Annular floating fan system of dense tensioning type structure

Abstract

The invention discloses an annular floating type fan system with a dense tensioning type structure, and belongs to the technical field of ocean wind power generation. The system adopts at least one buoyancy ring to provide main buoyancy, so that tensioning type mooring cables which are densely arranged have enough tension and are favorable for resisting ocean storm waves, and a central stand column is vertically arranged in the buoyancy ring structure in a penetrating manner; the two ends of the central stand column are annularly and regularly connected with at least one buoyancy ring through a plurality of dense prestress connecting bodies, so that a spindle shape is integrally formed, a wind power mechanism is arranged at the upper end of the central stand column in the axial direction of the central stand column, and the lower portion of at least one buoyancy ring structure is connected with an annular gravity anchor through a plurality of dense mooring cables. The central stand column and the buoyancy ring are connected by additionally arranging the prestress connecting body, vertical rigidity is provided for the formed floating mechanism, and therefore the steel consumption can be reduced on the whole, the purpose of a lightweight structure is achieved, and then the manufacturing cost of the structure is reduced.

Description

Technical Field

[0001] The present invention belongs to the technical field of ocean wind power generation, and more specifically, particularly relates to an annular floating wind turbine system with a dense tension structure. Background Art

[0002] At present, most domestic offshore wind power projects are located in shallow waters near the shore and adopt the method of fixed foundations, that is, the foundation is built through single piles or jacket structures and fixed on the seabed. However, with the development of coastal towns, the space in the coastal area has been occupied, and the number of nearshore wind farms is decreasing, resulting in limited resources in nearshore wind farms. People have begun to transfer the location of offshore wind farms to deep-sea areas with higher wind resource density. When arranging wind farms in deep-sea areas, due to the very deep water level, the fixed foundation cannot be used continuously. Therefore, the floating foundation is an inevitable choice for the development of wind power generation in deep-sea areas.

[0003] As the water depth increases, the self-weight and project cost of traditional fixed offshore wind turbines increase significantly. The cost of the foundation structure of fixed offshore wind turbines in deep-sea areas is much higher than that of floating foundation structures in deep-sea areas. The floating foundation structure has the advantages of good mobility, easy disassembly, and can be recycled and reused after the service life expires. Therefore, in order to further develop the wind energy resources in deep-sea areas, it is necessary to vigorously develop the floating foundation structure.

[0004] Existing offshore floating platforms are mostly used in the field of offshore oil and gas production. The scale, size, structure, and economy of this platform are not suitable for offshore wind power generation. Therefore, it is necessary to provide a floating platform with a small scale, simple structure, and economy, and this platform is stable, can withstand wave disturbances, and is suitable for wind power generation in deep-sea areas, so as to meet the development needs of this field.

[0005] In response to this problem of the existing situation, corresponding technical solutions have also been proposed. For example, in the Chinese invention patent application with the publication number: CN115539312A, a floating foundation is formed by three floating barrels to provide the main buoyancy, and the wind turbine is connected to the floating foundation through stay cables. However, this method of using three floating barrels will have a dispersed waterline area, and a very strong cross-bracing system is required to maintain the overall stability of the three floating barrels and the entire system. The structure is complex, the self-weight is large, and the cost is high. Another example is the Chinese invention patent application with the publication number: CN108316336A, which uses an annular floating barrel as the main buoyancy to form a floating foundation. However, the annular floating barrel is connected to the middle box body through a transverse connection truss in a planar manner. In the environment of sea surface wind and wave fluctuations, the structural stiffness of this floating foundation connected in this way cannot be guaranteed. If sufficient structural stiffness is to be ensured, more steel will inevitably be used, which will increase the production cost. In view of this, further optimization is needed to solve these problems. Summary of the Invention

[0006] In view of the deficiencies of the prior art, the present invention provides an annular floating wind turbine system with a dense tension structure. The buoyancy ring is used to provide the main buoyancy, so that the densely arranged tension mooring cables have sufficient tension. The central column and the buoyancy ring are connected by a centripetal connection of a prestressed connector instead of a steel truss, providing stiffness for the support structure, thereby helping to reduce the steel consumption of the support structure as a whole to solve the technical problems described in the background art.

[0007] To achieve the above objectives, the present invention is realized through the following technical solutions: An annular floating wind turbine system with a dense tension structure includes at least one buoyancy ring. A central column is vertically penetrated through the structure of the at least one buoyancy ring. The at least one buoyancy ring is connected with a plurality of prestressed connectors. The plurality of prestressed connectors are inclined in both the upper and lower directions and are connected to the central column in a circular distribution manner, forming a spindle shape as a whole. A wind power mechanism is arranged at the upper end of the central column along its axial direction. The lower part of the structure of the at least one buoyancy ring is connected to an annular gravity anchor through a plurality of dense mooring cables.

[0008] Optionally, it includes two buoyancy rings, namely a first buoyancy ring and a second buoyancy ring. The first buoyancy ring and the second buoyancy ring are stacked at intervals and fixedly connected through a connecting column. The plurality of prestressed connectors on the first buoyancy ring and the second buoyancy ring are inclined in both the upward or / and downward directions and are connected to the central column in a circular distribution manner.

[0009] Optionally, in the two buoyancy rings, the first buoyancy ring is located above and the second buoyancy ring is located below. The buoyancy of the first buoyancy ring in water is greater than the buoyancy of the second buoyancy ring in water.

[0010] Optionally, the prestressed connector is a prestressed rigid rod or a prestressed cable.

[0011] Optionally, the mooring cables are vertically densely arranged and are evenly distributed along the circumferential direction of the annular gravity anchor. The buoyancy ring is pulled underwater through the mooring cables to form a tension leg type.

[0012] Optionally, the lower end of the central column is connected to the annular gravity anchor through a plurality of inclined mooring cables. The plurality of inclined mooring cables are evenly distributed along the circumferential direction of the annular gravity anchor.

[0013] Optionally, the mooring cables and the prestressed cables are CFRP cables.

[0014] Optionally, the diameter of the annular gravity anchor is larger than the diameter of the buoyancy ring. The mooring cables are inclined and densely arranged and are evenly distributed along the circumferential direction of the annular gravity anchor.

[0015] Optionally, the inclination angle between the prestressed connecting body and the horizontal plane is 20° to 70°.

[0016] Optionally, a safety cable is connected to the lower end of the central column, and a counterweight is connected to the other end of the safety cable.

[0017] The annular floating wind turbine system with a dense tension structure of the present invention has the following beneficial effects:

[0018] 1. By adding a prestressed connecting body to connect the central column and the buoyancy ring, stiffness is provided for the composed floating structure, which helps to reduce the steel consumption as a whole, achieve the purpose of lightweight structure, and further reduce the construction cost of the structural design.

[0019] 2. The circular waterline structure of the buoyancy ring has a large stability radius, which is convenient for the structure to maintain stability during wet towing, transportation and installation, and reduces transportation and installation costs.

[0020] 3. The calculation formulas for the vertical stiffness and rotational stiffness of the cable net system composed of the buoyancy ring and the central column are similar, and both are optimal when the horizontal inclination angle of the prestressed connecting body is 55°. This structural feature is beneficial for adjusting parameters during design to make the overall structure optimal.

[0021] 4. Under the action of the dense cable system of multiple prestressed connecting bodies, the buoyancy ring of the present invention is more evenly stressed and has better resistance to deformation, which is beneficial to maintaining the overall stability of the platform. At the same time, such a dense cable system has a high structural redundancy and good structural robustness.

[0022] 5. The mooring cables between the floating structure and the annular gravity anchor of the present invention adopt a dense cable method, which is also a structure with high redundancy and good robustness. At the same time, the number of mooring cables is large, which correspondingly greatly reduces the tension of a single mooring cable, is beneficial for a single mooring cable to significantly reduce weight, and is convenient for installation, replacement and other processes.

[0023] 6. The dense mooring cable system adopted by the present invention makes the force on the annular gravity anchor more uniform, which is beneficial for the structural design and operation safety of the annular gravity anchor. In addition, the gravity anchor adopts an annular structure, which is beneficial for the reliable installation and fixation of the mooring cables. At the same time, the large annular structure area is beneficial for adapting to the seabed geological conditions and reducing the construction difficulty.

[0024] 7. The diameter of the annular gravity anchor of the present invention is large, the radius of the annular distribution of the tensioned mooring cables connected to it is large, the stiffness provided for the whole system is greater, and it is proportional to the square of the radius. This feature helps to design a highly reliable floating wind turbine system.

[0025] 8. The prestressed cable is made of CFRP material, which is lightweight, high-strength, corrosion-resistant, and fatigue-resistant. Its performance is far higher than that of traditional steel cables and synthetic fiber ropes. In addition, the long-term relaxation performance of CFRP cables is much lower than that of synthetic fiber ropes, so in a floating structure, there will be no problem of large tensile force attenuation leading to structural failure. Description of the Drawings

[0026] Figure 1 Schematic structural diagram of the annular floating wind turbine system provided in this embodiment;

[0027] Figure 2 Schematic connection structure diagram of the safety cable provided in this embodiment;

[0028] Figure 3 Axially symmetric sectional view schematic diagram of the double buoyancy ring connection structure provided in this embodiment;

[0029] Figure 4 Schematic structural diagram of the buoyancy ring provided in this embodiment;

[0030] Figure 5 Schematic structural diagram of the annular gravity anchor provided in this embodiment;

[0031] Figure 6 Schematic structural diagram of the obliquely tensioned mooring annular floating wind turbine system provided in this embodiment;

[0032] Figure 7 Axially symmetric single-frame sectional calculation simplified Figure 1 ;

[0033] Figure 8 Axially symmetric single-frame sectional calculation simplified Figure 2 ;

[0034] Figure 9 Schematic top view calculation diagram of the inclined cable provided in this embodiment;

[0035] Figure 10 Schematic calculation diagram of four-frame mooring cables provided in this embodiment.

[0036] In the figure: 1. Buoyancy ring; 11. First buoyancy ring; 12. Second buoyancy ring; 101. Protection shell; 102. Buoyancy block; 103. Annular skeleton; 2. Central column; 3. Prestressed connection body; 31. Upper chord body; 32. Lower chord body; 4. Wind power mechanism; 5. Mooring cable; 6. Annular gravity anchor; 61. Compartment; 7. Connecting column; 8. Oblique mooring cable; 9. Safety cable; 10. Counterweight. Detailed Implementation Modes

[0037] The following further describes in detail the embodiments of the present invention in conjunction with the accompanying drawings and embodiments. The following embodiments are used to illustrate the present invention, but cannot be used to limit the scope of the present invention.

[0038] Embodiment 1:

[0039] An annular floating wind turbine system with a dense tension structure, as Figure 1 shown. This system is mainly divided into a floating mechanism, a wind power mechanism 4, and a mooring mechanism. The floating mechanism uses at least one buoyancy ring 1 to provide the main buoyancy for the system. In the structure of the at least one buoyancy ring 1, a central column 2 is vertically penetrated. The at least one buoyancy ring 1 is connected with a plurality of prestressed connectors 3. The plurality of prestressed connectors 3 are inclined in two directions, up and down, and are connected to the central column 2 in a circumferential distribution manner, forming a spindle shape as a whole. This spindle shape can make the floating mechanism have stronger stiffness, and at the same time helps to reduce the steel consumption of the structure as a whole. When the steel consumption is reduced, the self-weight of the entire system will be greatly reduced, making the towing transportation and installation of the system easier. And at the upper end of the central column 2, a wind power mechanism 4 is arranged along its axial direction. Specifically, the wind power mechanism 4 mainly includes a tower barrel and a wind turbine unit. The tower barrel is vertically connected to the top of the central column 2 along the axial direction of the central column 2. The mooring mechanism is connected to an annular gravity anchor 6 through a plurality of dense mooring cables 5 below the structure of the at least one buoyancy ring 1.

[0040] Specifically, the mooring cables 5 are arranged vertically and densely, and are evenly distributed circumferentially along the annular gravity anchor 6. The buoyancy ring 1 is pulled underwater through the mooring cables 5. When the buoyancy ring 1 and the annular gravity anchor 6 have the same size, a tension leg type is formed. The tension leg type structural system relies on the axial stiffness of the tension legs to provide vertical stiffness for the overall structure, with high stability and reliability.

[0041] The mooring cables 5 adopt an annular arrangement of dense cable systems, and the pre-tension is provided by the remaining buoyancy of the buoyancy ring 1. The advantage of this is that the system is restricted by mooring in all directions. The rotational stiffness of the annular dense mooring cable system is proportional to the square of the annular radius. Therefore, the overall stability is the most reliable. Secondly, the number of mooring cables 5 in the dense cable system is large, and the tension of a single cable is small, which is easy to achieve. And the large number of mooring cables 5 forms a dense cable system, and the probability of simultaneous failure is extremely low, and the robustness or strength of the structure is good.

[0042] To further increase the mooring stability, as Figure 1 shown, at the lower end of the central column 2, a plurality of stay mooring cables 8 are connected to the annular gravity anchor 6. The plurality of stay mooring cables 8 are evenly distributed circumferentially along the annular gravity anchor 6. The stay mooring cables 8 are stayed. The stay mooring cables 8 not only provide vertical stiffness but also provide horizontal stiffness, making the mooring effect better, and at the same time making the stability of the floating mechanism stronger, which is beneficial to resisting sea waves.

[0043] Furthermore, as shown in Figure 2 , a safety cable 9 can be connected to the lower end of the central column 2, and the safety cable 9 is further connected to a counterweight 10. The counterweight 10 lands on the seabed. The counterweight 10 is a drag anchor or a gravity anchor, etc. The length of the safety cable 9 is greater than that of the mooring cable 5 and the inclined mooring cable 8. When all the mooring cables 5 and the inclined mooring cables 8 fail, the floating structure floats upward, and the safety cable 9 can still pull the floating structure to keep the upper structure system from capsizing and other situations.

[0044] To ensure that the floating mechanism has a sufficiently large overall stiffness, multiple buoyancy rings 1 are provided. Taking two as an example: two buoyancy rings 1, namely the first buoyancy ring 11 and the second buoyancy ring 12 respectively. The first buoyancy ring 11 and the second buoyancy ring 12 are stacked at intervals and fixedly connected through a connecting column (7). Multiple prestressed connecting bodies 3 on the first buoyancy ring 11 and the second buoyancy ring 12 are respectively inclined upward or / and downward in two directions and are connected to the central column 2 in an annular distribution manner. The preferred way is as shown in Figure 3 . The prestressed connecting body 3 at the upper end of the central column 2 is connected to the lower-layer buoyancy ring 1, while the prestressed connecting body 3 at the lower end of the central column 2 is connected to the upper-layer buoyancy ring 1. This approach can better achieve a more optimal arrangement of the inclination angle of the prestressed connecting body 3.

[0045] As shown in Figure 1 Figure 2 Figure 3 , in order to make the floating structure more stable in water, a control scheme for the buoyancy ratio of the two buoyancy rings 1 is proposed. The two buoyancy rings 1 are designed as follows: the first buoyancy ring 11 of the two buoyancy rings is located above, and the second buoyancy ring 12 is located below. The buoyancy of the first buoyancy ring 11 in water is greater than that of the second buoyancy ring 12 in water. That is, the gravity of the second buoyancy ring 12 is greater than that of the first buoyancy ring 11, making the overall structure have a higher center of buoyancy and a lower center of gravity, which can further improve the stability of the structure.

[0046] As shown in Figure 1 , the prestressed connecting body 3 is a prestressed rigid rod or a prestressed cable. In addition, the prestressed connecting bodies 3 on both sides can be designed differently. Generally speaking: for the upper and lower parts of the spindle-shaped prestressed connecting body 3, the upper chord body 31 can be a prestressed rigid rod and the lower chord body 32 can be a prestressed cable, or the upper chord body 31 can be a prestressed cable and the lower chord body 32 can be a prestressed rigid rod. The advantage of this is higher redundancy and ensuring the "permanent" effectiveness of the structure. At the same time, considering that the floating mechanism and the mooring mechanism are located in water, each connecting component should have the properties of corrosion resistance, small relaxation, and low creep to ensure the reliability of the system. Therefore, the mooring cable 5 and the prestressed cable are CFRP cables (Carbon Fiber Reinforced Polymer).

[0047] One end of the prestressed connector 3 is hinged to the buoyancy ring 1, and the other end is hinged to the central column 2 to form an integral structure. In order to endow the floating mechanism with integral stiffness, the prestressed connectors 3 arranged regularly in the circumferential direction are tensioned and have sufficient tensile stress reserve to ensure that they are always in a stable state under all working conditions. The inclination angle of the prestressed connector 3 with the horizontal plane is 20° to 70°. Among them, 55° is the best.

[0048] The prestressed connector 3 adopts a "dense cable" system, and its purpose is similar to that of the mooring cable 5 in principle. Preferably, the mooring connection points correspond one by one to the connection points of the prestressed connector 3 on the buoyancy ring 1. The purpose is: to keep the positions consistent, so that the force transmission is smoother. For the buoyancy ring 1, it only plays a role in force transmission at the nodes, which helps the buoyancy ring 1 to be in the best stress state.

[0049] Regarding the buoyancy ring 1:

[0050] As Figure 4 shown, the buoyancy ring 1 is composed of an outer protective shell 101, an intermediate buoyancy block 102 and an inner ring-shaped skeleton 103. The outer protective shell 101 is a plastic hard shell of polyurethane or HDPE. The internal filling material of the intermediate buoyancy block 102 can be one or a combination of hollow microsphere composites, composite plastics, and chemical foam composites. The inner ring-shaped skeleton 103 is made of conventional steel processed in sections and assembled into a whole in the form of flange plates, or welded into a whole.

[0051] The form of the ring-shaped skeleton 103 is diverse and is not limited to Figure 4 the form in

[0052] When the buoyancy ring 1 adopts a double-layer or multi-layer buoyancy ring and is combined into a truss form through the connecting column 7 and / or the connecting diagonal rod, the structural strength and stiffness of the buoyancy ring 1 in the overall form will be greatly improved compared with a single buoyancy ring.

[0053] The buoyancy block 102 can be prefabricated in the factory or can be externally wrapped after being towed to the site.

[0054] Regarding the annular gravity anchor 6:

[0055] As Figure 5 shown, the annular gravity anchor 6 is a concrete structure, with a plurality of reserved compartments 61 arranged in the circumferential direction. It is prefabricated on the shore, towed in place wet, and then lowered to the seabed for fixation; a plurality of embedded parts are pre-buried in the annular gravity anchor for connecting the mooring cable 5.

[0056] The annular gravity anchor 6 can form a self-balanced system under the action of the horizontal component force transmitted by the mooring, and the cross-section is in compression. Therefore, this foundation can use concrete materials with low cost.

[0057] Example Two:

[0058] An annular floating wind turbine system with a dense tension structure, as Figure 6 shown. The difference between this embodiment and the first embodiment is that the size of the annular gravity anchor 6 is different. The annular gravity anchor 6 is designed to have a diameter larger than that of the buoyancy ring 1. The mooring cables 5 are arranged in an inclined and dense manner and are evenly distributed along the circumferential direction of the annular gravity anchor 6. At this time, the horizontal component force of the mooring cables 5 causes a certain axial pressure on the annular foundation and self-balances. For the concrete structure, the annular axial pressure is free prestress, which improves the stress of the concrete structure. In the case of the inclined tension form of the mooring cables 5, it already has sufficient stability. Therefore, the stay cables 8 can be not used.

[0059] When the sea water is relatively deep, the stay cables 8 will make the size of the annular gravity anchor 6 too large, increasing the material consumption and construction difficulty. Therefore, the annular gravity anchor 6 with the stay cables 8 is suitable for the case where the water depth is not too large.

[0060] To verify the effects of the first embodiment and the second embodiment, the following analysis is made on the static characteristics of the floating mechanism:

[0061] I. Vertical stiffness of the structure

[0062] For the convenience of analysis, the structure is simplified. The prestressed connectors 3 are all represented by prestressed cables. The annular structure (buoyancy ring 1) is simplified to one layer, and the central column 2 is regarded as a rigid strut, and the analysis is carried out with a single-plane axisymmetric structure section, as Figure 7 shown. Where P is the vertical load generated by the facilities set on the structure, such as wind turbines, etc.; E1A1 is the axial stiffness of the cable; H is the height of the central column; D is the diameter of the buoyancy ring; θ is the horizontal inclination angle of the cable; l is the cable length.

[0063] Due to the symmetry of the axisymmetric structure, for a single-plane cable of n cables, the vertical load P can be expressed by the cable force increment ΔT as:

[0064]

[0065]

[0066] From the above two equations:

[0067]

[0068] To ensure the overall stability of the structure, under the action of the vertical load P, the tensions of all prestressed cables are not zero (i.e., do not withdraw from work). The four prestressed cables of the single-plane structure share the external load P / n together, and the stiffness of the entire single-plane cable system is 4 times the vertical stiffness of a single cable:

[0069]

[0070] In the cable net system with dense cable layout, the rigid struts at the center are shared, and the vertical stiffness of each cable truss is the above value. If there are n cable trusses, it is n times the above formula.

[0071]

[0072] This formula is the calculation formula for the vertical stiffness of the overall structure. It can be seen from the formula that the overall stiffness is related to the number and inclination angle of the prestressed connectors, and the optimal angle is 55°.

[0073] II. Rotational stiffness of the structure

[0074] 1. Resistance moment of a single truss

[0075] As Figure 8 shown, by the same simplified analysis, taking a single truss for analysis, the wind load acting on the structure generates a rotational moment M; E1A1 is the axial stiffness of the cable; H is the height of the central column; D is the diameter of the buoyancy ring; θ is the horizontal angle of the cable; l is the cable length.

[0076] Due to the rotational moment, the rigid strut rotates by an angle α, and the horizontal displacement at the end of the strut:

[0077]

[0078] This horizontal displacement causes the upper left and lower right cables to elongate (the lower left and upper right cables shorten), and the elongation of the cable can be expressed as:

[0079] |Δl| = Δxcosθ

[0080] This elongation causes an increment in the cable force:

[0081]

[0082] The horizontal component of this cable force increment generates a resistance moment on the rigid strut to balance the external moment:

[0083]

[0084] 2. Resistance moment of n trusses

[0085] As Figure 9 shown, considering all trusses, define the dotted line as the X-axis of the top view projection plane, and take any inclined truss cable with an inclination angle of β. The end of the rigid strut at the center rotates horizontally along the X-axis by a displacement Δx due to the rotational moment. This horizontal displacement causes the elongation and shortening of the inclined truss cable, and the horizontal projection of the cable elongation and shortening displacement:

[0086]

[0087] Similarly, the elongation or shortening of the inclined truss cable is:

[0088] |Δl β | = Δx β ·cosθ

[0089] In the plane where this diagonal cable is located, this expansion and contraction causes an increase or decrease in the cable force:

[0090]

[0091] The horizontal component of this cable force increment and the component along the X-axis generate a rotational moment to resist the rigid strut:

[0092]

[0093] For any bay of stay cables with a circumferential uniform distribution, The simplified formula is as follows, and this formula is the calculation formula for the resistance moment under any bay:

[0094]

[0095] In the formula, i represents any bay of the structure; n represents the total number of bays of the structure.

[0096] Considering that each bay will provide a resistance moment, for the entire structure, the provided resistance moment is the sum of the resistance moments of each bay of cables, which can be expressed as:

[0097]

[0098] When n ≥ 2, the simplified formula is as follows, and this formula is the calculation formula for the resistance moment under n bays:

[0099]

[0100] Furthermore, the rotational stiffness of the structure is obtained as:

[0101]

[0102] It can be seen from this formula that the optimal angle of the tension cable net system is about 55°.

[0103] 3. Resistance moment provided by the mooring system

[0104] Considering that the structure is in the form of a tension leg, and the tension leg is a vertically tensioned mooring cable. The tensioned mooring cable will provide a resistance moment to the structure. The radius of the buoyancy ring is R, i is any mooring cable, the axial stiffness of the mooring cable is E2A2, and project n bays of mooring cables onto a plane, as Figure 10 shown (the figure takes 4 bays of cables as an example).

[0105] Assume that the length of each mooring cable anchored in the seabed is h, and the horizontal projection distance of each mooring cable from the center of the circle is:

[0106]

[0107] Assuming that the buoyancy ring rotates rigidly by an angle γ, the elongation of each mooring cable is

[0108]

[0109] The corresponding change in the vertical tension of the mooring cable:

[0110]

[0111] Taking moments about the center point, the resisting moment provided by any mooring cable is obtained:

[0112]

[0113] Similarly, the sum of the resisting moments provided by all mooring cables is:

[0114]

[0115] When n ≥ 2, the simplified formula is as follows,

[0116]

[0117] This formula is the calculation formula for the resisting moment provided by n mooring cables. It can be seen from this formula that the resisting moment is proportional to the square of the radius of the buoyancy ring.

[0118] The above is only a preferred specific embodiment of the present invention, but the protection scope of the present invention is not limited thereto. Any person skilled in the art within the technical scope disclosed by the present invention, according to the technical solution and inventive concept of the present invention, makes equivalent substitutions or changes, and should be covered by the protection scope of the present invention.

Claims

1. An annular floating wind turbine system with a dense tension structure, characterized in that: It includes at least one buoyancy ring (1), a central column (2) vertically penetrates through the structure of the at least one buoyancy ring (1), the at least one buoyancy ring (1) is connected with a plurality of prestressed connectors (3), the plurality of prestressed connectors (3) are inclined in two directions of up and down respectively and are connected with the central column (2) in an annular distribution manner, so that the whole forms a spindle shape, a wind power mechanism (4) is arranged at the upper end of the central column (2) along its axial direction, and the lower part of the structure of the at least one buoyancy ring (1) is connected with an annular gravity anchor (6) through a plurality of dense mooring cables (5).

2. The annular floating wind turbine system with a dense tension structure according to claim 1, characterized in that: It includes two buoyancy rings (1), namely a first buoyancy ring (11) and a second buoyancy ring (12), the first buoyancy ring (11) and the second buoyancy ring (12) are stacked at intervals and fixedly connected through a connecting column (7), and the plurality of prestressed connectors (3) on the first buoyancy ring (11) and the second buoyancy ring (12) are inclined in two directions of up or / and down respectively and are connected with the central column (2) in an annular distribution manner.

3. The annular floating wind turbine system with a dense tension structure according to claim 2, characterized in that: Among the two buoyancy rings (1), the first buoyancy ring (11) is located above, the second buoyancy ring (12) is located below, and the buoyancy of the first buoyancy ring (11) in water is greater than the buoyancy of the second buoyancy ring (12) in water.

4. The annular floating wind turbine system with a dense tension structure according to claim 1, characterized in that: The prestressed connector (3) is a prestressed rigid rod or a prestressed cable.

5. The annular floating wind turbine system with a dense tension structure according to any one of claims 1-4, characterized in that: The mooring cable (5) is arranged in a vertically dense shape and is uniformly distributed along the circumferential direction of the annular gravity anchor (6), and the buoyancy ring (1) is pulled underwater through the mooring cable (5) to form a tension leg type.

6. The annular floating wind turbine system with a dense tension structure according to any one of claims 1-4, characterized in that: The lower end of the central column (2) is connected with the annular gravity anchor (6) through a plurality of stay cables (8), and the plurality of stay cables (8) are uniformly distributed along the circumferential direction of the annular gravity anchor (6).

7. The annular floating wind turbine system with a dense tension structure according to claim 4, characterized in that: The mooring cable (5) and the prestressed cable are CFRP cables.

8. The annular floating wind turbine system with a dense tension structure according to any one of claims 1-4, characterized in that: The diameter of the annular gravity anchor (6) is larger than the diameter of the buoyancy ring (1), the mooring cable (5) is arranged in an inclined dense shape and is uniformly distributed along the circumferential direction of the annular gravity anchor (6).

9. The annular floating wind turbine system with a dense tension structure according to claim 1 or 2 or 3 or 4 or 7, characterized in that: The inclination angle of the prestressed connector (3) with the horizontal plane is 20° to 70°.

10. The annular floating wind turbine system with a dense tension structure according to claim 1 or 2 or 3 or 4 or 7, characterized in that: A safety cable (9) is connected to the lower end of the central column (2), and a counterweight block (10) is connected to the other end of the safety cable (9).

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