Offshore wind turbine pile foundation anti-scour device
By setting up annular protective berths and fillings around the pile foundation of offshore wind turbine units, the pile foundation instability problem caused by ocean current erosion is solved, and good anti-swage effect and stability improvement is achieved.
Patent Information
- Application Number
- CN202111052378.2
- Authority / Receiving Office
- CN · China
- Patent Type
- Patents(China)
- Current Assignee / Owner
- Filing Date
- 2021-09-08
- Publication Date
- 2024-12-20
- Estimated Expiration
- 2041-09-08
AI Technical Summary
The pile foundations of offshore wind turbines are prone to erosion pits under the erosion of the ocean current, which will affect the rigidity and frequency of the pile foundation and affect the stability of the equipment. The existing stone throwing method is not fixed and will be washed away over time, resulting in the pile foundation. Unstable.
Design a pile foundation anti-shrinking device for offshore wind turbines, including an annular protective berth surrounding the pile foundation, forming an annular space and filling. The protection berth is an inclined structure, with convex parts and annular convex edges on the bottom, and the split structure is easy to install , the fillings are stones, sandbags and seaweed organisms, and the distance between the protective berth and the pile foundation is 2 to 3 times the diameter of the pile foundation.
Effectively prevent the silt around the pile foundation from being washed away by the sea current, improve the stability of the pile foundation, enhance the contact between the protective berth and the subsea mud surface, reduce construction costs, and improve the anti-solution effect.
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Figure CN115772910B_ABST
Abstract
Description
Technical Field
[0001] The invention relates to the technical field of offshore wind power generation equipment, and in particular to an offshore wind turbine pile foundation anti-scouring device. Background Art
[0002] The pile foundations of offshore wind turbines are fixed on the seabed. As the ocean currents scour, scour pits are likely to appear around the pile foundations, which reduces the contact area between the pile foundations and the seabed soil layer, adversely affecting the stiffness and frequency of the pile foundations, thereby affecting the stability of the wind turbines.
[0003] In order to prevent the silt around the pile foundation from being washed away by the sea current, the current method is to throw stones around the pile foundation. However, since the stones are not fixed, they will be washed away by the sea current over time, and at the same time, a large amount of silt around the pile foundation will be taken away, which will still cause the pile foundation to be unstable. Summary of the invention
[0004] The purpose of the present invention is to provide an anti-scour device for pile foundation of an offshore wind turbine generator set, which has a good anti-scour effect and improves the stability of the pile foundation.
[0005] To solve the above technical problems, the present invention provides an offshore wind turbine pile foundation anti-scour device, including a protective dike, which is an annular structure arranged around the pile foundation, forming an annular space between the protective dike and the pile foundation, and a filler is arranged in the annular space.
[0006] The offshore wind turbine pile foundation anti-scour device provided by the invention has a protective dike set up around the pile foundation. The protective dike is a ring-shaped structure, so that an annular space is formed between the protective dike and the pile foundation, and a filler is filled in the annular space. After being set up in this way, the filler filled around the pile foundation is not easily washed away by the sea current due to the blocking and protection of the protective dike, which correspondingly avoids carrying away the silt around the pile foundation. The anti-scour device has a good anti-scour effect.
[0007] In the above-mentioned offshore wind turbine pile foundation anti-scour device, the edge portion of the protective levee away from the pile foundation is in an inclined structure; and the height of the edge portion gradually increases in the direction from the edge portion to the pile foundation.
[0008] In the above-mentioned offshore wind turbine pile foundation anti-scour device, the angle between the inclined structure and the seabed mud surface is 0 to 45 degrees.
[0009] In the above-mentioned offshore wind turbine pile foundation anti-scour device, the bottom surface of the protective dike is provided with a convex structure protruding downward.
[0010] In the above-mentioned offshore wind turbine pile foundation anti-scour device, the convex structure includes a plurality of annular convex ridges.
[0011] In the above-mentioned offshore wind turbine pile foundation anti-scour device, the protective dike is a split structure, including more than two protective dike blocks, and the protective dike blocks are spliced together to form the protective dike.
[0012] In the above-mentioned offshore wind turbine pile foundation anti-scour device, the protective dike is provided with a lifting ring for lifting.
[0013] In the above-mentioned offshore wind turbine pile foundation anti-scour device, the top surface of the portion of the protection dike close to the pile foundation is provided with an upwardly protruding annular step.
[0014] In the above-mentioned offshore wind turbine pile foundation anti-scour device, the protective dike includes a frame and a cast body, and the cast body is cast to form an integral structure with the frame.
[0015] In the above-mentioned offshore wind turbine pile foundation anti-scour device, the cast body is concrete, or the cast body is a mixture of pulverized particles of wind turbine blades and coagulation material.
[0016] In the above-mentioned offshore wind turbine pile foundation anti-scour device, the skeleton includes a steel cage.
[0017] In the above-mentioned offshore wind turbine pile foundation anti-scour device, the filler includes at least one of stones, sandbags and seaweed organisms.
[0018] In the above-mentioned offshore wind turbine pile foundation anti-scour device, the distance between the inner wall of the protection dike and the pile foundation is 2 to 3 times the pile diameter of the pile foundation. BRIEF DESCRIPTION OF THE DRAWINGS
[0019] Figure 1 A schematic structural diagram of an embodiment of an offshore wind turbine pile foundation anti-scour device provided by the present invention;
[0020] Figure 2 for Figure 1 A schematic diagram of the structure from a top-down perspective;
[0021] Figure 3 It is a structural schematic diagram of a protective dike block in a specific embodiment;
[0022] Figure 4 for Figure 3 AA direction schematic diagram.
[0023] Description of reference numerals:
[0024] Pile foundation 10;
[0025] Protection dike 20, protection dike block 21, frame 201, circumferential ribs 211, radial ribs 212, frame ribs 213, convex structure 202, lifting ring 203, pad 231, inclined surface 204, annular step 205;
[0026] Filling 30. DETAILED DESCRIPTION
[0027] In order to enable those skilled in the art to better understand the solution of the present invention, the present invention is further described in detail below in conjunction with the accompanying drawings and specific implementation methods.
[0028] The anti-scour device provided in this embodiment is applicable to the fixed pile foundation application environment of the wind turbine unit, including single pile, multiple piles, gravity foundation or fixed pile foundation of the conductor frame, etc. As long as it is a pile foundation fixed on the seabed, it can be applied; in addition, the floating foundation anchoring cable is also fixed on the seabed through the pile foundation, and the anti-scour device is also applicable.
[0029] Please refer to Figure 1 and Figure 2 , Figure 1 A schematic structural diagram of an embodiment of an offshore wind turbine pile foundation anti-scour device provided by the present invention; Figure 2 for Figure 1 Schematic diagram of the structure from a top-down perspective.
[0030] In this embodiment, the anti-scour device includes a protective dike 20 . The protective dike 20 is an annular structure arranged around the pile foundation 10 . An annular space is formed between the protective dike 20 and the pile foundation 10 . The annular space is filled with a filler 30 .
[0031] like Figure 1 As shown, in actual installation, the pile foundation 10 of the wind turbine is fixed on the seabed and penetrates into the seabed mud surface. A protective dike 20 is arranged around the pile foundation 10 and supported by the seabed mud surface.
[0032] After the above arrangement, the filler 30 filled around the pile foundation 10 is not easily washed away by the sea current due to the blocking and protection of the protective embankment 20, and of course, the silt around the pile foundation 10 will not be washed away by the sea current, and it has a good anti-scouring effect. It can be understood that the protective embankment 20 has a certain weight and is not easily washed away by sea water, so as to protect the filler 30.
[0033] Figure 1 and Figure 2 In the example shown, the protective dike 20 is in a circular ring structure. It is understandable that in actual setting, the shape of the protective dike 20 is not limited to this, and it can be a square ring, an elliptical ring, a polygonal ring, or other irregular ring shapes. As long as it is a closed annular structure, it can form a space between it and the pile foundation 10 for setting the filler 30.
[0034] In actual applications, the pile foundation 10 of an offshore wind turbine is usually larger in diameter and higher in height. To facilitate the installation of a protective dike 20 around the already installed pile foundation 10, the protective dike 20 can be a split structure, including at least two protective dike blocks 21. These protective dike blocks 21 can be spliced to form the protective dike 20. In this way, during installation, the protective dike blocks 21 can be spliced around the pile foundation 10 using lifting equipment, and there is no need for special connection between adjacent protective dike blocks 21, which is convenient for installation and implementation.
[0035] Of course, in the initial construction stage, an integrated protective embankment 20 can be set up. After the protective embankment 20 is installed, the pile foundation 10 is installed. In the later operation and maintenance stage, if a new protective embankment 20 is to be added, the protective embankment 20 can adopt a split structure to facilitate construction.
[0036] Figure 2 In the illustrated embodiment, the protection dike 20 is divided into four protection dike blocks 21 , which are assembled to form a protection dike 20 .
[0037] In this embodiment, the protection levee 20 includes a frame 201 and a cast body, and the cast body is cast to form an integral structure with the frame 201. Specifically, the protection levee 20 can be a reinforced concrete structure, that is, its frame 201 is made of steel bars, and the casting material is reinforced concrete. Of course, for the protection levee 20 with a split structure, each protection levee block 21 is also cast integrally by the frame 201 and the casting material.
[0038] Please refer to Figure 3 and Figure 4 , Figure 3 It is a structural schematic diagram of a protective dike block in a specific embodiment; Figure 4 for Figure 3 AA direction schematic diagram.
[0039] In this embodiment, the skeleton 201 of the dike block 21 includes circumferential ribs 211 extending in the circumferential direction, radial ribs 212 extending in the radial direction, and upright ribs 213 extending in the height direction. The density of the circumferential ribs 211, the density of the radial ribs 212, and the density of the upright ribs 213 can be set according to actual application requirements. The figure is only an exemplary description. It can be understood that when the dike 20 is in other shapes, the rib setting of its skeleton 201 can be adaptively changed.
[0040] To facilitate lifting during installation, a lifting ring 203 is provided on the protective dike 20. To facilitate lifting and subsequent installation, the lifting ring 203 is set on the top surface of the protective dike 20. On the basis that the protective dike 20 is a reinforced concrete structure, the lifting ring 203 can be fixed by a pad 231 fixedly connected to the skeleton 201 of the reinforced concrete structure, and the lifting ring 203 and the pad 231 can be connected by a thread.
[0041] When specifically set, the number and position of the lifting rings 203 set on the top surface of the protection dike 20 are set based on the balance of the protection dike 20 after lifting. Of course, for the protection dike block 21, the lifting rings 203 thereon are set in consideration of the balance of lifting each protection dike block 21.
[0042] The skeleton 201 of the protection levee 20 adopts the structural form of the above-mentioned steel cage, which has good strength and can avoid cracking due to its own weight after lifting. It can also play a good protective role after construction and installation.
[0043] To prevent the steel structure skeleton 201 from being eroded by seawater on the seabed, after pouring concrete, a protective layer of a certain thickness is formed on the outer surface of the skeleton 201. Generally speaking, the thickness of the protective layer is not less than 100 mm, and of course it can be adjusted according to actual applications.
[0044] In addition to the above-mentioned protective embankment 20 without concrete structure, in other embodiments, the cast body of the protective embankment 20 may also be a mixture of granular matter and coagulation material after the wind turbine blades are crushed. Of course, the crushed wind turbine blades may be retired blades. The cast body may also be made of other materials.
[0045] In this embodiment, the outer edge of the embankment 20 away from the pile foundation 10 is inclined and has an inclined surface 204. Figure 1 As shown, the height of the inclined structure gradually increases from the outer edge of the protective dike 20 to the direction of the pile foundation 10. In this way, after the protective dike 20 is set, when the seawater scours the protective dike 20, it contacts the inclined surface 204. The resistance of the ocean current is small, which helps to stabilize the protective dike 20 itself and prevent the mud surface at the outer edge of the protective dike 20 from being scoured, thereby ensuring long-term good contact between the protective dike 20 and the mud surface on the seabed.
[0046] The angle between the inclined surface 204 and the seabed mud surface can be set between 0 and 45 degrees, depending on the speed of the ocean current and the thickness of the seabed mud.
[0047] In this embodiment, a downwardly protruding convex structure 202 is provided on the bottom surface of the protective dike 20. When the protective dike 20 is installed, the convex structure 202 can extend into the mud on the seabed, thereby enhancing the friction between the protective dike 20 and the seabed mud surface and preventing the protective dike 20 from being displaced on the seabed mud surface.
[0048] The convex structure 202 can be in various forms. The convex structure 202 can be integrally formed with the protective dike 20 when the protective dike 20 is manufactured. For example, when the frame 201 is manufactured, a protruding beam structure is provided at the bottom, and the convex structure 202 is formed during casting.
[0049] Specifically, the convex structure 202 may be a plurality of annular convex ridges, such as Figure 1 and Figure 4As shown, each annular ridge has a steel bar fixedly connected to the skeleton 201 of the protection levee 20 to ensure the rigidity and strength of the annular ridge. In one example, the annular ridge can be centered on the center of the pile foundation 10, and an annular ridge can be arranged every 500 mm, and its radial size and height size can be set to 200 mm. Of course, the arrangement interval and size of the annular ridge can be set according to the actual application requirements.
[0050] In addition to the form of annular ridges, the convex structure 202 can also be in other forms, such as ridges or multiple bumps extending in the radial direction of the protective dike 20, as long as it protrudes from the bottom surface of the protective dike 20 and can be embedded in the seabed mud, the friction between the protective dike 20 and the seabed mud surface can be increased.
[0051] In this embodiment, the distance between the inner wall of the dike 20 and the pile foundation 10 is 2 to 3 times the diameter of the pile foundation 10. In actual operation, the pile foundation 10 will sway, causing silt disturbance. Generally speaking, the dike 20 is set within a range of 2 to 3 times the pile diameter around the pile foundation 10 to avoid the influence of silt disturbance caused by the swaying of the pile foundation 10 on the dike 20. Of course, this distance range can be adjusted according to application requirements.
[0052] In this embodiment, the filler 30 filled between the protection embankment 20 and the pile foundation 10 includes at least one of stones, sandbags and seaweed organisms. After filling, the top surface of the filler 30 is flush with the top surface of the protection embankment 20.
[0053] In order to fill as much filler 30 as possible and ensure that the surrounding area of the pile foundation 10 is not affected by scouring, an upwardly protruding annular step 205 can be provided on the top surface of the inner edge portion of the protective embankment 20 close to the pile foundation 10. In this way, the height of the annular space formed between the inner wall of the protective embankment 20 and the pile foundation 10 is relatively high, and accordingly, more filler 30 can be filled.
[0054] The protective dike 20 of the anti-scour device has a simple structure and can be prefabricated. It has low production difficulty and high feasibility. The construction can be completed using lifting equipment. No underwater operations are required during the construction process. It only requires the protective dike blocks 21 to be lifted and sunk to a designated position on the seabed, and the protective dike 20 can be spliced into a complete circle, so the construction cost is low.
[0055] The above is a detailed introduction to an offshore wind turbine pile foundation anti-scour device provided by the present invention. This article uses specific examples to illustrate the principles and implementation methods of the present invention. The description of the above embodiments is only used to help understand the method of the present invention and its core idea. It should be pointed out that for ordinary technicians in this technical field, without departing from the principles of the present invention, several improvements and modifications can be made to the present invention, and these improvements and modifications also fall within the scope of protection of the claims of the present invention.
Claims
1. Anti-scouring device for pile foundation of offshore wind turbine, characterized in that: It includes a protective embankment, which is an annular structure arranged around the pile foundation, an annular space is formed between the protective embankment and the pile foundation, and a filler is arranged in the annular space; The edge portion of the protection levee away from the pile foundation is in an inclined structure; the height of the edge portion gradually increases from the edge portion to the pile foundation; the outer side surface of the edge portion is an inclined surface; The protective embankment includes a relative top surface and a bottom surface, wherein the outer edge of the top surface away from the pile foundation is connected to the outer edge of the bottom surface away from the pile foundation through the inclined surface; an annular step protruding upward is provided on the inner side of the top surface close to the pile foundation.
2. The offshore wind turbine pile foundation anti-scour device according to claim 1, characterized in that: The angle between the inclined structure and the seabed mud surface is 0 to 45 degrees.
3. The offshore wind turbine pile foundation anti-scour device according to claim 1, characterized in that: The bottom surface of the protective embankment is provided with a convex structure protruding downward.
4. The offshore wind turbine pile foundation anti-scour device according to claim 3, characterized in that: The convex structure includes a plurality of annular convex ridges.
5. The offshore wind turbine pile foundation anti-scour device according to claim 1, characterized in that: The protective embankment is a split structure, including more than two protective embankment blocks, and the protective embankment blocks are assembled to form the protective embankment.
6. The offshore wind turbine pile foundation anti-scour device according to claim 1, characterized in that: The protective dike is provided with a lifting ring for lifting.
7. The offshore wind turbine pile foundation anti-scour device according to any one of claims 1 to 6, characterized in that: The protective embankment comprises a frame and a cast body, and the cast body is cast to form an integral structure with the frame.
8. The offshore wind turbine pile foundation anti-scour device according to claim 7, characterized in that: The cast body is concrete, or the cast body is a mixture of crushed fan blade particles and coagulation material.
9. The offshore wind turbine pile foundation anti-scour device according to claim 8, characterized in that: The framework comprises a steel reinforcement cage.
10. The offshore wind turbine pile foundation anti-scour device according to any one of claims 1 to 6, characterized in that: The filler includes at least one of stones, sand bags and seaweed organisms.
11. The offshore wind turbine pile foundation anti-scour device according to any one of claims 1 to 6, characterized in that: The distance between the inner wall of the protection dike and the pile foundation is 2 to 3 times the diameter of the pile foundation.