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

Abstract

The invention relates to the technical field of offshore wind power, in particular to an anti-scouring structure of an offshore wind power pile foundation and a construction method of the anti-scouring structure. The solidified soil layer is used for pressing and covering a sludge layer on 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 assembly is fixedly arranged on the solidified soil layer and comprises a flow dividing piece and a flow converging piece, and the flow dividing piece is arranged on the side, away from the wind power pile foundation, of the flow converging piece; the flow dividing part is used for dividing the seawater matrix into a first seawater body and a second seawater body, and the flow converging part is used for guiding the first seawater body and the second seawater body to collide and converge again to form the seawater matrix. According to the wind power pile foundation, through the protection effect of the first energy dissipation assembly on seawater, the scouring effect of the seawater on the wind power pile foundation and the solidified soil layer around the wind power pile foundation is weakened, the service life of the solidified soil layer and the wind power pile foundation is effectively prolonged, and the follow-up maintenance cost is reduced.

Description

Technical Field

[0001] The present application relates to the field of offshore wind power technology, and in particular to an anti-scour structure of an offshore wind power pile foundation and a construction method thereof. Background Art

[0002] In offshore wind power projects, it is necessary to build wind turbines, offshore booster stations, etc. In the prior art, the foundation of wind turbines is mostly wind power pile foundation (single pile steel pipe pile foundation).

[0003] The seabed, which was originally in dynamic balance, will change the local hydrodynamic conditions due to the installation of the wind turbine pile foundation (single-pile steel pipe pile foundation), breaking the external conditions for maintaining dynamic balance; the sea water will scour the wind turbine pile foundation and form eddies around the wind turbine pile foundation. The eddies will carry away the mud and sand around the wind turbine pile foundation, causing scouring around the wind turbine pile foundation.

[0004] Local scouring of wind turbine pile foundations will reduce the bearing capacity of the pile foundations and cause uneven lateral force, increase the risk of wind turbine pile foundation instability, and seriously threaten the safe operation of wind turbines. In addition, local scouring of wind turbine pile foundations may cause the frequency of the foundation structure to change, affecting the normal power generation of wind turbines, and even causing the overall foundation structure to lose stability and cause disasters.

[0005] In the prior art, solutions to the scouring problem of wind turbine pile foundations include: sand blanket protection, solidified soil protection, bionic water grass, etc. Among the above protection measures, the silt around the wind turbine pile foundation is mainly covered with covering materials (sand bags, stones, bionic water grass, etc.) to weaken the scouring effect of seawater on the wind turbine pile foundation; however, the above protection measures have limited effect on the scouring protection of seawater. Summary of the invention

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

[0007] The present application provides an anti-scour structure of an offshore wind power pile foundation and a construction method thereof, which adopts the following technical solutions: A scour prevention structure for an offshore wind turbine pile foundation, wherein the wind turbine pile foundation is installed in a riverbed, and a silt layer is provided on the periphery of the wind turbine pile foundation; the structure comprises a solidified soil layer and a first energy-absorbing component; the solidified soil layer is used to cover the silt layer on the periphery of the wind turbine pile foundation, and the solidified soil layer is fixedly connected to the wind turbine pile foundation; the first energy-absorbing component is fixedly arranged on the solidified soil layer, and a plurality of the first energy-absorbing components are provided, and a plurality of the first energy-absorbing components are arranged in an annular manner on the periphery of the wind turbine pile foundation, and at least one first energy-absorbing component is provided along the radial direction of the wind turbine pile foundation; the first energy-absorbing component comprises a diverter and a confluence component, and the diverter is provided on the side of the confluence component away from the wind turbine pile foundation; the diverter is used to divert a seawater jellyfish into a first seawater body and a second seawater body, and the confluence component is used to guide the first seawater body to collide with the second seawater body and re-converge into a seawater jellyfish.

[0008] By adopting the above technical solution, when the seawater moves toward the wind power pile foundation, the diverter in the first energy-consuming component diverts the seawater jellyfish into the first seawater body and the second seawater body, and the confluence member guides the second seawater body to collide with the first seawater body and re-converge into the seawater jellyfish body. Through the multiple collision and energy consumption of the first seawater body and the second seawater body, the pressure of the seawater is reduced and the flow rate of the seawater is limited; thereby reducing the flow rate of the seawater flowing through the wind power pile foundation, and reducing the pressure difference on both sides of the wind power pile foundation, weakening the collision and scouring of the wind power pile foundation by the seawater, reducing the eddy vibration of the wind power pile foundation, and reducing the scouring of the seawater on the solidified soil layer around the wind power pile.

[0009] That is, through the protective effect of the first energy-consuming component on seawater, the scouring effect of seawater on the wind turbine pile foundation and the solidified soil layer around the wind turbine pile foundation is weakened, which effectively extends the service life of the solidified soil layer and the wind turbine pile foundation and reduces subsequent maintenance costs.

[0010] Optionally, the diverter has a first diverter guide surface and a second diverter guide surface, the first seawater body flows along the first diverter guide surface, and the second seawater body flows along the second diverter guide surface; the confluence piece is provided with an arcuate confluence guide surface, the opening direction of the arcuate confluence guide surface is arranged toward the diverter, the arcuate confluence guide surface and the second diverter guide surface form a channel for the second seawater body to flow, and the second seawater body flows along the confluence guide surface; the tangent line of the water outlet end of the arcuate confluence guide surface is arranged at an obtuse angle to the extension line of the first diverter guide surface, so that the second seawater body collides with the first seawater body and re-converges into a seawater mother body.

[0011] By adopting the above technical scheme, the arc-shaped confluence guide surface of the confluence piece guides the second seawater body to collide head-on with the first seawater body, so as to improve the efficiency of the energy consumption of the first seawater body and the second seawater body; thereby effectively reducing the flow velocity of seawater flowing through the wind turbine pile foundation, and effectively reducing the pressure difference on both sides of the wind turbine pile foundation, weakening the strength of the horseshoe vortex and tail vortex around the wind turbine pile foundation, and improving the protection effect of the anti-scouring structure on the wind turbine pile foundation.

[0012] Optionally, the diverter and the confluence member of the first energy-consuming component are arranged along the radial direction of the wind power pile foundation; the direction of the first diverter guide surface is arranged to form an angle with the radial direction of the wind power pile foundation passing through the diverter.

[0013] By adopting the above technical solution, the flow divider and the flow collector are arranged along the radial direction of the wind power pile foundation, so as to give full play to the protective effect of the first energy dissipation component on the wind power pile foundation.

[0014] Optionally, it also includes a second energy-absorbing component, which is provided in plurality and is arranged in a ring around the periphery of the wind power pile foundation, and is fixed on the solidified soil layer; the second energy-absorbing component includes a column and a spiral blade, the column passes through the solidified soil layer, the column is inserted into the silt layer, the spiral blade is fixed on the periphery of the column, and the spiral blade is arranged on the side of the solidified soil layer away from the silt layer, and the second energy-absorbing component is used to reduce the flow rate of seawater.

[0015] By adopting the above technical solution, the second energy dissipation component is arranged on the solidified soil layer, and the column and the spiral blade increase the flow resistance of the seawater to reduce the flow rate of the seawater. The spiral blade on the column will change the flow direction of the seawater, causing the seawater to collide and consume energy; at the same time, the spiral blade also reduces the pressure gradient of the seawater around the column, reduces the generation of eddy currents around the second energy dissipation component, and improves the connection stability between the second energy dissipation component and the solidified soil layer.

[0016] Optionally, the second energy consuming component is fixedly connected to the first energy consuming component.

[0017] By adopting the above technical solution, the second energy absorbing component is fixedly connected to the first energy absorbing component, and the column in the second energy absorbing component plays the role of a pile foundation; thus, the second energy absorbing component can be used to support the first energy absorbing component to reduce the stress on the solidified soil layer and reduce the risk of fracture and local collapse of the solidified soil layer.

[0018] Optionally, the column is a hollow tube, and a chamber is provided inside the column; the anti-scour structure includes an airbag and a concrete body, the airbag includes an integrally formed straight section and an expanded bottom section, the horizontal plane area of ​​the expanded bottom section is larger than the horizontal plane area of ​​the column, the straight section is arranged in the chamber of the column, the expanded bottom section is buried in the silt layer, and the expanded bottom pile section is used to squeeze the silt around the column; the airbag is poured with a concrete body.

[0019] By adopting the above technical solution, when the bottom expansion section of the airbag expands toward the periphery, the bottom expansion section of the airbag will squeeze the silt to increase the density of the silt around the bottom expansion section and improve the bearing capacity of the silt layer on the column. At the same time, the bottom of the bottom expansion section has a larger contact area with the silt layer, further improving the bearing capacity of the column; further reducing the risk of fracture and local collapse of the solidified soil layer, improving the protective effect of the anti-scour structure on the wind power pile foundation, and reducing the subsequent maintenance cost of the anti-scour structure.

[0020] Optionally, the anti-scour structure further includes a first net bag stone belt, which is laid on the solidified soil layer and is used to cover a submarine cable, and the submarine cable is used to connect the wind turbine set and the offshore booster station.

[0021] By adopting the above technical solution, the weight of the first net bag stone is used to fix the position of the submarine cable, reducing the scouring of the submarine cable by seawater, so as to improve the stability of power transmission by the wind turbine.

[0022] Optionally, the anti-scour structure further comprises a second net bag stone belt, wherein the second net bag stone belt covers the periphery of the solidified soil.

[0023] By adopting the above technical solution, since the second net bag stone belt is heavy, the increase in the velocity of the local water flow or the horseshoe vortex cannot cause the second net bag stone to become unstable. Under the action of waves and currents, the second net bag stone belt at the edge can form a stable gentle slope to protect the solidified soil layer.

[0024] A construction method for an anti-scour structure of an offshore wind power pile foundation comprises the following steps: Wind power pile foundation construction: installing wind power pile foundation at sea; Making standard mud: Making mud in the preparation tank of the work vessel, and fully mixing the mud with the curing agent to form a cured soil mud; Filling and solidifying soil layer: Use the delivery pump and mud pipe to blow the solidified soil slurry on the operation ship to the surrounding of the wind power pile foundation. The solidified soil slurry solidifies and hardens to form a solidified soil layer; Installation of the first energy dissipation component: When the solidified soil layer reaches the designed strength, the third net bag stone is thrown onto the solidified soil layer according to the designed positions of the diverter and the collector, and then the solidified soil slurry is blown onto the third net bag stone. After the solidified soil slurry is tightened and hardened, it forms a diverter or collector together with the third net bag stone; Construction of the first net bag stone belt: After installing the submarine cable connected to the wind turbine, throw the first net bag stone onto the solidified soil layer. Several first net bag stones form the first net bag stone belt, which is used to cover the submarine cable; Construction of the second net bag stone belt: throw the second net bag stone toward the outer edge of the solidified soil layer, and several second net bag stones form a second net bag stone belt, which covers the outer edge of the solidified soil layer.

[0025] A construction method for an anti-scour structure of an offshore wind power pile foundation further comprises the following steps: Construction of the second energy-absorbing component: before the construction of the solidified soil layer, the columns are inserted into the silt layer according to the design drawings; after the construction of the solidified soil layer is completed, concrete is poured into the airbag, and the concrete solidifies and hardens into a concrete body; then, the first energy-absorbing component is constructed on the solidified soil layer, and the first energy-absorbing component is fixedly connected to the second energy-absorbing component.

[0026] In summary, the present application includes at least one of the following beneficial technical effects: 1. Through the multiple impacts of the first seawater body and the second seawater body, the pressure of the seawater is reduced and the flow rate of the seawater is limited; thereby reducing the flow rate of the seawater flowing through the wind turbine pile foundation, reducing the pressure difference on both sides of the wind turbine pile foundation, weakening the impact and scouring of the wind turbine pile foundation by the seawater, reducing the eddy vibration of the wind turbine pile foundation, and reducing the scouring of the seawater on the solidified soil layer around the wind turbine pile; 2. By setting a second energy dissipation component on the solidified soil layer, the column and the spiral blade increase the flow resistance of the seawater to reduce the flow rate of the seawater; 3. When the bottom expansion section of the airbag expands toward the periphery, it will squeeze the silt to increase the density of the silt around the bottom expansion section and increase the bearing capacity of the silt layer on the column; at the same time, the bottom of the bottom expansion section has a larger contact area with the silt layer, further improving the bearing capacity of the column; further reducing the risk of fracture and local collapse of the solidified soil layer, improving the protective effect of the anti-scour structure on the wind turbine pile foundation, and reducing the subsequent maintenance cost of the anti-scour structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Figure 1 It is a structural schematic diagram of the anti-scour structure in Example 1.

[0028] Figure 2 It is a cross-sectional view of the anti-scour structure in Example 1.

[0029] Figure 3 It is a structural schematic diagram of the first energy-consuming component in Example 1.

[0030] Figure 4 yes Figure 1 Enlarged view of point A in the middle.

[0031] Figure 5 yes Figure 3 Enlarged view of point B in the middle.

[0032] Figure 6 It is a structural schematic diagram of the anti-scour structure in Example 3.

[0033] Figure 7 yes Figure 6 Enlarged view of point C in the middle.

[0034] Figure 8 It is a cross-sectional view of the anti-scour structure in Example 4.

[0035] Fig. 9 yes Figure 8 Enlarged view of point D in the middle.

[0036] Explanation of the accompanying reference numerals: 1. wind turbine pile foundation; 2. silt layer; 3. solidified soil layer; 4. first energy-consuming component; 41. diverter; 411. first diverter guide surface; 412. second diverter guide surface; 42. converging component; 421. arc-shaped converging guide surface; 5. first net bag stone belt; 6. second net bag stone belt; 7. second energy-consuming component; 71. column; 72. spiral blade; 8. airbag; 81. straight section; 82. expanded bottom section; 9. concrete body; 10. submarine cable. DETAILED DESCRIPTION

[0037] The following is combined with Figure 1 -9 Provide further details on this application.

[0038] Example 1 The present application embodiment discloses an anti-scouring structure for an offshore wind power pile foundation. Figure 1 and Figure 2 The wind power pile foundation 1 is installed in the river bed, and there is a silt layer 2 on the periphery of the wind power pile foundation 1 .

[0039] Reference Figure 1 The anti-scour structure of the offshore wind power pile foundation includes a solidified soil layer 3, a first energy dissipation component 4, a first net bag stone belt 5 and a second net bag stone belt 6.

[0040] Reference Figure 1 and Figure 2 The solidified soil layer 3 is used to cover the silt layer 2 on the periphery of the wind power pile foundation 1. The solidified soil layer 3 is fixedly connected to the wind power pile foundation 1, and the solidified soil layer 3 is formed by blowing solidified soil. In the mud pool of the work boat, the staff stirs and mixes cement, curing agent, wet soil and water according to the formula to form solidified soil mud; then blows the solidified soil mud to the periphery of the wind power pile foundation 1, and forms a solidified soil layer 3 after the solidified soil mud solidifies and hardens. In this embodiment, the ratio of the solidified soil mud is cement: curing agent: wet soil: water = 136:16:589:736.

[0041] The maximum thickness of the solidified soil layer 3 around the wind turbine pile foundation 1 is not less than 0.8m; in the scour protection zone of the wind turbine pile foundation 1, the solidified soil is evenly filled, and the average thickness of the solidified soil above the seabed surface is not less than 0.5m; the filling range of the solidified soil layer 3 of the wind turbine pile foundation 1 is a radius of 18 meters.

[0042] Reference Figure 1 and Figure 2 , the first net bag stone belt 5 is laid on the solidified soil layer 3, the first net bag 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, and the submarine cable 10 is used to connect the wind turbine and the offshore booster station. That is, the weight of the first net bag stone is used to fix the position of the submarine cable 10, weaken the scouring of the submarine cable 10 by seawater, so as to improve the stability of the wind turbine in transmitting electricity. The width of the first net bag stone belt 5 on the solidified soil layer 3 is 3m. The covering length is 12.5m. The first net bag stone belt 5 on the periphery of the solidified soil layer 3 covers the silt layer 2, and the first net bag belt on the silt layer 2 is not less than 1m.

[0043] Reference Figure 1 and Figure 2 , similar to the mechanism of eddy currents around the wind turbine pile foundation 1, the solidified soil layer 3 will also affect the water flow. Therefore, a certain amount of scouring will be formed at the edge of the solidified soil layer 3. The scouring and washing caused by the solidified soil layer 3 at its edge will cause the solidified soil to break and collapse, thereby reducing the protective effect of the silt layer 2 around the wind turbine pile foundation 1.

[0044] Reference Figures 1 to 3 In this embodiment, the second net bag stone belt 6 covers the outer periphery of the solidified soil layer 3. The second net bag stone is thrown to the outer periphery of the solidified soil layer 3, and a plurality of second net bag stones form the second net bag stone belt 6. Along the radial direction of the wind power pile foundation 1, the inner area of ​​the second net bag stone belt 6 covers the solidified soil layer 3, and the outer area of ​​the second net bag stone belt 6 covers the silt layer 2. Since the second net bag stone belt 6 is heavier, the increase in the flow velocity of the local water flow or the horseshoe vortex cannot cause the second net bag stone belt 6 to become unstable. Under the action of wave currents, the second net bag stone belt 6 at the edge can form a stable gentle slope to protect the solidified soil layer 3.

[0045] Reference Figure 2 and Figure 3 When the protection range of the solidified soil layer 3 is large, the water flow changes caused by the wind turbine pile foundation 1 have little impact on the area outside the solidified soil layer 3; at the same time, due to the protection of the second net bag stone belt 6, the scouring of the lower silt layer 2 on the outer peripheral side of the solidified soil layer 3 is reduced, making the entire anti-scouring structure more stable and improving the service life of the anti-scouring structure.

[0046] Reference Figure 1 and Figure 3, the first energy absorbing component 4 is fixed on the solidified soil layer 3, and there are a plurality of first energy absorbing components 4, and a plurality of first energy absorbing components 4 are arranged in an annular manner on the outer periphery of the wind power pile foundation 1, and at least one first energy absorbing component 4 is arranged along the radial direction of the wind power pile foundation 1. In this embodiment, along the radial direction of the wind power pile foundation 1, there are two first energy absorbing components 4; that is, along the radial direction of the wind power pile foundation 1, the second energy absorbing component 7 is provided with two inner and outer circles. In other embodiments, along the radial direction of the wind power pile foundation 1, there are three, four, five, etc. first energy absorbing components 4.

[0047] Reference Figure 4 and Figure 5 The first energy consumption component 4 includes a diverter 41 and a confluence 42, which are arranged along the radial direction of the wind power pile foundation 1, and the diverter 41 is arranged on the side of the confluence 42 away from the wind power pile foundation 1; the direction of the first diverter guide surface 411 is arranged at an angle with the radial direction of the wind power pile foundation 1 passing through the diverter 41. The diverter 41 is used to divert the seawater jellyfish into the first seawater body and the second seawater body, and the confluence 42 is used to guide the first seawater body to collide with the second seawater body and re-converge into the seawater jellyfish.

[0048] Reference Figure 4 and Figure 5 Specifically, the diverter 41 has a first diverter guide surface 411 and a second diverter guide surface 412 , the first seawater flows along the first diverter guide surface 411 , and the second seawater flows along the second diverter guide surface 412 .

[0049] Reference Figure 4 and Figure 5 The confluence piece 42 is provided with an arc-shaped confluence guide surface 421, the opening direction of the arc-shaped confluence guide surface 421 is arranged toward the diverter piece 41, the arc-shaped confluence guide surface 421 and the second diversion guide surface 412 form a channel for the second seawater to flow, and the second seawater flows along the confluence guide surface; the tangent line of the water outlet end of the arc-shaped confluence guide surface 421 is arranged at an obtuse angle to the extension line of the first diversion guide surface 411, so that the second seawater collides with the first seawater and re-converges into a seawater jellyfish.

[0050] In the present embodiment, the diverter 41 and the conduit 42 are formed by blowing net bag stones and solidified soil. After the solidified soil layer 3 solidifies and hardens, according to the design drawings, the second net bag stone is thrown on the solidified soil layer 3, and the throwing shape of the second net bag stone matches the final form of the diverter 41 and the conduit 42. Subsequently, the solidified soil slurry is blown on the second net bag stone, and after the solidified soil slurry solidifies and hardens, it forms a whole with the second net bag stone, forming the diverter 41 and the conduit 42 together. In order to resist the scouring of the diverter 41 and the conduit 42 by seawater; the cement content and the curing agent content in the curing soil slurry used in the diverter 41 and the conduit 42 account for a relatively high proportion. In the present embodiment, the ratio of the curing soil slurry used in the first energy-consuming component 4 is cement: curing agent: wet soil: water = 264:35:512:600.

[0051] In other embodiments, the flow divider 41 and the flow collector 42 may also be prefabricated concrete blocks, which are dumped into the solidified soil layer 3 by a work vessel.

[0052] Reference Figure 4 and Figure 5 The working principle of the first energy dissipation component 4 is as follows: the arc-shaped confluence guide surface 421 of the confluence piece 42 guides the second seawater body to collide head-on with the first seawater body, so as to improve the efficiency of the energy consumption of the first seawater body and the second seawater body; thereby effectively reducing the flow velocity 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 tail vortex around the wind power pile foundation 1, and improving the protection effect of the anti-scouring structure on the wind power pile foundation 1.

[0053] The implementation principle of the anti-scour structure of an offshore wind power pile foundation in the embodiment of the present application is: Reference Figures 1 to 5 When the seawater moves toward the wind power pile foundation 1, the diverter 41 in the first energy consuming component 4 diverts the seawater jellyfish into a first seawater body and a second seawater body, and the confluence member 42 guides the second seawater body to collide with the first seawater body and re-converge into the seawater jellyfish body.

[0054] In this embodiment, seawater flows sequentially through the first energy-consuming component 4 of the outer circle and the second energy-consuming component 7 of the inner circle. After the seawater is diverted by the diverter 41 of the outer circle and converged by the converging component 42 of the outer circle, the re-collected seawater contacts the second energy-consuming component 7 of the inner circle, and the diverter 41 of the inner circle diverts the seawater again, and the converging component 42 of the inner circle converges the seawater again.

[0055] By repeatedly colliding and consuming energy between the first seawater body and the second seawater body, the pressure of the seawater is reduced and the flow rate of the seawater is limited; thereby reducing the flow rate of the seawater flowing through the wind power pile foundation 1 and the pressure difference on both sides of the wind power pile foundation 1, weakening the impact and scouring of the wind power pile foundation 1 by the seawater, reducing the eddy current vibration of the wind power pile foundation 1, and reducing the scouring of the solidified soil layer 3 around the wind power pile by the seawater.

[0056] At the same time, since the inner ring of the collector 42 is designed to surround the wind power pile foundation 1, it can resist the scouring of seawater in the radial direction of the wind power pile, weaken the scouring of seawater on the wind power pile foundation 1, reduce the structural vibration of the wind power pile foundation 1, and improve the operating stability of the wind turbine set.

[0057] After the seawater interacts with the first energy dissipation component 4 , the flow direction of the seawater forms an angle with the radial direction of the wind power pile foundation 1 , so that the flow direction of the seawater is biased towards the wind power pile foundation 1 , so as to further reduce the scouring effect of the seawater on the wind power pile foundation 1 .

[0058] In summary: the first energy-consuming component 4 protects seawater from scouring the wind turbine pile foundation 1 and the solidified soil layer 3 around the wind turbine pile foundation 1, thereby effectively extending the service life of the solidified soil layer 3 and the wind turbine pile foundation 1 and reducing subsequent maintenance costs.

[0059] Example 2 Reference Figures 1 to 5 This embodiment 2 discloses a construction method of the anti-scour structure of the offshore wind power pile foundation in embodiment 1, comprising the following steps: Wind power pile foundation 1 construction: reference Figure 2 , installing wind turbine pile foundation at sea1.

[0060] Preparation of standard mud: Prepare mud in the preparation tank of the work vessel, and fully mix the mud with the curing agent to form cured soil mud.

[0061] Filling and solidifying soil layer 3: Reference Figure 2 The solidified soil slurry on the working vessel is blown to the periphery of the wind power pile foundation 1 by using a delivery pump and a mud pipe, and the solidified soil slurry solidifies and hardens to form a solidified soil layer 3.

[0062] Installation of the first energy consumption component 4: refer to Figure 3 When the solidified soil layer 3 reaches the designed strength, according to the designed positions of the diverter 41 and the collector 42, the third net bag stone is thrown onto the solidified soil layer 3, and then the solidified soil slurry is blown on the third net bag stone. After the solidified soil slurry is tightened and hardened, it forms the diverter 41 or the collector 42 together with the third net bag stone.

[0063] Construction of the first net bag stone belt 5: refer to Figure 1 and Figure 2After installing the submarine cable 10 connected to the wind turbine generator set, a first net bag stone is thrown onto the solidified soil layer 3, and a plurality of first net bag stones form a first net bag stone belt 5, which is used to cover the submarine cable.

[0064] Construction of the second net bag stone belt 6: refer to Figure 1 and Figure 2 , second net bag stones are thrown toward the outer edge of the solidified soil layer 3, and several second net bag stones form a second net bag stone belt 6, which covers the outer edge of the solidified soil layer 3.

[0065] Example 3 This embodiment 3 discloses an anti-scouring structure for an offshore wind power pile foundation. The difference between this embodiment 3 and embodiment 2 is that: Reference Figure 6 and Figure 7 The anti-scour structure also includes a second energy-absorbing component 7. The second energy-absorbing component 7 is provided in a plurality. The plurality of second energy-absorbing components 7 are arranged in an annular manner on the periphery of the wind power pile foundation 1. The second energy-absorbing component 7 is fixedly arranged on the solidified soil layer 3. The second energy-absorbing component 7 includes a column 71 and a spiral blade 72. The column 71 is a hollow tube, and a chamber is arranged inside the column 71. The column 71 penetrates the solidified soil layer 3, and the column 71 is inserted into the silt layer 2. The spiral blade 72 is fixedly arranged on the 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. The second energy-absorbing component 7 is used to reduce the flow rate of seawater.

[0066] In this embodiment, the second energy absorbing component 7 is fixedly connected to the first energy absorbing component 4 ; that is, the column 71 of the second energy absorbing component 7 is embedded in the diverter 41 or the conduit 42 , and the lower part of the bolt blade is embedded in the diverter 41 or the conduit 42 .

[0067] Before the construction of the solidified soil layer 3, 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 on the silt layer 2, the solidified soil slurry includes the column 71 and the bolt blade; thus, the second energy dissipation component 7 is fixedly connected to the solidified soil layer 3.

[0068] Then, the second net bag stone is thrown onto the solidified soil layer 3, and the solidified soil slurry is blown in for the second time to form the first energy dissipation component 4. At this time, the column 71 is buried between the second net bag stones, so that the column 71 is buried in the diverter 41 or the converging member 42.

[0069] The implementation principle of the anti-scour structure of an offshore wind power pile foundation in the embodiment of the present application is: Reference Figure 6 and Figure 7By setting the second energy dissipation component 7 on the solidified soil layer 3, the column 71 and the spiral blade 72 increase the flow resistance of the seawater to reduce the flow rate of the seawater. The spiral blade 72 on the column 71 will change the flow direction of the seawater, causing the seawater to collide and consume energy; at the same time, the spiral blade 72 also reduces the pressure gradient of the seawater around the column 71, reduces the generation of eddy currents around the second energy dissipation component 7, and improves the connection stability between the second energy dissipation component 7 and the solidified soil layer 3.

[0070] The second energy absorbing component 7 is fixedly connected to the first energy absorbing component 4, and the column 71 in the second energy absorbing component 7 plays the role of a pile foundation; thus, the second energy absorbing component 7 can be used to support the first energy absorbing component 4 to reduce the stress on the solidified soil layer 3 and reduce the risk of fracture and partial collapse of the solidified soil layer 3.

[0071] Example 4 This embodiment 4 discloses an anti-scouring structure for an offshore wind power pile foundation. The difference between this embodiment 4 and embodiment 3 is that: Reference Figure 8 and Fig. 9 The anti-scour structure includes an airbag 8 and a concrete body 9. The airbag 8 includes an integrally formed straight section 81 and a bottom-enlarged section 82. The horizontal area of ​​the bottom-enlarged section 82 is larger than the horizontal area of ​​the column 71. The straight section 81 is arranged in the chamber of the column 71, and the bottom-enlarged section 82 is buried in the silt layer 2. The bottom-enlarged section is used to squeeze the silt around the column 71. The concrete body 9 is poured inside the airbag 8. This embodiment takes the second energy-consuming component 7 and the airbag 8 on the diverter 41 as an example for explanation.

[0072] The expanded bottom section 82 of the airbag 8 is inserted into the silt layer 2 along with the column 71, and the straight section 81 of the airbag 8 protrudes from the column 71, so as to facilitate high-pressure pouring of concrete into the airbag 8. Before the airbag 8 is buried and poured with concrete, an exhaust pipe can be placed in the airbag 8 to exhaust excess gas in the airbag 8.

[0073] The implementation principle of the anti-scour structure of an offshore wind power pile foundation in the embodiment of the present application is: Reference Figure 8 and Fig. 9 When the bottom expansion section 82 of the airbag 8 expands toward the periphery, the bottom expansion section 82 of the airbag 8 will squeeze the silt to increase the density of the silt around the bottom expansion section 82, and improve the bearing capacity of the silt layer 2 on the column 71. At the same time, the bottom of the bottom expansion section 82 has a large contact area with the silt layer 2, further improving the bearing capacity of the column 71; further reducing the risk of fracture and local collapse of the solidified soil layer 3, improving the protective effect of the anti-scouring structure on the wind power pile foundation 1, and reducing the subsequent maintenance cost of the anti-scouring structure.

[0074] Example 5 Reference Figure 8 and Fig. 9This embodiment 5 discloses a construction method of the anti-scour structure of the offshore wind power pile foundation in embodiment 4. The construction method of this embodiment 5 is different from the construction method of embodiment 2 in that it includes the following steps: Construction of the second energy dissipation component 7: Before the construction of the solidified soil layer 3, according to the design drawings, the column 71 is inserted into the silt layer 2; after the construction of the solidified soil layer 3 is completed, concrete is poured into the airbag 8, and the concrete solidifies and hardens into a 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 diverter 41 and the confluence 42; the bolt blade is buried in the solidified soil layer 3, the diverter 41 and the confluence 42.

[0075] The above are all preferred embodiments of the present application, and the protection scope of the present application is not limited thereto. Therefore, any equivalent changes made according to the structure, shape, and principle of the present application should be included in the protection scope of the present application.

Claims

1. An anti-scour structure for an offshore wind power pile foundation, wherein the wind power pile foundation (1) is installed in a riverbed, and a silt layer (2) is provided on the outer periphery of the wind power pile foundation (1); the structure is characterized by: The invention comprises a solidified soil layer (3) and a first energy-absorbing component (4); the solidified soil layer (3) is used to cover the silt layer (2) on the periphery of the wind power pile foundation (1), and the solidified soil layer (3) is fixedly connected to the wind power pile foundation (1); the first energy-absorbing component (4) is fixedly arranged on the solidified soil layer (3), and a plurality of the first energy-absorbing components (4) are provided, and the plurality of the first energy-absorbing components (4) are arranged in an annular manner on the periphery of the wind power pile foundation (1), and at least one first energy-absorbing component (4) is provided along the radial direction of the wind power pile foundation (1); the first energy-absorbing component (4) comprises a diverter (41) and a confluence component (42), and the diverter (41) is arranged on a side of the confluence component (42) away from the wind power pile foundation (1); the diverter (41) is used to divert a seawater jellyfish into a first seawater body and a second seawater body, and the confluence component (42) is used to guide the first seawater body to collide with the second seawater body and to re-converge into the seawater jellyfish.

2. The anti-scour structure of the offshore wind power pile foundation according to claim 1, characterized in that: The flow diverter (41) has a first flow diverter guide surface (411) and a second flow diverter guide surface (412), the first seawater flows along the first flow diverter guide surface (411), and the second seawater flows along the second flow diverter guide surface (412); the confluence member (42) is provided with an arcuate confluence guide surface (421), the opening direction of the arcuate confluence guide surface (421) is arranged toward the flow diverter (41), the arcuate confluence guide surface (421) and the second flow diverter guide surface (412) form a channel for the second seawater to flow, and the second seawater flows along the confluence guide surface; the tangent line of the water outlet end of the arcuate confluence guide surface (421) is arranged at an obtuse angle to the extension line of the first flow diverter guide surface (411), so that the second seawater collides with the first seawater and re-converges into a seawater jellyfish.

3. The anti-scour structure of the offshore wind power pile foundation according to claim 2 is characterized in that: The flow divider (41) and the flow converging member (42) of the first energy consumption component (4) are arranged along the radial direction of the wind power pile foundation (1); the direction of the first flow divider guide surface (411) is arranged to form an angle with the radial direction of the wind power pile foundation (1) passing through the flow divider (41).

4. The anti-scouring structure of the offshore wind power pile foundation according to claim 1 is characterized in that: The invention also comprises a second energy absorbing component (7), wherein a plurality of the second energy absorbing components (7) are provided, wherein the plurality of the second energy absorbing components (7) are arranged in a ring shape on the outer periphery of the wind power pile foundation (1), and the second energy absorbing component (7) is fixedly arranged on the solidified soil layer (3); the second energy absorbing component (7) comprises a column (71) and a spiral blade (72), wherein the column (71) penetrates the solidified soil layer (3), the column (71) is inserted into the silt layer (2), and the spiral blade (72) is fixedly arranged on the outer periphery of the column (71), and the spiral blade (72) is arranged on a side of the solidified soil layer (3) away from the silt layer (2); and the second energy absorbing component (7) is used to reduce the flow velocity of seawater.

5. The anti-scour structure of the offshore wind power pile foundation according to claim 4, characterized in that: The second energy consuming component (7) is fixedly connected to the first energy consuming component (4).

6. The anti-scour structure of the offshore wind power pile foundation according to claim 4, characterized in that: The column (71) is a hollow tube, and a chamber is provided inside the column (71); the anti-scour structure comprises an air bag (8) and a concrete body (9); the air bag (8) comprises an integrally formed straight section (81) and an expanded bottom section (82); the horizontal surface area of ​​the expanded bottom section (82) is larger than the horizontal surface area of ​​the column (71); the straight section (81) is arranged in the chamber of the column (71), the expanded bottom section (82) is buried in the silt layer (2), and the expanded bottom pile section is used to squeeze the silt on the periphery of the column (71); the concrete body (9) is poured inside the air bag (8).

7. The anti-scour structure of the offshore wind power pile foundation according to claim 1, characterized in that: The anti-scour structure further comprises a first net bag stone belt (5), wherein the first net bag stone belt (5) is laid on the solidified soil layer (3), and the first net bag stone belt (5) is used to cover a submarine cable (10), and the submarine cable (10) is used to connect a wind turbine set and an offshore booster station.

8. The anti-scour structure of the offshore wind power pile foundation according to claim 1, characterized in that: The anti-scour structure further comprises a second net bag stone belt (6), wherein the second net bag stone belt (6) covers the outer periphery of the solidified soil.

9. A construction method for an anti-scour structure of an offshore wind power pile foundation according to any one of claims 1 to 8, characterized in that: The steps include: Wind turbine pile foundation (1) construction: installing wind turbine pile foundation (1) at sea; Making standard mud: Making mud in the preparation tank of the work vessel, and fully mixing the mud with the curing agent to form a cured soil mud; Filling the solidified soil layer (3): using a delivery pump and a mud pipe, the solidified soil slurry on the operation vessel is filled around the wind turbine pile foundation (1), and the solidified soil slurry solidifies and hardens to form a solidified soil layer (3); Installation of the first energy dissipation component (4): when the solidified soil layer (3) reaches the designed strength, a third net bag stone is thrown onto the solidified soil layer (3) according to the designed positions of the diverter (41) and the collector (42), and then solidified soil slurry is blown onto the third net bag stone. After the solidified soil slurry is tightened and hardened, it forms the diverter (41) or the collector (42) together with the third net bag stone; Construction of the first net bag stone belt (5): after installing the submarine cable (10) connected to the wind turbine generator set, dump the first net bag stone onto the solidified soil layer (3), and a plurality of the first net bag stones form a first net bag stone belt (5), and the first net bag stone belt (5) is used to cover the submarine cable (10); Construction of the second net bag stone belt (6): second net bag stones are thrown toward the outer edge of the solidified soil layer (3), and a plurality of second net bag stones form a second net bag stone belt (6), and the second net bag stone belt (6) covers the outer edge of the solidified soil layer (3).

10. The construction method of the anti-scour structure of the offshore wind power pile foundation according to claim 9, characterized in that: The following steps are also included; Construction of the second energy dissipation component (7): before the construction of the solidified soil layer (3), the column (71) is inserted into the silt layer (2) according to the design drawings; after the construction of the solidified soil layer (3) is completed, concrete is poured into the air bag (8), and the concrete solidifies and hardens into a 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 fixedly connected to the second energy dissipation component (7).

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