Disaster prevention and reduction method for renewable energy source structure field

Abstract

The invention discloses a disaster prevention and reduction method for a renewable energy source structure field, and relates to the technical field of disaster prevention and reduction of ocean engineering, and the method comprises the following steps: S1, determining a target sea area for constructing the renewable energy source structure field, and constructing a water depth topographic map of the target sea area; s2, determining the structure of the pile foundation type breakwater model; s3, the combination form and porosity of perforated plates in the pile foundation type breakwater model are set, so that the transmission coefficient Kt and the reflection coefficient Kr of the shield area of the pile foundation type breakwater model meet the conditions; s4, setting grid precision, and constructing a wave hydrodynamic two-dimensional model of the target sea area by using the structured grid; and S5, based on the wave hydrodynamic two-dimensional model constructed in the S4, performing numerical simulation on the target sea area by using a sub-grid method to obtain the characteristic wave height and periodic data of the target sea area. According to the method, the influence of the pile foundation breakwater on the wave water power environment field of the renewable energy source structure field can be accurately simulated.

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 purpose of the present invention is to solve the shortcomings of the prior art and to propose a disaster prevention and mitigation method for a renewable energy structure field, which can accurately simulate the impact of pile foundation breakwaters on the wave hydrodynamic environment field of the renewable energy structure field.

[0008] In order to achieve the above object, the present invention adopts the following technical solutions: A method for disaster prevention and mitigation of a renewable energy structure field comprises the following steps: S1: Determine the target sea area for building the renewable energy structure field and construct the water depth topographic map of the target sea area; S2: Determine the structure of the pile-based breakwater model, which includes a single-layer or two-layer perforated plate; S3: Set the combination form and porosity of the perforated plates in the pile-based breakwater model so that the transmission coefficient K of the sheltered area of ​​the pile-based breakwater model is t and reflection coefficient K r If the conditions are met, the transmission coefficient K is calculated by the following formula t and reflection coefficient K r : , , In the formula, H is the incident effective wave height, d is the water depth in front of the dike, T is the incident average period, and d m is the boundary water depth between the upper structure and the perforated plate in the pile-based breakwater model, g is the gravitational acceleration, 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 the structured grid to build a two-dimensional wave hydrodynamic model of the target sea area. When the interaction between the breakwater and the waves needs to be calculated, the transmission coefficient K is calculated using the following formula: t : , In the formula, p1 and p2 are the porosities of the front and rear perforated plates in the pile-based breakwater model determined in S3; S5: Set the boundary conditions for driving the wave hydrodynamic two-dimensional model and set the initial parameters. Based on the wave hydrodynamic two-dimensional model constructed in S4, use the sub-grid method to perform numerical simulation on the target sea area to obtain the characteristic wave height and period data of the target sea area.

[0009] Furthermore, in S1, a water depth topographic map is constructed based on the nautical chart data of the target sea area and the water depth data measured at each coordinate point in the target sea area.

[0010] Furthermore, in S2, the pile-based breakwater model includes: supporting piles and a vertical pedestal structure arranged on the supporting piles; the supporting piles are divided into two groups, which are arranged front and back along the wave direction, and a perforated plate is arranged on each side of the two groups of supporting piles facing the waves, and the bottom of the perforated plate is suspended in the air; the vertical pedestal structure is a solid impermeable structure to prevent wave crossing, and the cross-section of the vertical pedestal structure is L-shaped.

[0011] Further, in S3, the combination form and porosity of the two layers of perforated plates in the pile-based breakwater model are set so that the transmission coefficient K of the sheltered area of ​​the pile-based breakwater model is t <0.5, while minimizing the reflection coefficient K r .

[0012] Further, in S3, the combination of two layers of perforated plates includes setting one perforated plate and setting two perforated plates. When one perforated plate is set, the perforated plate is only set on the supporting piles on the front side, and at this time p2=1.

[0013] Furthermore, in S3 and S4, the value range of H / d is as follows: 0.06≤H / d≤0.34; d / d m The value range 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.

[0014] Furthermore, in S4, a two-dimensional wave hydrodynamic model of the target sea area is constructed based on the spectral density equation. 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, 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.

[0015] Furthermore, in S5, the boundary conditions driving the wave hydrodynamic two-dimensional model include the tide level and wave conditions of the target sea area under normal sea conditions, as well as the tide level and wave conditions under extreme weather conditions; the initial parameters include: the roughness of the target sea area and the calculation time step.

[0016] Compared with the prior art, the present invention has the following beneficial effects: 1. The disaster prevention and mitigation method for the renewable energy structure field of the present invention calculates the interaction between the pile-based hollow breakwater and the wave by improving the transmission coefficient and reflection coefficient formulas, replacing the existing method of only adjusting the water depth and roughness, and overcoming the problem that the existing method cannot reflect its water permeability and energy consumption characteristics due to ignoring the complexity of the hollow structure, thereby more accurately simulating the propagation, deformation and dissipation process of waves around the pile-based breakwater, that is, more accurately simulating the influence of the pile-based breakwater on the wave hydrodynamic environment field of the renewable energy structure field; in addition, the sub-grid method is combined to carry out numerical simulation of the target sea area, breaking through the traditional high-precision grid dependence limitation, and can complete the simulation under conventional scale grids, greatly reducing the computing resource overhead, and ultimately achieving a coordinated improvement in computing efficiency and accuracy.

[0017] 2. The disaster prevention and mitigation method for renewable energy structure fields of the present invention can be used to determine the structural parameters of the pile-foundation breakwater, so that the pile-foundation breakwater can play the expected disaster prevention and mitigation effect in the renewable energy structure field. Specifically, the structural parameters of the pile-foundation breakwater are preliminarily determined in S3, including the combination form and porosity of the perforated plates. In S4-S5, modeling and simulation calculations are performed 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 for renewable energy structure fields of the present invention can provide a reliable decision-making basis for engineering design optimization and environmental impact prediction by visualizing the wave protection effectiveness of the pile-foundation breakwater on the renewable energy structure field.

[0018] 3. The disaster prevention and mitigation method of the renewable energy structure field of the present invention has significant application prospects in the field of renewable energy engineering protection and ecological protection. By optimizing the structural parameters of the pile-based breakwater, wave attenuation efficiency can be achieved, coastal erosion can be suppressed, and nearshore ecological restoration can be promoted, providing key technical support for sustainable coastal development. Based on the results of numerical simulation, a visualization map of wave field dynamic parameters can be efficiently generated to accurately guide the design of breakwater structures, the formulation of construction plans, and the optimization of operation and maintenance strategies, achieving disaster prevention-ecological-energy synergistic gains. BRIEF DESCRIPTION OF THE DRAWINGS

[0019] Figure 1 is a flow chart of a disaster prevention and mitigation method for a renewable energy structure field; Figure 2 This is a structural diagram of a pile-based breakwater; Figure 3 The bathymetric topographic map of the target sea area for simulation; Figure 4 The comparison between the Kt value calculated by the method of the present invention and the measured value; Figure 5: is a comparison diagram of the simulation results of the method of the present invention and the traditional method, wherein a is the simulation result diagram of Model A, b is the simulation result diagram of Model B, and c is the simulation result diagram of Model C. DETAILED DESCRIPTION

[0020] The technical solutions in the embodiments of the present invention will be described clearly and completely below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, rather than all the embodiments.

[0021] Embodiment 1: A method for disaster prevention and mitigation of renewable energy structure fields, such as Figure 1 As shown, the following steps are included: S1: Determine the target sea area for constructing the renewable energy structure field and construct a water depth topographic map of the target sea area.

[0022] S2: Determine the structure of the pile-based breakwater model, which includes a single layer or two layers of perforated plates.

[0023] S3: Set the combination form and porosity of the perforated plates in the pile-based breakwater model so that the transmission coefficient K of the sheltered area of ​​the pile-based breakwater model is t and reflection coefficient K r If the conditions are met, the transmission coefficient K is calculated by the following formula t and reflection coefficient K r : , , In the formula, H is the incident effective wave height, d is the water depth in front of the dike, T is the incident average period, and d m is the boundary water depth between the upper structure and the perforated plate in the pile-based breakwater model, g is the gravitational acceleration, p1 is the porosity of the front perforated plate, and p2 is the porosity of the rear perforated plate.

[0024] In this embodiment, the combination of perforated plates refers to the pile-based breakwater model having two layers of perforated plates or only the front layer of perforated plates; when two layers of perforated plates are set, the porosity of the two layers of perforated plates is set respectively, and when only the front layer of perforated plates is set, p1 is set first, and p2 is set to 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.

[0025] S4: Set the grid accuracy and use the structured grid to build a two-dimensional wave hydrodynamic model of the target sea area. When the interaction between the breakwater and the waves needs to be calculated, the transmission coefficient K is calculated using the following formula: t : , In the formula, p1 and p2 are the porosities of the front and rear perforated plates in the pile-based breakwater model determined in S3.

[0026] S5: Set the boundary conditions for driving the wave hydrodynamic two-dimensional model and set the initial parameters. Based on the wave hydrodynamic two-dimensional model constructed in S4, use the sub-grid method to perform numerical simulation on the target sea area to obtain the characteristic wave height and period data of the target sea area.

[0027] The disaster prevention and mitigation method for the renewable energy structure field of this embodiment calculates the interaction between the pile-based hollow breakwater and the wave by improving the transmission coefficient and reflection coefficient formulas, replacing the existing method of only adjusting the water depth and roughness, and overcoming the problem that the existing method cannot reflect its permeability and energy consumption characteristics due to ignoring the complexity of the hollow structure, thereby more accurately simulating the propagation, deformation and dissipation process of waves around the pile-based breakwater, that is, more accurately simulating the influence of the pile-based breakwater on the wave hydrodynamic environment field of the renewable energy structure field; in addition, the sub-grid method is combined to carry out numerical simulation of the target sea area, breaking through the traditional high-precision grid dependence limitation, and can complete the simulation on the conventional scale grid, greatly reducing the computing resource overhead, and ultimately achieving the coordinated improvement of computing efficiency and accuracy.

[0028] On this basis, the disaster prevention and mitigation method for renewable energy structure field of this embodiment can be used to determine the structural parameters of pile-based breakwater, so that the pile-based breakwater can play the expected disaster prevention and mitigation effect in the renewable energy structure field. Specifically, the structural parameters of the pile-based breakwater are preliminarily determined in S3, including the combination form and porosity of the perforated plate, and modeling and simulation calculation are performed based on the structural parameters determined in S3 in S4-S5. Thereafter, the structural parameters can be determined or adjusted according to the results of the simulation calculation. In other words, the disaster prevention and mitigation method for 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-based breakwater for the renewable energy structure field.

[0029] In addition, the disaster prevention and mitigation method of the renewable energy structure field of this embodiment has significant application prospects in the field of renewable energy engineering protection and ecological protection. By optimizing the structural parameters of the pile-based breakwater, wave attenuation efficiency can be achieved, coastal erosion can be suppressed, and nearshore ecological restoration can be promoted, providing key technical support for sustainable coastal development. Based on the results of numerical simulation, a visualization map of wave field dynamic parameters can be efficiently generated to accurately guide the design of breakwater structures, the formulation of construction plans, and the optimization of operation and maintenance strategies, achieving disaster prevention-ecological-energy synergistic gains.

[0030] In an optional embodiment, in S1, a water depth topographic map is constructed based on the nautical chart data of the target sea area and the water depth data measured at each coordinate point in the target sea area.

[0031] In an optional embodiment, in S2, as Figure 2 As shown, the pile foundation breakwater model includes: supporting piles 1 and vertical cap structures 2 arranged on the supporting piles 1; the supporting piles 1 are divided into two groups, which are arranged front and back along the wave direction, and the two groups of supporting piles 1 are each provided with a perforated plate 3 on the side facing the waves, and the bottom of the perforated plate 3 is suspended; the vertical cap structure 2 is a solid impermeable structure to prevent wave crossing, and the cross-section of the vertical cap structure 2 is L-shaped.

[0032] In this optional embodiment, the vertical platform structure 2 is assembled and fixed on the supporting pile 1; the supporting pile 1 can be set into an angular structure; the bottom of the perforated plate 3 is suspended, that is, the bottom of the perforated plate 3 is higher than the bottom of the supporting pile 1, ensuring that the water flow can flow from the bottom of the perforated plate 3; d m is the boundary water depth between the upper structure and the perforated plate in the pile-based breakwater model. This value can be understood as the vertical height of the support pile 1.

[0033] In an optional embodiment, in S3, the combination form and porosity of the two layers of perforated plates in the pile-based breakwater model are set so that the transmission coefficient K of the sheltered area of ​​the pile-based breakwater model is t <0.5, while minimizing the reflection coefficient K r .

[0034] In this optional embodiment, the combination form and porosity of the perforated plates in the pile-based breakwater model are set, and the transmission coefficient and reflection coefficient are calculated. The reflection coefficient is minimized under the premise that the transmission coefficient is less than a threshold value, that is, the reflection coefficient is made as small as possible. By optimizing the combination form and porosity, the protective effectiveness and economic benefits of the pile-based breakwater are improved, and finally the optimal design of the pile-based breakwater structure is achieved.

[0035] In an optional embodiment, in S3, the combination of two layers of perforated plates includes setting one perforated plate and setting two perforated plates. When one perforated plate is set, the perforated plate is only set on the support piles on the front side, and p2=1 at this time.

[0036] In this optional embodiment, the front supporting piles refer to the supporting piles on the side of the pile-based breakwater facing the waves.

[0037] In an optional embodiment, in S3 and S4, the value range of H / d is as follows: 0.06≤H / d≤0.34; d / d m The value range 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.

[0038] In an optional embodiment, in S4, a two-dimensional wave hydrodynamic model of the target sea area is constructed based on a 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, 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.

[0039] In an optional embodiment, in S5, the boundary conditions driving the wave hydrodynamic two-dimensional model include the tide level and wave conditions of normal sea conditions in the target sea area, as well as the tide level and wave conditions when subjected to extreme weather; the initial parameters include: the roughness of the target sea area and the calculation time step.

[0040] In order to verify the effectiveness of the disaster prevention and mitigation method of a renewable energy structure field in this embodiment, a target sea area with a pile-based breakwater model was set up, and its water depth topography map is as follows: Figure 3 As shown, for the convenience of display, the water depth data in the water depth topographic map is the average water depth in the target sea area; Figure 3 In the figure, the black oval is the proposed renewable energy structure field area, and the red is the proposed pile-based breakwater location. In addition, the pile-based breakwater adopts the form of two layers of perforated plates, and the porosity of the two layers of perforated plates is 0.1; a total of 6 observation points O1-O6 are arranged along the wave propagation direction, of which O3 and O4 coincide with the positions of the physical model test points for data verification, and O1-O2 and O5-O6 are additional numerical monitoring points to reveal the law. Set multiple groups of incident wave height conditions for simulation calculation, and define the transmission coefficient K t It is the ratio of the equivalent wave height (simulation output value) on the leeward side to the incident wave height on the headward side. Figure 4 Display simulated and measured K t The comparison results show that the coefficient of determination R²=0.7, which proves that this scheme can accurately characterize the interaction mechanism between waves and pile-based hollow structures.

[0041] In addition, Figure 2 Based on the water depth topographic map, this embodiment also simulates and compares the effectiveness of different schemes. The input conditions and model settings of the compared models are shown in Table 1, where Model A is a direct simulation, that is, a physical structure identical to the pile-based breakwater is simulated and set by setting the grid accuracy at the corresponding position. Model B is a traditional model, that is, a sub-grid method is used to directly construct a model of a physical structure identical to the pile-based breakwater using the spectral density equation. Model C is the scheme of this embodiment; the simulated wave height and transmission coefficient Kt are shown in Table 2, and the simulation results are shown in Table 2. Figure 5 shown.

[0042] Table 1 Table 2 It can be seen from the data in Table 2 that the method of direct simulation by modifying the terrain leads to similar transmission coefficients to the traditional method of entity impermeable breakwater simulation after the pile-based breakwater, which is consistent with objective facts; the scheme of this embodiment uses medium-precision simulation to obtain results that are relatively close to the physical model test, and because 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 consistent with the law of objective facts; and due to the permeable characteristics of the pile-based breakwater, the scheme of this embodiment has a larger transmission coefficient than the direct simulation and the traditional model simulation, which can reflect the energy consumption characteristics caused by the complexity of the air-permeable structure, thereby more realistically reflecting the wave propagation, deformation and dissipation process around the breakwater.

[0043] 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 protective effect of the breakwater through local water depth correction; the traditional model cannot effectively simulate the wave dissipation characteristics of the hollow breakwater when arranged on the wave side or the wave side; the scheme of this embodiment significantly improves the prediction accuracy of the effective wave height and the transmission coefficient while maintaining the calculation efficiency, and is suitable for the refined simulation of the wave field of the hollow breakwater project.

[0044] In addition, the simulation calculation time required for Model A, B, and C is shown in Table 3.

[0045] Table 3 According to the simulation performance comparison data shown in Table 3, the scheme of this embodiment shows significant advantages in terms of calculation timeliness; the scheme of this embodiment has a substantial promoting effect on improving the wave protection efficiency of pile-based breakwaters, optimizing engineering structure parameters, controlling coastline erosion and protecting nearshore ecosystems, and its rapid simulation capability provides effective technical support for the full life cycle management and sustainable development of coastal projects.

[0046] The above description is only a preferred specific implementation manner of the present invention, but the protection scope of the present invention is not limited thereto. Any technician familiar with the technical field can make equivalent replacements or changes according to the technical scheme and inventive concept of the present invention within the technical scope disclosed by the present invention, which should be covered by the protection scope of the present invention.

Claims

1. A method for disaster prevention and mitigation of a renewable energy structure field, characterized in that: The steps include: S1: Determine the target sea area for building the renewable energy structure field and construct the water depth topographic map of the target sea area; S2: Determine the structure of the pile-based breakwater model, which includes a single-layer or two-layer perforated plate; S3: Set the combination form and porosity of the perforated plates in the pile-based breakwater model so that the transmission coefficient K of the sheltered area of ​​the pile-based breakwater model is t and reflection coefficient K r If the conditions are met, the transmission coefficient K is calculated by the following formula t and reflection coefficient K r : ， ， In the formula, H is the incident effective wave height, d is the water depth in front of the dike, T is the incident average period, and d m is the boundary water depth between the upper structure and the perforated plate in the pile-based breakwater model, g is the gravitational acceleration, 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 the structured grid to build a two-dimensional wave hydrodynamic model of the target sea area. When the interaction between the breakwater and the waves needs to be calculated, the transmission coefficient K is calculated using the following formula: t : ， In the formula, p1 and p2 are the porosities of the front and rear perforated plates in the pile-based breakwater model determined in S3; S5: Set the boundary conditions for driving the wave hydrodynamic two-dimensional model and set the initial parameters. Based on the wave hydrodynamic two-dimensional model constructed in S4, use the sub-grid method to perform numerical simulation on the target sea area to obtain the characteristic wave height and period data of the target sea area.

2. A disaster prevention and mitigation method for a renewable energy structure field according to claim 1, characterized in that: In S1, a water depth topographic map is constructed based on the nautical chart data of the target sea area and the water depth data measured at 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 pile-based breakwater model includes: supporting piles and a vertical cap structure arranged on the supporting piles; the supporting piles are divided into two groups, which are arranged front and back along the wave direction, and a perforated plate is arranged on each side of the two groups of supporting piles facing the waves, and the bottom of the perforated plate is suspended in the air; the vertical cap structure is a solid impermeable structure to prevent wave 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, the combination form and porosity of the two layers of perforated plates in the pile-based breakwater model are set so that the transmission coefficient K of the sheltered area of ​​the pile-based breakwater model is 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 of two layers of perforated plates includes setting one perforated plate and setting two perforated plates. When one perforated plate is set, the perforated plate is only set on the supporting piles on the front side, and p2=1 at this time.

6. A method for disaster prevention and mitigation of a renewable energy structure field according to claim 5, characterized in that: In S3 and S4, the range of H / d is as follows: 0.06≤H / d≤0.34; d / d m The value range 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 method for disaster prevention and mitigation of a renewable energy structure field according to claim 1, characterized in that: In S4, a two-dimensional wave hydrodynamic model of the target sea area is constructed based on the spectral density equation. 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, 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 driving the two-dimensional wave hydrodynamic model include the tidal and wave conditions of the target sea area under normal sea conditions, as well as the tidal and wave conditions under extreme weather conditions; the initial parameters include: the roughness of the target sea area and the calculation time step.

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