Offshore wind power disaster protection device for submarine landslide and scour

Abstract

This utility model provides a marine wind power disaster protection device for submarine landslides and erosion, belonging to the technical field of protection devices. The device includes: a submarine landslide protection section; and a localized erosion protection section. The submarine landslide protection section, from the outside in, comprises an outer annular porous landslide erosion prevention structure, inclined supports, horizontal supports, and an internal limiting ring. The outer annular porous landslide erosion prevention structure is a flexible annular capsule. The inclined supports are arranged in a ring array on the outside of the outer annular porous landslide erosion prevention structure. The horizontal supports are composed of multiple retractable tubular components connected end-to-end along the ring direction. The internal limiting ring is a ring-shaped steel structure. This device simultaneously addresses both submarine landslide impacts and localized erosion erosion faced by offshore wind turbine foundations, overcoming the spatial conflicts, repetitive construction, and frequent maintenance defects caused by the separate rigid anti-sliding structure and riprap protection rings in traditional solutions.

Description

Technical Field

[0001] This utility model belongs to the field of protective device technology, specifically, it relates to a marine wind power disaster protection device for submarine landslides and scour. Background Technology

[0002] In deep-sea and near-shore wind farms, monopile foundations are widely used due to their simple structure and quick construction. However, the seabed is highly susceptible to two typical disasters under multiple disturbances such as storm surges, earthquakes, and human dredging: one is submarine landslides, where the soil slides along the potential slip surface under the action of gravity and excess pore pressure, instantly exerting a huge lateral thrust on the pile foundation; the other is local scour, where tidal currents and waves form horseshoe vortices and wakes around the pile, continuously carrying away soil particles from the bed surface, leading to a reduction in pile foundation depth and a decrease in natural frequency, ultimately causing structural fatigue or even collapse. Traditional engineering practices treat landslides and scours as independent risks and treat them separately: landslide protection often uses rigid retaining walls, thickened riprap dikes, or cement-mixed pile embankments, while scour protection generally involves laying graded crushed stone, installing concrete retaining rings, or spraying and curing the bed surface. The two systems operate independently, which not only occupy a lot of deck space and require more frequent offshore operations, but also conflict with each other in terms of mechanical logic. Rigid retaining walls need to maintain a sufficient distance from the pile foundation to exert the anti-slip lever arm, while riprap retaining rings must be close to the pile foundation to suppress eddies. The two are difficult to be compatible in space. More importantly, once the sliding surface of the rigid retaining wall is deeper than the wall foot, the landslide thrust will push the pile foundation along with the wall, resulting in a larger concentrated load. Traditional riprap is also easily lifted and rolled down under strong tidal currents, requiring periodic replenishment. The maintenance window is restricted by the weather, resulting in high operation and maintenance costs. Utility Model Content

[0003] In view of this, the present invention provides a marine wind power disaster protection device for submarine landslides and scour, which simultaneously solves the two disasters faced by marine wind power pile foundations: submarine landslide impact and local scour erosion. It overcomes the defects of traditional solutions, such as spatial conflict, repetitive construction and frequent maintenance caused by the separate setting of rigid anti-sliding structures and riprap protection rings.

[0004] This utility model is implemented as follows:

[0005] This utility model provides a marine wind power disaster protection device for submarine landslides and scour, comprising:

[0006] The submarine landslide protection section is a closed ring that surrounds the pile foundation and sits on the seabed surface.

[0007] The local scour protection section is located in the inner annular space of the submarine landslide protection section and is closely attached to the outer periphery of the pile foundation.

[0008] The submarine landslide protection section comprises, from the outside in, an outer annular porous landslide erosion prevention structure, inclined support, horizontal support, and an inner limiting ring.

[0009] The external annular porous landslide erosion prevention structure is a flexible annular bladder with a dense network of through-hole drainage micropores on its periphery, and the bladder is filled with a shear-thickening liquid.

[0010] The inclined supports are arranged in a ring array on the outside of the external annular porous landslide erosion prevention structure. The top of the inclined supports is rigidly connected to the reinforcing ribs of the outer wall of the bladder, and the bottom is fixedly connected to the corresponding end of the horizontal support.

[0011] The horizontal support is composed of multiple retractable tubular components connected end to end along the circumference, with shock-absorbing elastic pads between adjacent tubular components.

[0012] The inner limiting ring is a ring-shaped steel structure with an elastic buffer layer on its inner peripheral wall and elastically abutting against the outer surface of the pile foundation. The inner limiting ring is fixed to the seabed by positioning anchors, and the outer periphery of the inner limiting ring is embedded with the inner edge of the outer ring porous landslide erosion prevention structure to form a circumferential enclosure for the local erosion protection part.

[0013] The local scour protection section is composed of several boulders with sharkskin-like tooth-like protrusions on their surfaces stacked in an alternating manner. The outer periphery of the boulders is surrounded and limited by the inner limiting ring, and the inner periphery of the boulders is close to the outer surface of the pile foundation.

[0014] The technical effects of the offshore wind power disaster protection device for submarine landslides and scour provided by this utility model are as follows: The shear-thickening liquid is formed by uniformly dispersing silica nanoparticles with an average particle size of 20nm-50nm in a polyethylene glycol-based liquid, wherein the mass fraction of silica is 40%-60%; the apparent viscosity is less than 10Pa·s at a shear rate of 10s⁻¹, and the apparent viscosity increases instantaneously by at least two orders of magnitude at high shear rates above 10³s⁻¹, and returns to the initial low viscosity state within 5s after the external impact is removed.

[0015] By forming a "flexible exterior and rigid interior, coordinated upper and lower" circumferential composite system around the pile foundation with the submarine landslide protection section and the local scour protection section, the outer flexible capsule automatically hardens at the moment of landslide impact and diffuses the impact force to the seabed as a whole with the help of the inclined-horizontal support truss. The inner limiting ring locks the riprap to the root of the pile foundation, so that the landslide load and scour flow are continuously weakened. This allows for the simultaneous solution of both landslide and scour disasters with a single installation, eliminating the need for phased construction and significantly reducing the time and cost of offshore operations.

[0016] Based on the above technical solution, the offshore wind power disaster protection device of this utility model for submarine landslides and scour can be further improved as follows:

[0017] The flexible bladder of the external annular porous landslide erosion prevention structure has a wall thickness that gradually decreases from the outside to the inside, and the drainage micropores expand in a trumpet shape along the wall thickness direction, with the large diameter end facing the outside of the bladder.

[0018] The beneficial effects of adopting the above-mentioned improvement scheme are as follows: the outer wall of the bladder is thicker than the inner wall, and the drainage hole is flared outward in a funnel shape, so that the stress on the inner wall of the bladder decreases evenly when it is subjected to external pressure. Water can be discharged quickly while mud and sand are blocked. This maintains the flexibility of the bladder and avoids clogging of the holes, ensuring long-term reliability of the "flexible-rigid conversion" and extending the maintenance cycle.

[0019] Furthermore, the inclined support has an acute angle of inclination relative to the seabed plane, and all inclined supports are arranged symmetrically at equal angles in the circumferential direction. After the inclined supports are connected with the horizontal supports, they form a spatial truss-type load-bearing system.

[0020] The beneficial effects of adopting the above-mentioned improved scheme are as follows: the inclined supports are arranged symmetrically at acute angles and welded to the horizontal supports to form a spatial truss, which can instantly decompose the landslide thrust in any direction into horizontal circumferential force and vertical downward force, avoid single-point bending moment concentration, and the entire protective device is like an "elastic chair leg" that is fastened to the seabed, thereby improving the overall anti-overturning stability.

[0021] Furthermore, the adjacent retractable tubular components of the horizontal support are coaxially connected by hydraulic locking sleeves, and shock-absorbing elastic pads are sandwiched between the mating end faces of the adjacent sleeves.

[0022] The beneficial effects of adopting the above-mentioned improved scheme are as follows: the telescopic tubular component can achieve "one section on the ship and quick underwater insertion" through the hydraulic locking sleeve. The elastic pad between the end faces of adjacent sleeves synchronously absorbs installation errors and impact vibrations, so that the construction window is less affected by the weather. If the seabed settles slightly in the later stage, the sleeve can be loosened and re-leveled without the need for dismantling and reconstruction.

[0023] Furthermore, the annular steel structure of the internal limiting ring has an L-shaped cross-section, with its horizontal flange conforming to the seabed and fixed by the positioning anchor, and its vertical flange extending toward the pile foundation to form a lateral stop for the riprap.

[0024] The beneficial effects of adopting the above-mentioned improvement scheme are as follows: the internal limiting ring of the "L"-shaped section is anchored by the horizontal flange and the vertical flange is used to stop the stone, forming a dual effect of bottom anti-slip tooth wall and side retaining wall. Even if the stone is lifted in the giant wave, it will be blocked by the vertical flange to prevent the stone from being lost and causing the protective layer to be thinned.

[0025] Furthermore, the elastic buffer layer of the inner limiting ring is a continuously closed rubber ring, with the outer side of the rubber ring vulcanized and fixed to the inner peripheral wall of the inner limiting ring, and the inner side elastically attached to the outer surface of the pile foundation.

[0026] The beneficial effects of adopting the above-mentioned improved scheme are as follows: the continuous closed rubber ring separates the rigid steel structure from the steel pile, providing circumferential shear deformation space during earthquakes, ship side collisions or pile foundation vortex-induced vibrations, avoiding "hard-on-hard" collisions that cause the anti-corrosion coating to peel off, while the damping effect of the rubber can quickly dissipate vibration energy and reduce the risk of fatigue cracks.

[0027] Furthermore, the sharkskin-like protrusions on the paving stone are strip-shaped teeth arranged continuously along the surface of the paving stone, and the extension direction of the strip-shaped teeth is oblique to the direction of the main water flow, so as to form a multi-directional micro-vortex on the surface of the paving stone.

[0028] The beneficial effects of adopting the above-mentioned improvement scheme are as follows: the sharkskin-like strip teeth are obliquely intersecting with the main water flow, which can form a multi-directional micro-vortex on the surface of the stone, "disrupting" the boundary layer that was originally moving at high speed close to the stone surface, causing the water flow itself to generate resistance and reduce the drag on the stone, making it easier for the stone to stay in the original position and reducing the frequency of re-laying.

[0029] Furthermore, the riprap forms at least two layers of radially staggered annular stone pads around the pile foundation, with the sharkskin-like protrusions of adjacent layers of riprap facing opposite directions to form an interlocking anti-erosion layer.

[0030] The beneficial effects of adopting the above-mentioned improved scheme are as follows: two or more layers of radially misaligned and toothed pebbles form a "self-locking brick wall" structure. The protrusions of the upper layer of stone and the grooves of the lower layer interlock with each other. When the waves are drawn back and forth, the stone is pressed tighter and tighter, and the gradual destruction phenomenon of "surface rolling and bottom hollow" in traditional pebbling will not occur.

[0031] Furthermore, the bottom edge of the flexible capsule of the external annular porous landslide erosion prevention structure is provided with a ballast chain extending in the circumferential direction. The ballast chain is buried below the seabed and is used to press the bottom edge of the flexible capsule onto the seabed surface.

[0032] The beneficial effects of adopting the above-mentioned improvement scheme are as follows: the ballast chain continuously presses the bottom edge of the flexible capsule into the shallow seabed, so that there is no gap between the capsule and the mud surface, the landslide front cannot penetrate the capsule from the bottom, and at the same time prevents the capsule from being "sucked up" under the action of negative pressure waves, maintains the stability of the outer contour, and improves the triggering accuracy of "flexible-rigid conversion".

[0033] Furthermore, the top of the inner limiting ring is provided with an upwardly protruding annular rim, and the inner side of the annular rim forms a top opening between it and the outer surface of the pile foundation to prevent the thrown stone from jumping upward out of the surrounding area of ​​the inner limiting ring.

[0034] The beneficial effects of adopting the above-mentioned improved scheme are as follows: the top of the internal limiting ring forms a ring-shaped eave, which provides the last "roof" for the riprap. When extreme waves surge up and fall back along the pile foundation, the eave prevents the riprap from being "pumped" out, ensuring that the thickness of the protective layer is constant. The entire device can continue to operate without large-scale replenishment after extreme sea conditions such as typhoons.

[0035] Compared with existing technologies, the beneficial effects of this utility model's offshore wind power disaster protection device for submarine landslides and scour are as follows: This utility model integrates "outer ring anti-sliding - inner ring anti-scour" into a coaxial symbiotic structure. The outer annular porous landslide anti-scour structure uses a flexible capsule as the first line of defense, remaining flexible under normal conditions and allowing water to flow freely in and out without disturbing the original flow field. When the landslide impacts at high speed, the shear-thickening liquid inside the capsule instantly forms a chain-like network, causing the capsule's stiffness to increase sharply, converting the impact energy into strain energy and diffusing it in the circumferential direction; The truss system, composed of diagonal and horizontal supports, continues to decompose the remaining thrust into circumferential tension and compression and vertical anchoring force, preventing the pile foundation from bearing concentrated bending moment. The internal limiting ring acts like an "elastic clamp" to lock the specially textured riprap to the pile root. The sharkskin-like protrusions on the surface of the riprap disrupt the boundary layer, causing the water flow to generate vortex resistance, which significantly reduces the probability of the stones being dragged. Even under extreme wave suction, the riprap layer is compressed tighter and tighter due to the misalignment and interlocking and the enclosure of the top eaves, and will not experience the gradual failure of traditional riprap, such as "surface rolling off and bottom hollowing out". The entire system requires no cement curing, no large underwater formwork, and no large construction platform. Installation can be completed by quickly plugging in sections on the ship and underwater. If the seabed subsides slightly later, the hydraulic sleeves can be loosened and the system readjusted without dismantling and rebuilding. Because the flexible capsule and the riprap layer together form a gradient impedance surface that is "flexible on the outside and tough on the inside," landslides and scours are continuously weakened in the same geometric space. The pile foundation will no longer suddenly become unstable due to the superposition effect of the two disasters, and the wind turbine can maintain its design natural frequency, extending its fatigue life. At the same time, all metal components are covered by riprap or capsules, avoiding direct contact with seawater, which greatly reduces the corrosion rate. Routine inspections only require the ROV to visually check whether the capsule outline is intact, without the need for underwater operations by divers, significantly reducing operation and maintenance costs and personnel risks. Attached Figure Description

[0036] To more clearly illustrate the technical solutions of the embodiments of this utility model, the drawings used in the description of the embodiments of this utility model will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this utility model. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0037] Figure 1 A side view of an offshore wind power disaster protection device facing submarine landslides and scour;

[0038] Figure 2 A front view of an offshore wind power disaster protection device designed to protect against submarine landslides and scour;

[0039] Figure 3 Right view of a marine wind power disaster protection device designed to protect against submarine landslides and scour;

[0040] Figure 4 A top view of an offshore wind power disaster protection device designed to protect against submarine landslides and erosion;

[0041] Figure 5 A bottom view of an offshore wind power disaster protection device designed to protect against submarine landslides and erosion;

[0042] Figure 6 This is a front view of the upper structure of the boulders of this utility model;

[0043] Figure 7 This is a top view of the upper structure of the boulders of this utility model;

[0044] The attached diagram lists the components represented by each number as follows:

[0045] 1. Pile foundation; 2. External annular porous landslide erosion control structure; 3. Inclined support; 4. Horizontal support; 5. Internal limiting ring; 6. Rockfill; 7. Shark skin-like tooth-shaped protrusions. Detailed Implementation

[0046] To make the objectives, technical solutions, and advantages of the embodiments of this utility model clearer, the technical solutions of the embodiments of this utility model will be clearly and completely described below with reference to the accompanying drawings.

[0047] like Figures 1-5 The diagram shown is an example of a marine wind power disaster protection device for submarine landslides and scour provided by this utility model, comprising:

[0048] The submarine landslide protection section is a closed ring surrounding pile 1 and rests on the seabed surface.

[0049] The local scour protection section is located in the inner annular space of the submarine landslide protection section and is closely attached to the outer periphery of pile foundation 1.

[0050] The submarine landslide protection section consists of, from the outside in, an outer annular porous landslide erosion prevention structure 2, an inclined support 3, a horizontal support 4, and an inner limiting ring 5.

[0051] The external annular porous landslide erosion prevention structure 2 is a flexible annular bladder with a dense network of interconnected drainage micropores on its periphery, and the bladder is filled with shear-thickening liquid.

[0052] Inclined supports 3 are arranged in a ring array on the outside of the outer ring porous landslide erosion control structure 2. The top of the inclined supports 3 is rigidly connected to the reinforcing ribs of the outer wall of the bladder, and the bottom is fixedly connected to the corresponding end of the horizontal supports 4.

[0053] The horizontal support 4 is composed of multiple retractable tubular components connected end to end along the circumference, with shock-absorbing elastic pads between adjacent tubular components.

[0054] The inner limiting ring 5 is a ring-shaped steel structure. Its inner peripheral wall is covered with an elastic buffer layer and maintains elastic contact with the outer surface of the pile foundation 1. The inner limiting ring 5 is fixed to the seabed by positioning anchors. The outer periphery of the inner limiting ring 5 is embedded with the inner edge of the outer ring porous landslide scour prevention structure and forms a circumferential enclosure for the local scour protection part.

[0055] The local scour protection section is composed of several boulders 6 with sharkskin-like tooth-like protrusions 7 stacked in an alternating manner. The outer periphery of the boulders 6 is surrounded and limited by an inner limiting ring 5, and the inner periphery of the boulders 6 is close to the outer surface of the pile foundation 1.

[0056] The specific method of rigid connection between the top of the inclined support 3 and the reinforcing rib plate of the outer wall of the bladder:

[0057] The top of the inclined support 3 is provided with an enlarged head plate. The enlarged head plate and the reinforcing rib plate on the outer wall of the capsule form a butt weld by full welding. Triangular elbow plates are symmetrically arranged on both sides of the weld. The two sides of the elbow plates are continuously welded to the enlarged head plate and the reinforcing rib plate, so that a rigid node with no relative displacement is formed between the inclined support 3 and the flexible capsule.

[0058] In the above technical solution, the wall thickness of the flexible bladder of the external annular porous landslide erosion prevention structure 2 gradually decreases from the outside to the inside, and the drainage micropores expand in a trumpet shape along the wall thickness direction, with the large diameter end facing the outside of the bladder.

[0059] Furthermore, in the above technical solution, the angle of inclination of the inclined support 3 relative to the seabed plane is an acute angle, all the inclined supports 3 are arranged symmetrically at equal angles in the circumferential direction, and the inclined supports 3 and the horizontal supports 4 are connected to form a spatial truss-type load-bearing system.

[0060] Furthermore, in the above technical solution, adjacent retractable tubular components of the horizontal support 4 are coaxially connected by hydraulic locking sleeves, and shock-absorbing elastic pads are sandwiched between the mating end faces of adjacent sleeves.

[0061] Furthermore, in the above technical solution, the annular steel structure of the internal limiting ring 5 has an L-shaped cross section, its horizontal flange is attached to the seabed and fixed by positioning anchors, and its vertical flange extends toward the pile foundation 1 and forms a lateral stop for the riprap 6.

[0062] Furthermore, in the above technical solution, the elastic buffer layer of the inner limiting ring 5 is a continuously closed rubber ring, the outer side of the rubber ring is vulcanized and fixed to the inner peripheral wall of the inner limiting ring 5, and the inner side is elastically attached to the outer surface of the pile foundation 1.

[0063] like Figure 6 , Figure 7As shown, further, in the above technical solution, the sharkskin-like protrusions 7 of the boulders 6 are strip-shaped teeth arranged continuously along the surface of the boulders 6, and the extension direction of the strip-shaped teeth is oblique to the main water flow direction, so as to form a multi-directional micro-vortex on the surface of the boulders 6.

[0064] Furthermore, in the above technical solution, the riprap 6 forms at least two layers of radially staggered annular stone pads around the pile foundation 1, and the sharkskin-like protrusions 7 of adjacent layers of riprap 6 are oriented in opposite directions to form an interlocking anti-scour layer.

[0065] Furthermore, in the above technical solution, the bottom edge of the flexible bladder of the external annular porous landslide erosion prevention structure 2 is provided with a ballast chain extending in the circumferential direction. The ballast chain is buried below the seabed and is used to press the bottom edge of the flexible bladder onto the seabed surface.

[0066] Furthermore, in the above technical solution, the top of the inner limiting ring 5 is provided with an upwardly protruding annular rim, and the inner side of the annular rim forms a top opening between it and the outer surface of the pile foundation 1 to prevent the thrown stone from jumping upward out of the surrounding area of ​​the inner limiting ring 5.

[0067] Specific Implementation Example 1: This example is applicable to nearshore monopile wind farms with surface silt cover, shallow sliding surface depth, and moderate tidal velocity. The outer diameter of the pile foundation is approximately conventional. The seabed surface is composed of a thin layer of silty clay, beneath which lies a relatively dense layer of fine silt. The potential landslide body is relatively thin and has a low sliding velocity. At the same time, the reciprocating flow caused by tidal range easily forms a moderate-intensity horseshoe vortex around the pile.

[0068] During construction, positioning anchors are first evenly distributed around the horizontal flange of the internal limiting ring. Divers or ROVs then insert the internal limiting ring into the pile foundation and press it against the mud surface, so that the elastic buffer layer fits into the pile wall. Subsequently, inclined supports are inserted symmetrically in a ring on the outside. The bottom end of the inclined support is connected to the end of the horizontal support on site. The horizontal support adopts a three-section telescopic tubular component, which is hydraulically locked at both ends. The nodes have built-in shock-absorbing elastic pads, forming a space truss as a whole.

[0069] The external annular porous landslide erosion prevention structure is prefabricated on land as a closed ring-shaped flexible capsule. The capsule wall is thick on the outside and thin on the inside and densely covered with trumpet-shaped drainage micropores. The inside is filled with shear-thickening liquid. The outer wall of the capsule is vulcanized with reinforcing ribs. During transportation, it is folded and bundled. On-site, it is hoisted and unfolded and fitted onto the top of the inclined support. The enlarged head plate and the reinforcing ribs are fully welded, and triangular elbow plates are welded on both sides to ensure rigid joints.

[0070] The riprap layer uses blocks with sharkskin-like tooth-like protrusions on the surface. The protrusions are low strips arranged obliquely along the long axis of the block. The riprap is evenly thrown into the annular cavity between the inner limiting ring and the pile foundation by the hopper ship, forming two layers of radially staggered, mutually opposite tooth directions of interlocking pads. The top surface of the outermost riprap is lower than the top of the inner limiting ring, and the top edge of the edge is narrowed inward to prevent the stones from sliding upward.

[0071] During the operation phase, when the thin-layer landslide body slides along the mud surface and squeezes the flexible capsule, the liquid inside the capsule thickens instantly, the capsule stiffness increases, and the impact energy is transferred to the seabed through the inclined support and horizontal support. The remaining part is absorbed by the internal limiting ring and the riprap layer. At the same time, the reciprocating current passes over the surface of the riprap, and the toothed protrusions induce micro-eddies, reducing the drag force. The riprap remains stable under the double confinement of the limiting ring and the top eaves, without the need for frequent replenishment.

[0072] Specific Implementation Example 2: This example is applicable to offshore wind farms with deep-water, large-diameter monopiles, deep sliding surfaces, and strong tidal currents and large waves. The pile diameter is larger than conventional sizes, and the seabed consists of loose medium sand, saturated silt, and stiff plastic clay from top to bottom. The potential landslide body is thick, the sliding velocity is high, and the bottom flow velocity is high during winter typhoons, making traditional rockfill easily overturned.

[0073] During construction, a temporary guide plate is first welded to the side of the pile. The segmented internal limiting ring is then slid down along the guide plate to the predetermined elevation. The ring is then expanded synchronously by a circumferential hydraulic jack to connect the segments into a complete circle. Then, positioning anchors are driven into the hard plastic clay through the horizontal flange to ensure that the ring does not settle in the strong current. The elastic buffer layer uses a thickened hollow rubber tube, which can provide greater radial deformation space during large-amplitude vortex-induced vibration.

[0074] The inclined support uses titanium alloy tubes with greater length and wall thickness, maintaining an acute angle but increasing length to expand the anti-slip lever arm; the horizontal support consists of five telescopic tubular components, with each joint equipped with double hydraulic locking sleeves and two-stage shock-absorbing elastic pads to improve locking redundancy; after the space truss is assembled, an external annular porous landslide erosion protection structure is installed on the pre-reserved hoisting lugs on the outside. This bladder has a larger cross-sectional height and a correspondingly increased internal shear-thickening liquid volume to cope with greater landslide kinetic energy.

[0075] The riprap layer uses blocks with higher protrusions resembling sharkskin teeth on the surface. The protrusions are arranged in a three-dimensional array of small ribs, which can form stronger vortex resistance under high flow velocities. The riprap is stacked in three staggered layers, and the top surface of each layer is flattened by ROV to ensure that the protrusions are in opposite directions. The top of the internal limiting ring is raised and an inward flange is added. The lower surface of the flange is arranged with elastic rubber teeth at intervals. When extreme waves surge, the flange and the elastic rubber teeth work together to press down the top layer of riprap, preventing the stones from being pumped out.

[0076] During operation, the high-speed landslide impacts the flexible capsule, which rapidly hardens and releases the enormous thrust through extended inclined supports and multi-stage damping nodes. The internal limiting ring transfers the remaining load to the stiff plastic clay, preventing the pile from yielding due to excessive instantaneous bending moment. At the same time, the strong tidal current caused by the typhoon is obstructed on the surface of the riprap, and the three-dimensional rib array generates a complex vortex system, which significantly reduces the shear stress of the subgrade. The riprap maintains zero displacement under the pressure of the flange and elastic teeth, and no re-pile is required throughout the entire service life, achieving maintenance-free long-term protection in deep-water, high-current environments.

[0077] Specifically, the principle of this invention is as follows: the device follows a four-step energy regulation mechanism of "sensing—conversion—diffusion—locking". The first step, "sensing," occurs when the leading edge of a submarine landslide has not yet arrived; the flexible capsule has already undergone initial deformation due to soil displacement and compression. The trumpet-shaped openings on the outer and inner sides of the capsule wall allow pore water to drain rapidly, reducing excess pore pressure and preventing soil liquefaction from accelerating the landslide. The second step, "conversion," occurs when the landslide velocity reaches a threshold; the shear-thickening liquid inside the capsule completes a "liquid-solid" conversion within microseconds, and the viscosity jump transforms the flexible wall into a high-strength shell, converting local point loads into circumferential tensile stress. The shell and the inclined support together form a spatial membrane-truss composite force model, significantly expanding the force diffusion angle. The third step, "diffusion," further decomposes the circumferential force into oblique axial force. Axial force is transmitted along the titanium alloy tube wall to the horizontal support. The expansion joint of the horizontal support is embedded with shock-absorbing elastic pads, which can convert the impact peak into thermal energy and elastic potential energy, avoiding resonance amplification. The fourth step, "locking," is to transfer the remaining energy to the internal limiting ring. The limiting ring forms a closed force ring with the seabed through the positioning anchor, while tightly surrounding the riprap layer. The sharkskin-like protrusions on the surface of the riprap induce vortices, causing the water flow to form a self-limiting shear layer on the surface of the rocks. The drag force is dissipated by the internal vortex. The inertial force of the rocks themselves and the interlocking friction of adjacent rocks jointly resist the displacement, thereby achieving the synergistic protection goal of "the landslide thrust is gradually weakened before reaching the pile body, and the scouring vortex is disturbed and dissipated before touching the soil surface." Throughout the process, the flexible capsule and shear-thickening liquid bear the "soft-to-hard conversion" of transient impact, the truss system bears the spatial diffusion of energy, and the boulders-limiting ring system bears the "micro-loss self-locking" of long-term eddy current wear. The three functional gradients serve as backups for each other, and local damage to any layer will not lead to system failure. The device always maintains the mechanical behavior of "external softness and internal toughness, and sequential start-up of rigidity and flexibility", thus completing the dual disaster management of submarine landslides and local scour within the same structure.

Claims

1. A marine wind power disaster protection device against submarine landslides and scour, characterized in that, include: The submarine landslide protection section is a closed ring that surrounds the pile foundation and sits on the seabed surface. The local scour protection section is located in the inner annular space of the submarine landslide protection section and is closely attached to the outer periphery of the pile foundation. The submarine landslide protection section comprises, from the outside in, an outer annular porous landslide erosion prevention structure, inclined support, horizontal support, and an inner limiting ring. The external annular porous landslide erosion prevention structure is a flexible annular bladder with a dense network of through-hole drainage micropores on its periphery, and the bladder is filled with a shear-thickening liquid. The inclined supports are arranged in a ring array on the outside of the external annular porous landslide erosion prevention structure. The top of the inclined supports is rigidly connected to the reinforcing ribs of the outer wall of the bladder, and the bottom is fixedly connected to the corresponding end of the horizontal support. The horizontal support is composed of multiple retractable tubular components connected end to end along the circumference, with shock-absorbing elastic pads between adjacent tubular components. The inner limiting ring is a ring-shaped steel structure with an elastic buffer layer on its inner peripheral wall and elastically abutting against the outer surface of the pile foundation. The inner limiting ring is fixed to the seabed by positioning anchors, and the outer periphery of the inner limiting ring is embedded with the inner edge of the outer ring porous landslide erosion prevention structure to form a circumferential enclosure for the local erosion protection part. The local scour protection section is composed of several boulders with sharkskin-like tooth-like protrusions on their surfaces stacked in an alternating manner. The outer periphery of the boulders is surrounded and limited by the inner limiting ring, and the inner periphery of the boulders is close to the outer surface of the pile foundation.

2. The offshore wind power disaster protection device against submarine landslide and scour according to claim 1, characterized in that, The flexible bladder of the external annular porous landslide erosion prevention structure gradually thins from the outside to the inside, and the drainage micropores expand in a trumpet shape along the wall thickness direction, with the large diameter end facing the outside of the bladder.

3. The offshore wind farm disaster protection device against submarine landslide and scour according to claim 2, characterized in that, The inclined supports have an acute angle of inclination relative to the seabed plane. All the inclined supports are arranged symmetrically at equal angles in the circumferential direction. After the inclined supports are connected with the horizontal supports, they form a spatial truss-type load-bearing system.

4. A marine wind power disaster protection device for submarine landslides and scour as described in claim 3, characterized in that, The adjacent retractable tubular components of the horizontal support are coaxially connected by hydraulic locking sleeves, and shock-absorbing elastic pads are sandwiched between the mating end faces of the adjacent sleeves.

5. A marine wind power disaster protection device for submarine landslides and scour as described in claim 4, characterized in that, The annular steel structure of the internal limiting ring has an L-shaped cross-section. Its horizontal flange is attached to the seabed and fixed by the positioning anchor, while its vertical flange extends toward the pile foundation and forms a lateral stop for the riprap.

6. A marine wind power disaster protection device for submarine landslides and scour as described in claim 5, characterized in that, The elastic buffer layer of the inner limiting ring is a continuously closed rubber ring. The outer side of the rubber ring is vulcanized and fixed to the inner peripheral wall of the inner limiting ring, and the inner side is elastically attached to the outer surface of the pile foundation.

7. A marine wind power disaster protection device for submarine landslides and scour as described in claim 6, characterized in that, The sharkskin-like protrusions on the boulders are strip-shaped teeth arranged continuously along the surface of the boulders. The extension direction of the strip-shaped teeth is oblique to the direction of the main water flow, so as to form a multi-directional micro-vortex on the surface of the boulders.

8. A marine wind power disaster protection device for submarine landslides and scour as described in claim 7, characterized in that, The riprap forms at least two radially staggered annular stone pads around the pile foundation, with the sharkskin-like protrusions of adjacent layers of riprap facing opposite directions to form an interlocking anti-erosion layer.

9. A marine wind power disaster protection device for submarine landslides and scour as described in claim 8, characterized in that, The flexible bladder of the external annular porous landslide erosion prevention structure is provided with a ballast chain extending in the circumferential direction at its bottom edge. The ballast chain is buried below the seabed and is used to press the bottom edge of the flexible bladder onto the seabed surface.

10. The offshore wind farm disaster protection device against submarine landslides and scour according to claim 9, characterized in that, The top of the inner limiting ring is provided with an upward-protruding annular rim, and the inner side of the annular rim forms a top opening between it and the outer surface of the pile foundation to prevent the thrown stone from jumping upward out of the surrounding area of ​​the inner limiting ring.

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