A disaster prevention and mitigation method for a renewable energy structure field

Abstract

The present invention discloses a disaster prevention and mitigation method for a renewable energy structure field, which relates to the technical field of disaster prevention and mitigation of ocean engineering, and includes the following steps: S1: Determine the target sea area for constructing the renewable energy structure field, and construct a bathymetric topographic map of the target sea area; S2: Determine the structure of the piled breakwater model; S3: Set the combination form and porosity of the perforated plates in the piled breakwater model so that the transmission coefficient K t and the reflection coefficient K r meet the conditions; S4: Set the grid accuracy, and use structured grids to construct a two-dimensional wave hydrodynamic model of the target sea area; S5: Based on the two-dimensional wave hydrodynamic model constructed in S4, use the sub-grid method to numerically simulate the target sea area to obtain the characteristic wave height and period data of the target sea area. The method of the present invention can accurately simulate the influence of the piled breakwater on the wave hydrodynamic environment field of the renewable energy structure field.

Description

Technical Field

[0001] The invention relates to the technical field of marine engineering disaster prevention and mitigation, and in particular to a disaster prevention and mitigation method for a renewable energy structure field. Background Art

[0002] Traditional breakwaters generally adopt concrete gravity or rockfill structures. Although they can achieve basic protection through rigid wave breaking, their closed construction seriously disturbs the nearshore hydrodynamic environment. Specifically, the rigid interface intensifies wave reflection and causes secondary erosion, and the solid structure blocks water flow exchange, leading to fragmentation of biological habitats. Long-term operation may even cause systemic degradation of the coastal ecological chain.

[0003] The drawbacks of traditional breakwaters are particularly prominent in the field of offshore renewable energy development. Clean energy such as offshore wind power and photovoltaics have entered the stage of large-scale development, and the renewable energy structure field formed by them urgently needs to resist compound disasters such as salt spray corrosion, extreme wave impact and current load. Pile-based breakwaters for auxiliary protection can suppress waves and reduce flow velocity, thereby stabilizing and increasing sediments, and reducing the effects of the external hydrodynamic environment on the renewable energy structure field; and pile-based breakwaters allow water to exchange freely to maintain dissolved oxygen and nutrient transport, promote the reproduction of filter-feeding biological communities, and then promote the reproduction of aquatic organisms such as fish, especially in low-energy and organic-rich waters.

[0004] Before constructing pile-foundation breakwaters, a wave hydrodynamic model is needed to simulate the changes in the wave field before and after the construction of the project, in order to evaluate the environmental impact of the project construction and optimize the design, and then visualize the disaster prevention and mitigation effects of pile-foundation breakwaters on renewable energy structure fields under different dynamic conditions.

[0005] However, the current numerical simulation of wave hydrodynamics for breakwaters mostly adopts the method of changing the local water depth and roughness, and the grid of the breakwater area needs to be encrypted to a very small size, which requires a large amount of computing resources; in addition, the calculation formulas based on the existing simulation methods are mostly for smooth non-permeable breakwaters or riprap breakwaters, while the pile-based breakwater has a complex structure and has completely different water permeability and energy consumption characteristics. Therefore, how to consider the wave transmission characteristics of pile-based breakwaters, accurately simulate the impact of engineering construction on the wave hydrodynamic environment field, and construct a simulation system that takes into account both calculation accuracy and efficiency, and then clarify the disaster prevention and mitigation efficiency of renewable energy structure fields and promote the construction of offshore green infrastructure are technical problems that need to be solved urgently.

[0006] In view of this, this invention is proposed. Summary of the invention

[0007] The object of the present invention is to solve the drawbacks existing in the prior art, and a disaster prevention and mitigation method for a renewable energy structure field is proposed, which can accurately simulate the influence of a piled breakwater on the wave hydrodynamic environment field of the renewable energy structure field.

[0008] To achieve the above object, the present invention adopts the following technical solutions:

[0009] A disaster prevention and mitigation method for a renewable energy structure field includes the following steps:

[0010] S1: Determine the target sea area for constructing the renewable energy structure field, and construct a bathymetric topographic map of the target sea area;

[0011] S2: Determine the structure of the piled breakwater model, and the piled breakwater model includes a single-layer or two-layer perforated plate;

[0012] S3: Set the combination form and porosity of the perforated plates in the piled breakwater model, so that the transmission coefficient K t and the reflection coefficient K r of the sheltered area of the piled breakwater model meet the conditions, and calculate the transmission coefficient K t and the reflection coefficient K r through the following formula:

[0013] ,

[0014] ,

[0015] In the formula, H is the incident significant wave height, d is the water depth in front of the breakwater, T is the incident mean period, d m is the boundary water depth between the superstructure and the perforated plate in the piled breakwater model, g is the acceleration due to gravity, p1 is the porosity of the front-layer perforated plate, and p2 is the porosity of the rear-layer perforated plate;

[0016] S4: Set the grid accuracy, and use structured grids to construct a two-dimensional wave hydrodynamic model of the target sea area. When calculating the interaction between the breakwater and the waves, calculate the transmission coefficient K t through the following formula:

[0017] ,

[0018] In the formula, p1 and p2 are the porosities of the front-layer and rear-layer perforated plates in the piled breakwater model determined in S3;

[0019] S5: Set the boundary conditions for driving the two-dimensional wave hydrodynamic model, and set the initial parameters. Based on the two-dimensional wave hydrodynamic model constructed in S4, use the sub-grid method to numerically simulate the target sea area to obtain the characteristic wave height and period data of the target sea area.

[0020] Further, in S1, a bathymetric topographic map is constructed based on the chart data of the target sea area and the measured water depth data at each coordinate point in the target sea area.

[0021] Further, in S2, the piled breakwater model includes: support piles and a vertical cap structure arranged on the support piles; there are two groups of support piles, arranged front and back along the wave direction, and an orifice plate is arranged on each side of the two groups of support piles facing the waves, with the bottom of the orifice plate suspended; the vertical cap structure is a solid watertight structure to prevent overtopping, and the cross-section of the vertical cap structure is L-shaped.

[0022] Further, in S3, the combination form and porosity of the two layers of orifice plates in the piled breakwater model are set so that the transmission coefficient K of the shelter area of the piled breakwater model t is less than 0.5, while minimizing the reflection coefficient K r .

[0023] Further, in S3, the combination form of the two layers of orifice plates includes setting one orifice plate and setting two orifice plates. When setting one orifice plate, the orifice plate is only set on the front support pile, and at this time p2 = 1.

[0024] Further, in S3 and S4, the value range of H / d is as follows: 0.06 ≤ H / d ≤ 0.34; the value range of d / d m is as follows: 0.8 ≤ d / d m ≤ 1.2; the value range of T / √(g / d) is as follows: 4 ≤ T / √(g / d) ≤ 8.75; the value range of p1 is as follows: 0.1 ≤ p1 ≤ 0.3; the value range of p2 is as follows: 0.1 ≤ p2 ≤ 0.3, or p2 = 1.

[0025] Further, in S4, a two-dimensional wave hydrodynamic model of the target sea area is constructed based on the spectral density equation, and the spectral density equation used is as follows:

[0026] ,

[0027] In the formula, N is the wave action density parameter, c x and c y are the propagation velocities in the x and y directions respectively, c σ and c θ are the propagation velocities in the spatial directions σ and θ respectively, S is the source term, and t is the time.

[0028] Further, in S5, the boundary conditions for driving the two-dimensional wave hydrodynamic model include the tidal level and wave conditions of the normal sea conditions in the target sea area, as well as the tidal level and wave conditions during extreme weather; the initial parameters include: the roughness of the target sea area and the calculation time step.

[0029] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0030] 1. For the disaster prevention and mitigation method of the renewable energy structure field of the present invention, by improving the transmission coefficient and reflection coefficient formulas to calculate the interaction between the open-piled breakwater and the waves, replacing the existing method of only adjusting the water depth and roughness, it overcomes the problem that the existing method cannot reflect the water permeability and energy dissipation characteristics due to ignoring the complexity of the open structure, thereby more accurately simulating the propagation, deformation and dissipation process of the waves around the open-piled breakwater, that is, more accurately simulating the influence of the open-piled breakwater on the wave hydrodynamic environment field of the renewable energy structure field; in addition, combined with the sub-grid method to carry out numerical simulation on the target sea area, breaking through the limitation of traditional high-precision grid dependence, it can complete the simulation under the conventional scale grid, greatly reducing the computational resource overhead, and finally realizing the collaborative improvement of computational efficiency and accuracy.

[0031] 2. The disaster prevention and mitigation method of the renewable energy structure field of the present invention can be used to determine the structural parameters of the open-piled breakwater, so that the open-piled breakwater can play the expected disaster prevention and mitigation effect in the renewable energy structure field. Specifically, in S3, the structural parameters of the open-piled breakwater are initially determined, including the combination form and porosity of the perforated plate, and in S4-S5, based on the structural parameters determined in S3, modeling and simulation calculations are carried out, and then the structural parameters can be determined or adjusted according to the results of the simulation calculations. In other words, the disaster prevention and mitigation method of the renewable energy structure field of the present invention can provide a reliable decision-making basis for engineering design optimization and environmental impact prediction by visualizing the wave protection efficiency of the open-piled breakwater on the renewable energy structure field.

[0032] 3. The disaster prevention and mitigation method of the renewable energy structure field of the present invention has significant application prospects in the fields of renewable energy engineering protection and ecological protection. By optimizing the structural parameters of the open-piled breakwater, wave attenuation efficiency, coastal erosion inhibition and nearshore ecological restoration can be realized, providing key technical support for the sustainable development of the coastal area. Based on the numerical simulation results, a visual map of the wave field dynamic parameters can be efficiently generated to accurately guide the design of the breakwater structure, the formulation of the construction plan and the optimization of the operation and maintenance strategy, realizing the collaborative gain of disaster prevention-ecology-energy. BRIEF DESCRIPTION OF THE DRAWINGS

[0033] Figure 1 is a flowchart of a disaster prevention and mitigation method for a renewable energy structure field;

[0034] Figure 2 is a structural diagram of a piled breakwater;

[0035] Figure 3 is a bathymetric topographic map of the target sea area for simulation;

[0036] Figure 4 is a comparison between the Kt value calculated by the method of the present invention and the measured value;

[0037] Figure 5 This is a comparison chart of the simulation results of the method of the present invention and the traditional method. Among them, a is the simulation result chart of Model A, b is the simulation result chart of Model B, and c is the simulation result chart of Model C. Specific implementation manners

[0038] Next, the technical solutions in the embodiments of the present invention will be clearly and completely described in conjunction with the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all of the embodiments.

[0039] Embodiment 1:

[0040] A disaster prevention and mitigation method for a renewable energy structure field, as Figure 1 shown, includes the following steps:

[0041] S1: Determine the target sea area for constructing the renewable energy structure field and construct a bathymetric topographic map of the target sea area.

[0042] S2: Determine the structure of the piled breakwater model. The piled breakwater model includes a single-layer or two-layer perforated plate.

[0043] S3: Set the combination form and porosity of the perforated plates in the piled breakwater model so that the transmission coefficient K t and the reflection coefficient K r of the shelter area of the piled breakwater model meet the conditions. Calculate the transmission coefficient K t and the reflection coefficient K r through the following formula:

[0044] ,

[0045] ,

[0046] In the formula, H is the incident effective wave height, d is the water depth in front of the breakwater, T is the incident average period, d m is the boundary water depth between the superstructure and the perforated plate in the piled breakwater model, g is the acceleration of gravity, p1 is the porosity of the front-layer perforated plate, and p2 is the porosity of the rear-layer perforated plate.

[0047] In this embodiment, the combination form of the perforated plates refers to setting two layers of perforated plates in the piled breakwater model, or only setting the front-layer perforated plate. When setting two layers of perforated plates, the porosities of the two layers of perforated plates are set respectively. When only setting the front-layer perforated plate, first set p1 and let p2 be 1. In addition, the incident effective wave height, the water depth in front of the breakwater, and the incident average period can be determined based on the wave data in the target sea area.

[0048] S4: Set the grid accuracy, and use structured grids to construct a two-dimensional wave hydrodynamic model of the target sea area. When calculating the interaction between the breakwater and the waves, calculate the transmission coefficient K through the following formula t :

[0049] ,

[0050] In the formula, p1 and p2 are the porosities of the front and rear perforated plates in the pile-supported breakwater model determined in S3.

[0051] S5: Set the boundary conditions for driving the two-dimensional wave hydrodynamic model, and set the initial parameters. Based on the two-dimensional wave hydrodynamic model constructed in S4, use the sub-grid method to conduct numerical simulation of the target sea area to obtain the characteristic wave height and period data of the target sea area.

[0052] In the disaster prevention and mitigation method of the renewable energy structure field of this embodiment, by improving the calculation formulas of the transmission coefficient and the reflection coefficient to calculate the interaction between the pile-supported open breakwater and the waves, replacing the existing method of only adjusting the water depth and roughness, it overcomes the problem that the existing method cannot reflect the water permeability and energy dissipation characteristics due to ignoring the complexity of the open structure. Therefore, it can more accurately simulate the propagation, deformation and dissipation process of the waves around the pile-supported breakwater, that is, more accurately simulate the influence of the pile-supported breakwater on the wave hydrodynamic environment field of the renewable energy structure field. In addition, combined with the sub-grid method to carry out numerical simulation of the target sea area, breaking through the traditional high-precision grid dependence limitation, it can complete the simulation under the conventional scale grid, greatly reducing the computational resource overhead, and finally realizing the coordinated improvement of computational efficiency and accuracy.

[0053] On this basis, the disaster prevention and mitigation method of the renewable energy structure field of this embodiment can be used to determine the structural parameters of the pile-supported breakwater, so that the pile-supported breakwater can play an expected disaster prevention and mitigation effect in the renewable energy structure field. Specifically, in S3, initially determine the structural parameters of the pile-supported breakwater, including the combination form and porosity of the perforated plate, and in S4-S5, carry out modeling and simulation calculations based on the structural parameters determined in S3. Thereafter, the structural parameters can be determined or adjusted according to the results of the simulation calculations. In other words, the disaster prevention and mitigation method of the renewable energy structure field of this embodiment can provide a reliable decision-making basis for engineering design optimization and environmental impact prediction by visualizing the wave protection efficiency of the pile-supported breakwater on the renewable energy structure field.

[0054] In addition, the disaster prevention and mitigation method for the renewable energy structure field in this embodiment has significant application prospects in the fields of renewable energy engineering protection and ecological protection. By optimizing the structural parameters of the piled breakwater, wave attenuation efficiency can be achieved, coastal erosion can be inhibited, and nearshore ecological restoration can be promoted, providing key technical support for the sustainable development of the coastal areas. Based on the numerical simulation results, the visualization map of the dynamic parameters of the wave field can be efficiently generated, accurately guiding the design of the breakwater structure, the formulation of the construction plan, and the optimization of the operation and maintenance strategy, and realizing the synergistic gain of disaster prevention - ecology - energy.

[0055] In an alternative embodiment, in S1, a bathymetric topographic map is constructed based on the nautical chart data of the target sea area and the measured water depth data at each coordinate point in the target sea area.

[0056] In an alternative embodiment, in S2, as Figure 2 shown, the piled breakwater model includes: support piles 1 and a vertical cap structure 2 arranged on the support piles 1; there are two groups of support piles 1, arranged front and back along the wave direction, and an orifice plate 3 is arranged on each side of the two groups of support piles 1 facing the waves, and the bottom of the orifice plate 3 is suspended; the vertical cap structure 2 is a solid impermeable structure to prevent overtopping, and the cross-section of the vertical cap structure 2 is L-shaped.

[0057] In this alternative embodiment, the vertical cap structure 2 is assembled and fixed on the support piles 1; the support piles 1 can be set as an angular structure; the bottom of the orifice plate 3 is suspended, that is, the bottom of the orifice plate 3 is higher than the bottom of the support piles 1, ensuring that water flow can pass under the orifice plate 3; d m is the boundary water depth between the upper structure and the orifice plate in the piled breakwater model, and this value can be understood as the vertical height of the support piles 1.

[0058] In an alternative embodiment, in S3, the combination form and porosity of the two layers of orifice plates in the piled breakwater model are set so that the transmission coefficient K t of the shelter area of the piled breakwater model is < 0.5, and at the same time, the reflection coefficient K r is minimized.

[0059] In this alternative embodiment, the combination form and porosity of the orifice plates in the piled breakwater model are set, and the transmission coefficient and the reflection coefficient are calculated. On the premise of satisfying that the transmission coefficient is less than the threshold, the reflection coefficient is minimized, that is, the reflection coefficient is made as small as possible. With the optimized adjustment of the combination form and porosity, the protection efficiency and economic benefits of the piled breakwater are improved, and finally the optimal design of the structure form of the piled breakwater is achieved.

[0060] In an alternative embodiment, in S3, the combination form of the two layers of orifice plates includes setting one orifice plate and setting two orifice plates. When setting one orifice plate, the orifice plate is only set on the front support piles, and at this time p2 = 1.

[0061] In this alternative embodiment, the front support piles refer to the support piles on the side of the pile foundation type breakwater facing the waves.

[0062] In an alternative embodiment, in S3 and S4, the value range of H / d is as follows: 0.06 ≤ H / d ≤ 0.34; the value range of d / d m is as follows: 0.8 ≤ d / d m ≤ 1.2; the value range of T / √(g / d) is as follows: 4 ≤ T / √(g / d) ≤ 8.75; the value range of p1 is as follows: 0.1 ≤ p1 ≤ 0.3; the value range of p2 is as follows: 0.1 ≤ p2 ≤ 0.3, or p2 = 1.

[0063] In an alternative embodiment, in S4, a two-dimensional wave hydrodynamic model of the target sea area is constructed based on the spectral density equation, and the spectral density equation used is as follows:

[0064] ,

[0065] In the formula, N is the wave action density parameter, c x and c y are the propagation velocities in the x and y directions respectively, c σ and c θ are the propagation velocities in the spatial directions σ and θ respectively, S is the source term, and t is the time.

[0066] In an alternative embodiment, in S5, the boundary conditions for driving the two-dimensional wave hydrodynamic model include the tidal level and wave conditions of the normal sea conditions in the target sea area, as well as the tidal level and wave conditions during extreme weather; the initial parameters include: the roughness of the target sea area, the calculation time step.

[0067] To verify the effectiveness of a disaster prevention and mitigation method for a renewable energy structure field in this embodiment, a target sea area with a pile foundation type breakwater model is set up, and its bathymetric map is as Figure 3 shown. For the convenience of showing, the water depth data in the bathymetric map is the average water depth in the target sea area; Figure 3 In it, the black oval is the area of the proposed renewable energy structure field, the red is the position of the proposed pile foundation type breakwater. In addition, the pile foundation type breakwater adopts the form of two layers of perforated plates, and the porosity of both layers of perforated plates is 0.1; a total of 6 observation points O1 - O6 are arranged along the wave propagation direction, among which O3 and O4 coincide with the physical model test measurement points for data verification, and O1 - O2 and O5 - O6 are numerical monitoring points added to reveal the law. Multiple groups of incident wave height conditions are set for simulation calculation, and the transmission coefficient K t is defined as the ratio of the equivalent wave height on the leeward side (simulation output value) to the incident wave height on the windward side. Figure 4 Show the simulated and measured Kt The value comparison result, with the coefficient of determination R² = 0.7, proves that this solution can accurately characterize the interaction mechanism between waves and the open-pile structure of the pile foundation.

[0068] In addition, Figure 2 Based on the bathymetric topographic map, this embodiment also simulated and compared the effectiveness of different solutions. The input conditions and model settings of the models for comparison are shown in Table 1, where Model A is direct simulation, that is, a solid structure identical to the piled breakwater is simulated by setting the grid accuracy at the corresponding position. Model B is a traditional model, that is, the sub-grid method is used, and the spectral density equation is adopted to directly construct a model of a solid structure identical to the piled breakwater. Model C is the solution of this embodiment. The wave heights and transmission coefficients Kt calculated by simulation are shown in Table 2, and the simulation results are as Figure 5 shown.

[0069] Table 1

[0070]

[0071] Table 2

[0072]

[0073] It can be seen from the data in Table 2 that the method of direct simulation by modifying the terrain results in a similar transmission coefficient for the simulation of the solid impermeable breakwater of the traditional method behind the piled breakwater, which is in line with the objective facts. The solution of this embodiment uses medium-precision simulation and can obtain results closer to the physical model test. And because the waves can enter through the edge of the breakwater, the transmission coefficients of O2 / O1 and O6 / O5 are larger than those of O4 / O3, which is in line with the objective fact law. And due to the permeable characteristics of the piled breakwater, the solution of this embodiment has a larger transmission coefficient compared with the direct simulation and the simulation of the traditional model, and can reflect the energy dissipation characteristics caused by the complexity of the open structure, thus more truly reflecting the propagation, deformation and dissipation process of waves around the breakwater.

[0074] From Figure 5 it can be seen that based on the comparative analysis of experimental data, the direct simulation method is difficult to accurately characterize the sheltering effect of the breakwater through local water depth correction; the traditional model cannot effectively simulate the wave dissipation characteristics of the open breakwater when arranged on the wave-facing side or the leeward side; the solution of this embodiment significantly improves the prediction accuracy of the significant wave height and the transmission coefficient while maintaining the calculation efficiency, and is suitable for the refined simulation of the wave field of open breakwater projects.

[0075] In addition, the required time for the simulation calculations of Model A, B, and C is shown in Table 3.

[0076] Table 3

[0077]

[0078] According to the simulated performance comparison data shown in Table 3, the solution of this embodiment shows significant advantages in terms of computing timeliness; the solution of this embodiment plays a substantial promoting role in enhancing the wave protection efficiency of the piled breakwater, optimizing the engineering structure parameters, controlling the coastline erosion, and protecting the nearshore ecosystem, and its fast simulation ability provides effective technical support for the whole life cycle management and sustainable development of coastal engineering.

[0079] The above is only a preferred specific embodiment of the present invention, but the protection scope of the present invention is not limited thereto. Any person skilled in the art within the technical scope disclosed by the present invention, according to the technical solution and inventive concept of the present invention, makes equivalent substitutions or changes, and all should be covered within the protection scope of the present invention.

Claims

1. A disaster prevention and mitigation method for a renewable energy structure field, characterized in that, The steps are as follows: S1: Determine the target sea area for constructing the renewable energy structure field and construct a bathymetric topographic map of the target sea area; S2: Determine the structure of the piled breakwater model, and the piled breakwater model includes a single-layer or two-layer perforated plate; S3: Set the combination form and porosity of the perforated plate in the piled breakwater model so that the transmission coefficient K t and the reflection coefficient K r meet the conditions. Calculate the transmission coefficient K through the following formula t and the reflection coefficient K r : ， ， In the formula, H is the effective incident wave height, d is the water depth in front of the breakwater, T is the mean incident period, and d m is the boundary water depth between the superstructure and the perforated plate in the piled breakwater model, g is the acceleration due to gravity, p1 is the porosity of the front perforated plate, and p2 is the porosity of the rear perforated plate; S4: Set the grid accuracy, and use structured grids to construct a two-dimensional wave hydrodynamic model of the target sea area. When calculating the interaction between the breakwater and the waves, calculate the transmission coefficient K through the following formula t : ， In the formula, p1 and p2 are the porosity of the front-layer and back-layer perforated plates in the piled breakwater model determined in S3; S5: Set the boundary conditions for driving the two-dimensional wave hydrodynamic model, set the initial parameters, and based on the two-dimensional wave hydrodynamic model constructed in S4, use the sub-grid method to numerically simulate the target sea area to obtain the characteristic wave height and period data of the target sea area.

2. The disaster prevention and mitigation method for a renewable energy structure field according to claim 1, characterized in that, In S1, construct a bathymetric topographic map based on the chart data of the target sea area and the measured bathymetric data of each coordinate point in the target sea area.

3. A disaster prevention and mitigation method for a renewable energy structure field according to claim 1, characterized in that, In S2, the piled breakwater model includes: support piles and a vertical cap structure arranged on the support piles; there are two groups of support piles, arranged front and back along the wave direction, and a perforated plate is arranged on each side of the two groups of support piles facing the wave, and the bottom of the perforated plate is suspended; the vertical cap structure is a solid impermeable structure to prevent overtopping, and the cross-section of the vertical cap structure is L-shaped.

4. A disaster prevention and mitigation method for a renewable energy structure field according to claim 3, characterized in that, In S3, set the combination form and porosity of the two layers of perforated plates in the piled breakwater model so that the transmission coefficient K of the sheltered area of the piled breakwater model t < 0.5, while minimizing the reflection coefficient K r .

5. A disaster prevention and mitigation method for a renewable energy structure field according to claim 4, characterized in that, In S3, the combination forms of the two-layer perforated plates include setting one perforated plate and setting two perforated plates. When setting one perforated plate, the perforated plate is only arranged on the front support pile, and at this time p2 = 1.

6. A disaster prevention and mitigation method for a renewable energy structure field according to claim 5, characterized in that, In S3 and S4, the value range of H / d is as follows: 0.06 ≤ H / d ≤ 0.34; the value range of d / d m is as follows: 0.8 ≤ d / d m ≤ 1.2; the value range of T / √(g / d) is as follows: 4 ≤ T / √(g / d) ≤ 8.75; the value range of p1 is as follows: 0.1 ≤ p1 ≤ 0.3; the value range of p2 is as follows: 0.1 ≤ p2 ≤ 0.3, or p2 = 1.

7. A disaster prevention and mitigation method for a renewable energy structure field according to claim 1, characterized in that, In S4, construct a two-dimensional wave hydrodynamic model of the target sea area based on the spectral density equation, and the spectral density equation used is as follows: ， In the formula, N is the wave action density parameter, c x and c y are the propagation velocities in the x- and y-directions respectively, c σ and c θ are the propagation velocities in the spatial directions σ and θ respectively, S is the source term, and t is the time.

8. A disaster prevention and mitigation method for a renewable energy structure field according to claim 1, characterized in that In S5, the boundary conditions for driving the two-dimensional wave hydrodynamic model include the tide level and wave conditions of the normal sea conditions in the target sea area, as well as the tide level and wave conditions during extreme weather; the initial parameters include: the roughness of the target sea area, the calculation time step.

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