Anti-scouring structure of offshore wind power pile foundation and construction method thereof

Abstract

The application relates to the offshore wind power technical field, in particular to a scouring prevention structure of an offshore wind power pile foundation and a construction method thereof. The scouring prevention structure comprises a solidified soil layer and a first energy dissipation component. The solidified soil layer is used for covering the silt layer around the periphery of the wind power pile foundation, and the solidified soil layer is fixedly connected with the wind power pile foundation. The first energy dissipation component is fixedly arranged on the solidified soil layer, and the first energy dissipation component comprises a flow dividing piece and a flow converging piece. The flow dividing piece is arranged on the side of the flow converging piece away from the wind power pile foundation. The flow dividing piece is used for dividing the seawater mother body into a first seawater body and a second seawater body. The flow converging piece is used for guiding the first seawater body and the second seawater body to collide and re-converge into the seawater mother body. In the application, the protection of the seawater by the first energy dissipation component weakens the scouring effect of the seawater on the wind power pile foundation and the solidified soil layer around the periphery of the wind power pile foundation, effectively prolongs the service life of the solidified soil layer and the wind power pile foundation, and reduces the subsequent maintenance cost.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of offshore wind power, in particular to a scour protection structure of an offshore wind power pile foundation and a construction method thereof. BACKGROUND

[0002] In an offshore wind power project, wind turbine generators, offshore booster stations and the like need to be constructed at sea. In the prior art, the foundation of the wind turbine generator mostly adopts a wind power pile foundation (single-pile steel pipe pile foundation).

[0003] The seabed originally in dynamic balance will change the local hydrodynamic conditions due to the installation of the wind power pile foundation (single-pile steel pipe pile foundation), so that the external conditions for maintaining dynamic balance are broken; the seawater will scour the wind power pile foundation, and a vortex will be formed around the wind power pile foundation, which will carry away the silt around the wind power pile foundation, so that scouring occurs around the wind power pile foundation.

[0004] Local scouring of the wind power pile foundation will cause the bearing capacity of the pile foundation to decrease and the lateral stress to be uneven; increase the risk of instability of the wind power pile foundation, and seriously threaten the safe operation of the wind turbine. In addition, local scouring of the wind power pile foundation may change the frequency of the foundation structure and affect the normal power generation of the wind turbine generator, or even cause the overall foundation structure to lose stability and cause a disaster.

[0005] In the prior art, solutions to the scouring problem of the wind power pile foundation include sand protection, solidified soil protection and bionic seaweed, etc. In the above protection measures, the covering material (sand bag, stone, bionic seaweed, etc.) is mainly used to cover the silt around the wind power pile foundation to weaken the scouring effect of seawater on the wind power pile foundation; but the above protection measures have limited effect on the scouring protection of seawater. SUMMARY

[0006] In order to reduce the scouring effect of seawater on the wind power pile foundation, the present application provides a scour protection structure of an offshore wind power pile foundation and a construction method thereof.

[0007] The scour protection structure of the offshore wind power pile foundation and the construction method thereof provided by the present application adopt the following technical solutions:

[0008] The application discloses a scouring prevention structure of an offshore wind power pile foundation, and relates to the technical field of wind power pile foundations.

[0009] By adopting the technical scheme, when seawater moves towards the wind power pile foundation, the flow dividing piece in the first energy consumption component divides the seawater mother body into the first seawater body and the second seawater body, and the flow collecting piece guides the second seawater body to collide against the first seawater body and reflows into the seawater mother body. The first seawater body and the second seawater body collide against each other for multiple times to consume energy, so that the pressure of the seawater is reduced, and the flow velocity of the seawater is limited; thus, the flow velocity of the seawater flowing through the wind power pile foundation is reduced, the pressure difference between the two sides of the wind power pile foundation is reduced, the collision and scouring of the seawater on the wind power pile foundation are weakened, the vortex vibration of the wind power pile foundation is reduced, and the scouring of the seawater on the solidified soil layer around the wind power pile foundation is reduced.

[0010] That is, the first energy consumption component weakens the scouring effect of the seawater on the wind power pile foundation and the solidified soil layer around the wind power pile foundation, effectively prolongs the service life of the solidified soil layer and the wind power pile foundation, and reduces the subsequent maintenance cost.

[0011] Optionally, the flow dividing piece has a first flow dividing guide surface and a second flow dividing guide surface, the first seawater body flows along the first flow dividing guide surface, and the second seawater body flows along the second flow dividing guide surface; the flow collecting piece is provided with an arc-shaped flow collecting guide surface, the opening direction of the arc-shaped flow collecting guide surface is arranged to face the flow dividing piece, the arc-shaped flow collecting guide surface and the second flow dividing guide surface enclose a channel for the second seawater body to flow, and the second seawater body flows along the arc-shaped flow collecting guide surface; the tangent line of the water outlet end of the arc-shaped flow collecting guide surface is arranged to form an obtuse angle with the extension line of the first flow dividing guide surface, so that the second seawater body collides against the first seawater body and reflows into the seawater mother body.

[0012] By adopting the technical scheme, the arc-shaped converging guide surface of the converging member guides the second seawater body to collide with the first seawater body head-on, so as to improve the efficiency of the energy consumption of the collision of the first seawater body and the second seawater body; thus, the flow rate of the seawater flowing through the wind power pile foundation is effectively reduced, and the pressure difference on both sides of the wind power pile foundation is effectively reduced, the strength of the horseshoe vortex and the trailing vortex around the wind power pile foundation is weakened, and the protection effect of the anti-scour structure on the wind power pile foundation is improved.

[0013] Optionally, the first energy consumption assembly comprises a plurality of first energy consumption components, the plurality of first energy consumption components are arranged in the radial direction of the wind power pile foundation, and the first energy consumption components are arranged in the radial direction of the wind power pile foundation.

[0014] By adopting the technical scheme, the first energy consumption assembly is arranged in the radial direction of the wind power pile foundation, so that the protection effect of the first energy consumption assembly on the wind power pile foundation is fully exerted.

[0015] Optionally, the wind power pile foundation further comprises a second energy consumption assembly, the second energy consumption assembly comprises a plurality of second energy consumption components, the plurality of second energy consumption components are arranged in the circumferential direction of the wind power pile foundation, and the second energy consumption components are arranged on the solidified soil layer.

[0016] By adopting the technical scheme, the second energy consumption assembly is arranged on the solidified soil layer, the column and the spiral blade increase the flow resistance of seawater, so as to reduce the flow rate of seawater. The spiral blade on the column changes the flow direction of seawater, so that the seawater collides and consumes energy; meanwhile, the spiral blade reduces the pressure gradient of seawater around the column, reduces the generation of vortexes around the second energy consumption assembly, and improves the connection stability of the second energy consumption assembly and the solidified soil layer.

[0017] Optionally, the second energy consumption assembly is fixedly connected with the first energy consumption assembly.

[0018] By adopting the technical scheme, the second energy consumption assembly is fixedly connected with the first energy consumption assembly, the column in the second energy consumption assembly plays a role of a pile foundation; thus, the first energy consumption assembly can be supported by the second energy consumption assembly, so as to reduce the stress of the solidified soil layer and reduce the risk of fracture and local collapse of the solidified soil layer.

[0019] Optionally, the column is a hollow tube with an internal cavity; the erosion protection structure includes an airbag and a concrete body. The airbag includes an integrally formed straight section and an enlarged bottom section. The horizontal area of ​​the enlarged bottom section is larger than the horizontal area of ​​the column. The straight section is located in the cavity of the column, and the enlarged bottom section is buried in the silt layer. The enlarged bottom section is used to squeeze the silt around the column. Concrete is poured into the airbag to form a concrete body.

[0020] By adopting the above technical solution, when the expanded bottom section of the airbag expands outward, it squeezes the silt, thereby increasing the density of the silt around the expanded bottom section and improving the load-bearing capacity of the silt layer on the support column. Simultaneously, the large contact area between the bottom of the expanded bottom section and the silt layer further enhances the load-bearing capacity of the support column; it also further reduces the risk of fracture and local collapse of the solidified soil layer, improves the protective effect of the scour protection structure on the wind turbine pile foundation, and reduces the subsequent maintenance costs of the scour protection structure.

[0021] Optionally, the anti-erosion structure further includes a first mesh-covered stone strip, which is laid on the solidified soil layer and is used to cover the submarine cable, which is used to connect the wind turbine unit and the offshore substation.

[0022] By adopting the above technical solution, the weight of the first net stone is used to fix the position of the submarine cable, reducing the scouring of the submarine cable by seawater, thereby improving the stability of power transmission from the wind turbine.

[0023] Optionally, the erosion protection structure further includes a second mesh-like stone strip, which covers the outer periphery of the solidified soil layer.

[0024] By adopting the above technical solution, due to the greater weight of the second catchment area, increased local water flow velocity or horseshoe vortices cannot cause it to become unstable. Under the action of wave current, the second catchment area at the edge can form a stable gentle slope to protect the solidified soil layer.

[0025] A construction method for an anti-scour structure of an offshore wind turbine pile foundation includes the following steps:

[0026] Wind turbine foundation construction: Installing wind turbine foundations at sea;

[0027] Preparation of standard mud: Mud is prepared in the preparation tank of the work vessel, and the mud is thoroughly mixed with the solidifying agent to form solidified soil mud;

[0028] Hydraulic filling and solidification of soil layer: Using a delivery pump and mud pipe, solidified soil slurry from the work vessel is blown and filled around the wind turbine pile foundation. After the solidified soil slurry solidifies and hardens, a solidified soil layer is formed.

[0029] The first energy dissipation component is installed: after the solidified soil layer reaches the designed strength, the third net stone is filled on the solidified soil layer according to the design position of the flow dividing member and the flow collecting member, then the solidified soil slurry is filled on the third net stone, and the solidified soil slurry is hardened to form the flow dividing member or the flow collecting member together with the third net stone;

[0030] The first net stone belt is constructed: after the submarine cable connected with the wind turbine generator is installed, the first net stone is filled on the solidified soil layer, and a plurality of first net stones form a first net stone belt, which is used for covering the submarine cable;

[0031] The second net stone belt is constructed: the second net stone is filled on the outer edge of the solidified soil layer, and a plurality of second net stones form a second net stone belt, which covers the outer edge of the solidified soil layer.

[0032] The construction method of the anti-scour structure of the offshore wind power pile foundation further comprises the following steps:

[0033] The second energy dissipation component is constructed: before the solidified soil layer is constructed, the column is inserted into the silt layer according to the design drawing; after the solidified soil layer is constructed, the concrete is poured into the air bag, and the concrete is hardened to form a concrete body; then, the first energy dissipation component is constructed on the solidified soil layer, and the first energy dissipation component is fixedly connected with the second energy dissipation component.

[0034] In summary, the present application has at least one of the following beneficial technical effects:

[0035] 1. The pressure of the seawater is reduced, and the flow rate of the seawater is limited by the multiple collision energy dissipation of the first seawater body and the second seawater body; thereby the flow rate of the seawater flowing through the wind power pile foundation is reduced, the pressure difference on both sides of the wind power pile foundation is reduced, the collision and scour of the seawater on the wind power pile foundation are weakened, the vortex vibration of the wind power pile foundation is reduced, and the scour of the seawater on the solidified soil layer around the wind power pile is reduced;

[0036] 2. The flow resistance of the seawater is increased by the second energy dissipation component arranged on the solidified soil layer, the column and the spiral blade, so as to reduce the flow rate of the seawater;

[0037] 3. When the expanded section of the air bag expands outward, the expanded section of the air bag extrudes the silt, so as to increase the density of the silt around the expanded section and improve the bearing capacity of the silt layer to the column; at the same time, the expanded section has a large contact area with the silt layer, which further improves the bearing capacity of the column; the risk of the solidified soil layer breaking and locally collapsing is further reduced, the protection effect of the anti-scour structure on the wind power pile foundation is improved, and the subsequent maintenance cost of the anti-scour structure is reduced. BRIEF DESCRIPTION OF DRAWINGS

[0038] Figure 1 FIG. 1 is a structural schematic diagram of the anti-scour structure in Example 1.

[0039] Figure 2 is a sectional view of the scour protection structure in Example 1.

[0040] Figure 3 is a structural schematic diagram of the first energy dissipation assembly in Example 1.

[0041] Figure 4 is Figure 1 is an enlarged view of A in FIG. 1.

[0042] Figure 5 is Figure 3 is an enlarged view of B in FIG. 1.

[0043] Figure 6 is a structural schematic diagram of the scour protection structure in Example 3.

[0044] Figure 7 is Figure 6 is an enlarged view of C in FIG. 3.

[0045] Figure 8 is a sectional view of the scour protection structure in Example 4.

[0046] Figure 9 is Figure 8 is an enlarged view of D in FIG. 4.

[0047] BRIEF DESCRIPTION OF DRAWINGS 1, wind power pile foundation; 2, silt layer; 3, solidified soil layer; 4, first energy dissipation assembly; 41, flow dividing member; 411, first flow dividing guide surface; 412, second flow dividing guide surface; 42, flow converging member; 421, arc-shaped flow converging guide surface; 5, first mesh stone belt; 6, second mesh stone belt; 7, second energy dissipation assembly; 71, stand column; 72, spiral blade; 8, air bag; 81, straight section; 82, expanded bottom section; 9, concrete body; 10, submarine cable. DETAILED DESCRIPTION

[0048] The present application is further described in detail below with reference to the accompanying drawings. Figure 1 -9.

[0049] Example 1

[0050] The present application discloses a scour protection structure of an offshore wind power pile foundation. Referring to Figure 1 and Figure 2 , the wind power pile foundation 1 is installed in a riverbed, and the outer periphery of the wind power pile foundation 1 has a silt layer 2.

[0051] Referring to Figure 1 , the scour protection structure of the offshore wind power pile foundation includes a solidified soil layer 3, a first energy dissipation assembly 4, a first mesh stone belt 5, and a second mesh stone belt 6.

[0052] Referring to Figure 1 and Figure 2The solidified soil layer 3 is used to cover the silt layer 2 around the wind power pile foundation 1. The solidified soil layer 3 is fixedly connected with the wind power pile foundation 1. The solidified soil layer 3 is formed by blowing the solidified soil. In the mud pool of the work ship, the workers stir and mix the cement, the solidifying agent, the wet soil and the water according to the formula to form the solidified soil mud slurry. Then the solidified soil mud slurry is blown to the periphery of the wind power pile foundation 1. After the solidified soil mud slurry is solidified and hardened, the solidified soil layer 3 is formed. In this embodiment, the ratio of the solidified soil mud slurry is cement: solidifying agent: wet soil: water = 136: 16: 589: 736.

[0053] The maximum thickness of the solidified soil layer 3 around the wind power pile foundation 1 is not less than 0.8 m. In the scour protection area of the wind power pile foundation 1, the solidified soil is evenly blown and filled, and the average thickness of the solidified soil above the seabed surface is not less than 0.5 m. The blowing and filling range of the solidified soil layer 3 of the wind power pile foundation 1 is a radius of 18 m.

[0054] Referring to Figure 1 and Figure 2 The first net stone belt 5 is laid on the solidified soil layer 3. The first net stone belt 5 is used to cover the submarine cable 10. The submarine cable 10 is introduced into the silt layer 2 through the solidified soil layer 3. The submarine cable 10 is used to connect the wind power generator set and the offshore booster station. That is, the position of the submarine cable 10 is fixed by using the weight of the first net stone, the scour of the sea water on the submarine cable 10 is weakened, and the stability of the transmission of the wind power generator set is improved. The width of the first net stone belt 5 on the solidified soil layer 3 is 3 m. The covering length is 12.5 m. The first net stone belt 5 around the solidified soil layer 3 is covered on the silt layer 2. The width of the first net stone belt on the silt layer 2 is not less than 1 m.

[0055] Referring to Figure 1 and Figure 2 Similar to the mechanism of the vortex existing around the wind power pile foundation 1, the solidified soil layer 3 also has an impact on the water flow. Therefore, a certain scour is formed at the edge of the solidified soil layer 3. The scour and washing caused by the solidified soil layer 3 at the edge thereof can cause the solidified soil to be broken and collapsed, thereby reducing the protection effect on the silt layer 2 around the wind power pile foundation 1.

[0056] Referring to Figures 1 to 3 In this embodiment, the second net stone belt 6 covers the periphery of the solidified soil layer 3. The second net stone is thrown to the periphery of the solidified soil layer 3. A plurality of second net stones form the second net stone belt 6. Along the radial direction of the wind power pile foundation 1, the inner side area of the second net stone belt 6 covers the solidified soil layer 3, and the outer side area of the second net stone belt 6 covers the silt layer 2. Due to the weight of the second net stone belt 6, the increase of the flow velocity of the local water flow or the horseshoe vortex cannot cause the second net stone belt 6 to be unstable. Under the action of the wave flow, the second net stone belt 6 at the edge can form a stable gentle slope to protect the solidified soil layer 3.

[0057] Referring to Figure 2 and Figure 3When the protection range of the solidified soil layer 3 is large, the water flow change caused by the wind power pile foundation 1 has less influence on the area outside the solidified soil layer 3; at the same time, due to the protection of the second mesh stone belt 6, the scouring of the silt layer 2 at the lower part of the outer periphery of the solidified soil layer 3 is reduced, so that the entire anti-scouring structure is more stable, and the service life of the anti-scouring structure is improved.

[0058] With reference to Figure 1 and Figure 3 , the first energy dissipation assembly 4 is fixedly arranged on the solidified soil layer 3, and a plurality of first energy dissipation assemblies 4 are arranged in a ring shape around the outer periphery of the wind power pile foundation 1 along the radial direction of the wind power pile foundation 1, and at least one first energy dissipation assembly 4 is arranged along the radial direction of the wind power pile foundation 1. In this embodiment, two first energy dissipation assemblies 4 are arranged along the radial direction of the wind power pile foundation 1; that is, two rings of first energy dissipation assemblies 4 are arranged along the radial direction of the wind power pile foundation 1. In other embodiments, three, four, five or the like number of first energy dissipation assemblies 4 are arranged along the radial direction of the wind power pile foundation 1.

[0059] With reference to Figure 4 and Figure 5 , the first energy dissipation assembly 4 comprises a flow dividing member 41 and a flow converging member 42, the flow dividing member 41 and the flow converging member 42 are arranged along the radial direction of the wind power pile foundation 1, and the flow dividing member 41 is arranged on the side of the flow converging member 42 away from the wind power pile foundation 1; the direction of the first flow dividing guide surface 411 is arranged at an angle with the radial direction of the wind power pile foundation 1 through the flow dividing member 41. The flow dividing member 41 is used for dividing the seawater mother body into a first seawater body and a second seawater body, and the flow converging member 42 is used for guiding the first seawater body and the second seawater body to collide and re-converge into the seawater mother body.

[0060] With reference to Figure 4 and Figure 5 , specifically, the flow dividing member 41 has a first flow dividing guide surface 411 and a second flow dividing guide surface 412, the first seawater body flows along the first flow dividing guide surface 411, and the second seawater body flows along the second flow dividing guide surface 412.

[0061] With reference to Figure 4 and Figure 5 , the flow converging member 42 is provided with an arc-shaped flow converging guide surface 421, the opening direction of the arc-shaped flow converging guide surface 421 is arranged towards the flow dividing member 41, the arc-shaped flow converging guide surface 421 and the second flow dividing guide surface 412 enclose a channel for the flow of the second seawater body, and the second seawater body flows along the flow converging guide surface; the tangent line at the water outlet end of the arc-shaped flow converging guide surface 421 is arranged at an obtuse angle with the extension line of the first flow dividing guide surface 411, so that the second seawater body collides with the first seawater body to re-converge into the seawater mother body.

[0062] In the embodiment, the flow splitter 41 and the flow collector 42 are formed by blowing the third net stone into the solidified soil layer 3. After the solidified soil layer 3 is hardened, the third net stone is blown into the solidified soil layer 3 according to the design drawing, and the shape of the third net stone is matched with the final shape of the flow splitter 41 and the flow collector 42. Then, the solidified soil slurry is blown into the third net stone, and the solidified soil slurry and the third net stone form an integral whole after being hardened, thereby forming the flow splitter 41 and the flow collector 42. In order to resist the erosion of seawater on the flow splitter 41 and the flow collector 42, the cement content and the solidified agent content in the solidified soil slurry used by the flow splitter 41 and the flow collector 42 are relatively high. In the embodiment, the ratio of the solidified soil slurry used by the first energy dissipation assembly 4 is cement:solidified agent:wet soil:water = 264:35:512:600.

[0063] In other embodiments, the flow splitter 41 and the flow collector 42 can also be prefabricated concrete blocks, which are thrown into the solidified soil layer 3 by a work boat.

[0064] Referring to Figure 4 and Figure 5 , the working principle of the first energy dissipation assembly 4 is that the arc-shaped flow collector guide surface 421 of the flow collector 42 guides the second seawater body to collide with the first seawater body head-on, so as to improve the energy dissipation efficiency of the first seawater body and the second seawater body, thereby effectively reducing the flow rate of seawater flowing through the wind power pile foundation 1 and effectively reducing the pressure difference on both sides of the wind power pile foundation 1, weakening the strength of the horseshoe vortex and the trailing vortex around the wind power pile foundation 1, and improving the protection effect of the anti-erosion structure on the wind power pile foundation 1.

[0065] The implementation principle of the anti-erosion structure of the offshore wind power pile foundation in the embodiment is as follows:

[0066] Referring to Figures 1 to 5 , when seawater moves towards the wind power pile foundation 1, the flow splitter 41 in the first energy dissipation assembly 4 divides the seawater into the first seawater body and the second seawater body, and the flow collector 42 guides the second seawater body to collide with the first seawater body, thereby reflowing into the seawater body.

[0067] In the embodiment, seawater flows through the first energy dissipation assembly 4 in the outer ring and the first energy dissipation assembly 4 in the inner ring in sequence. After the seawater is divided by the flow splitter 41 in the outer ring and collected by the flow collector 42 in the outer ring, the reflowed seawater contacts the first energy dissipation assembly 4 in the inner ring, the flow splitter 41 in the inner ring divides the seawater again, and the flow collector 42 in the inner ring collects the seawater again.

[0068] By multiple collision energy consumption between the first seawater body and the second seawater body, the pressure of seawater is reduced, and the flow rate of seawater is limited; thereby the flow rate of seawater flowing through the wind power pile foundation 1 is reduced, and the pressure difference on both sides of the wind power pile foundation 1 is reduced, the collision and scour of seawater on the wind power pile foundation 1 are weakened, the vortex vibration of the wind power pile foundation 1 is reduced, and the scour of seawater on the solidified soil layer 3 around the wind power pile is reduced.

[0069] At the same time, since the current collector 42 of the inner ring surrounds the wind power pile foundation 1, the scour of seawater in the radial direction of the wind power pile can be resisted, the scour of seawater on the wind power pile foundation 1 is weakened, the structural vibration of the wind power pile foundation 1 is reduced, and the operation stability of the wind turbine is improved.

[0070] And after the seawater interacts with the first energy consumption assembly 4, the flow direction of the seawater is arranged at an angle with the radial direction of the wind power pile foundation 1; so that the flow direction of the seawater is deviated from the wind power pile foundation 1, to further reduce the scouring effect of seawater on the wind power pile foundation 1.

[0071] In summary: through the protective effect of the first energy consumption assembly 4 on seawater, the scouring effect of seawater on the wind power pile foundation 1 and the solidified soil layer 3 around the wind power pile foundation 1 is weakened, the service life of the solidified soil layer 3 and the wind power pile foundation 1 is effectively prolonged, and the subsequent maintenance cost is reduced.

[0072] Embodiment 2

[0073] Referring to Figures 1 to 5 , this embodiment 2 discloses a construction method of the anti-scouring structure of the offshore wind power pile foundation in embodiment 1, which comprises the following steps:

[0074] Construction of the wind power pile foundation 1: referring to Figure 2 , the wind power pile foundation 1 is installed on the sea.

[0075] Preparation of standard mud: mud is prepared in a preparation pool of a work ship, and the mud is fully mixed with a solidifying agent to form a solidified soil mud.

[0076] Blowing and filling of the solidified soil layer 3: referring to Figure 2 , the solidified soil mud on the work ship is blown and filled to the periphery of the wind power pile foundation 1 by using a delivery pump and a mud pipe, and the solidified soil mud is hardened to form the solidified soil layer 3.

[0077] Installation of the first energy consumption assembly 4: referring to Figure 3 , after the solidified soil layer 3 reaches the designed strength, the third net bag stone is thrown and filled to the solidified soil layer 3 according to the designed positions of the flow distributor 41 and the current collector 42, and then the solidified soil mud is blown and filled to the third net bag stone, and the solidified soil mud is hardened to form the flow distributor 41 or the current collector 42 together with the third net bag stone.

[0078] Construction of the first net bag stone belt 5: referring to Figure 1 andFigure 2 After the sea cable 10 connected to the wind turbine generator is installed, the first mesh stones are thrown and filled on the solidified soil layer 3, and a plurality of first mesh stones form a first mesh stone belt 5, and the first mesh stone belt 5 is used to cover the sea cable.

[0079] The second mesh stone belt 6 is constructed: referring to Figure 1 and Figure 2 The second mesh stones are thrown and filled on the outer edge of the solidified soil layer 3, and a plurality of second mesh stones form a second mesh stone belt 6, and the second mesh stone belt 6 covers the outer edge of the solidified soil layer 3.

[0080] Embodiment 3

[0081] This embodiment 3 discloses an anti-scour structure of an offshore wind power pile foundation, and the difference between this embodiment 3 and the embodiment 2 is that:

[0082] Referring to Figure 6 and Figure 7 The anti-scour structure further comprises a plurality of second energy dissipation components 7, the plurality of second energy dissipation components 7 are annularly arranged on the outer periphery of the wind power pile foundation 1, and the second energy dissipation components 7 are fixedly arranged on the solidified soil layer 3. The second energy dissipation component 7 comprises a column 71 and a spiral blade 72, the column 71 is a hollow pipe, and the column 71 is internally provided with a cavity. The column 71 penetrates through the solidified soil layer 3, the column 71 is inserted into the silt layer 2, the spiral blade 72 is fixedly arranged on the outer periphery of the column 71, the spiral blade 72 is arranged on the side of the solidified soil layer 3 away from the silt layer 2, and the second energy dissipation component 7 is used to reduce the flow rate of seawater.

[0083] In this embodiment, the column 71 of the second energy dissipation component 7 is fixedly connected with the first energy dissipation component 4; that is, the column 71 of the second energy dissipation component 7 penetrates through and is embedded in the flow dividing part 41 or the flow converging part 42, and the lower part of the bolt blade is embedded in the flow dividing part 41 or the flow converging part 42.

[0084] Before the solidified soil layer 3 is constructed, the column 71 of the second energy dissipation component 7 is inserted into the silt layer 2 of the seabed. When the solidified soil slurry is blown and filled on the silt layer 2, the solidified soil slurry comprises the column 71 and the bolt blade; so that the second energy dissipation component 7 is fixedly connected with the solidified soil layer 3.

[0085] Subsequently, the third mesh stones and the secondary blown and filled solidified soil slurry are thrown and filled on the solidified soil layer 3 to form the first energy dissipation component 4. At this time, the column 71 is embedded between the third mesh stones, so that the column 71 is embedded in the flow dividing part 41 or the flow converging part 42.

[0086] The implementation principle of the anti-scour structure of the offshore wind power pile foundation in the embodiment of the present application is as follows:

[0087] Referring to Figure 6 and Figure 7, by setting the second energy dissipation assembly 7 on the solidified soil layer 3, the column 71 and the spiral blade 72 increase the flow resistance of seawater to reduce the flow rate of seawater. The spiral blade 72 on the column 71 changes the flow direction of seawater, so that the seawater collides with the energy dissipation; at the same time, the spiral blade 72 also reduces the pressure gradient of seawater around the column 71, reduces the generation of vortex flow around the second energy dissipation assembly 7, and improves the connection stability of the second energy dissipation assembly 7 and the solidified soil layer 3.

[0088] The second energy dissipation assembly 7 is fixedly connected with the first energy dissipation assembly 4, and the column 71 in the second energy dissipation assembly 7 has the effect of a pile foundation; so that the first energy dissipation assembly 4 can be supported by the second energy dissipation assembly 7 to reduce the stress of the solidified soil layer 3 and reduce the risk of fracture and local collapse of the solidified soil layer 3.

[0089] Embodiment 4

[0090] The embodiment 4 discloses a scour protection structure of an offshore wind power pile foundation, and the difference between the embodiment 4 and the embodiment 3 is that:

[0091] Referring to Figure 8 and Figure 9 , the scour protection structure comprises a gas bag 8 and a concrete body 9, the gas bag 8 comprises an integral straight section 81 and a bottom expanding section 82, the area of the horizontal plane of the bottom expanding section 82 is greater than the area of the horizontal plane of the column 71, the straight section 81 is arranged in the cavity of the column 71, and the bottom expanding section 82 is embedded in the silt layer 2 and used for extruding the silt around the column 71; and the gas bag 8 is filled with the concrete body 9. In this embodiment, the second energy dissipation assembly 7 on the flow divider 41 and the gas bag 8 are taken as examples and are explained.

[0092] The bottom expanding section 82 of the gas bag 8 is inserted into the silt layer 2 along with the column 71, and the straight section 81 of the gas bag 8 protrudes from the column 71, so as to facilitate high-pressure pouring of the concrete into the gas bag 8. Before pouring the concrete into the gas bag 8, an exhaust pipe can be placed in the gas bag 8 to exhaust the excess gas in the gas bag 8.

[0093] The implementation principle of the scour protection structure of the offshore wind power pile foundation in the embodiment of the present application is as follows:

[0094] Referring to Figure 8 and Figure 9 , when the bottom expanding section 82 of the gas bag 8 expands outward, the bottom expanding section 82 of the gas bag 8 extrudes the silt to increase the density of the silt around the bottom expanding section 82 and improve the bearing capacity of the silt layer 2 to the column 71. At the same time, the bottom expanding section 82 has a large contact area with the silt layer 2, which further improves the bearing capacity of the column 71; further reduces the risk of fracture and local collapse of the solidified soil layer 3, improves the protection effect of the scour protection structure on the wind power pile foundation 1, and reduces the subsequent maintenance cost of the scour protection structure.

[0095] Embodiment 5

[0096] Referring to Figure 8 and Figure 9 , this embodiment 5 discloses the construction method of the scour protection structure of the offshore wind pile foundation in embodiment 4, and the construction method of this embodiment 5 is different from the construction method of embodiment 2, which comprises the following steps:

[0097] Second energy dissipation component 7 construction: before the construction of the solidified soil layer 3, according to the design drawing, the column 71 is inserted into the silt layer 2; after the construction of the solidified soil layer 3 is completed, the concrete is poured into the air bag 8, and the concrete is hardened into the concrete body 9; then, the first energy dissipation component 4 is constructed on the solidified soil layer 3, and the first energy dissipation component 4 is engaged with the second energy dissipation component 7. That is, the column 71 is buried in the solidified soil layer 3, the flow divider 41 and the flow collector 42; the bolt blade is buried in the solidified soil layer 3, the flow divider 41 and the flow collector 42.

[0098] The above are the preferred embodiments of the present application, which do not limit the protection scope of the present application, so: all equivalent changes made on the structure, shape and principle of the present application should be covered within the protection scope of the present application.

Claims

1. An erosion protection structure for an offshore wind turbine pile foundation, the wind turbine pile foundation (1) being installed in a river bed, the wind turbine pile foundation (1) having a silt layer (2) around its circumference; characterized in that: The utility model provides a wind power pile foundation energy dissipation structure, including solidified soil layer (3) and first energy dissipation component (4), solidified soil layer (3) is used for the silt layer (2) of pressure cover wind power pile foundation (1) periphery, solidified soil layer (3) is fixedly connected with wind power pile foundation (1), first energy dissipation component (4) is fixed on solidified soil layer (3), first energy dissipation component (4) is equipped with several, several first energy dissipation component (4) annularly sets up in wind power pile foundation (1) periphery, along the radial direction of wind power pile foundation (1), first energy dissipation component (4) at least sets up one, first energy dissipation component (4) includes shunt (41) and confluence piece (42), shunt (41) sets up at the side of confluence piece (42) away from wind power pile foundation (1), shunt (41) is used for the first stock seawater body and second stock seawater body of seawater parent body shunt, confluence piece (42) is used for guiding first stock seawater body and second stock seawater body collide, reflow into seawater parent body, shunt (41) has first shunt guide surface (411) and second shunt guide surface (412), first stock seawater body flows along first shunt guide surface (411), second stock seawater body flows along second shunt guide surface (412), confluence piece (42) is equipped with arc confluence guide surface (421), the opening direction of arc confluence guide surface (421) is towards shunt (41) setting, arc confluence guide surface (421) and second shunt guide surface (412) enclose the channel for the flow of second stock seawater body, and second stock seawater body flows along arc confluence guide surface (421), the tangent of the water outlet end of arc confluence guide surface (421) and the extension line of first shunt guide surface (411) are arranged into obtuse angle, so that second stock seawater body and first stock seawater body collide, reflow into seawater parent body, still include second energy dissipation component (7), second energy dissipation component (7) is equipped with several, several second energy dissipation component (7) annularly sets up in wind power pile foundation (1) periphery, second energy dissipation component (7) is fixed on solidified soil layer (3), second energy dissipation component (7) includes stand column (71) and spiral blade (72), stand column (71) penetrates solidified soil layer (3), stand column (71) is inserted in silt layer (2), spiral blade (72) is fixed on the periphery of stand column (71), spiral blade (72) is set up at the side of solidified soil layer (3) away from silt layer (2), and second energy dissipation component (7) is used for reducing the flow velocity of seawater, stand column (71) is hollow pipe, and the inside of stand column (71) is equipped with chamber.The anti-scouring structure comprises an air bag (8) and a concrete body (9), the air bag (8) comprises an integral flat section (81) and a bottom expansion section (82), the horizontal area of the bottom expansion section (82) is larger than that of the column (71), the flat section (81) is arranged in the cavity of the column (71), the bottom expansion section (82) is embedded in the silt layer (2), and the bottom expansion section (82) is used for extruding the silt around the column (71); and the air bag (8) is filled with concrete to form the concrete body (9).

2. A scour protection structure for an offshore wind pile foundation according to claim 1, characterized in that: The shunt member (41) and the confluence member (42) of the first energy dissipation component (4) are arranged along the radial direction of the wind power pile foundation (1); the first shunt guide surface (411) is arranged at an angle with respect to the radial direction of the wind power pile foundation (1) through the shunt member (41).

3. A scour protection structure for an offshore wind pile foundation according to claim 1, characterized in that: The second energy dissipation component (7) is fixedly connected with the first energy dissipation component (4).

4. A scour protection structure for an offshore wind pile foundation according to claim 1, characterized in that: The scour protection structure further comprises a first netted stone belt (5) laid on the solidified soil layer (3), and the first netted stone belt (5) is used for covering the submarine cable (10) for connecting the wind turbine generator and the offshore booster station.

5. A scour protection structure for an offshore wind pile foundation according to claim 1, characterized in that: The scour protection structure further comprises a second netted stone belt (6) covering the outer periphery of the solidified soil layer (3).

6. A method of constructing an erosion protection structure for an offshore wind pile foundation according to any one of claims 1-5, characterized in that: The method comprises the following steps: Wind power pile foundation (1) construction: installing the wind power pile foundation (1) at sea; Making standard mud: making mud in a preparation tank of a work ship, and mixing the mud with a solidifying agent to form solidified soil mud; Blowing and filling the solidified soil layer (3): using a delivery pump and a mud pipe to blow and fill the solidified soil mud on the work ship to the periphery of the wind power pile foundation (1), and forming the solidified soil layer (3) after the solidified soil mud is hardened and solidified; First energy dissipation component (4) installation: after the solidified soil layer (3) reaches the design strength, according to the design positions of the shunt member (41) and the confluence member (42), throwing and filling third netted stones to the solidified soil layer (3), then blowing and filling solidified soil mud to the third netted stones, and forming the shunt member (41) or the confluence member (42) after the solidified soil mud is hardened and solidified together with the third netted stones; First netted stone belt (5) construction: after the submarine cable (10) for connecting the wind turbine generator is installed, throwing and filling first netted stones to the solidified soil layer (3), and forming the first netted stone belt (5) by a plurality of first netted stones, the first netted stone belt (5) being used for covering the submarine cable (10); Second netted stone belt (6) construction: throwing and filling second netted stones to the outer edge of the solidified soil layer (3), and forming the second netted stone belt (6) by a plurality of second netted stones, the second netted stone belt (6) covering the outer edge of the solidified soil layer (3).

7. A method of construction of a scour protection structure for an offshore wind pile foundation according to claim 6, characterized in that: The method further comprises the following steps: Second energy dissipation component (7) construction: before the solidified soil layer (3) is constructed, according to design drawings, inserting the stand column (71) into the silt layer (2); after the solidified soil layer (3) is constructed, pouring concrete into the air bag (8), and hardening and solidifying the concrete into the concrete body (9); then, constructing the first energy dissipation component (4) on the solidified soil layer (3), and fixedly connecting the first energy dissipation component (4) with the second energy dissipation component (7).

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