Offshore wind power pile foundation anti-scouring structure and construction method thereof

Abstract

The invention discloses an offshore wind power pile foundation anti-scouring structure and a construction method thereof. The construction method comprises the following steps: cleaning the surface of a seabed; a plurality of first mounting holes are formed in the seabed, and first broken stones are stacked along the outer edges of the first mounting holes to form a first frame; slurry is poured into the first frame and the first mounting hole, the slurry is solidified to form a first supporting piece, and the first supporting piece is fixedly connected with the seabed and the first frame; first gravel pieces are laid on the seabed to form a foundation gravel layer; stacking second broken stones on the foundation broken stone layer to form a reinforced broken stone layer; and fixing the bionic plant on the reinforced gravel layer. Through the arrangement of the first supporting pieces, the connecting strength of the seabed and the foundation gravel layer can be enhanced, the structure of the foundation gravel layer can be reinforced, the anti-scouring effect of the foundation gravel layer can be improved, loss of first gravel in the foundation gravel layer caused by ocean current impact is reduced, and therefore the later maintenance cost is reduced, and manpower, material resources and time input are saved.

Description

Technical Field

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

[0002] With the rapid development of my country's offshore wind power industry, the problem of wind turbine foundation scouring is becoming increasingly serious. The main reason for the scouring of offshore wind turbine foundations is that the offshore wind turbine foundations are scoured by the ocean currents for a long time, and the flow around the foundations leads to a large amount of soil loss on the seabed surface near the foundations.

[0003] At present, when constructing wind turbine foundations, riprap, sandbag covering, bionic grass treatment and other methods are usually used to form wind turbine foundation protection mechanisms to reduce the velocity of ocean currents. The existing technology has the following defects: riprap, sandbags and bionic grass are inevitably moved under the impact of ocean currents, which easily poses a safety risk of wind turbine pile foundations being washed away by ocean currents, requires regular observation and maintenance by operators, and has low economic benefits. Summary of the invention

[0004] The object of the present invention is to provide an offshore wind power pile foundation anti-scour structure and a construction method thereof, which has a simple structure and is convenient to construct, and its second support member can strengthen the connection strength between the seabed and the foundation gravel layer.

[0005] To achieve this object, the present invention adopts the following technical solutions:

[0006] In a first aspect, a construction method of an offshore wind power pile foundation anti-scour structure is provided, comprising the following steps:

[0007] S10, cleaning the seabed around the wind turbine pile foundation to make the surface of the seabed flat;

[0008] S20, opening a plurality of first installation holes on the seabed around the wind turbine pile foundation at intervals, and piling first gravel of a specified height along outer edges of the first installation holes to form a first frame;

[0009] S30, pouring slurry into the first frame and the first mounting hole, so that the slurry solidifies to form a first support member, wherein the first support member is fixedly connected to the seabed and the first frame;

[0010] S40, laying the first crushed stones on the seabed so that the first crushed stones cover all the first frames and the first supporting members to form a basic crushed stone layer;

[0011] S50, piling second crushed stones on the basic crushed stone layer to form a reinforced crushed stone layer, wherein the particle size of the first crushed stones is smaller than the particle size of the second crushed stones;

[0012] S60, fixing the bionic plant on the reinforced gravel layer to form an offshore wind power pile foundation anti-scour structure in which the bionic plant, the reinforced gravel layer and the foundation gravel layer are arranged in sequence from top to bottom along the vertical direction.

[0013] As a preferred solution for the construction method of an offshore wind turbine pile foundation anti-scour structure, in step S20, a plurality of first mounting hole groups spaced apart along the radial direction of the wind turbine pile foundation are arranged on the periphery of the wind turbine pile foundation, each of the first mounting hole groups includes a plurality of the first mounting holes, and all the first mounting holes in each of the first mounting hole groups are evenly distributed around the wind turbine pile foundation, and the first mounting holes in two adjacent first mounting hole groups are alternately arranged along the projection of the radial direction of the wind turbine pile foundation.

[0014] As a preferred solution for the construction method of the offshore wind power pile foundation anti-scour structure, step S50 includes the following specific steps:

[0015] S501, opening a plurality of second installation holes on the basic gravel layer around the wind turbine pile foundation at intervals, and stacking the second gravel of a specified height along the outer edges of the second installation holes to form a second frame;

[0016] S502, pouring the slurry into the second frame and the second mounting hole, so that the slurry solidifies to form a second support member, wherein the second support member is fixedly connected to the foundation gravel layer and the second frame;

[0017] S503: Lay the second crushed stones on the basic crushed stone layer so that the second crushed stones cover all the second frames and the second supporting members to form the reinforced crushed stone layer.

[0018] As a preferred solution for the construction method of the offshore wind power pile foundation anti-scour structure, step S60 includes the following specific steps:

[0019] S601, opening a plurality of third mounting holes on the reinforced gravel layer around the wind power pile foundation at intervals, and inserting the fixing parts of the bionic plant into the third mounting holes;

[0020] S602: pouring the slurry into the third mounting hole, and solidifying the slurry to fix the bionic plant and the reinforced gravel layer.

[0021] In a second aspect, an offshore wind power pile foundation anti-scour structure is provided, which is manufactured by the above-mentioned offshore wind power pile foundation anti-scour structure construction method, and the offshore wind power pile foundation anti-scour structure comprises:

[0022] A basic gravel layer, which is arranged on the seabed and located at the periphery of the wind turbine pile foundation;

[0023] A reinforced crushed stone layer, wherein the reinforced crushed stone layer is arranged on the basic crushed stone layer, wherein the basic crushed stone layer is composed of a plurality of first crushed stones, and the reinforced crushed stone layer is composed of a plurality of second crushed stones, and the particle size of the first crushed stones is smaller than the particle size of the second crushed stones;

[0024] Bionic plants, at least the top of the reinforced gravel layer is provided with the bionic plants;

[0025] A first support member, wherein a plurality of the first support members are arranged at intervals in the seabed, the length of the first support member extends in a vertical direction, and a portion of the first support member exposed from the seabed extends into the basic gravel layer.

[0026] As a preferred solution for the anti-scour structure of offshore wind power pile foundation, the bionic plant includes a mounting seat and bionic grass. The mounting seat is arranged on the reinforced gravel layer, and part of the mounting seat is inserted in the reinforced gravel layer. A plurality of bionic grasses are arranged at intervals on the mounting seat.

[0027] As a preferred solution for the anti-scour structure of offshore wind turbine pile foundation, the mounting seat includes a mounting part, a connecting part and a fixing part, the bionic grass is arranged on the mounting part, the mounting part is arranged on the reinforced gravel layer, a plurality of the connecting parts are arranged at intervals on the bottom of the mounting part, the outer periphery of the connecting part is provided with the fixing part in a ring-shaped protrusion along its own central axis, and at least the fixing part is bonded to the reinforced gravel layer.

[0028] As a preferred solution of the offshore wind turbine pile foundation anti-scour structure, the offshore wind turbine pile foundation anti-scour structure also includes a second support member, which is arranged between the basic gravel layer and the reinforced gravel layer, one end of the second support member is inserted into the basic gravel layer, and the other end of the second support member is inserted into the reinforced gravel layer.

[0029] As a preferred solution of the offshore wind power pile foundation anti-scour structure, the first support member and the second support member are formed by pouring and curing slurry.

[0030] As a preferred solution of the offshore wind power pile foundation anti-scour structure, the offshore wind power pile foundation anti-scour structure further includes a protective net, and the protective net is coated outside the reinforced gravel layer and the basic gravel layer; and / or,

[0031] The outer peripheral side of the base crushed stone layer and / or the reinforced crushed stone layer has an inclined surface, and the inclined surface is inclined downward from an end adjacent to the wind turbine pile foundation toward an end away from the wind turbine pile foundation.

[0032] The beneficial effects of the present invention are as follows: by pouring slurry into the first mounting hole on the seabed and into the first frame built by first crushed stones at the outer edge of the first mounting hole, the slurry is solidified to form a first support member that can be fixedly connected to the seabed and the first frame, thereby strengthening the connection strength between the seabed and the basic crushed stone layer, reinforcing the structure of the basic crushed stone layer and improving the anti-scouring effect of the basic crushed stone layer, reducing the loss of the first crushed stones in the basic crushed stone layer caused by the impact of the sea current, thereby reducing the later maintenance cost and saving the investment of manpower, material resources and time;

[0033] Furthermore, a reinforced gravel layer is formed by laying a second gravel on the basic gravel layer composed of the first gravel, and the particle size of the first gravel is smaller than that of the second gravel. On the one hand, gravel with a smaller particle size laid on the bottom layer has better structural stability, and on the other hand, gravel with a larger particle size laid on the upper layer can resist greater impact of the ocean current and absorb part of the impact energy, thereby effectively enhancing the overall structural stability and anti-scour capability of the anti-scour structure.

[0034] In addition, by gradually laying the basic gravel layer, strengthening the gravel layer and bionic plants, the bionic plants can alleviate the impact of ocean currents, promote the sedimentation of silt in the ocean currents, and then cause the silt to accumulate in the gravel layer, thereby improving the structural stability of the gravel layer. Gravel and bionic grass are easy to obtain, with low production costs, convenient construction, and high economic benefits. BRIEF DESCRIPTION OF THE DRAWINGS

[0035] The present invention is further described in detail below based on the accompanying drawings and embodiments.

[0036] Figure 1 This is a flow chart of a construction method of an offshore wind power pile foundation anti-scour structure according to an embodiment of the present invention;

[0037] Figure 2 is a schematic diagram of the casting direction of the first support member according to an embodiment of the present invention;

[0038] Figure 3 The structure diagram of the offshore wind power pile foundation anti-scour structure according to the embodiment of the present invention is as follows Figure 1 ;

[0039] Figure 4 The structure diagram of the offshore wind power pile foundation anti-scour structure according to the embodiment of the present invention is as follows Figure 2 ;

[0040] Figure 5 The structure diagram of the offshore wind power pile foundation anti-scour structure according to the embodiment of the present invention is as follows Figure 3 ;

[0041] Figure 6 Schematic diagram of the structure of the bionic plant according to the embodiment of the present invention.

[0042] In the figure:

[0043] 100, seabed; 101, first mounting hole; 200, first frame; 300, second mounting hole; 400, second frame; 500, inclined surface;

[0044] 1. Wind power pile foundation; 2. First support member; 3. Basic gravel layer; 4. Reinforced gravel layer; 5. Bionic plant; 51. Mounting seat; 511. Mounting part; 512. Connecting part; 513. Fixing part; 52. Bionic grass; 6. Second support member; 7. Slurry discharge head; 8. First feed pipe; 9. Rotating mechanism. DETAILED DESCRIPTION

[0045] The present invention will be further described in detail below in conjunction with the accompanying drawings and embodiments. It is to be understood that the specific embodiments described herein are only used to explain the present invention, rather than to limit the present invention. It should also be noted that, for ease of description, only parts related to the present invention, rather than all structures, are shown in the accompanying drawings.

[0046] In the description of the present invention, unless otherwise clearly specified and limited, the terms "connected", "connected", and "fixed" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection or an indirect connection through an intermediate medium, it can be the internal connection of two elements or the interaction relationship between two elements. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0047] In the present invention, unless otherwise clearly specified and limited, a first feature being "above" or "below" a second feature may include that the first and second features are in direct contact, or may include that the first and second features are not in direct contact but are in contact through another feature between them. Moreover, a first feature being "above", "above" and "above" a second feature includes that the first feature is directly above and obliquely above the second feature, or simply indicates that the first feature is higher in level than the second feature. A first feature being "below", "below" and "below" a second feature includes that the first feature is directly below and obliquely below the second feature, or simply indicates that the first feature is lower in level than the second feature.

[0048] In the description of this embodiment, the terms "upper", "lower", "right", etc., directions or positional relationships are based on the directions or positional relationships shown in the drawings, and are only for the convenience of description and simplification of operation, rather than indicating or implying that the device or element referred to must have a specific direction, be constructed and operated in a specific direction, and therefore cannot be understood as limiting the present invention. In addition, the terms "first" and "second" are only used to distinguish in the description and have no special meaning.

[0049] like Figures 1 to 6As shown, the construction method of the offshore wind power pile foundation anti-scour structure according to the embodiment of the present invention comprises the following steps:

[0050] S10, cleaning the seabed 100 around the wind turbine pile foundation 1 to make the surface of the seabed 100 smooth;

[0051] S20, opening a plurality of first installation holes 101 on the seabed 100 at intervals around the wind turbine pile foundation 1, and piling first gravels of a specified height along the outer edges of the first installation holes 101 to form a first frame 200;

[0052] S30, pouring slurry into the first frame 200 and the first mounting hole 101, and solidifying the slurry to form a first support member 2, wherein the first support member 2 is fixedly connected to the seabed 100 and the first frame 200;

[0053] S40, laying first crushed stones on the seabed 100, so that the first crushed stones cover all the first frames 200 and the first support members 2 to form a basic crushed stone layer 3;

[0054] S50, piling second crushed stones on the basic crushed stone layer 3 to form a reinforced crushed stone layer 4, wherein the particle size of the first crushed stones is smaller than the particle size of the second crushed stones;

[0055] S60, fixing the bionic plant 5 on the reinforced gravel layer 4 to form an offshore wind power pile foundation anti-scour structure in which the bionic plant 5, the reinforced gravel layer 4 and the basic gravel layer 3 are arranged in sequence from top to bottom along the vertical direction (the vertical direction is the Z direction shown in the figure).

[0056] This design pours slurry into the first mounting hole 101 on the seabed 100 and into the first frame 200 built of first crushed stones at the outer edge of the first mounting hole 101, so that after the slurry is solidified, the first support member 2 is formed to be able to fix the seabed 100 and the first frame 200, thereby strengthening the connection strength between the seabed 100 and the basic crushed stone layer 3, reinforcing the structure of the basic crushed stone layer 3 and improving the anti-scouring effect of the basic crushed stone layer 3, reducing the loss of the first crushed stones in the basic crushed stone layer 3 caused by the impact of the sea current, thereby reducing the subsequent maintenance cost and saving the investment of manpower, material resources and time;

[0057] Furthermore, by laying the second crushed stone on the basic crushed stone layer 3 composed of the first crushed stone to form a reinforced crushed stone layer 4, and the particle size of the first crushed stone is smaller than that of the second crushed stone, on the one hand, the crushed stone with a smaller particle size laid on the bottom layer has better structural stability, and on the other hand, the crushed stone with a larger particle size laid on the upper layer can resist a greater impact of the ocean current, and the gaps between the larger crushed stones can allow part of the ocean current to shuttle through to absorb part of the impact energy, effectively enhancing the overall structural stability and anti-scouring ability of the anti-scouring structure, and by strengthening the protection of the crushed stone layer 4 to the basic crushed stone layer 3, the structural strength of the basic crushed stone layer 3 can be improved, the direct scouring of the ocean current on the basic crushed stone layer 3 can be reduced, and the service life of the basic crushed stone layer 3 can be extended;

[0058] In addition, by gradually laying the basic gravel layer 3, the reinforced gravel layer 4 and the bionic plants 5, the bionic plants 5 can alleviate the impact of the ocean current, promote the sedimentation of silt in the ocean current, and then make the silt accumulate in the gravel layer, thereby improving the structural stability of the gravel layer. Gravel and bionic grass 52 are easy to obtain, with low production cost, convenient construction and high economic benefits.

[0059] It should be noted that the slurry includes silicate cement, quartz sand, admixtures (admixtures include water reducers, expansion agents, flocculants, etc.) and other auxiliary materials (other auxiliary materials include fly ash, silica ash and slag powder, etc.). Admixtures can improve the fluidity, durability, compressive strength and other properties of the slurry, and added auxiliary materials can improve the slurry's crack resistance, durability and resistance to chemical corrosion.

[0060] In addition, the slurry is usually stored on the top of the construction ship or the wind turbine pile foundation 1, and the slurry discharge head 7 is connected to the first delivery pipe 8 for discharge. Of course, the first crushed stone and the second crushed stone can also be transported by connecting the crushed stone discharge head through the second delivery pipe, thereby improving the convenience and accuracy of material transportation. In other embodiments, a rotating mechanism 9 and a mounting seat 51 are also provided. The rotating mechanism 9 is arranged on the periphery of the wind turbine pile foundation 1. The slurry discharge head 7 and the crushed stone discharge head can be arranged on the mounting seat 51. The mounting seat 51 is arranged at the driving end of the rotating mechanism 9. The rotating mechanism 9 can drive the mounting seat 51 to rotate around the wind turbine pile foundation 1. The rotating mechanism 9 includes a base arranged on the periphery of the wind power pile foundation 1, a guide rail arranged on the base and surrounding the wind power pile foundation 1, a slide seat slidably arranged on the guide rail, a motor arranged on the base, and a conveyor belt. The mounting seat 51 is connected to the slide seat, and the motor drives the conveyor belt to drag the slide seat to rotate around the wind power pile foundation 1. Of course, there are many ways to apply the rotating mechanism 9 to the wind power pile foundation 1, and they are relatively existing, so they are not illustrated one by one here. The setting of the rotating mechanism 9 facilitates the movement of the discharge head when the operator pours a plurality of first mounting holes 101 surrounding the wind power pile foundation 1 in water, thereby improving the convenience of construction.

[0061] Furthermore, if Figure 2As shown, in step S20, a plurality of first mounting hole groups are arranged at intervals along the radial direction of the wind turbine pile foundation 1 on the periphery of the wind turbine pile foundation 1, each first mounting hole group includes a plurality of first mounting holes 101, and all the first mounting holes 101 in each first mounting hole group are evenly distributed around the wind turbine pile foundation 1, and the projections of the first mounting holes 101 in two adjacent first mounting hole groups along the radial direction of the wind turbine pile foundation 1 are alternately arranged at intervals, that is, two adjacent groups of first support members 2 can be formed whose projections along the radial direction of the wind turbine pile foundation 1 are alternately arranged at intervals, so that each group of first support members 2 can provide support force toward the periphery of the foundation gravel layer 3, and the support effect of the first support members 2 under this layout is more comprehensive and more stable.

[0062] like Figure 2 As shown, when the first support member 2 is cast, it is preferably cast from the first installation hole group adjacent to the wind power pile foundation 1, and then gradually cast toward the outer circle. The casting directions of two adjacent first installation hole groups are opposite. Here, two first mounting hole groups are used for calculation. The first first mounting hole 101 in the first mounting hole group S1 adjacent to the wind turbine pile foundation 1 is A, and the last first mounting hole 101 is B. The first mounting hole in the first mounting hole group S2 away from the wind turbine pile foundation 1 is C, and the last first mounting hole 101 is D. C is adjacent to A, and D is adjacent to B. When pouring all the first mounting holes 101 in the first mounting hole group S1, start from point A and pour one by one clockwise until B completes the pouring of the first mounting hole group S1. At this time, drag the discharge head to pour point A in the second mounting hole group S2, and then pour one by one counterclockwise until C completes the pouring of the first mounting hole group S1. This pouring method can avoid the interruption of pipeline extrusion construction caused by the feed pipe winding around the wind turbine pile foundation 1 during pouring, and effectively ensure the continuity of construction.

[0063] Alternatively, if Figure 4 As shown, step S50 includes the following specific steps:

[0064] S501, a plurality of second installation holes 300 are opened at intervals around the wind power pile foundation 1 on the basic gravel layer 3, and second gravel of a specified height is piled along the outer edges of the second installation holes 300 to form a second frame 400;

[0065] S502, pouring slurry into the second frame 400 and the second mounting hole 300, and solidifying the slurry to form a second support member 6, and the second support member 6 is fixedly connected to the foundation gravel layer 3 and the second frame 400;

[0066] S503 , laying second crushed stones on the basic crushed stone layer 3 , so that the second crushed stones cover all the second frames 400 and the second support members 6 to form a reinforced crushed stone layer 4 .

[0067] By pouring slurry into the second mounting hole 300 on the base gravel layer 3 and the second frame 400 built by the second gravel at the outer edge of the first mounting hole 101, the slurry is solidified to form a second support member 6 that can fix the base gravel layer 3 and the second frame 400. The second frame 400 is composed of the second gravel of the reinforced gravel layer 4, so it is possible to improve the connection strength of the base gravel layer 3 and the reinforced gravel layer 4, improve the structural stability of the base gravel layer 3 and the reinforced gravel layer 4, reduce the loss of gravel in the base gravel layer 3 and the reinforced gravel layer 4, and thus reduce the subsequent maintenance cost.

[0068] Of course, in some embodiments, the projections of the first support member 2 and the second support member 6 in the vertical direction are spaced apart. For example, the shapes of the first support member 2 and the second support member 6 projected on the seabed 100 in the vertical direction are spaced apart in the horizontal direction, that is, the force point of the second support member 6 in the basic gravel layer 3 is spaced apart from the force point of the first support member 2 in the basic gravel layer 3, which reduces the situation where the basic gravel layer 3 is damaged due to excessive concentration of the impact force of the ocean current, and effectively improves the structural stability of the basic gravel layer 3. In addition, the size of the reinforced gravel layer 6 in the vertical direction should be larger than the size of the basic gravel layer 3 in the vertical direction, so that the basic gravel layer 3 can be pressed tightly to ensure the structural stability of the basic gravel layer 3.

[0069] Furthermore, step S60 includes the following specific steps:

[0070] S601, a plurality of third mounting holes are opened at intervals around the wind power pile foundation 1 on the reinforced gravel layer 4, and the fixing parts 513 of the bionic plants 5 are inserted into the third mounting holes;

[0071] S602 , pouring slurry into the third installation hole, and solidifying the slurry to fix and connect the bionic plant 5 and the reinforced gravel layer 4 .

[0072] By connecting the bionic plant 5 and the reinforced gravel layer 4 with slurry, the installation position stability and connection strength of the bionic plant 5 can be effectively enhanced.

[0073] like Figure 5 and Figure 6As shown, an embodiment of the present invention further provides an offshore wind power pile foundation anti-scour structure, which is manufactured by the above-mentioned offshore wind power pile foundation anti-scour structure construction method, and the offshore wind power pile foundation anti-scour structure includes a basic gravel layer 3, a reinforced gravel layer 4, a bionic plant 5 and a first support member 2, the basic gravel layer 3 is arranged on the seabed 100 and is located at the periphery of the wind power pile foundation 1; the reinforced gravel layer 4 is arranged on the basic gravel layer 3, wherein the basic gravel layer 3 is composed of a plurality of first gravels, the reinforced gravel layer 4 is composed of a plurality of second gravels, and the particle size of the first gravel is smaller than the particle size of the second gravel; at least the top of the reinforced gravel layer 4 is provided with a bionic plant 5; a plurality of first support members 2 are arranged at intervals in the seabed 100, the length of the first support member 2 extends in the vertical direction, and the part of the first support member 2 exposed from the seabed 100 extends into the basic gravel layer 3.

[0074] The offshore wind power pile foundation anti-scour structure of the present invention can strengthen the connection strength between the seabed 100 and the basic gravel layer 3 by setting the first support member 2 between the seabed 100 and the basic gravel layer 3, strengthen the structure of the basic gravel layer 3 and improve the anti-scour effect of the basic gravel layer 3, reduce the loss of the first gravel in the basic gravel layer 3 caused by the impact of the ocean current, thereby reducing the subsequent maintenance cost and saving manpower, material resources and time investment. And by laying the basic gravel layer 3, strengthening the gravel layer 4 and the bionic plant 5 step by step, the bionic plant 5 can alleviate the impact of the ocean current, promote the sedimentation of the sediment in the ocean current, and then make the sediment accumulate in the gravel layer, improve the structural stability of the gravel layer, and the gravel and bionic plant 5 are easy to obtain, the production cost is low, and the construction is convenient, and the economic benefit is high. In addition, a reinforced gravel layer 4 is formed by laying a second gravel on the basic gravel layer 3 composed of the first gravel, and the particle size of the first gravel is smaller than that of the second gravel. On the one hand, the gravel with a smaller particle size laid on the bottom layer has better structural stability, and on the other hand, the gravel with a larger particle size laid on the upper layer can resist greater impact of the ocean current and absorb part of the impact energy, thereby effectively enhancing the overall structural stability and anti-scour capability of the anti-scour structure.

[0075] Furthermore, if Figure 6 As shown, the bionic plant 5 includes a mounting seat 51 and a bionic grass 52. The mounting seat 51 is arranged on the reinforced gravel layer 4, and part of the mounting seat 51 is inserted into the reinforced gravel layer 4. A plurality of bionic grasses 52 are arranged at intervals on the mounting seat 51. The arrangement of the mounting seat 51 facilitates the modular arrangement of the bionic grass 52, and facilitates the installation of the modular bionic plant 5 on the seabed, thereby improving the installation convenience of the bionic plant 5.

[0076] Preferably, the mounting seat 51 includes a mounting portion 511, a connecting portion 512 and a fixing portion 513, the bionic grass 52 is arranged on the mounting portion 511, the mounting portion 511 is arranged on the reinforced gravel layer 4, a plurality of connecting portions 512 are arranged at intervals at the bottom of the mounting portion 511, and the outer periphery of the connecting portion 512 is provided with a fixing portion 513 protruding in an annular manner along its own central axis, and at least the fixing portion 513 is bonded to the reinforced gravel layer 4. By arranging the fixing portion 513 in the reinforced gravel layer 4 and bonding the fixing portion 513 to the gravel layer by slurry in this embodiment, the mounting strength of the mounting seat 51 is effectively improved, thereby improving the impact resistance of the bionic plant 5.

[0077] In addition, in this embodiment, a plurality of bionic plants 5 are also arranged on the outer peripheral surfaces of the basic gravel layer 3 and the reinforced gravel layer 4 to further enhance the anti-scour effect of the offshore wind power pile foundation anti-scour structure and improve the protectiveness of the basic gravel layer 3 and the reinforced gravel layer 4. In other embodiments, a spring may be arranged between the bionic grass 52 and the mounting seat 51, and the spring may ensure the support of the bionic grass 52, so that the bionic grass 52 remains upright and is prevented from being buried by mud and sand.

[0078] Furthermore, the offshore wind power pile foundation anti-scour structure also includes a second support member 6, which is arranged between the basic gravel layer 3 and the reinforced gravel layer 4, one end of the second support member 6 is inserted into the basic gravel layer 3, and the other end of the second support member 6 is inserted into the reinforced gravel layer 4. Through the arrangement of the second support member 6, the connection strength of the basic gravel layer 3 and the reinforced gravel layer 4 can be effectively strengthened, the structural stability of the basic gravel layer 3 and the reinforced gravel layer 4 can be improved, and the gravel loss of the basic gravel layer 3 and the reinforced gravel layer 4 can be reduced, thereby reducing the later maintenance cost.

[0079] Specifically, the first support member 2 and the second support member 6 are formed by pouring and curing the slurry. The slurry has a certain degree of castability during pouring, and the wider the connection surface, the higher the connection strength.

[0080] In other embodiments, the outer peripheral sides of the base gravel layer 3 and the reinforced gravel layer 4 have an inclined surface 500, and the inclined surface 500 is inclined downward from one end adjacent to the wind turbine pile foundation 1 toward one end away from the wind turbine pile foundation 1. By setting the inclined surface 500, the sea current can flow along the inclined surface 500 when impacting, thereby reducing the impact force of the sea current on the base gravel layer 3 and the reinforced gravel layer 4, improving the structural stability of the base gravel layer 3 and the reinforced gravel layer 4, and reducing the subsequent maintenance cost.

[0081] In addition, the offshore wind power pile foundation anti-scour structure also includes a protective net, which is coated on the outside of the reinforced gravel layer 4 and the basic gravel layer 3. Through the provision of the protective net, the basic gravel layer 3 and the reinforced gravel layer 4 can be effectively protected, and the basic gravel layer 3 and the reinforced gravel layer 4 can be reduced from drifting due to the impact of the ocean current, thereby improving the structural stability of the basic gravel layer 3 and the reinforced gravel layer 4.

[0082] Obviously, the above embodiments of the present invention are merely examples for clearly illustrating the present invention, and are not intended to limit the embodiments of the present invention. For those skilled in the art, various obvious changes, readjustments and substitutions can be made without departing from the protection scope of the present invention. It is not necessary and impossible to list all the embodiments here. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the claims of the present invention.

Claims

1. A construction method for an offshore wind power pile foundation anti-scour structure, characterized in that: The following steps are involved: S10, cleaning the seabed around the wind turbine pile foundation to make the surface of the seabed flat; S20, opening a plurality of first installation holes on the seabed around the wind turbine pile foundation at intervals, and piling first gravel of a specified height along outer edges of the first installation holes to form a first frame; S30, pouring slurry into the first frame and the first mounting hole, so that the slurry solidifies to form a first support member, wherein the first support member is fixedly connected to the seabed and the first frame; S40, laying the first crushed stones on the seabed so that the first crushed stones cover all the first frames and the first supporting members to form a basic crushed stone layer; S50, piling second crushed stones on the basic crushed stone layer to form a reinforced crushed stone layer, wherein the particle size of the first crushed stones is smaller than the particle size of the second crushed stones; S60, fixing the bionic plant on the reinforced gravel layer to form an offshore wind power pile foundation anti-scour structure in which the bionic plant, the reinforced gravel layer and the foundation gravel layer are arranged in sequence from top to bottom along the vertical direction.

2. The construction method of the offshore wind power pile foundation anti-scour structure according to claim 1 is characterized in that: In step S20, a plurality of first mounting hole groups are arranged on the periphery of the wind turbine pile foundation and are spaced apart in the radial direction of the wind turbine pile foundation, each of the first mounting hole groups includes a plurality of the first mounting holes, and all of the first mounting holes in each of the first mounting hole groups are evenly distributed around the wind turbine pile foundation, and the projections of the first mounting holes in two adjacent first mounting hole groups along the radial direction of the wind turbine pile foundation are alternately arranged at intervals.

3. The construction method of the offshore wind power pile foundation anti-scour structure according to claim 1 is characterized in that: Step S50 includes the following specific steps: S501, opening a plurality of second installation holes on the basic gravel layer around the wind turbine pile foundation at intervals, and stacking the second gravel of a specified height along the outer edges of the second installation holes to form a second frame; S502, pouring the slurry into the second frame and the second mounting hole, so that the slurry solidifies to form a second support member, wherein the second support member is fixedly connected to the foundation gravel layer and the second frame; S503: Lay the second crushed stones on the basic crushed stone layer so that the second crushed stones cover all the second frames and the second supporting members to form the reinforced crushed stone layer.

4. The construction method of the offshore wind power pile foundation anti-scour structure according to claim 1 is characterized in that: Step S60 includes the following specific steps: S601, opening a plurality of third mounting holes on the reinforced gravel layer around the wind power pile foundation at intervals, and inserting the fixing parts of the bionic plant into the third mounting holes; S602: pouring the slurry into the third mounting hole, and solidifying the slurry to fix the bionic plant and the reinforced gravel layer.

5. An offshore wind power pile foundation anti-scour structure, characterized in that: It is manufactured by the construction method of the offshore wind power pile foundation anti-scour structure according to any one of claims 1 to 4, and the offshore wind power pile foundation anti-scour structure comprises: A basic gravel layer, which is arranged on the seabed and located at the periphery of the wind turbine pile foundation; A reinforced crushed stone layer, wherein the reinforced crushed stone layer is arranged on the basic crushed stone layer, wherein the basic crushed stone layer is composed of a plurality of first crushed stones, and the reinforced crushed stone layer is composed of a plurality of second crushed stones, and the particle size of the first crushed stones is smaller than the particle size of the second crushed stones; Bionic plants, at least the top of the reinforced gravel layer is provided with the bionic plants; A first support member, wherein a plurality of the first support members are arranged at intervals in the seabed, the length of the first support member extends in a vertical direction, and a portion of the first support member exposed from the seabed extends into the basic gravel layer.

6. The offshore wind power pile foundation anti-scour structure according to claim 5, characterized in that: The bionic plant comprises a mounting seat and bionic grass. The mounting seat is arranged on the reinforced gravel layer, and part of the mounting seat is inserted into the reinforced gravel layer. A plurality of bionic grasses are arranged at intervals on the mounting seat.

7. The offshore wind power pile foundation anti-scour structure according to claim 6, characterized in that: The mounting seat includes a mounting portion, a connecting portion and a fixing portion, the bionic grass is arranged on the mounting portion, the mounting portion is arranged on the reinforced gravel layer, a plurality of connecting portions are arranged at intervals on the bottom of the mounting portion, the outer periphery of the connecting portion is provided with the fixing portion in a ring-shaped protrusion along its own central axis, and at least the fixing portion is bonded to the reinforced gravel layer.

8. The offshore wind power pile foundation anti-scour structure according to any one of claims 5 to 7, characterized in that: The offshore wind power pile foundation anti-scour structure also includes a second support member, which is arranged between the basic gravel layer and the reinforced gravel layer, one end of the second support member is inserted into the basic gravel layer, and the other end of the second support member is inserted into the reinforced gravel layer.

9. The offshore wind power pile foundation anti-scour structure according to claim 8, characterized in that: The first support member and the second support member are formed by pouring and curing slurry.

10. The offshore wind power pile foundation anti-scour structure according to any one of claims 5 to 7, characterized in that: The offshore wind power pile foundation anti-scour structure further includes a protective net, which is coated outside the reinforced gravel layer and the basic gravel layer; and / or, The outer peripheral side of the base crushed stone layer and / or the reinforced crushed stone layer has an inclined surface, and the inclined surface is inclined downward from an end adjacent to the wind turbine pile foundation toward an end away from the wind turbine pile foundation.

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