaving chamber to the extended section 2-1-2 of the column penetrating the heaving chamber is 1.2 - 2, and the height is 2 m - 3 m. The three vertical columns 2-1 are respectively connected at the top by three upper connecting beams 2-2, and the three lower connecting beams 2-4 are connected at the bottom through the bottom heaving chamber 2-3 and the continuously rising section 2-3-4 of the included angle in the heaving chamber. In each plane formed by every two vertical columns 2-1, the upper connecting beam 2-2 and the lower connecting beam 2-4, two diagonal bracing beams 2-5 are respectively used to connect the vertical column 2-1 and the lower connecting beam 2-4 as supports.Among them, both ends of the upper connecting beam 2-2 are welded to the vertical column 2-1 through a square-to-round transition structure, which includes a square section 2-2-1 of the end square-to-round transition, a transition section 2-2-2 of the square-to-round transition, and a circular tube part 2-2-3. Among them, the length of the square section 2-2-1 of the square-to-round transition is 3m - 4m, the length of the transition section 2-2-2 of the square-to-round transition is 2.5m - 3m, and the diameter of the circular tube is 3m - 4m; the cross-section of the lower connecting beam 2-4 is rectangular, and the four corners of the rectangular cross-section of the lower connecting beam are circular chamfers 2-4-1, and the diameter of the rounded corners is about 0.75m - 1.5m, which can reduce the horizontal damping and reduce the flow load on the floating body to facilitate towing; the height of the top deck 2-4-3 of the lower connecting beam is about 2m - 3m higher than the top deck 2-3-1 of the heaving tank, and the structure 2-3-4 between the ends of the lower connecting beam 2-4 is the same height as the lower connecting beam, which is conducive to stress transfer as a transition structure at the connection. Both ends of the lower connecting beam 2-4 are welded to the outer shell 2-3-6 of the heaving tank. The side plate 2-4-4 of the lower connecting beam continuously penetrates into the vertical column 2-1 and penetrates into the extended section 2-1-2 of the heaving tank to ensure continuous alignment and strengthening of the structure. The diagonal bracing beam 2-5 is made of a circular tube, and both ends are welded to the vertical column 2-1 and the lower connecting beam 2-4. The diameter of the diagonal bracing beam 2-5 is 2m - 3m, and the included angle with the lower connecting beam 2-4 is 40° - 45°. The inner wall distance between the bottom toe ends of the two diagonal bracing beams 2-5 is 1m - 2m. The large-diameter heaving tank 2-3 of the floating body foundation 2 can increase the damping of the floating body foundation 2, thereby reducing the motion response of the wind turbine, and improving the power generation efficiency and safety of the wind turbine.

[0069] The integrated platform composed of the wind turbine system 1 and the floating foundation 2 and the tension tendon support device 3 are connected and assembled by assembling the connection pipe mechanism 3-1-1 of the locking mechanism 3-1 through the through hole 2-3-5 of the heave tank and locking it with fasteners, and the top anchor chain segment 3-3-2 of the tension tendon support device 3 is connected and fixed to the mooring anchor system 4 through the mooring cable 4-1. The tension tendon support devices 3 are installed in groups of two on a heave tank 2-3, and the angle between the two heave tank through holes 2-3-5 on each heave tank 2-3 is 120 degrees. The top mooring support split structure 3-3-1 and the connecting pipe mechanism 3-1-1 are aligned and continuous to ensure sufficient assembly strength; the split structure 3-2 is a regular hexahedron structure, and there are four first bulkheads 3-2-3, of which three first bulkheads connect the diagonals of the regular hexahedron structure, one first bulkhead connects the centers of two opposite sides, and four first bulkheads intersect and are welded to the central tube 3-2-6, and the interior of the central tube 3-2-6 is an empty tube without other structures. A second bulkhead 3-2-5 is installed between adjacent first bulkheads 3-2-3, so that ballast tanks of different sizes can be designed inside the tension tendon support device 3 according to the wind turbine capacity, and there is sufficient space for the arrangement and structural reinforcement of the tension tendons. The tension tendon system can be independently integrated into the split structure 3-2 and completely separated from the floating foundation 2, so that the design and construction of the floating foundation 2 are not affected by the supply cycle and design changes of the tension tendons, which is beneficial to the operation and maintenance of the tension tendons and auxiliary structures; the design of the ballast tanks in the split structure 3-2 can greatly reduce the main dimensions of the floating foundation 2, and the split structure 3-2 is connected to the heave tank 2-3, which can further increase the vertical damping of the floating foundation 2 and reduce the heave motion response. While greatly reducing the weight of the steel structure, it improves the power generation efficiency, and at the same time can facilitate the design and construction of the floating foundation 2, towing construction and offshore installation of the entire system, reducing investment costs and construction and operation and maintenance costs.

[0070] The tension tendon support device 3 is finally connected and fixed to the seabed by the mooring and anchoring system 4, and finally forms a complete set of tension leg large-capacity wind power platform system. The mooring and anchoring system 4 includes a mooring cable 4-1, a bottom anchor chain section 4-2, a bottom shackle 4-3, and a seabed anchor pile 4-4. The mooring cable 4-1 can be designed as a metal mooring chain, or a high-strength, fatigue-resistant and corrosion-resistant composite material cable can be selected to further reduce the cost of the mooring cable and also reduce the horizontal offset of the floating body foundation 2. Compared with the traditional floating semi-submersible platform, it is more conducive to the overall configuration design and installation operation of the mooring cable 4-1, especially the submarine cable. The upper end of the mooring cable 4-1 is connected to the lower end of the top anchor chain section 3-3-2. The lower end of the mooring cable 4-1 is installed with a bottom shackle 4-3 through the bottom anchor chain section 4-2, and a seabed anchor pile 4-4 is installed on the bottom shackle 4-3 and fixed to the seabed surface 4-5 through the seabed anchor pile 4-4. The top anchor chain section 3-3-2 and the bottom anchor chain section 4-2 are mainly designed as metal anchor chains, which are convenient for connecting and installing with the shackles at both ends, and the length is about 4m - 6m.

[0071] As described above, it is only the specific implementation of the present invention, but the protection scope of the present invention is not limited thereto. Any person skilled in the art can make many possible changes and modifications to the technical solution of the present invention by using the technical content disclosed above, or modify it into an equivalent embodiment with equivalent changes. Therefore, any simple modification, equivalent change and modification made to the above embodiments based on the technical essence of the present invention without departing from the technical solution of the present invention shall fall within the protection scope of the technical solution of the present invention.

Claims

1. A tension leg floating wind turbine platform, comprising a wind turbine system, a floating body foundation, a tension tendon support device and a mooring and anchoring system arranged in sequence from top to bottom, characterized in that: The wind turbine system includes a nacelle, a hub, blades and a tower. The hub is installed on the output shaft of the nacelle, the blades are evenly distributed around the hub, and the tower is installed below the nacelle; The floating body foundation includes a plurality of vertical columns, a plurality of upper connecting beams, a plurality of lower connecting beams, a plurality of diagonal bracing beams and a plurality of heave tanks. The vertical columns are arranged on the periphery of the floating body foundation. The tops of the vertical columns are sequentially connected by the upper connecting beams, and the bottoms of the vertical columns are sequentially connected by the lower connecting beams. The diagonal bracing beams are arranged between each vertical column and the lower connecting beam connected thereto, and the heave tanks are arranged at the bottoms of the vertical columns; The tension tendon support device includes an assembly locking mechanism, a split structure and a top mooring connection mechanism connected in sequence from top to bottom. The assembly locking mechanism includes a connecting pipe mechanism and a connecting pipe locking and assembling mechanism, and the connecting pipe locking and assembling mechanism is installed on the connecting pipe mechanism; The split structure includes a split structure top deck, an outer bulkhead, a first partition bulkhead, a split structure bottom deck and a central pipe. The split structure top deck and the split structure bottom deck are arranged opposite to each other up and down. The outer bulkhead is vertically arranged on the periphery of the split structure top deck and the split structure bottom deck. The split structure top deck, the split structure bottom deck and the outer bulkhead enclose to form a split structure outer shell. The central pipe is centrally arranged in the middle of the split structure outer shell. A plurality of the first partition bulkheads are radially distributed between the outer bulkhead and the central pipe along the central pipe. The first partition bulkheads, the central pipe and the outer bulkhead enclose to form a plurality of ballast tanks; The top mooring connection mechanism includes a top mooring support split structure, a top universal joint shackle and a top anchor chain section connected in sequence from top to bottom; The lower end of the connecting pipe mechanism is connected to the upper end of the central pipe, the lower end of the central pipe is connected to the upper end of the top mooring support split structure, and the lower end of the top mooring support split structure is hinged and installed with the top universal joint shackle; The mooring and anchoring system includes a mooring cable, a bottom anchor chain section, a bottom shackle and a subsea anchor pile connected in sequence from top to bottom. The upper end of the mooring cable is connected to the lower end of the top anchor chain section, and the subsea anchor pile is used for connection with the seabed surface.

2. The tension-leg floating wind turbine platform according to claim 1, characterized in that: The floating body foundation includes three vertical columns, three upper connecting beams, three lower connecting beams, six diagonal bracing beams and three heave tanks; The tops of the three vertical columns are connected by three upper connecting beams, and the bottoms are connected by three lower connecting beams. Two diagonal bracing beams are distributed in the plane between every two vertical columns. There is a heave tank at the bottom of each vertical column. One of the three vertical columns is used as the main column to install the tower of the wind turbine system; The main column is divided into several compartments up and down. The uppermost compartment is a double-shell structure, and the inner shell diameter is the same as the root diameter of the tower.

3. The tension leg floating wind turbine platform according to claim 2, characterized in that: One of the three vertical columns is set as the main column. The main column is divided into multiple compartments along its axis. The uppermost compartment is designed as a double-shell structure, and the inner shell diameter is the same as the root diameter of the tower barrel. The tower barrel is vertically placed on the bottom deck of the uppermost compartment of the main column.

4. The tension leg floating wind turbine platform according to claim 3, characterized in that: The top of the inner shell is continuous at the top deck of the main column and is 1m - 2m higher than the top deck of the main column. The vertical distance between the double shells is 1.5m - 2.5m.

5. The tension-leg floating wind turbine platform according to claim 3, wherein, The top of the tower barrel penetrating into the extended section of the column is 1m - 2m higher than the top deck of the main column, and the distance between the tower barrel penetrating into the extended section of the column and the outer shell of the main column is 1.5m - 2.5m.

6. The tension-leg floating wind turbine platform according to claim 1, characterized in that, Both ends of the upper connecting beam are welded to the vertical column through a transition structure between a square and a circular section. The transition structure between a square and a circular section includes a square section at the end, a transition section between a square and a circular section, and a circular pipe part. The length of the square section at the end of the transition structure between a square and a circular section is 3m - 4m, the length of the transition section between a square and a circular section is 2.5m - 3m, and the diameter of the circular pipe part is 3m - 4m. The cross-section of the lower connecting beam is rectangular, and the four corners of the cross-section of the lower connecting beam are rounded chamfers, and the diameter of the rounded chamfers is 0.75m - 1.5m. The height of the top deck of the lower connecting beam is 2m - 3m higher than the top deck of the heaving compartment, and the structure between the ends of the lower connecting beam is the same as the height of the lower connecting beam.

7. The tension leg floating wind turbine platform according to claim 1, characterized in that, The diameter of the diagonal bracing beam is 2m - 3m, the included angle between the diagonal bracing beam and the lower connecting beam is 40° - 45°, and the inner wall distance between the bottom toe ends of the two diagonal bracing beams is 1m - 2m.

8. The tension leg floating wind turbine platform according to claim 1, characterized in that, The tension tendon support devices are installed in groups of two on one heaving compartment, and the included angle between the two through holes of the heaving compartments on each heaving compartment is 120 degrees.

9. The tension leg floating wind turbine platform according to claim 1, characterized in that, The split structure is a regular hexahedron structure. The top deck and the bottom deck of the split structure are hexagons. The side surfaces of the split structure are quadrilateral outer cabin walls. There are four first partition walls. Among them, 3 first partition walls connect the diagonals of the regular hexagon structure, 1 first partition wall connects the centers of two opposite sides, and the 4 first partition walls are welded together at the center pipe.

10. The tension leg floating wind turbine platform according to claim 1, characterized in that, The connecting pipe mechanism is a threaded pipe, and the connecting pipe locking and assembling mechanism is a nut matching the threaded pipe.

11. The tension leg floating wind turbine platform according to claim 1, characterized in that, All the outer cabin walls are welded to the toe ends of all the first partition walls, and the distance that the toe ends of the first partition walls exceed the outer cabin walls is not less than 10mm. The distances that the top deck and the bottom deck of the split structure protrude from the outer cabin walls are not less than 10mm.

12. The tension leg floating wind turbine platform according to claim 1, characterized in that, A plurality of flexible gussets are evenly distributed between the bottom of the center pipe and the bottom deck of the split structure. The height of the gussets is 0.8m - 1.5m, and the bottom surface of the gussets is set as an arc shape, and the radius of the arc is the same as the height of the gussets.

13. The tension leg floating wind turbine platform according to claim 1, characterized in that, Second partition walls are arranged between adjacent first partition walls. The second partition walls, the outer cabin walls, and the outer sections of the first partition walls enclose a plurality of ballast tanks. At the same time, the inner sections of the first partition walls, the second partition walls, and the center pipe enclose a plurality of ballast tanks and empty cabins used as operation rooms.

14. The tension leg floating wind turbine platform according to claim 1, characterized in that Watertight manholes are opened on the first partition walls.

15. The tension leg floating wind turbine platform according to claim 1, characterized in that, The lengths of the top anchor chain section and the bottom anchor chain section are 4m - 6m, and the mooring cable is made of high-strength lightweight composite materials.

16. The tension leg floating wind turbine platform according to claim 1, characterized in that, Reinforcing ribs and horizontal ring frame beams are arranged on all bulkheads of the split structure. Above the top deck of the split structure, with the central pipe as the center, reinforcing ribs are evenly distributed parallel to the outer bulkhead, and large beams are arranged between the reinforcing ribs in the peripheral area.

Images