Optimization method of floating breakwater and floating breakwater

Abstract

The application relates to the technical field of wave-eliminating dikes of water-floating photovoltaic power stations, and discloses an optimization method of a floating wave-eliminating dike and the floating wave-eliminating dike, which has the advantages that the structure size of the wave-eliminating dike is calculated according to the wave height, the wave period and the water flow velocity in hydrological information, the cement shell thickness is calculated at the same time, the preliminary design of the wave-eliminating dike in an unfamiliar environment is realized quickly, the structure strength and the wave-eliminating effect are doubled by the reinforced rib structure at the bottom of the cement shell, the anchoring system of mooring is a two-section structure, the cable is directly moored to the wave-eliminating dike, the anchor chain is in contact with the sunk anchor block, the counterweight block is arranged at the connection position of the cable and the anchor chain, the anchor rope and the counterweight block are responsible for absorbing the instantaneous load, the wave-eliminating dike is prevented from repeatedly oscillating under the impact of waves, the anchor chain and the sunk anchor ensure the stability of the wave-eliminating dike under the long-term wave and water flow load, the stability of the wave-eliminating dike is judged through multidimension, and the arrangement boundary of the floating photovoltaic support is obtained by simulating the array behavior through the hydrological information.

Description

Technical Field

[0001] This invention relates to the field of wave-breaking technology for floating photovoltaic power stations, specifically to an optimization method for a floating wave-breaking dike and the floating wave-breaking dike itself. Background Technology

[0002] In floating support projects, floating support structures are often deployed in large reservoirs, landslide-dammed lakes, and nearshore waters. These low-lying, coastal projects are constantly exposed to valley winds and typhoons, and may need to withstand significant wind and wave loads throughout their operational cycle. Wave impact can easily cause fatigue damage and structural failure to the overall floating support structure. To avoid the risk of wave damage to the floating support array, wave-dissipating dikes are usually installed on the outside of the support array.

[0003] Currently, breakwaters are mainly divided into two categories based on their fixing method: fixed and floating. Fixed breakwaters have high construction costs and long construction periods, resulting in poor economic efficiency. Floating breakwaters, which have the advantage of low cost, generally have insufficient rigidity and are easily damaged due to the requirements of floating operation. They also have poor durability and require periodic replacement of the floating materials during long-term operation.

[0004] Based on differences in their main structural forms, floating breakwaters can be classified into various types, including box-type, float array type, plate / raft type, inflatable airbag type, and truss type. Achieving efficient and stable wave dissipation and ensuring long-term safe service of the structure are the core challenges in the design of floating breakwater structures.

[0005] The energy dissipation mechanism of wave-dissipating dikes mainly includes three forms: reflection energy dissipation, fracturing energy dissipation, and infiltration friction energy dissipation. Floating wave-dissipating dikes use fracturing energy dissipation and infiltration friction energy dissipation as their core mechanisms. They achieve wave dissipation and vibration reduction effects by disturbing and fracturing the wave water through the collision between themselves and the waves, as well as the irregular movement generated by the wave load. At the same time, floating wave-dissipating dikes generally need to accommodate maintenance and passage functions, so the stability control of the platform is crucial to prevent the structure from overturning and becoming unstable after being impacted by waves.

[0006] Traditional floating breakwaters primarily adjust their draft by modifying the counterweights on the floating bodies and optimizing the volume of independent floating chambers, thereby adapting to different wave conditions. However, this type of adjustment method suffers from high costs and frequent maintenance, and structural failure can easily lead to the entire breakwater sinking, resulting in insufficient safety and economic efficiency in service.

[0007] Meanwhile, traditional floating breakwaters often employ a single anchoring system consisting of anchor ropes and submerged anchor blocks. While this system is suitable for conventional water conditions, it has significant drawbacks in extreme wind and wave environments. In strong winds and waves, the anchor ropes are completely taut, causing the submerged anchor blocks to bear both upward pull and horizontal shear forces. Submerged anchor blocks designed for conventional conditions are prone to bottom slippage, leading to displacement gaps in the floating breakwater. Ultimately, this exposes the photovoltaic power generation array directly to the impact of wind and waves, leaving it without effective protection, necessitating urgent improvement. Summary of the Invention

[0008] One technical problem this application aims to solve is to overcome the deficiencies of the above-mentioned related technologies and provide an optimized method for floating breakwaters and a floating breakwater.

[0009] The technical solution adopted by the optimization method for this floating breakwater to solve the technical problem is as follows: An optimization method for a floating breakwater, comprising the following steps: S100 Basic Structure and Project Environment: Determine the main structural form and core parameters of the floating breakwater, and collect hydrological environmental parameters of the project; S200 empirical formula: Based on the hydrological environmental parameters of the project, a preliminary design of the main structure of the floating breakwater is carried out. Relying on past empirical formulas, a preliminary design scheme for the main structure of the floating breakwater is obtained. S300 Simulation Analysis: A hydrodynamic analysis model of the single wave-dissipating dike is established. The time-frequency analysis method is used to comprehensively analyze the overall response behavior of the main structure of the floating wave-dissipating dike in the preliminary design and obtain the dynamic response data of the wave-dissipating dike. S400 Stability Analysis: Perform extreme value analysis on the dynamic response data of the breakwater and compare it with the critical value of the breakwater overturning. If the stability of the main structure meets the design requirements, proceed to step S500; if the structure is determined to be unstable, return to step S200, correct the empirical formula coefficients and change the preliminary design scheme. S500 structural optimization: Perform static simulation of the structure, compare the maximum stress of the structure with the allowable stress of the structural material in the static simulation, and strengthen the local structure with insufficient safety factor. S600 array simulation: After determining the main body and local structure, the individual wave-dissipating dikes are arranged to clarify their quantity and layout. Trajectory analysis is performed in the hydrodynamic analysis model to obtain the maximum displacement of the floating wave-dissipating dikes, which serves as a constraint on the layout range of the floating photovoltaic support. S700 Project Implementation: After confirming that the optimized floating breakwater structure is suitable for the project's hydrological environment and meets the requirements for long-term service, on-site preparation, installation, and commissioning were carried out to complete the project's implementation.

[0010] Preferably, the core parameters of the floating breakwater include the length of the breakwater unit within the breakwater. ,Width ,high and cement wall thickness and the weight of the counterweight in the anchoring system and the position of the counterweight The project's hydrological environmental parameters include wave heights obtained from on-site measurements. Wave cycle and water flow velocity Among them, the position of the counterweight Specifically, it refers to the ratio of the anchor rope length to the anchor chain length.

[0011] Preferably, step S200 empirical formula includes wave height. Wave cycle Water flow velocity The length of a single breakwater unit is the independent variable. ,Width ,high Cement wall thickness and the weight of the counterweight in the anchoring system and the position of the counterweight Three different functional models were established for the dependent variable, namely: , as well as ; in, Used to calculate the external parameters of individual breakwater units. Used to calculate the cement wall thickness of individual breakwater units. This is used to calculate the parameters of the anchoring system. , These are the densities of cement and foam, respectively. <0.5 0.5 is the coefficient of the empirical formula in the preliminary calculation.

[0012] As a preferred option ; Among them, x1, x2, and x3 are all empirical parameters obtained through experience.

[0013] As a preferred option .

[0014] Preferably, in the hydrodynamic analysis model, the simulation model for frequency domain analysis is denoted as: The simulation model for time-domain analysis is denoted as: in, The location of the center of buoyancy of a single breakwater unit. and The lateral and longitudinal angles of the breakwater unit. The center of gravity of the breakwater unit , , These are the inertial tensors of a single breakwater unit in three dimensions. The weight of a single breakwater unit. and These are the sway and heave distances of a single breakwater unit, respectively. For the stress of the anchor rope in the time domain analysis, m() and n() are the simplified functions of the wave-dissipating dike frequency domain analysis and time domain analysis in the hydrodynamic analysis model.

[0015] The technical solution adopted by this floating wave-dissipating dike to solve the technical problem is as follows: a floating wave-dissipating dike, comprising: The breakwater is composed of several segmented, flexible, and impact-resistant breakwater units. Each breakwater unit has a hollow interior cavity containing detachable foam floats. Multiple connecting lugs and embedded bolts are pre-installed on the concrete outer shell. The top cover is fixed to the concrete outer shell using embedded bolts and nuts. Structural adhesive seals the connection between the top cover and the concrete outer shell. Two anchoring lugs are provided on each side of the top cover. Impact-resistant rubber is installed between the breakwater units, and adjacent concrete outer shells are connected via connectors on the connecting lugs. The anchoring system integrates and coordinates anchor rope, counterweight, anchor chain and sinker block. The upper section of the anchor rope is fixed to the anchor lug, the lower section of the anchor chain is connected to the anchor rope, the counterweight is suspended from the drooping head at the upper end of the anchor chain, and the sinker block is connected to the bottom end of the anchor chain.

[0016] As an improvement, the bottom of the cement shell is equipped with multiple reinforcing ribs.

[0017] Compared with related technologies, the floating breakwater designed by this optimization method has the following advantages: 1. Rapid Response Design of Wave Dissipation Dikes: The structural dimensions of the wave dissipation dikes are calculated based on hydrological information such as wave height, wave period, and water flow velocity. Simultaneously, the thickness of the concrete outer shell is calculated based on the dike's structural dimensions. This enables rapid preliminary design of wave dissipation dikes for unfamiliar environments.

[0018] 2. Composite structure of cement shell + detachable foam float: The rigid cement shell effectively improves the impact resistance and overall stability of the breakwater, while the internal cavity is used to place detachable floats to achieve modular operation and maintenance; at the same time, the shell can be prefabricated, which greatly shortens the on-site construction period and effectively reduces the difficulty of maintenance.

[0019] 3. Cement cavity sealing and waterproofing: The cover plate and the cement shell structure are fully sealed with adhesive to achieve a sealed cavity, prevent water seepage and weight increase, floating imbalance, and ensure long-term service stability.

[0020] 4. Reinforcing ribs at the bottom of the cement shell: This structure enhances the shell's rigidity and wave resistance, while also actively disturbing and breaking up the bottom current, thus doubly improving the structural strength and wave-damping effect.

[0021] 5. Layered Gradient Composite Mooring Anchoring System: The mooring system of the floating breakwater structure is a two-section structure. Cables are directly moored to the breakwater, while anchor chains are in contact with the anchor blocks. Counterweights are also placed at the connection points between the cables and anchor chains. In the anchoring system, the anchor cables and counterweights absorb instantaneous loads, preventing the breakwater from repeatedly oscillating under wave impact, while the anchor chains and anchors ensure the stability of the breakwater under long-term wave and current loads.

[0022] 6. Multi-dimensional Stability Assessment: Hydrodynamic and static simulations are used to perform frequency domain, time domain, structural, and fatigue simulations on the breakwater. The floating state of the breakwater is assessed from the perspectives of roll, pitch, center of buoyancy and center of gravity height, heave, and sway. Simultaneously, the operational safety of the breakwater is analyzed from the perspectives of structural stress and fatigue safety factor. This multi-dimensional approach enables a stability assessment of the breakwater.

[0023] 7. Hydrological Information Simulation Array Behavior: The SWAN (Simulating WAves Nearshore) model and the MIKE 21 model are used to analyze the actual wave and current velocity changes with the distance from the shore in the project. These changes are used as environmental information to influence the deformation of the wave-dissipating dike and are used as specific constraints to control the layout boundary of the floating photovoltaic support. Attached Figure Description

[0024] Figure 1 This is a flowchart of the optimization method for the floating wave-dissipating dike of this application.

[0025] Figure 2 This is a structural schematic diagram of a small section of a floating breakwater in this application.

[0026] Figure 3 This is a schematic diagram of the main structure of the floating wave-dissipating dike of this application.

[0027] Figure 4 This is a structural schematic diagram of a set of anchoring components for the floating breakwater anchoring system of this application.

[0028] As shown in the figure: 1. Breakwater; 2. Anchoring system; 11. Cement shell; 12. Reinforcing ribs; 13. Anchoring lugs; 14. Anti-collision rubber; 15. Connectors; 16. Connecting lugs; 17. Top cover plate; 18. Embedded bolts; 19. Foam float; 21. Anchor rope; 22. Counterweight; 23. Anchor chain; 24. Sinking anchor block. Detailed Implementation

[0029] First, those skilled in the art should understand that these embodiments are merely used to explain the technical principles of the embodiments of this application and are not intended to limit the scope of protection of the embodiments of this application. Those skilled in the art can make adjustments as needed to adapt to specific application scenarios.

[0030] The present invention aims to solve some technical problems existing in the current wave-dissipating dikes: the fixed wave-dissipating dikes are not economical and easy to construct, and not only are the construction costs high and the civil engineering investment large, but the construction procedures are also complicated and the construction period is long.

[0031] Traditional floating breakwaters are made of loosely packed materials with low rigidity, making them prone to damage under repeated wave impacts and exhibiting poor structural durability. The reliance on counterweight blocks and independent floating chambers for draft adjustment in traditional floating breakwaters results in complex structural designs, high construction and maintenance costs, and frequent inspections and adjustments. Furthermore, structural failure can easily lead to the entire breakwater sinking, directly compromising its protective function. The anchoring system of traditional floating breakwaters, consisting of anchor ropes and sinking anchor blocks, is only suitable for conventional water conditions, exhibiting significant shortcomings under extreme wind and wave conditions. In strong winds and waves, the sinking anchor blocks are highly susceptible to slippage, causing the breakwater to shift and creating gaps in its protection. The design cycle for traditional breakwater structures is long and complex.

[0032] The present invention will now be described in further detail with reference to the accompanying drawings and specific embodiments.

[0033] The optimization method for the floating wave-dissipating dike of the present invention, such as... Figure 1 As shown, the specific steps include the following: S100 Basic Structure and Project Environment: Determine the main structural form and core parameters of the floating breakwater, and collect hydrological environmental parameters of the project.

[0034] S101 Basic Structure Drawing inspiration from the floating structure in floating photovoltaic systems and the semi-submersible wind turbine structure used in marine environments facing large waves, a floating wave-damping structure was designed for the outer perimeter of freshwater floating photovoltaic systems. Figures 2 to 4As shown, the breakwater 1 is connected to the anchoring system 2 on both sides. The breakwater 1 is composed of several wave-dissipating dike units connected in a segmented flexible anti-collision manner. The internal cavity of the concrete shell 11 of the wave-dissipating dike unit is filled with a detachable foam float 19 to realize modular operation and maintenance. The bottom of the outer wall of the concrete shell 11 is provided with multiple reinforcing ribs 12. Anti-collision rubber 14 is provided between the wave-dissipating dike units. During the pouring of the concrete shell 11, multiple connecting ear plates 16 and several pre-embedded bolts 18 are preset. Adjacent concrete shells 11 are connected by connectors 15 (chains) on the connecting ear plates 16. The upper cover plate 17 is fixed to the concrete shell 11 by pre-embedded bolts 18 and nuts. Two anchoring ear plates 13 are provided on each side of the upper cover plate 17. The anchoring system 2 integrates and coordinates anchor rope 21, counterweight 22, anchor chain 23, and sinking anchor block 24. The upper section of anchor rope 21 is fixed to anchoring lug 13, the lower section of anchor chain 23 is connected to anchor rope 21, the counterweight 22 is suspended from the upper end of anchor chain 23 with its head hanging down, and the sinking anchor block 24 is connected to the bottom end of anchor chain 23. Under wave load, the counterweight 22 can effectively constrain the deformation of anchor rope 21, improve mooring stability, adapt to different wave heights and wind and wave conditions, and ensure that the floating breakwater maintains a stable motion state and protective performance in complex water environments. The upper section of anchor rope 21 has low density and excellent elasticity, which can effectively release the instantaneous impact load of waves and buffer wind and wave disturbances. The lower section of anchor chain 23 has high rigidity and high mass, which can firmly connect the counterweight 22 and sinking anchor block 24, ensuring the overall anchoring system 2's anti-overturning and anti-slip capabilities and improving structural stability under extreme conditions.

[0035] The composite structure, in which a cement shell 11 encases a foam float 19, effectively enhances the overall structural stability and external impact resistance. The cement shell 11 can be prefabricated during construction, significantly shortening the on-site construction period and improving project efficiency. Furthermore, the foam float 19 is detachable, requiring only the internal foam float 19 to be replaced for maintenance and replacement.

[0036] The individual breakwater sections are connected by spaced anti-collision rubber 14s, which are then linked by chains. When a breakwater section is displaced by waves, the anti-collision rubber 14s can buffer the structural impact, effectively preventing collisions and wear between individual breakwater sections and improving the overall structural durability.

[0037] The upper cover plate 17 and the cement shell 11 are fastened together by pre-embedded bolts 18 at four vertices. The pre-embedded bolts 18 are installed during the prefabrication stage of the cement shell 11. During installation, simply insert the pre-embedded bolts 18 into the through holes in the upper cover plate 17 and then tighten the nuts. Installation is convenient, quick, and automatically aligns.

[0038] Among them, the bottom of the cement shell 11 is designed with reinforcing ribs 12, which can significantly improve the overall rigidity and structural strength of the shell and enhance its wave resistance capacity. On the other hand, it can actively disturb and break the bottom water flow and wave flow, further improving the overall wave dissipation effect.

[0039] The mooring anchoring system 2 integrates anchor ropes 21, anchor chains 23, sinking anchor blocks 24, and counterweight blocks 22 working in tandem. Under wave loads, the counterweight blocks 22 effectively constrain the deformation of the anchor ropes 21, improving mooring stability. This structure is adaptable to different wave heights and wind and wave conditions, ensuring that the breakwater maintains stable movement and protective performance in complex aquatic environments. The upper section of the anchor ropes 21 has low density and excellent elasticity, effectively releasing instantaneous wave impact loads and buffering wind and wave disturbances; the lower section of the anchor chains 23 has high stiffness and mass, firmly connecting the counterweight blocks 22 and sinking anchor blocks 24, ensuring the overall anchoring system 2's anti-overturning and anti-slip capabilities, and improving structural stability under extreme conditions.

[0040] The contact area between the upper cover plate 17 and the cement shell 11 is additionally sealed with structural adhesive to achieve complete sealing of the internal cavity, prevent long-term water infiltration that could lead to increased structural weight and buoyancy imbalance, and ensure the long-term stability of the breakwater.

[0041] S102 Project Environment For freshwater floating structures, the hydrological information that generally needs to be considered includes wave height. Wave cycle Water flow velocity These parameters can all be obtained through on-site measurements of the project, and wave information can also be indirectly obtained by using empirical formulas for wind and waves based on general wind speed.

[0042] S200 empirical formula: Based on the hydrological environmental parameters of the project, a preliminary design of the main structure of the floating breakwater is carried out. Relying on past empirical formulas, a preliminary design scheme for the main structure of the floating breakwater is obtained. A design model of the main structural parameters of the wave-dissipating dike based on the project's hydrological information was established, and a preliminary design of the main structure of the dike was carried out. This was based on wave height. Wave cycle Water flow velocity The length of a single breakwater unit is the independent variable. ,Width ,high Cement wall thickness and the weight of the counterweights in the mooring system and the position of the counterweight Three different functional models were established for the dependent variable, namely: , as well as The formulas are as follows: In the formula Used to calculate the external parameters of individual breakwater units. Used to calculate the cement wall thickness of individual breakwater units. These are used to calculate the parameters of the mooring system. , These are the density of cement and the density of foam, respectively.

[0043] Based on these three function models, a preliminary design draft of the breakwater main body can be obtained, minimizing the design cycle of the breakwater main structure. Furthermore, to verify the buoyancy of the breakwater main body, a preliminary buoyancy calculation is needed; the calculation formula is as follows: <0.5 0.5 is the coefficient of the empirical formula for preliminary calculations. Additionally, the position of the counterweight... Specifically, it refers to the ratio of the anchor rope length to the anchor chain length.

[0044] right function, as well as The function is explained technically. In general, The independent and dependent variables in the function have a one-to-one correspondence and are linearly related. The specific functional relationship is shown in the following formula, where x1, x2, and x3 are empirical parameters obtained through experience. The external dimensions of the individual wave-dissipating dikes in the project can be obtained through hydrological information.

[0045] .

[0046] and The function calculates the cement thickness based on the draft of each breakwater unit and the proportion of foam. Generally, the ratio of draft to height of a single wave-dissipating dike is specified to be approximately 0.2. The concrete thickness of a single wave-dissipating dike can be calculated based on this value. The specific calculation formula is as follows: In a certain project, the breakwater structure is 20m long, 8m wide, and 4m high. Assuming... , 2400 kg / m 3 and 15kg / m 3 The above formula shows that the cement thickness is approximately 9.3 cm, which meets the design and manufacturing expectations.

[0047] This requires considering the entire floating breakwater system to ensure that it does not slip in the specific hydrological environment of the project, to control and prevent overturning, and to ensure that the anchor ropes are evenly stressed in daily conditions. Because the formula has many independent variables and complex dependent variables, it is a multivariate function fitted using actual parameters of floating breakwaters from multiple specific projects.

[0048] S300 Simulation Analysis: A hydrodynamic analysis model of the single wave-dissipating dike is established. The time-frequency analysis method is used to comprehensively analyze the overall response behavior of the main structure of the floating wave-dissipating dike in the preliminary design and obtain the dynamic response data of the wave-dissipating dike. A hydrodynamic analysis model of the breakwater unit was established using hydrodynamic analysis software including, but not limited to, AQWA and Orcaflex. In the hydrodynamic analysis model, hydrological information and the structural characteristics of the breakwater unit itself (such as weight and stiffness matrix) were used as input design variables. Frequency domain analysis yielded information such as the center of buoyancy (COB) and roll / pitch parameters of the breakwater unit in still water. The simulation model for frequency domain analysis can be simplified as follows: In the formula The location of the center of buoyancy of a single breakwater unit. and The lateral and longitudinal angles of the breakwater unit. (Center of Gravity) is the center of gravity of the breakwater unit. , , These represent the inertia tensors of a single breakwater unit in three dimensions and the weight of the breakwater unit, respectively. .

[0049] Similarly, by inputting design variables for frequency domain analysis and hydrological information, time domain analysis of individual wave-dissipating dikes under the same hydrological conditions can also be performed. The simulation model for time domain analysis can be simplified as follows: In the formula and These are the sway and heave distances of a single breakwater unit, respectively. This represents the stress in the anchor rope during time-domain analysis.

[0050] In the above content, m() and n() are simplified functions of different analysis processes for individual breakwaters in hydrodynamic analysis software. Therefore, the independent and dependent variables of their functions include, but are not limited to, the above parameters. Effective analysis parameters for different uses of individual breakwaters can be calculated through different hydrodynamic analysis models and other unmentioned analysis parameters.

[0051] S400 Stability Analysis: Perform extreme value analysis on the dynamic response data of the breakwater and compare it with the critical value of the breakwater overturning. If the stability of the main structure meets the design requirements, proceed to step S500; if the structure is determined to be unstable, return to step S200, correct (reduce) the empirical formula coefficients and change the preliminary design scheme. After completing the hydrodynamic simulation analysis of the individual wave-dissipating breakwater, a stability analysis of the individual breakwater is also required. The key considerations for determining whether a single breakwater unit can be fully operational are its structural stability, wave-dissipating capacity, and mooring system strength. Based on the above, the following criteria can be proposed: In the formula , Let represent the height of the center of buoyancy and the height of the center of gravity of a single breakwater unit, respectively. When the height of the center of buoyancy is lower than the height of the center of gravity, the structure is in a stable state. The maximum stress in the dynamic simulation is denoted as . Since the breakwater structure is assumed to be a rigid body, this stress specifically refers to the stress borne by the anchor ropes; while This indicates the maximum allowable stress of the steel wire rope used in the project. Therefore, the stress result from the dynamic simulation must be lower than the actual safe stress of the steel wire rope.

[0052] S500 Structural Optimization: Perform static simulation of the structure, compare the maximum stress of the structure with the allowable stress of the structural material in the static simulation, and strengthen the local structure with insufficient safety factor. In the above process, the dimensions and hydrodynamic analysis of the single structure of the breakwater were carried out. However, the accessories on it need further analysis to avoid damage during use. The parts that need to be analyzed include, but are not limited to, connectors, connecting lugs, anchoring lugs and other parts that are subjected to stress under working conditions. In the time-domain hydrodynamic analysis model, the trend of anchor rope tension changing over time can be obtained. The maximum anchor rope tension is extracted as the load in the structural simulation. Then, assuming the floating body is in a fixed state, a static structural simulation can be performed based on this boundary condition, and the stress and strain of the structure can be obtained. Static structural simulation software includes engineering simulation software such as ANSYS or ABQUS. In the static structural simulation results, it is necessary to compare the maximum stress of the simulated structure with the allowable stress of the structural materials to determine the safety of the structure under the design conditions.

[0053] Simultaneously, the average tensile force is applied as a cyclic load to the structural simulation for fatigue analysis. A safety factor of 1 obtained from the analysis is used as the basis for judging structural fatigue failure. When the safety factor is less than 1, it is determined that the structure cannot withstand the cyclic load of that intensity, and local structural reinforcement is required, such as adding structural steel plates to prevent direct contact between the anchor rope and the structure.

[0054] S600 array simulation: After determining the main body and local structure, the individual wave-dissipating dikes are arranged to clarify their quantity and layout. Trajectory analysis is performed in the hydrodynamic analysis model to obtain the maximum displacement of the floating wave-dissipating dikes, which is used as a constraint condition for the layout range of the floating photovoltaic support. After determining the individual wave-dissipating dikes and their local structures, considering that in the actual project, the wave-dissipating dike 1 is composed of multiple wave-dissipating dikes connected in sequence, it is necessary to consider the effects of waves, wind, and the coupling effects between the individual wave-dissipating dikes.

[0055] First, CAD format data is extracted from the actual project's geological survey and topographic data, and the individual breakwater units are arranged on the map, specifying their quantity and layout. Then, trajectory analysis is performed on the structure in the hydrodynamic analysis model to determine the maximum displacement of the breakwater units under operating conditions, which is used as a constraint condition for the arrangement range of the floating supports.

[0056] Taking a reservoir project as an example, two rivers flow from north to south into the reservoir from its north side. Floating supports are installed on the south side of the reservoir, and the breakwater needs to be placed behind the floating supports (i.e., on the north side). The narrowest point of the reservoir is 1.52 km wide. Based on a standard breakwater length of 20 m, at least 76 breakwater units are required; the plan is to arrange these units in a straight line. After connecting the 76 breakwater units end-to-end, the hydrodynamic analysis model is used for simulation, with the connections between the breakwater units set as flexible. Local hydrological information is simultaneously imported to obtain the breakwater's trajectory under these hydrological conditions.

[0057] With the breakwater rigidly fixed at both ends, and the maximum values ​​of water flow velocity and wave height defined at the center of the reservoir, the SWAN (Simulating WAves Nearshore) model can be used to obtain the law of wave height variation with the distance from the shore by taking the reservoir topographic section and incident wave height as input conditions. At the same time, the MIKE 21 model is used to calculate the law of water flow velocity variation with the distance from the shore.

[0058] After obtaining the cross-sectional wave height and flow velocity distribution of the reservoir's breakwater layout, these are imported into a hydrodynamic analysis model to determine the breakwater's trajectory changes. The arc shape generated by the breakwater and its distance from the initial position are recorded and superimposed onto CAD drawings to determine the furthest possible range for the floating support structure.

[0059] S700 project implemented After confirming that the optimized breakwater structure is suitable for the project site environment and meets the requirements for long-term service, on-site preparation, installation and commissioning were carried out to complete the project's implementation.

[0060] The key to this invention lies in: 1. Rapid Response Design of Wave Dissipation Dikes: The structural dimensions of the wave dissipation dikes are calculated based on hydrological information such as wave height, wave period, and water flow velocity. Simultaneously, the thickness of the concrete outer shell is calculated based on the dike's structural dimensions. This enables rapid preliminary design of wave dissipation dikes for unfamiliar environments.

[0061] 2. Composite structure of cement shell + detachable foam float: The rigid cement shell effectively improves the impact resistance and overall stability of the breakwater, while the internal cavity is used to house detachable floats, enabling modular operation and maintenance. Simultaneously, the prefabricated shell significantly shortens on-site construction time and effectively reduces maintenance difficulty.

[0062] 3. Segmented flexible anti-collision connection: The breakwaters are connected by a combination of rubber anti-collision structure and anchor chain to achieve wave displacement buffering, avoid mutual collision and wear between breakwaters, and improve the overall structural durability and collaborative working ability.

[0063] 4. Connection of pre-embedded pipe piles in cement shell: Bolts are pre-embedded during the pouring of cement shell. The cover plate is used for four-point alignment and locking to achieve automatic centering, rapid assembly, uniform and reliable connection, and high installation efficiency.

[0064] 5. Bottom reinforcing rib structure of mud shell: improves shell rigidity and wave resistance, while actively disturbing and breaking the bottom flow, thus doubly improving structural strength and wave dissipation effect.

[0065] 6. Cement cavity sealing and waterproofing: The cover plate and the cement shell structure are fully sealed with adhesive to achieve a sealed cavity, prevent water seepage and weight increase, and prevent floating imbalance, thus ensuring long-term service stability.

[0066] 7. Layered Gradient Composite Mooring and Anchoring System: The mooring system of the floating breakwater structure is a two-section structure. Cables are directly moored to the breakwater, while anchor chains are in contact with the anchor blocks. Counterweights are also placed at the connection points between the cables and anchor chains. In the mooring system, the anchor cables and counterweights absorb instantaneous loads, preventing the breakwater from repeatedly oscillating under wave impact, while the anchor chains and anchors ensure the stability of the breakwater under long-term wave and current loads.

[0067] 8. Multi-dimensional Stability Assessment: Hydrodynamic and static simulations are used to perform frequency domain, time domain, structural, and fatigue simulations on the breakwater. The floating state of the breakwater is assessed from the perspectives of roll, pitch, center of buoyancy and center of gravity height, heave, and sway. Simultaneously, the operational safety of the breakwater is analyzed from the perspectives of structural stress and fatigue safety factor. This multi-dimensional approach enables a stability assessment of the breakwater.

[0068] 9. Hydrological Information Simulation Array Behavior: The SWAN (Simulating WAves Nearshore) model and the MIKE 21 model are used to analyze the actual wave and current velocity changes with the distance from the shore in the project. These changes are used as environmental information to influence the deformation of the wave-dissipating dike and are used as specific constraints to control the layout boundary of the floating photovoltaic support.

[0069] The above description is merely a specific embodiment of this application, but the scope of protection of this application is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the technical scope disclosed in this application should be included within the scope of protection of this application. Therefore, the scope of protection of this application should be determined by the scope of the claims.

Claims

1. An optimization method for a floating wave-dissipating breakwater, characterized in that, Includes the following steps: S100 Basic Structure and Project Environment: Determine the main structural form and core parameters of the floating breakwater, and collect hydrological environmental parameters of the project; S200 empirical formula: Based on the hydrological environmental parameters of the project, a preliminary design of the main structure of the floating breakwater is carried out. Relying on past empirical formulas, a preliminary design scheme for the main structure of the floating breakwater is obtained. S300 Simulation Analysis: A hydrodynamic analysis model of the single wave-dissipating dike is established. The time-frequency analysis method is used to comprehensively analyze the overall response behavior of the main structure of the floating wave-dissipating dike in the preliminary design and obtain the dynamic response data of the wave-dissipating dike. S400 Stability Analysis: Perform extreme value analysis on the dynamic response data of the breakwater and compare it with the critical value of the breakwater overturning. If the stability of the main structure meets the design requirements, proceed to step S500; if the structure is determined to be unstable, return to step S200, correct the empirical formula coefficients and change the preliminary design scheme. S500 structural optimization: Perform static simulation of the structure, compare the maximum stress of the structure with the allowable stress of the structural material in the static simulation, and strengthen the local structure with insufficient safety factor. S600 array simulation: After determining the main body and local structure, the individual wave-dissipating dikes are arranged to clarify their quantity and layout. Trajectory analysis is performed in the hydrodynamic analysis model to obtain the maximum displacement of the floating wave-dissipating dikes, which is used as a constraint condition for the layout range of the floating photovoltaic support. S700 Project Implementation: After confirming that the optimized floating breakwater structure is suitable for the project's hydrological environment and meets the requirements for long-term service, on-site preparation, installation, and commissioning were carried out to complete the project's implementation.

2. The optimization method for the floating wave-dissipating dike according to claim 1, characterized in that, The core parameters of the floating breakwater include: the length of the breakwater unit within the breakwater. ,Width ,high and cement wall thickness The weight of the counterweight in the anchoring system and the position of the counterweight The project's hydrological environmental parameters include wave heights obtained from on-site measurements. Wave cycle and water flow velocity Among them, the position of the counterweight Specifically, it refers to the ratio of the anchor rope length to the anchor chain length.

3. The optimization method for the floating wave-dissipating dike according to claim 2, characterized in that, Step S200 empirical formula includes wave height Wave cycle Water flow velocity The length of a single breakwater unit is the independent variable. ,Width ,high Cement wall thickness and the weight of the counterweight in the anchoring system and the position of the counterweight Three different functional models were established for the dependent variable, namely: , as well as ; ； ； ； in, Used to calculate the external parameters of individual breakwater units. Used to calculate the cement wall thickness of individual breakwater units. This is used to calculate the parameters of the anchoring system. , These are the densities of cement and foam, respectively. <0.5 0.5 is the coefficient of the empirical formula in the preliminary calculation.

4. The optimization method for the floating wave-dissipating dike according to claim 3, characterized in that, ； Among them, x1, x2, and x3 are all empirical parameters obtained through experience.

5. The optimization method for the floating wave-dissipating dike according to claim 4, characterized in that, 。 6. The optimization method for the floating wave-dissipating dike according to claim 3, characterized in that, In the hydrodynamic analysis model, the simulation model for frequency domain analysis is denoted as: ； The simulation model for time-domain analysis is denoted as: ； in, The location of the center of buoyancy of a single breakwater unit. and The lateral and longitudinal angles of the breakwater unit. The center of gravity of the breakwater unit , , These are the inertial tensors of a single breakwater unit in three dimensions. The weight of a single breakwater unit. and These are the sway and heave distances of a single breakwater unit, respectively. For the stress of the anchor rope in the time domain analysis, m() and n() are the simplified functions of the wave-dissipating dike frequency domain analysis and time domain analysis in the hydrodynamic analysis model.

7. The optimization method for the floating wave-dissipating dike according to claim 6, characterized in that, The criteria for judging stability analysis in the hydrodynamic analysis model are as follows: ； ； ； ； ； In the formula, , These represent the height of the center of buoyancy and the height of the center of gravity of the breakwater, respectively. The maximum stress in the dynamic simulation is denoted as... , This indicates the maximum allowable stress of the steel wire rope used in the project.

8. A floating wave-dissipating dike, characterized in that, include: The breakwater is composed of several segmented, flexible, and impact-resistant breakwater units. Each breakwater unit has a hollow interior cavity containing detachable foam floats. Multiple connecting lugs and embedded bolts are pre-installed on the concrete outer shell. The top cover is fixed to the concrete outer shell using embedded bolts and nuts. Structural adhesive seals the connection between the top cover and the concrete outer shell. Two anchoring lugs are provided on each side of the top cover. Impact-resistant rubber is installed between the breakwater units, and adjacent concrete outer shells are connected via connectors on the connecting lugs. The anchoring system integrates and coordinates anchor rope, counterweight, anchor chain and sinker block. The upper section of the anchor rope is fixed to the anchor lug, the lower section of the anchor chain is connected to the anchor rope, the counterweight is suspended from the drooping head at the upper end of the anchor chain, and the sinker block is connected to the bottom end of the anchor chain.

9. The floating wave-dissipating breakwater according to claim 8, characterized in that, The bottom of the cement shell is equipped with multiple reinforcing ribs.

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