Split energy dissipation and siltation prevention bucket type foundation breakwater structure and construction method thereof

Abstract

The invention discloses a split energy dissipation and siltation prevention barrel type foundation breakwater structure and a construction method thereof. The split energy dissipation and siltation prevention barrel type foundation breakwater structure comprises an upper wave dissipation barrel, a middle barrel and a lower deep barrel type foundation. The lower deep barrel type foundation is a concrete barrel type foundation with a downward opening and goes deep into a seabed soft soil layer; the middle barrels are mounted above the lower deep barrel type foundation, and a certain distance is formed between every two adjacent middle barrels to form a seawater exchange channel; the upper wave absorbing barrel is installed above the middle barrel, and a barrel body is hollow and provided with wave absorbing holes. The construction method of the barrel type foundation breakwater structure has the advantages of being high in construction speed, low in cost and efficient. According to the barrel type foundation breakwater structure and the construction method thereof, the problems of turbulent flow wave absorption, bottom deposition, ecological deterioration and the like of the breakwater under the action of long-term sea waves are solved, the service life of the breakwater is prolonged, and safe, stable and healthy operation of a port is guaranteed.

Description

Technical Field

[0001] The present invention relates to the technical field of ocean engineering, and particularly relates to a split energy dissipation and silt prevention bucket foundation breakwater structure and a construction method thereof. Background Art

[0002] A breakwater is a hydraulic structure used to defend against the invasion of waves. It is located on the periphery of the port water area to form a sheltered water area, so as to ensure that there is sufficient water depth and a stable water surface in the port, meeting the requirements for ships to berth, carry out loading and unloading operations, and enter and exit the port. The main function of the breakwater is to block the impact force of the waves, enclose the port basin, and maintain a stable water surface, so as to protect the port from bad weather and ensure the safe berthing and operation of ships. In addition, the breakwater can also play a role in preventing siltation in the port basin and wave erosion of the shoreline, and is an important part of artificially sheltered coastal ports.

[0003] However, in a complex marine environment, extreme sea conditions often occur. Extreme wave heights, wave speeds, water levels, etc. will cause greater damage to the breakwater and even destroy it. The construction of the existing breakwater structure is relatively complex, requires frequent maintenance, and cannot be used in waters with large waves. At the same time, the existing breakwater structure cannot effectively remove silt, resulting in sediment siltation, which has a certain impact on the normal use of the port.

[0004] Therefore, research on breakwater structures is still ongoing. For example, Chinese Patent CN119308259A (Publication Date: January 14, 2025) discloses an ecological weir-type open breakwater, including a weir-type energy dissipation device composed of three layers of weir-type structures and a stepped box structure with horizontal slotted wave-breaking plates opened on the front and rear wall surfaces below it. The ecological weir-type open breakwater of this invention can flexibly set the elevation of the weir-type wave-dissipating device according to the actual water level change range at the project location, with a simple structure, convenient construction, strong applicability, and easy to promote.

[0005] Chinese Patent CN117684507A (Publication Date: March 12, 2024) discloses a rotatable double-cylindrical floating breakwater with water permeability. The floating breakwater includes a number of breakwater units connected in series. Each breakwater unit includes side boxes, floating cylinders, a permeable cylindrical shell, rotating components, a permeable polygonal frame, and mooring cables. There are two floating cylinders, arranged in parallel at intervals. The two ends of the floating cylinders are respectively fixedly connected through side boxes to form the main body of the floating breakwater. The permeable cylindrical shell is sleeved on the floating cylinder and is rotatably connected to the outer wall of the floating cylinder through a number of rotating components. The permeable polygonal frame is arranged between the two floating cylinders, and its two ends are respectively fixedly connected to the side boxes. The floating breakwater is connected to a seabed anchor point through a mooring cable. This invention ensures the integrity and structural strength of the floating breakwater through the series connection of unit structures, and can effectively reduce the motion response and mooring cable tension of the floating breakwater by using the permeable cylindrical shell, providing various wave dissipation and energy dissipation forms.

[0006] Based on the above prior art retrieval and analysis, it can be seen that although many currently proposed breakwater structures in patents solve the problem of how to carry out various wave dissipation and energy dissipation for traditional seawall structures; however, the existing breakwater structures do not pay attention to how to carry out separate energy dissipation for extreme sea conditions, extreme wave speeds, and wave energy, nor do they pay attention to how to prevent siltation, reduce wave pressure, and at the same time promote the seawater exchange inside and outside the breakwater to maintain the offshore ecosystem.

[0007] Therefore, there is an urgent need for a breakwater structure and corresponding construction method that can effectively cope with extreme sea conditions, carry out separate energy dissipation for extreme wave speeds and wave energy, and effectively prevent siltation. Summary of the Invention

[0008] To solve the above technical problems, the present invention provides a bucket foundation breakwater structure with separate energy dissipation and silt prevention and its construction method.

[0009] A bucket foundation breakwater structure with separate energy dissipation and silt prevention includes an upper wave dissipation bucket, a middle bucket, and a lower deep bucket foundation;

[0010] The lower deep bucket foundation is a concrete bucket foundation with an opening downward, which penetrates into the soft seabed soil layer;

[0011] The middle bucket is a completely enclosed barrel body, installed above the lower deep bucket foundation, and there is a certain distance between adjacent middle buckets to form a seawater exchange channel;

[0012] The upper wave dissipation bucket is installed above the middle bucket, and the barrel body of the upper wave dissipation bucket is hollow and provided with wave dissipation holes.

[0013] Further, the upper wave dissipation bucket includes a vertical wave dissipation bucket and a number of horizontal wave dissipation plates. The vertical wave dissipation bucket and the horizontal wave dissipation plates are both provided with wave dissipation holes; the horizontal wave dissipation plates are installed inside the vertical wave dissipation bucket.

[0014] Further, the vertical wave dissipating barrel comprises a wave dissipating barrel body and a connecting member; adjacent wave dissipating barrel bodies are connected together through the connecting member; the wave dissipating barrel body is fixedly connected above the middle barrel through a pre-embedded part.

[0015] Further, the height Lt of the wave dissipating barrel body is the distance from 1 / 3 of the maximum wave height below the water surface to 1.0 m above the maximum wave height on the water surface.

[0016] Further, the number N of the transverse wave dissipating plates is 2; the uppermost transverse wave dissipating plate is located 1.5 - 2.0 m below the maximum wave height; the distance between adjacent transverse wave dissipating plates is 1.5 - 2.0 m.

[0017] Further, the permeability of the vertical wave dissipating barrel is 25% - 35%; the permeability of the transverse wave dissipating plate is 50% - 60%.

[0018] Further, the middle barrel is arranged at a depth of 1 / 3 of the maximum wave height below the sea surface, the barrel spacing L of the middle barrel is 1 / 2 - 2 / 3 times the average sea water flow velocity; the barrel diameter of the middle barrel is 1 - 2 times the barrel spacing L.

[0019] A construction method for a split energy dissipation and anti-silting bucket foundation breakwater structure comprises the following steps:

[0020] Step S1: According to the wave height, calculate the optimization constraint conditions of the bucket foundation breakwater structure under the most unfavorable working conditions, and calculate the optimal design values of the structural parameters.

[0021] Step S2: According to the design values of the structural parameters, prefabricate the upper wave dissipating barrel, the middle barrel and the lower deep barrel foundation in the factory, and then transport them to the site.

[0022] Step S3: During construction, lower the lower deep barrel foundation and the middle barrel together, sink the lower barrel into the seabed soil layer, and then weld the middle barrel and the upper wave dissipating barrel through the pre-embedded part.

[0023] Further, the step S1 comprises the following steps:

[0024] Step S1.1: Determine the wave height under complex sea conditions as the most unfavorable factor, based on the phase field two-phase flow wave analysis, the ideas of solid mechanics deformation, stability and fluid-structure interaction scouring and silting, and starting from the force balance angle, use finite element software to calculate the sliding instability safety factor Fs, the maximum inclination displacement Δs and the maximum scouring and silting flow velocity Vmax of the new structure of the bucket foundation breakwater under the most unfavorable working conditions as the optimization constraint conditions.

[0025] Step S1.2: Determine the optimization variables, and take the barrel body diameter of the middle barrel (2) Taking the barrel spacing L, the height Lt of the wave-dissipating barrel body, the number N of transverse wave-dissipating plates, the spacing Ln between the transverse wave-dissipating plates, and the porosity ε of the vertical wave-dissipating barrel as optimization variables;

[0026] Step S1.3: Define the wave height difference ΔH before and after the breakwater as the wave-dissipating coefficient. Taking the maximum of this wave-dissipating coefficient as the optimization objective, perform optimization search to obtain the optimal design values of the structural parameters. The calculation formula is as follows:

[0027]

[0028] Among them, Fs is the stability safety factor, Δs is the maximum inclination displacement of the upper part of the structure, Vmax is the maximum scour and silting velocity of the foundation, Vs is the starting velocity of soil particles in the area where the structure is located, p is the wave pressure on the wave-facing surface of the structure, G is the self-weight of the structure, and Fτ is the tangential frictional force of the soil on the foundation surface.

[0029] Furthermore, the stability safety factor Fs is calculated by the finite element strength reduction method.

[0030] Furthermore, in step S2, the lower deep barrel foundation and the middle barrel are integrally cast. Two middle barrels are cast above each lower deep barrel foundation, and there are embedded parts on the middle barrels.

[0031] Compared with the prior art, the advantages and effects of the present invention are as follows:

[0032] 1. The present invention provides a barrel foundation breakwater structure with split energy dissipation and anti-silting. Through the hollow and perforated design of the upper wave-dissipating barrel, the waves on the sea side are broken after impact and enter the barrel. The wave energy is dissipated in the barrel to form a turbulent flow and then flows out to the land side, which can smooth the sea current; by controlling the porosity of the vertical wave-dissipating barrel and the transverse wave-dissipating plates, the wave energy under extreme sea conditions is dissipated to ensure that the breakwater is not washed away.

[0033] 2. The present invention provides a barrel foundation breakwater structure with split energy dissipation and anti-silting. A water and sand exchange channel is formed between adjacent middle barrels, which can prevent siltation and reduce wave pressure, and is helpful for the seawater exchange inside and outside the breakwater to maintain the offshore ecology; according to the sea conditions and average flow velocity of the working sea area, the barrel body diameter and barrel spacing of the middle barrels are set, which can generate sufficient disturbance water flow and water flow velocity to prevent sediment siltation, and at the same time will not generate excessive backflow to form additional surface waves.

[0034] 3. The present invention provides a construction method for a bucket foundation breakwater structure with split energy dissipation and anti-silting. By using the optimized constraint conditions and structural design parameters calculated by finite element software as optimization variables, and taking the wave height difference ΔH before and after the breakwater as the wave dissipation coefficient, with the maximum of this wave dissipation coefficient as the optimization objective, optimization search is carried out to obtain the optimal design values of the structural parameters, which can ensure that the breakwater can also dissipate wave energy under extreme sea conditions.

[0035] 4. The present invention provides a construction method for a bucket foundation breakwater structure with split energy dissipation and anti-silting. During construction, first lower the middle bucket and the lower deep bucket foundation so that the lower deep bucket foundation sinks into the seabed soil layer. Then connect the middle bucket with the upper wave dissipation bucket. By adopting this design and construction method, it can be repaired and replaced in time after the upper wave dissipation bucket is damaged by extreme sea waves, instead of replacing the whole.

[0036] 5. The present invention provides a construction method for a bucket foundation breakwater structure with split energy dissipation and anti-silting. Each component is prefabricated in a prefabrication factory first. After arriving at the site, connect the upper wave dissipation bucket with the lower breakwater bucket, and then transport it to the construction sea area for overall sinking. It has the characteristics of fast construction speed, low cost and high efficiency.

[0037] The above description is only an overview of the technical solution of the present application. In order to be able to understand the technical means of the present application more clearly, so as to be implemented in accordance with the content of the specification, and in order to make the above and other purposes, features and advantages of the present application more obvious and understandable, the following will be described in detail with reference to the preferred embodiments of the present application and the accompanying drawings.

[0038] Those skilled in the art will understand the above and other purposes, advantages and features of the present application more clearly according to the following detailed description of the specific embodiments of the present application in conjunction with the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0039] In order to more clearly illustrate the technical solutions in the embodiments of the present application or the prior art, the following will briefly introduce the drawings required for the description of the embodiments or the prior art. Obviously, the following drawings are some embodiments of the present application. For those of ordinary skill in the art, without creative efforts, other drawings can also be obtained based on these drawings. In all the drawings, similar elements or parts are generally marked with similar reference numerals. In the drawings, the elements or parts are not necessarily drawn to actual scale.

[0040] Among them:

[0041] Figure 1 is a schematic structural diagram of a bucket foundation breakwater with split energy dissipation and anti-silting provided by the present invention;

[0042] Figure 2Structural schematic diagram of the upper wave dissipating barrel of a split energy dissipating and silt prevention bucket foundation breakwater provided by the present invention;

[0043] Figure 3 Plan view of the upper wave dissipating barrel of a split energy dissipating and silt prevention bucket foundation breakwater provided by the present invention.

[0044] Explanation of reference numerals: 1 - upper wave dissipating barrel; 11 - vertical wave dissipating barrel; 111 - wave dissipating barrel body; 112 - connecting piece; 12 - transverse wave dissipating plate; 13 - wave dissipating hole; 2 - middle barrel; 3 - lower deep barrel foundation. Detailed implementation manners

[0045] To make the objectives, technical solutions, and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present application. Obviously, the described embodiments are some but not all of the embodiments of the present application. In the following description, specific details such as specific configurations and components are provided only to assist in a comprehensive understanding of the embodiments of the present application. Therefore, those skilled in the art should clearly understand that various changes and modifications can be made to the embodiments described herein without departing from the scope and spirit of the present application. In addition, descriptions of known functions and structures are omitted for clarity and conciseness in the embodiments.

[0046] It should be understood that the term "one embodiment" or "this embodiment" mentioned throughout the specification means that a specific feature, structure, or characteristic related to the embodiment is included in at least one embodiment of the present application. Therefore, the appearances of the term "one embodiment" or "this embodiment" throughout the specification do not necessarily refer to the same embodiment. In addition, these specific features, structures, or characteristics can be combined in one or more embodiments in any suitable manner.

[0047] In addition, the present application may repeat reference numerals and / or letters in different examples. This repetition is for the purpose of simplification and clarity and does not itself indicate the relationship between the various embodiments and / or settings discussed.

[0048] The term "and / or" in this document is merely a description of the association relationship of associated objects, indicating that three relationships may exist. For example, A and / or B may represent: A exists alone, B exists alone, and A and B exist simultaneously. The term " / and" in this document is a description of another association object relationship, indicating that two relationships may exist. For example, A / and B may represent: A exists alone, and A and B exist alone. In addition, the character " / " in this document generally represents that the associated objects before and after are in an "or" relationship.

[0049] As used herein, the term "at least one" is merely a description of the association relationship of associated objects, indicating that there can be three relationships. For example, at least one of A and B can represent three situations: A exists alone, A and B exist simultaneously, and B exists alone.

[0050] It should also be noted that in this text, relational terms such as first and second are only used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Moreover, the term "comprising", "including" or any other variant thereof is intended to cover non-exclusive inclusion.

[0051] Embodiment 1

[0052] This embodiment provides a split energy dissipation and sediment prevention bucket foundation breakwater. For its structural schematic diagram, please refer to Figure 1 .

[0053] A split energy dissipation and sediment prevention bucket foundation breakwater structure includes an upper wave-dissipating bucket 1, a middle bucket 2, and a lower deep bucket foundation 3;

[0054] The lower deep bucket foundation 3 is a concrete bucket foundation with an opening downward, which penetrates into the soft soil layer of the seabed;

[0055] The middle bucket 2 is a completely enclosed bucket body, which is installed above the lower deep bucket foundation 3. There is a certain distance between adjacent middle buckets 2 to form a seawater exchange channel;

[0056] The upper wave-dissipating bucket 1 is installed above the middle bucket 2. The bucket body of the upper wave-dissipating bucket 1 is hollow and provided with wave-dissipating holes 13.

[0057] The technical effect of this embodiment: A split energy dissipation and sediment prevention bucket foundation breakwater structure, through the hollow and perforated design of the upper wave-dissipating bucket, enables the waves on the sea side to be broken after impact and enter the bucket. After the wave energy is dissipated in the bucket to form a turbulent flow and then flows out to the land side, it can smooth the sea current; by controlling the opening ratio of the vertical wave-dissipating bucket and the horizontal wave-dissipating plate, the wave energy under extreme sea conditions is dissipated to ensure that the breakwater is not washed away.

[0058] Embodiment 2

[0059] Based on Embodiment 1, this embodiment is a further design of the upper wave-dissipating bucket 1 of a split energy dissipation and sediment prevention bucket foundation breakwater.

[0060] Please refer to Figures 2 - 3 , Figure 2 which is a structural schematic diagram of the upper wave-dissipating bucket of a split energy dissipation and sediment prevention bucket foundation breakwater; Figure 3It is a plan view of the upper wave-dissipating bucket of a split energy-dissipating and silt-preventing bucket foundation breakwater.

[0061] A split energy-dissipating and silt-preventing bucket foundation breakwater structure includes an upper wave-dissipating bucket 1, a middle bucket 2, and a lower deep bucket foundation 3.

[0062] The upper wave-dissipating bucket 1 includes a vertical wave-dissipating bucket 11 and a number of transverse wave-dissipating plates 12. Wave-dissipating holes 13 are provided on both the vertical wave-dissipating bucket 11 and the transverse wave-dissipating plates 12; the transverse wave-dissipating plates 12 are installed inside the vertical wave-dissipating bucket 11.

[0063] Furthermore, the vertical wave-dissipating bucket 11 includes a wave-dissipating bucket body 111 and a connecting member 112; adjacent wave-dissipating bucket bodies 111 are connected together by the connecting member 112; the wave-dissipating bucket body 111 is fixedly connected above the middle bucket 2 through embedded parts.

[0064] Furthermore, the height Lt of the wave-dissipating bucket body 111 is the distance from 1 / 3 of the maximum wave height below the water surface to 1.0 m above the maximum wave height on the water surface.

[0065] Furthermore, the number N of the transverse wave-dissipating plates 12 is 2; the uppermost transverse wave-dissipating plate 12 is located 1.5 - 2.0 m below the maximum wave height; the distance between adjacent transverse wave-dissipating plates 12 is 1.5 - 2.0 m.

[0066] Furthermore, the porosity of the vertical wave-dissipating bucket 11 is 25% - 35%; the porosity of the transverse wave-dissipating plates 12 is 50% - 60%.

[0067] Furthermore, the middle bucket 2 is arranged at a depth of 1 / 3 of the maximum wave height below the sea surface, the bucket spacing L of the middle bucket 2 is 1 / 2 - 2 / 3 times the average sea water flow velocity; the bucket diameter of the middle bucket 2 is 1 - 2 times the bucket spacing L.

[0068] The technical effect of this embodiment: A split energy-dissipating and silt-preventing bucket foundation breakwater structure forms a water and sand exchange channel between adjacent middle buckets, which can prevent siltation and reduce wave pressure, and is helpful for the seawater exchange inside and outside the breakwater to maintain the offshore ecology; according to the sea conditions and average flow velocity of the working sea area, the bucket body diameter and bucket spacing of the middle bucket are set, which can generate sufficient disturbance water flow and water flow velocity to prevent sediment siltation, and at the same time will not generate excessive backflow to form additional surface waves.

[0069] Embodiment 3

[0070] Based on Embodiment 2, this embodiment provides a construction method for a split energy-dissipating and silt-preventing bucket foundation breakwater structure.

[0071] Construction method of a split energy dissipation and anti-silting bucket foundation breakwater structure, comprising the following steps:

[0072] Step S1: Calculate the optimized constraint conditions of the bucket foundation breakwater structure under the most unfavorable working conditions according to the wave height, and calculate the optimal design values of the structural parameters;

[0073] Step S2: Prefabricate the upper wave-dissipating bucket 1, the middle bucket 2 and the lower deep bucket foundation 3 in the factory according to the design values of the structural parameters, and then transport them to the site;

[0074] Step S3: During construction, lower the lower deep bucket foundation 3 and the middle bucket 2 together, sink the lower bucket into the seabed soil layer, and then weld the middle bucket 2 to the upper wave-dissipating bucket 1 through the embedded parts.

[0075] Further, the step S1 includes the following steps:

[0076] Step S1.1: Determine the wave height under complex sea conditions as the most unfavorable factor. Based on the phase-field two-phase flow wave analysis, solid mechanics deformation, stability and fluid-structure interaction scouring and silting, and starting from the force balance angle, use finite element software to calculate the sliding instability safety factor Fs, the maximum inclination displacement Δs and the maximum scouring and silting velocity Vmax of the new structure of the bucket foundation breakwater under the most unfavorable working conditions as the optimization constraint conditions;

[0077] Step S1.2: Determine the optimization variables, and take the barrel diameter of the middle bucket 2 and the barrel spacing L, the height Lt of the wave-dissipating barrel body 111, the number N of the transverse wave-dissipating plates 12, the spacing Ln between the transverse wave-dissipating plates 12, and the porosity ε of the vertical wave-dissipating barrel 11 as the optimization variables;

[0078] Step S1.3: Define the wave height difference ΔH before and after the breakwater as the wave-dissipating coefficient, take the maximum of this wave-dissipating coefficient as the optimization target, conduct optimization search, and obtain the optimal design values of the structural parameters. The calculation formula is as follows:

[0079]

[0080] Wherein, Fs is the stability safety factor, Δs is the maximum inclination displacement of the upper part of the structure, Vmax is the maximum scouring and silting velocity of the foundation, Vs is the starting velocity of the soil particles in the area where the structure is located, p is the wave pressure on the wave-facing surface of the structure, G is the self-weight of the structure, and Fτ is the tangential frictional force of the soil received on the foundation surface.

[0081] Further, the stability safety factor Fs is calculated by the finite element strength reduction method.

[0082] Further, in step S2, the lower deep bucket foundation 3 and the middle bucket 2 are integrally cast. Two middle buckets 2 are cast above each lower deep bucket foundation 3, and there are embedded parts on the middle buckets 2.

[0083] Technical effects of this embodiment: Each component is prefabricated in a prefabrication factory first. After arriving at the site, the upper wave-dissipating bucket and the lower wave-breaking bucket are connected, and then it is transported to the construction sea area and sunk as a whole. It has the characteristics of fast construction speed, low cost and high efficiency.

[0084] In summary, the present invention provides a split energy-dissipating and silt-preventing bucket foundation breakwater structure and its construction method. According to the action characteristics of waves, the water surface part is the main area of wave force action. The hollow barrel body is used to form turbulent flow wave dissipation indoors. Intervals are set in the underwater deep barrel body to form a water and sand exchange channel, prevent siltation and reduce wave pressure, and help the seawater exchange inside and outside the breakwater to maintain the offshore ecology. It solves the problems of turbulent flow wave dissipation, bottom siltation and ecological deterioration of the breakwater under the long-term action of sea waves, improves the service life of the breakwater, and ensures the safe, stable and healthy operation of the port.

[0085] The above specific embodiments have further detailed the purpose, technical solution and beneficial effects of the present invention. It should be understood that the above is only the specific embodiment of the present invention and is not used to limit the present invention. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

Claims

1. A split energy dissipation and silt prevention bucket foundation breakwater structure, characterized in that It includes an upper wave-dissipating barrel (1), a middle barrel (2), and a lower deep barrel foundation (3); The lower deep barrel foundation (3) is a concrete barrel foundation with an opening downward and penetrates deep into the seabed soft soil layer; The middle barrel (2) is installed above the lower deep barrel foundation (3), and the middle barrels (2) are arranged at intervals to form a seawater exchange channel; The upper wave-dissipating barrel (1) is installed above the middle barrel (2), and the barrel body of the upper wave-dissipating barrel (1) is hollow and provided with wave-dissipating holes (13).

2. The split energy dissipation and sediment prevention bucket foundation breakwater structure according to claim 1, characterized in that, The upper wave-dissipating barrel (1) includes a vertical wave-dissipating barrel (11) and a number of transverse wave-dissipating plates (12), and wave-dissipating holes (13) are provided on both the vertical wave-dissipating barrel (11) and the transverse wave-dissipating plates (12); the transverse wave-dissipating plates (12) are installed inside the vertical wave-dissipating barrel (11).

3. The split energy dissipation and silt prevention bucket foundation breakwater structure according to claim 2, characterized in that, The vertical wave-dissipating barrel (11) includes a wave-dissipating barrel body (111) and a connecting piece (112); adjacent wave-dissipating barrel bodies (111) are connected together through the connecting piece (112); the wave-dissipating barrel body (111) is fixedly connected above the middle barrel (2) through a pre-embedded part.

4. A split energy dissipation and sediment prevention bucket foundation breakwater structure according to claim 2 or 3, characterized in that The number of the transverse wave-dissipating plates (12) is 2; the uppermost transverse wave-dissipating plate (12) is located 1.5 - 2.0 m below the maximum wave height; the distance between adjacent transverse wave-dissipating plates (12) is 1.5 - 2.0 m.

5. A split energy dissipation and anti-silting bucket foundation breakwater structure according to claim 3, characterized in that, The height of the wave-dissipating barrel body (111) is the distance from 1 / 3 of the maximum wave height below the water surface to 1.0 m above the maximum wave height on the water surface.

6. A split energy dissipation and silt prevention bucket foundation breakwater structure according to claim 4, characterized in that, The porosity of the vertical wave-dissipating barrel (11) is 25% - 35%; the porosity of the transverse wave-dissipating plate (12) is 50% - 60%.

7. A split energy dissipation and sediment deposition prevention bucket foundation breakwater structure according to claim 1, characterized in that, The middle barrel (2) is arranged at a depth of 1 / 3 of the maximum wave height below the sea surface, the barrel spacing of the middle barrel (2) is 1 / 2 - 2 / 3 times the average seawater flow velocity; the barrel diameter of the middle barrel (2) is 1 - 2 times the barrel spacing.

8. The construction method of a split energy dissipation and anti-silting bucket foundation breakwater structure according to any one of claims 1-7, characterized in that It includes the following steps: Step S1: According to the wave height, calculate the optimization constraint conditions of the barrel foundation breakwater structure under the most unfavorable working conditions, and calculate the optimal design values of the structural parameters; Step S2: According to the design values of the structural parameters, prefabricate the upper wave-dissipating barrel (1), the middle barrel (2), and the lower deep barrel foundation (3) in the factory, and then transport them to the site; Step S3: During construction, lower the lower deep barrel foundation (3) and the middle barrel (2) together, sink the lower barrel into the seabed soil layer, and then weld the middle barrel (2) and the upper wave-dissipating barrel (1) through the pre-embedded part.

9. The construction method of a split energy dissipation and silt prevention bucket foundation breakwater structure according to claim 8, characterized in that, The step S1 includes the following steps: Step S1.1: Determine the wave height under complex sea conditions as the most unfavorable factor, based on the phase-field two-phase flow wave analysis, the ideas of solid mechanics deformation, stability, and fluid-structure interaction scouring and silting, and starting from the perspective of force balance, use finite element software to calculate the sliding instability safety factor, the maximum inclination displacement, and the maximum scouring and silting flow velocity of the barrel foundation breakwater structure under the most unfavorable working conditions as the optimization constraint conditions; Step S1.

2. Determine the optimization variables, and take the barrel diameter of the middle barrel (2) and the barrel spacing L, the height Lt of the wave-dissipating barrel body (111), the number N of the transverse wave-dissipating plates (12), the spacing Ln between the transverse wave-dissipating plates (12), and the porosity ε of the vertical wave-dissipating barrels (11) as the optimization variables; Step S1.3: Define the wave height difference ΔH before and after the breakwater as the wave-dissipating coefficient, take the maximum of this wave-dissipating coefficient as the optimization goal, and perform optimization search to obtain the optimal design values of the structural parameters. The calculation formula is as follows: Among them, Fs is the sliding instability safety factor, Δs is the maximum inclined displacement of the upper part of the structure, Vmax is the maximum scour and deposition velocity of the foundation, Vs is the starting velocity of soil particles in the area where the structure is located, p is the wave pressure on the wave-facing surface of the structure, G is the self-weight of the structure, and Fτ is the tangential frictional force of the soil received by the foundation surface.

10. A construction method for the split energy dissipation and sediment prevention bucket foundation breakwater structure according to claim 8, characterized in that, In step S2, the lower deep bucket foundation (3) and the middle bucket (2) are integrally cast. Two middle buckets (2) are cast above each lower deep bucket foundation (3), and there are embedded parts on the middle bucket (2).

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