Wave dissipation facility, wave dissipation dam and system and construction method thereof

Abstract

The invention relates to the technical field of wave dissipation engineering, in particular to a wave dissipation facility, a wave dissipation facility system, a wave dissipation dam and a wave dissipation dam system.The wave dissipation facility comprises at least three first wave dissipation structures arranged at intervals, and at least two first wave dissipation structures form a multi-bend water flow channel. According to the wave dissipation facility, the advancing path of waves can be changed, the advancing path of the waves is changed into a multi-bend path, regular waves are converted into vortexes, reflected water flow and turbulent flow through the arrangement of the multi-bend path, then the purpose of reducing the height of the waves is achieved, meanwhile, due to the fact that the waves can reach the other side of the wave dissipation facility through the multi-bend path, the wave dissipation efficiency is improved, and the service life of the wave dissipation facility is prolonged. Therefore, the permeable rate of the two sides of the wave dissipation facility can be effectively guaranteed, the purpose of water permeation and no wave permeation is achieved, and the influence on the marine ecological environment is greatly reduced.

Description

Technical Field

[0001] This case is a divisional application of application number 202210764607.1, patent title: A wave-dissipating facility, wave-dissipating dam and its system and construction method.

[0002] This invention relates to the field of wave-dissipation engineering technology, and in particular to a wave-dissipation facility, a wave-dissipation dam and its system and construction method. Background Technology

[0003] Currently, there are two main types of traditional breakwaters: riprap breakwaters and floating breakwaters. Riprap breakwaters use granular fill material, resulting in a large footprint during construction and operation. Due to the heavy weight of the fill material, significant settlement may occur, leading to additional underwater excavation and soil improvement work. This results in long construction periods and very large fill material volumes. These problems become increasingly pronounced as water depth increases to 20-30 meters and as the breakwater crest elevation increases. Furthermore, riprap breakwaters have low permeability, easily causing changes in local or overall flow fields, significantly impacting the marine ecosystem. Floating breakwaters have limited wave-damping effects, typically achieving only 30-40% wave transmittance. Summary of the Invention

[0004] The purpose of this invention is to address the problems of existing technologies, such as the large amount of riprap used in breakwaters, low permeability, easy alteration of local or overall flow fields, and significant impact on the marine ecological environment, by providing a wave-dissipating facility, a wave-dissipating facility system, a wave-dissipating dam, a wave-dissipating dam system, and a construction method for the wave-dissipating dam.

[0005] To achieve the above objectives, the technical solution adopted by the present invention is as follows: A wave-dissipating facility includes at least three spaced-apart first wave-dissipating structures, with at least two of the first wave-dissipating structures forming a multi-bend water flow channel.

[0006] A multi-bend channel to a water flow channel with at least three bends.

[0007] The wave-dissipating facility described in this application requires waves to pass through at least two bends in the water flow channels formed by the first wave-dissipating structure when they pass through the facility. This alters the wave's path, increases the flow length of the wave's water particles, and thus rapidly dissipates the wave's energy. By changing the wave's path into a bend, the design of the bends transforms regular waves into eddies, reflected water flows, and disturbances, thereby reducing wave height. Simultaneously, because waves can reach the other side of the wave-dissipating facility through the bends, the permeability of both sides of the facility is effectively guaranteed, achieving the goal of water permeability without wave permeability, thereby significantly reducing the impact on the marine ecological environment.

[0008] Preferably, the first wave-damping structure includes a vertically arranged column structure.

[0009] Preferably, the cross-section of the column structure is rectangular, trapezoidal, toothed, circular, or triangular.

[0010] Preferably, the cross-section of the column structure is rectangular, and the included angle between adjacent column structures is N, where 0°≥N≥30°.

[0011] Preferably, a second wave-dissipating structure is further provided at the lower part of the first wave-dissipating structure, and an attachment member is provided on at least one side of the second wave-dissipating structure, and the second wave-dissipating structure is flexibly connected to at least one of the attachment members.

[0012] Since the second wave-dissipating structure is located below the first wave-dissipating structure, the second wave-dissipating structure is often below the water surface. Through the flexible connection between the second wave-dissipating structure and at least one side of the steel cylinder, when the surging waves below the water surface impact the second wave-dissipating structure, the second wave-dissipating structure swings, thereby disturbing the surging waves below the water surface, and thus achieving the purpose of reducing the intensity of the surging waves below the water surface.

[0013] Preferably, the second wave-damping structure is flexibly connected to the attachment through a first flexible member, and the first flexible member is detachably connected to the corresponding attachment.

[0014] Since the second wave-damping structure is located below the first wave-damping structure, it is often below the water surface during construction to reduce the intensity of the waves below the water surface. In this case, the detachable connection between the first flexible component and the corresponding attachment component can greatly reduce the installation difficulty for installers underwater compared to conventional welding methods. At the same time, the swinging of the second wave-damping structure can also reduce the intensity of the waves below the water surface without significantly affecting the permeability.

[0015] Preferably, the first flexible member is attached to the corresponding attachment member.

[0016] By connecting the first flexible component with the corresponding attachment component, the installation difficulty for installers underwater is significantly reduced; at the same time, the swinging of the second wave-damping structure can also reduce the intensity of the surging waves under the water surface without significantly affecting the permeability.

[0017] Preferably, the attachment includes a hook, and a hanging ring is connected to the first flexible member, the hanging ring being engaged with the corresponding hook.

[0018] Preferably, the attachment includes a hanging ring, and a hook is connected to the first flexible member, the hanging ring being engaged with the corresponding hook.

[0019] Preferably, the first flexible member is fastened to the corresponding attachment member.

[0020] Preferably, at least two of the first flexible members are connected to one side of the second wave-damping structure, wherein the at least two of the first flexible members located on the same side of the second wave-damping structure are vertically spaced apart.

[0021] Preferably, the second wave-damping structure includes second wave-damping structure units arranged sequentially along the vertical direction, and the second wave-damping structure units are flexibly connected to at least one of the attachment members.

[0022] Preferably, at least two adjacent second wave-damping structural units are connected.

[0023] Preferably, at least two adjacent second wave-damping structural units are flexibly connected by a second flexible member. Preferably, the second wave-damping structural unit is a plate, a sphere, or a cylinder.

[0024] Preferably, the second wave-damping structural unit is a cylindrical body with open ends.

[0025] Preferably, the second wave-damping structural unit is provided with a water-receiving cavity, and the cavity wall of the water-receiving cavity is provided with water-permeable holes. With the water-receiving cavity provided in the second wave-damping structural unit, water enters the water-receiving cavity through the water-permeable holes during use, increasing the self-weight of the second wave-damping structural unit and reducing its overall buoyancy. This allows the second wave-damping structural unit to be manufactured more easily during prefabrication, effectively reducing processing and transportation costs. Simultaneously, the reduced overall buoyancy of the second wave-damping structural unit also effectively reduces the tensile force exerted by the second wave-damping structural unit on the first flexible member, and it can better withstand the lateral impact of underwater waves, achieving a better wave-damping effect.

[0026] This application also discloses a wave-damping system, including the wave-damping facilities as described in this application, wherein at least a portion of the first wave-damping structure is located above the water surface.

[0027] The wave-dissipating system described in this application has at least a portion of the first wave-dissipating structure located above the water surface. Therefore, when waves pass through the wave-dissipating system, they need to pass through at least two multi-bend water flow channels formed by the first wave-dissipating structure, thereby changing the wave's path. The multi-bend path transforms regular waves into eddies, reflected water flow, and turbulence, thereby reducing wave height. At the same time, since waves can reach the other side of the wave-dissipating system through the multi-bend path, the permeability on both sides of the wave-dissipating system described in this application can be effectively guaranteed, thereby achieving the purpose of water permeability but wave impermeability, and thus greatly reducing the impact on the marine ecological environment.

[0028] This application also discloses a wave-damping system, including the wave-damping facilities as described in this application, wherein at least a portion of the first wave-damping structure is located above the water surface, and the second wave-damping structure is located below the water surface.

[0029] The wave-damping system described in this application not only reduces surface waves through the first wave-damping structure, but also reduces the intensity of underwater surging waves through the second wave-damping structure, thereby enabling the wave-damping system described in this application to achieve a better wave-damping effect.

[0030] This application also discloses a wave-dissipating dam, comprising at least two spaced foundations, with wave-dissipating facilities or wave-dissipating facility systems described in this application provided between adjacent foundations. The first wave-dissipating structure can reduce the net flow area of ​​the water flow channel between adjacent foundations, and the first wave-dissipating structure is connected to at least one adjacent foundation.

[0031] The wave-dissipating dike described in this application forms its foundation through spaced-apart foundations. A first wave-dissipating structure is then installed between adjacent foundations. This first wave-dissipating structure reduces the net flow area of ​​the channels between adjacent foundations and forms multi-bend channels. The combination of the foundations and the first wave-dissipating structure reduces the channel area of ​​waves and alters their path, thereby reducing wave height. Furthermore, since the first wave-dissipating structure only reduces the net flow area of ​​the channels between adjacent foundations without completely isolating them, the permeability on both sides of the wave-dissipating dike described in this application is effectively guaranteed, achieving the goal of water permeability without wave permeability, thus greatly reducing the impact on the marine ecological environment.

[0032] Preferably, the base has a boss extending horizontally outward on its upper part.

[0033] The foundation features a raised platform that can reverse some of the waves, effectively reducing the total amount of overrushing waves on the wave-dissipating dike.

[0034] Preferably, the foundation includes a cylindrical body filled with filler. The cylindrical body includes a concrete cylinder and a steel cylinder arranged sequentially along the length of the cylindrical body. The concrete cylinder is located above the steel cylinder, and the concrete cylinder and the steel cylinder are enclosedly connected. The first wave-damping structure is connected to the concrete cylinder.

[0035] The upper part of the cylinder is a concrete cylinder, and the lower part is a steel cylinder. During use, the steel cylinder is completely submerged underwater, while part of the concrete cylinder is above the water surface and the other part is below the water surface. The combination of the steel cylinder and the concrete cylinder solves the corrosion problem in the splash zone through the concrete cylinder, while the steel cylinder can adapt to more geological conditions.

[0036] Meanwhile, the combined cylinder combines the advantages of the upper concrete cylinder being heavy (because concrete has a low strength-to-weight ratio and some parts above the water surface are dry density) and the lower steel cylinder having low sinking friction in underwater soil; the lower steel cylinder has better tensile performance than the upper concrete cylinder, matching the characteristics of the filling material inside the cylinder increasing lateral pressure with increasing depth, and the circumferential tension of the cylinder body causing an increase in the tensile force on the cylinder wall, resulting in better structural performance.

[0037] Preferably, when the wave-damping facility includes the second wave-damping structure, the attachment is connected to the steel cylinder on the corresponding side, and there is a gap between the second wave-damping structure and the steel cylinder on at least one side, so that the second wave-damping structure can also achieve the purpose of being permeable to water but not permeable to waves, thereby greatly reducing the impact on the marine ecological environment.

[0038] Preferably, the concrete cylinder is prefabricated integrally with the first wave-dissipating structure.

[0039] Specifically, the first wave-dissipating structure includes a vertically arranged column structure, which allows for better demolding when the concrete cylinder and the first wave-dissipating structure are prefabricated as a whole.

[0040] Preferably, the first wave-damping structure between adjacent foundations is alternately connected to the foundations on both sides.

[0041] This application also discloses a wave-dissipating dam system, including the wave-dissipating dam described in this application, wherein a portion of the concrete cylinder is located above the water surface, and the entire steel cylinder is located below the water surface.

[0042] The wave-dissipating dam system described in this application has a concrete cylinder at the top and a steel cylinder at the bottom. In use, the steel cylinder is completely submerged underwater, while part of the concrete cylinder is above the water surface and the other part is below the water surface. The combination of the steel cylinder and the concrete cylinder solves the corrosion problem in the splash zone through the concrete cylinder, while the steel cylinder can adapt to more geological conditions.

[0043] Meanwhile, the combined cylinder combines the advantages of the upper concrete cylinder being heavy (because concrete has a low strength-to-weight ratio and some parts above the water surface are dry density) and the lower steel cylinder having low sinking friction in underwater soil; the lower steel cylinder has better tensile performance than the upper concrete cylinder, matching the characteristics of the filling material inside the cylinder increasing lateral pressure with increasing depth, and the circumferential tension of the cylinder body causing an increase in the tensile force on the cylinder wall, resulting in better structural performance.

[0044] Preferably, at least a portion of the steel cylinder is inserted into the bottom of the water.

[0045] When waves or sea winds apply a lateral external load Fout to the upper part of the cylinder, the soil below the bottom surface can apply a passive earth pressure Fbe to the cylinder in the opposite direction to the external load Fout. Thus, the overall self-weight of the large-diameter combined cylinder described in this embodiment can provide most of the resistance to the external load Fout, without needing to provide all the resistance to the external load Fout. Therefore, under the relative stress requirements, the resistance requirements of the large-diameter combined cylinder can be effectively reduced.

[0046] The bottom surface refers to the riverbed or seabed.

[0047] This application also discloses a construction method for the wave-dissipating dam described in this application, comprising the following steps: S1. The concrete cylinder and the steel cylinder are prefabricated separately and transported to the vicinity of the installation position respectively, wherein the first wave-damping structure is connected to the concrete cylinder and the attachment is connected to the steel cylinder; S2. Connect the concrete cylinder to the top of the steel cylinder to form a cylinder body; S3. Hoist the entire cylinder to the installation position; S4. Lower the cylinder so that it sinks to the design elevation by its own weight, wherein part of the concrete cylinder is submerged in the water, the entire steel cylinder is submerged in the water, and the bottom of the steel cylinder sinks to the bottom of the water. S5. Fill the cylinder with filler and submerge the second wave-damping structure underwater, wherein the second wave-damping structure is flexibly connected to the corresponding attachment.

[0048] The present application discloses a construction method for the wave-dissipating dam, which prefabricates the concrete cylinder and the steel cylinder separately. Compared with the existing integral prefabricated concrete cylinder or steel cylinder, the size of each prefabricated piece is greatly reduced, the prefabrication difficulty is greatly reduced, and the requirements for conveying equipment are greatly reduced compared with integral prefabricated reinforced concrete cylinder. At the same time, during the sinking process, the combined cylinder combines the advantages of the upper concrete cylinder having a large weight (because concrete has a low strength-to-weight ratio and the part above the water surface has a dry density) and the lower steel cylinder having low sinking friction in the underwater soil. It can sink to the design elevation and be installed in place by its own weight. Compared with integral prefabricated steel cylinder, which requires special vibration equipment for vibration sinking, this method greatly reduces construction costs and construction difficulty. Meanwhile, before sinking, the first wave-dissipating structure is connected to the concrete cylinder, which effectively reduces the difficulty of on-site construction. Moreover, the attachment is first connected to the steel cylinder, and then the second wave-dissipating structure is sunk underwater. The second wave-dissipating structure and the corresponding attachment are flexibly connected underwater, which greatly reduces the difficulty of on-site underwater construction compared with on-site underwater welding operations. At the same time, this method also effectively avoids the problem of large deformation of the steel cylinder caused by large-area welding between the second wave-dissipating structure and the steel cylinder, and provides a guarantee for the connection accuracy between the concrete cylinder and the steel cylinder in step S2.

[0049] Preferably, in step S1, the first wave-damping structure is prefabricated integrally with the concrete cylinder.

[0050] Preferably, the lower part of the cylinder is provided with a high-pressure water system and an air curtain. In step S4, during the sinking process of the cylinder, the high-pressure water system and the air curtain are opened. The high-pressure water system is used to reduce the end resistance of the underwater soil to the cylinder, and the air curtain is used to reduce the side resistance of the underwater soil to the cylinder.

[0051] Preferably, a GPS and / or inclinometer is provided on the upper part of the cylinder. In step S4, the inclination of the cylinder is adjusted using the GPS and / or inclinometer, high-pressure water system and air curtain.

[0052] In summary, due to the adoption of the above technical solution, the beneficial effects of the present invention are: 1. The wave-dissipating facility described in this application requires waves to pass through at least two multi-bend water flow channels formed by the first wave-dissipating structure when they pass through the facility. This changes the wave's path and increases the flow length of the wave's water particles, thereby rapidly consuming the wave's energy. The wave's path is changed to a multi-bend path. The setting of the multi-bend path transforms regular waves into eddies, reflected water flow, and turbulence, thereby reducing the wave height. At the same time, since the waves can reach the other side of the wave-dissipating facility through the multi-bend path, the permeability of both sides of the wave-dissipating facility described in this application can be effectively guaranteed, thereby achieving the purpose of water permeability but wave impermeability, and thus greatly reducing the impact on the marine ecological environment.

[0053] 2. In the wave-dissipating facility system described in this application, at least a portion of the first wave-dissipating structure is located above the water surface. Therefore, when waves pass through the wave-dissipating facility, they need to pass through at least two multi-bend water flow channels formed by the first wave-dissipating structure, thereby changing the wave's path. The multi-bend path transforms regular waves into eddies, reflected water flow, and turbulence, thereby reducing the wave height. At the same time, since the waves can reach the other side of the wave-dissipating facility through the multi-bend path, the permeability on both sides of the wave-dissipating facility described in this application can be effectively guaranteed, thereby achieving the purpose of water permeability without wave permeability, thus greatly reducing the impact on the marine ecological environment.

[0054] 3. The wave-damping system described in this application not only reduces the waves on the water surface through the first wave-damping structure, but also uses the second wave-damping structure underwater to reduce the intensity of the surging waves under the water surface, thereby enabling the wave-damping system described in this application to achieve a better wave-damping effect.

[0055] 4. The wave-dissipating dike described in this application forms its foundation through spaced foundations, and a first wave-dissipating structure is provided between adjacent foundations. The first wave-dissipating structure reduces the net flow area of ​​the channel between adjacent foundations and forms a multi-bend channel. The combination of the foundation and the first wave-dissipating structure reduces the channel area of ​​waves and changes the wave's path, thereby reducing wave height. Furthermore, since the first wave-dissipating structure only reduces the net flow area of ​​the channel between adjacent foundations without completely isolating the channel, the permeability on both sides of the wave-dissipating dike described in this application is effectively guaranteed, achieving the goal of water permeability without wave permeability, thus greatly reducing the impact on the marine ecological environment.

[0056] 5. The wave-dissipating dam system described in this application comprises a concrete cylinder at the top and a steel cylinder at the bottom. During operation, the steel cylinder is completely submerged underwater, while part of the concrete cylinder remains above and part remains below the water surface. This combined structure addresses corrosion issues in the splash zone through the concrete cylinder, while the steel cylinder allows for adaptation to various geological conditions. Furthermore, the combined structure combines the advantages of the upper concrete cylinder (due to its low strength-to-weight ratio and the fact that the area above the water surface is of dry density) and the lower steel cylinder (with low sinking friction in underwater soil). The lower steel cylinder exhibits better tensile strength than the upper concrete cylinder, and the combined structure leverages the increased lateral pressure of the filling material with increasing depth and the increased tensile force on the cylinder wall caused by the circumferential tension, resulting in superior structural performance. Attached Figure Description

[0057] Figure 1 This is a top view schematic diagram of the basic structure of the present invention and its cooperation with the first wave-damping structure (cylinder, 3 strips).

[0058] Figure 2 This is a top view schematic diagram of the basic structure of the present invention and its cooperation with the first wave-damping structure (cylinder, 4 strips).

[0059] Figure 3 This is a top view schematic diagram of the basic structure of the present invention and its cooperation with the first wave-damping structure (cylinder, 5 strips).

[0060] Figure 4 This is a top view (rectangular, with 3 strips) showing the basic structure of this invention in conjunction with the first wave-damping structure.

[0061] Figure 5 This is a top view (rectangular, 4 strips) showing the basic structure of the present invention in conjunction with the first wave-damping structure.

[0062] Figure 6 This is a top view (rectangular, with 3 arc shapes) showing the basic structure of this invention in conjunction with the first wave-damping structure.

[0063] Figure 7This is a top view (rectangle, 3 triangular shapes) showing the basic structure of this invention in conjunction with the first wave-damping structure.

[0064] Figure 8 This is a top view (rectangular, with 3 trapezoidal shapes) showing the basic structure of this invention in conjunction with the first wave-damping structure.

[0065] Figure 9 This is a schematic diagram of the structure of a wave-dissipating dam system according to the present invention (without a second wave-dissipating structure).

[0066] Figure 10 This is a schematic diagram of the structure of a wave-dissipating dam system according to the present invention (with a second wave-dissipating structure).

[0067] Figure 11 This is an appendix to the present invention. Figure 10 Enlarged schematic diagram of section A in the middle.

[0068] Figure 12 This is a longitudinal sectional view of the cylinder of the present invention.

[0069] Figure 13 This is a schematic diagram of the cooperation between the second wave-damping structure and the first flexible component of the present invention (overall cylinder).

[0070] Figure 14 This is a schematic diagram (cylinder) showing the cooperation between the multiple second wave-damping structural units and the first flexible component of the present invention.

[0071] Figure 15 This is a schematic diagram (plate body) showing the cooperation between the multiple second wave-damping structural units and the first flexible member of the present invention.

[0072] Figure 16 This is a schematic diagram (sphere) showing the cooperation between the plurality of second wave-damping structural units and the first flexible member of the present invention.

[0073] Figure 17 This is a three-dimensional schematic diagram of the cylindrical body of the present invention.

[0074] Figure 18 This is a schematic diagram of the force exerted on the cylinder body of the present invention.

[0075] Figure 19 This is a schematic diagram showing the normal earth pressure that the filler material of the present invention will generate on the steel cylinder wall.

[0076] Figure 20 This is a schematic diagram illustrating the study of micro-segments on the steel cylinder wall of the present invention.

[0077] Figure 21 This is a schematic diagram of the vertical cross-section of a cylindrical body according to the present invention.

[0078] Figure 22 This is an appendix to the present invention. Figure 21Schematic diagram of the AA section.

[0079] Figure 23 This is an appendix to the present invention. Figure 22 Schematic diagram of the CC section.

[0080] Figure 24 This is an appendix to the present invention. Figure 22 Schematic diagram of the DD cross section.

[0081] Figure 25 This is an appendix to the present invention. Figure 21 Enlarged schematic diagram of section B in the middle.

[0082] Figure 26 This is a schematic diagram of the air curtain and high-pressure water device adjusting cylinder posture of the present invention.

[0083] Figure 27 This is a schematic diagram of the conveying of reinforced concrete cylinders in a construction method for a wave-dissipating dam according to the present invention.

[0084] Figure 28 This is a schematic diagram of steel cylinder conveying in a construction method for a wave-dissipating dam according to the present invention.

[0085] Figure 29 This is a schematic diagram of the overall hoisting of the reinforced concrete cylinder and the steel cylinder in a construction method for a wave-dissipating dam according to the present invention.

[0086] Figure 30 This is a schematic diagram of the integral sinking of the reinforced concrete cylinder and the steel cylinder in a construction method for a wave-dissipating dam according to the present invention.

[0087] Figure 31 This is a schematic diagram showing the overall sinking of the reinforced concrete cylinder and steel cylinder to the design elevation position in a construction method of a wave-dissipating dam according to the present invention.

[0088] Figure 32 This is a schematic diagram of the construction of fill material in a construction method for a wave-dissipating dam according to the present invention.

[0089] Figure 33 This is a construction diagram of pouring a compensating concrete cushion layer in a construction method for a wave-dissipating dam according to the present invention. Figure 34 This is a schematic diagram of the included angle N between the two first wave-damping structures of the present invention.

[0090] The specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings.

[0091] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention.

[0092] Example 1 like Figure 1-8 As shown, the wave-damping facility described in this embodiment includes at least three spaced-apart first wave-damping structures 41, with at least two of the first wave-damping structures 41 forming a multi-bend water flow channel. The multi-bend channel is a water flow channel with at least three bends.

[0093] like Figure 34 The first wave-damping structure 41 includes vertically arranged column structures. The cross-section of each column structure is rectangular, trapezoidal, toothed, arc-shaped, or triangular. The included angle between adjacent column structures is N, where 0° ≥ N ≥ 30°. like Figure 10-12 As shown, a second wave-dissipating structure 42 is also provided at the lower part of the first wave-dissipating structure 41. At least one side of the second wave-dissipating structure 42 is provided with an attachment 43, and the second wave-dissipating structure 42 is flexibly connected to at least one of the attachments 43. The second wave-dissipating structure 42 and the attachment 43 are flexibly connected via a first flexible member 44, which is detachably connected to the corresponding attachment 43. Since the second wave-dissipating structure 42 is located below the first wave-dissipating structure 41, it is often below the water surface 37 during construction to reduce the intensity of the surging waves below the water surface 37. In this case, the detachable connection between the first flexible member 44 and the corresponding attachment 43 significantly reduces the installation difficulty for underwater personnel compared to conventional welding methods. Simultaneously, the oscillation of the second wave-dissipating structure 42 can also reduce the intensity of the surging waves below the water surface without significantly affecting the permeability.

[0094] In the above scheme, the first flexible member 44 and the corresponding attachment member 43 are preferably detachably connected in two ways: Method 1: The first flexible member 44 is connected to the corresponding attachment member 43. By connecting the first flexible member 44 to the corresponding attachment member 43, the installation difficulty for installers underwater is significantly reduced; at the same time, the swinging of the second wave-damping structure 42 can also reduce the intensity of the surging waves under the water surface without significantly affecting the permeability.

[0095] Specifically, the attachment 43 includes a hook, and a hanging ring is connected to the first flexible member 44, the hanging ring being hooked to the corresponding hook; or the attachment 43 includes a hanging ring, and a hook is connected to the first flexible member 44, the hanging ring being hooked to the corresponding hook.

[0096] In the above solution, the hook is a closed hook, similar to a keychain, which can be easily attached, but it is not easy to detach itself.

[0097] Method 2: The first flexible member 44 is fastened to the corresponding attachment member 43.

[0098] Both of the above methods make it easier for installers to connect the first flexible member 44 to the corresponding attachment member 43. The purpose of setting the first flexible member 44 is also to facilitate the installation by the operator. Compared with the second wave-damping structure 42, the first flexible member 44 is much lighter and easier to operate in a localized and precise manner.

[0099] At least two of the first flexible members 44 are connected to one side of the second wave-damping structure 42, wherein the at least two of the first flexible members 44 located on the same side of the second wave-damping structure 42 are arranged vertically at intervals.

[0100] Specifically, the first flexible component 44 is a flexible rope or a spring rope, and the outside of the flexible rope or spring rope can be wrapped with anti-corrosion plastic to increase the probability of corrosion resistance of the flexible rope or spring rope.

[0101] The second wave-damping structure 42 includes second wave-damping structure units 45 arranged vertically in sequence, and the second wave-damping structure units 45 are flexibly connected to at least one of the attachment members 43.

[0102] At least two adjacent second wave-dissipating structural units 45 are connected.

[0103] At least two adjacent second wave-damping structural units 45 are flexibly connected by a second flexible member 46.

[0104] The second flexible component 46 is a flexible rope or spring rope, and the outside of the flexible rope or spring rope can be wrapped with anti-corrosion plastic to increase the probability of corrosion resistance. The second wave-damping structural unit 45 is a plate, sphere, or cylinder. The second wave-damping structural unit 45 is a cylinder with open ends. The bottom surface 39 refers to the riverbed surface or seabed surface.

[0105] A third flexible member 453 is vertically connected to the upper part of the second wave-dissipating structure 42 for vertically fixing the second wave-dissipating structure 42. The upper part of the third flexible member 453 is connected to the upper part of the reinforced concrete cylinder 32 above the water surface 37.

[0106] In this embodiment, a wave-damping device requires waves to pass through at least two bends in the water flow channel formed by the first wave-damping structure 41 when they pass through the device. This alters the wave's path, transforming it into a bend. The bends convert regular waves into eddies, reflected water flow, and disturbances, thereby reducing wave height. Simultaneously, because waves can reach the other side of the wave-damping device through the bends, the permeability on both sides of the device is effectively guaranteed, achieving the goal of water permeability without wave permeability, thus significantly reducing the impact on the marine ecological environment.

[0107] Example 2 like Figure 1-6 As shown, the wave-damping facility described in this embodiment differs from that in Embodiment 1 in that: a water-containing cavity 451 is provided inside the second wave-damping structural unit 45, and water-permeable holes 452 are provided on the cavity wall of the water-containing cavity 451.

[0108] The second wave-damping structural unit 45 is provided with a water-containing cavity 451. In use, water enters the water-containing cavity 451 through the water-permeable hole 452 to increase the self-weight of the second wave-damping structural unit 45, thereby reducing the overall buoyancy of the second wave-damping structural unit 45. This makes the second wave-damping structural unit 45 easier to process during prefabrication, effectively reducing processing and transportation costs. At the same time, the reduction in the overall buoyancy of the second wave-damping structural unit 45 can also effectively reduce the tension exerted by the second wave-damping structural unit 45 on the first flexible member 44, and can better withstand the lateral impact of underwater surging waves, achieving a better wave-damping effect.

[0109] Example 3 This embodiment discloses a wave-damping facility system, including the wave-damping facility as described in Embodiment 1 or 2, wherein at least a portion of the first wave-damping structure 41 is located above the water surface 37.

[0110] In the wave-damping system described in this application, at least a portion of the first wave-damping structure 41 is located above the water surface 37. Therefore, when waves pass through the wave-dissipating facility, they need to pass through at least two of the multi-bend water flow channels formed by the first wave-dissipating structure 41, thereby changing the wave's path. The multi-bend path transforms regular waves into eddies, reflected water flow, and turbulence, thereby reducing the wave height. At the same time, since the waves can pass through the multi-bend path to reach the other side of the wave-dissipating facility, the permeability of both sides of the wave-dissipating facility described in this application can be effectively guaranteed, thereby achieving the purpose of water permeability but wave impermeability, thus greatly reducing the impact on the marine ecological environment.

[0111] Example 4 This embodiment discloses a wave-damping facility system, including the wave-damping facility as described in Embodiment 1 or 2, wherein at least a portion of the first wave-damping structure 41 is located above the water surface 37, and the second wave-damping structure 42 is located below the water surface 37.

[0112] The wave-damping system described in this application not only reduces waves on the water surface through the first wave-damping structure 41, but also reduces the intensity of surging waves under the water surface 37 by utilizing the underwater second wave-damping structure 42, thereby enabling the wave-damping system described in this application to achieve a better wave-damping effect.

[0113] Example 5 like Figure 1-8 As shown, this embodiment discloses a wave-dissipating dam, including at least two spaced foundations 3, with wave-dissipating facilities as described in Embodiment 1 or 2, or wave-dissipating facility systems as described in Embodiment 3 or 4, between adjacent foundations 3. The first wave-dissipating structure 41 can reduce the net flow area of ​​the water flow channel between adjacent foundations 3, and the first wave-dissipating structure 41 is connected to at least one adjacent foundation 3.

[0114] Based on the above, in a further preferred embodiment, a boss 301 extending horizontally outward is provided on the upper part of the foundation 3. The boss 301 on the upper part of the foundation 3 can reverse part of the waves, effectively reducing the total amount of overrushing waves of the wave-dissipating dike.

[0115] Based on the above, in a further preferred embodiment, the foundation 3 includes a cylindrical body 30, which is filled with filler 31. The cylindrical body 30 includes a concrete cylinder 32 and a steel cylinder 33 arranged sequentially along the length of the cylindrical body 30. The concrete cylinder 32 is located above the steel cylinder 33, and the concrete cylinder 32 and the steel cylinder 33 are enclosedly connected. The first wave-damping structure 41 is connected to the concrete cylinder 32.

[0116] The upper part of the cylinder 30 is a concrete cylinder 32, and the lower part is a steel cylinder 33. During use, the steel cylinder 33 is completely submerged underwater, while part of the concrete cylinder 32 is above the water surface 37 and the other part is below the water surface 37. The combination of the steel cylinder 33 and the concrete cylinder 32 solves the corrosion problem in the splash zone through the concrete cylinder 32, while the steel cylinder 33 can adapt to more geological conditions. At the same time, the combined cylinder has the advantages of the upper concrete cylinder 32, which is heavy due to the low strength-to-weight ratio of concrete and the fact that part above the water surface 37 is dry density, and the lower steel cylinder 33 has low sinking friction in underwater soil. The lower steel cylinder 33 has better tensile performance than the upper concrete cylinder 32, which matches the characteristics of the lateral pressure of the filling material 31 increasing with depth and the increase of cylinder wall tension caused by the circumferential tension of the cylinder 30, resulting in better structural performance.

[0117] Based on the above, in a further preferred manner, when the wave-dissipating facility includes the second wave-dissipating structure 42, the attachment 43 is connected to the steel cylinder 33 on the corresponding side, and there is a gap between the second wave-dissipating structure 42 and the steel cylinder 33 on at least one side, so that the second wave-dissipating structure 42 can also achieve the purpose of being permeable to water but not permeable to waves, thereby greatly reducing the impact on the marine ecological environment.

[0118] Based on the above, a further preferred embodiment is that the concrete cylinder 32 and the first wave-damping structure 41 are prefabricated integrally. The first wave-damping structure 41 can increase the radial stiffness of the concrete cylinder 32.

[0119] Specifically, the first wave-damping structure 41 includes a vertically arranged column structure, which allows for better demolding when the concrete cylinder 32 and the first wave-damping structure 41 are prefabricated as a whole.

[0120] Based on the above, in a further preferred manner, the first wave-dissipating structure 41 between adjacent foundations 3 is alternately connected to the foundations 3 on both sides.

[0121] Both ends of the concrete cylinder 32 are open, and both ends of the steel cylinder 33 are also open. The concrete cylinder 32 is preferably a reinforced concrete cylinder. Depending on the wave height at the water surface 37, the length of the concrete cylinder 32 along its longitudinal direction is A, where 7m ≤ A ≤ 30m. This allows it to be positioned with a height range of +2 to +12m above the water surface and -15 to -5m below the water surface, thus satisfying the widespread use of a large-diameter combined cylinder in marine environments as described in this application.

[0122] Based on the above, a further optimized method is adopted, where the maximum outer diameter of the steel cylinder 33 is 20.5m ≤ R1 ≤ 40m. The wall thickness of the steel cylinder 33 is T1, 0.01m ≤ T1 ≤ 0.05m.

[0123] Through repeated experiments, it was found that the maximum outer diameter R1 of the steel cylinder 33 in this application is ≥20.5m, while the wall thickness T1 is only 0.01m≤T1≤0.05m, which enables the steel cylinder 33 to produce a "bag" effect, combining the advantages of large monopiles and traditional gravity breakwaters. Since large monopiles are made of man-made materials such as concrete or steel, the large-diameter composite cylinder of this application is filled with more filler material 31, such as silt and medium-coarse sand, which is more environmentally friendly and saves costs. Since the fill material of traditional gravity breakwaters is formed by free collapse, the large-diameter composite cylinder of this application can save more than two-thirds of the internal fill material.

[0124] At the same time, such as Figure 19As shown, the filler 31 will generate normal earth pressure on the wall of the steel cylinder 33.

[0125] like Figure 20 As shown, a study of a small segment of the wall of steel cylinder 33 reveals that the "bag" effect generated by steel cylinder 33 causes the normal earth pressure to bring about a circumferential tension on the wall of steel cylinder 33, resulting in an integral effect between the internal filling and the cylinder. The tension brings additional cylinder stiffness, similar to a sand-filled bag, thus strengthening the structural stiffness and overall stability of steel cylinder 33.

[0126] The concrete cylinder 32 is preferably made of reinforced concrete, and its cross-section can be circular, elliptical, square or polygonal, etc. In its length direction, it can also be equal or variable cross-section.

[0127] The cross-section of the steel cylinder 33 is preferably circular, elliptical, square, or polygonal, and along its length, it can be a constant cross-section or a variable cross-section. The steel cylinder 33 and the concrete cylinder 32 are arranged coaxially.

[0128] Based on the above, a further preferred method is to use a concrete cylinder 32 with a wall thickness of T2, where 10 ≤ T2 / T1 ≤ 200. Under the same outer diameter specifications, since the required wall thickness of the steel cylinder 33 is much smaller than that of the concrete cylinder 32, the overall weight of the large-diameter combined cylinder of this application is much lighter than that of a reinforced concrete cylinder with the same outer diameter specifications. This allows more existing prefabrication construction processes and equipment to meet its transportation and sinking construction requirements.

[0129] like Figure 21-24 As shown, a lateral limiting device is provided between the concrete cylinder 32 and the steel cylinder 33. The lateral limiting device is used to limit the horizontal lateral movement of the concrete cylinder 32 relative to the steel cylinder 33.

[0130] Specifically, the lateral limiting device includes a groove 322 and a protrusion 332 that cooperates with the groove 322. The groove 322 is provided on one of the concrete cylinder 32 and the steel cylinder 33, and the protrusion 332 is provided on the other of the concrete cylinder 32 and the steel cylinder 33, so as to control the lateral movement of the concrete cylinder 32 relative to the steel cylinder 33.

[0131] Specifically, the groove 322 is provided at the bottom of the concrete cylinder 32, and the protrusion 332 is provided at the top of the steel cylinder 33. The groove 322 is provided in a circle around the circumference of the wall of the concrete cylinder 32, and the protrusion 332 is provided in a circle around the circumference of the wall of the steel cylinder 33, so that the cooperation between the groove 322 and the protrusion 332 can achieve a closed arrangement between the concrete cylinder 32 and the steel cylinder 33.

[0132] Based on the above, in a further preferred manner, the groove 322 is filled with a flexible filling layer 323, and the flexible filling layer 323 fills both sides of the protrusion 332.

[0133] Due to construction errors, the protrusion 332 at the top of the steel cylinder 33, inserted into the groove 322, cannot perfectly align with the groove 322. In this case, a flexible filling layer 323 fills the groove 322, enabling a better seal between the concrete cylinder 32 and the steel cylinder 33. Furthermore, because the concrete cylinder 32 and the steel cylinder 33 are generally large, the groove 322, when fitted with the protrusion 332, provides shock absorption, reducing impact and vibration between them. Specifically, the flexible filling layer 323 includes materials such as asphalt and rubber.

[0134] Based on the above, a further preferred method is to connect the bottom of the concrete cylinder 32 to the steel cylinder 33. This serves two main purposes: firstly, the connection between the concrete cylinder 32 and the steel cylinder 33 facilitates the overall lifting of the concrete cylinder 32 and the steel cylinder 33; secondly, it serves as a specific measure to restrict the lateral movement of the concrete cylinder 32 relative to the steel cylinder 33.

[0135] Specifically, an embedded part 324 is provided at the bottom of the concrete cylinder 32, and a connector 333 is connected to the steel cylinder 33. The embedded part 324 and the connector 333 can be detachably connected and / or welded.

[0136] Specifically, the embedded part 324 and the connector 333 are connected by bolts, and their outer rings are welded together. A reinforcing rib 334 connects the connector 333 to the steel cylinder 33. The embedded part 324 is arranged in a ring around the circumference of the concrete cylinder 32, and the connector 333 is arranged in a ring around the circumference of the steel cylinder 33, so that the connection between the embedded part 324 and the connector 333 achieves a closed arrangement between the concrete cylinder 32 and the steel cylinder 33.

[0137] like Figure 25 As shown, based on the above, in a further preferred manner, a drag-reducing device is provided at the lower part of the cylinder 30. The drag-reducing device is used to reduce the resistance during the sinking process of the cylinder 30. The drag-reducing device includes a high-pressure water device 34, which is located at the lower part of the steel cylinder 33. The high-pressure water device 34 is used to reduce the resistance at the sinking end of the steel cylinder 33. The high-pressure water device 34 is preferably a high-pressure water gun. An air curtain 35 is provided at the lower part of the steel cylinder 33. The air curtain 35 is used to reduce the lateral resistance during the sinking of the steel cylinder 33.

[0138] During the sinking process of the cylinder 30, the high-pressure water device 34 and the air curtain 35 are opened. The high-pressure water device 34 is used to reduce the end resistance of the underwater soil to the cylinder 30, and the air curtain 35 is used to reduce the side resistance of the underwater soil to the cylinder 30.

[0139] Furthermore, a GPS and / or inclinometer are installed on the upper part of the cylinder 30. The inclination of the cylinder 30 is adjusted using the GPS and / or inclinometer, high-pressure water system 34, and air curtain 35, for example: Figure 26 As shown, when the cylinder 30 tilts to the right during the sinking process, the pressure of the left high-pressure water device 34 and air curtain 35 is increased, or the pressure of the right high-pressure water device 34 and air curtain 35 is decreased. By adjusting the pressure released by the drag-reducing devices at different parts of the bottom of the cylinder, and combined with the feedback of monitoring data such as the cylinder 30 tilt meter or GPS, the sinking attitude of the cylinder 30 can be dynamically adjusted.

[0140] Based on the above, in a further preferred manner, the concrete cylinder 32 includes at least two vertically supported reinforced concrete cylinder units 321, with adjacent reinforced concrete cylinder units 321 being enclosedly arranged.

[0141] Based on the above, a further preferred method is that the maximum outer diameter of the upper part of the concrete cylinder 32 is smaller than the maximum outer diameter of the lower part.

[0142] A concrete pad 38 is provided on the top of the cylinder 30 to make up for the settlement height of the cylinder 30.

[0143] The wave-dissipating dike described in this embodiment forms its foundation using spaced-apart foundations 3. A first wave-dissipating structure 41 is then installed between adjacent foundations 3. This first wave-dissipating structure 41 reduces the net flow area of ​​the channels between adjacent foundations 3, creating multiple bends in the channel. The combination of the foundations 3 and the first wave-dissipating structure 41 reduces the channel area of ​​waves and alters their path, thereby lowering wave height. Furthermore, since the first wave-dissipating structure 41 only reduces the net flow area of ​​the channels between adjacent foundations 3 without completely isolating them, the permeability on both sides of the wave-dissipating dike is effectively guaranteed, achieving water permeability without wave penetration, thus significantly reducing the impact on the marine ecological environment.

[0144] Example 6 like Figure 9-26 As shown, this embodiment discloses a wave-dissipating dam system, including the wave-dissipating dam described in embodiment 5, wherein a portion of the concrete cylinder 32 is located above the water surface 37, and the entire steel cylinder 33 is located below the water surface 37.

[0145] The wave-dissipating dam system described in this application has a concrete cylinder 32 at the top and a steel cylinder 33 at the bottom of the cylinder 30. In use, the steel cylinder 33 is completely submerged underwater, while part of the concrete cylinder 32 is above the water surface 37 and the other part is below the water surface 37. The combination of the steel cylinder 33 and the concrete cylinder 32 solves the corrosion problem in the splash zone through the concrete cylinder 32, while the steel cylinder 33 can adapt to more geological conditions.

[0146] Meanwhile, because concrete has a low strength-to-weight ratio and the part above the water surface 37 has a dry density, the combined cylinder combines the advantages of the upper concrete cylinder 32 having a large weight and the lower steel cylinder 33 having low sinking friction in underwater soil. The lower steel cylinder 33 has better tensile performance than the upper concrete cylinder 32, and matches the characteristics of the filling material 31 inside the cylinder increasing lateral pressure with increasing depth, and the cylinder wall tension increasing due to the circumferential tension of the cylinder body 30, resulting in better structural performance.

[0147] At least a portion of the steel cylinder 33 is inserted into the bottom surface 39, which refers to the riverbed or seabed.

[0148] like Figure 18 As shown, when waves or sea winds apply an external lateral load F to the upper part of the cylinder 30, the soil at the bottom of the water surface 39 can apply a passive earth pressure F to the cylinder 30 that is opposite to the external load F. Thus, the overall self-weight of the large-diameter combined cylinder described in this embodiment can provide most of the resistance to the external load F, which is sufficient to meet the requirements, without having to provide all the resistance to the external load F. Therefore, under the relative stress requirements, the resistance requirements of the large-diameter combined cylinder can be effectively reduced.

[0149] Example 7 like Figure 27-33 As shown, this embodiment discloses a construction method for the wave-dissipating dike described in Embodiment 5, comprising the following steps: S1. The concrete cylinder 32 and the steel cylinder 33 are prefabricated separately and transported to the vicinity of the installation position respectively, wherein the first wave-damping structure 41 is connected to the concrete cylinder 32 and the attachment 43 is connected to the steel cylinder 33; S2. Connect the concrete cylinder 32 to the top of the steel cylinder 33 to form the cylinder body 30; S3. Hoist the entire cylinder 30 to the installation position; S4. Lower the cylinder 30 so that the cylinder 30 sinks to the design elevation by its own weight, wherein a part of the concrete cylinder 32 is submerged in the water surface 37, the entire steel cylinder 3 is submerged in the water surface 37, and the bottom of the steel cylinder 33 is submerged in the bottom water surface 39. S5. Fill the cylinder 30 with filler 31 and submerge the second wave-damping structure 42 underwater. The second wave-damping structure 42 is flexibly connected to the corresponding attachment 43.

[0150] The present application discloses a construction method for the wave-dissipating dam, in which the concrete cylinder 32 and the steel cylinder 33 are prefabricated separately. Compared with the existing integral prefabricated concrete cylinder 32 or steel cylinder 33, the size of each prefabricated piece is greatly reduced, the prefabrication difficulty is greatly reduced, and the requirements for conveying tools are greatly reduced compared with integral prefabricated reinforced concrete cylinders. At the same time, during the sinking process, the combined cylinder combines the advantages of the upper concrete cylinder 32, which has a large weight due to the low strength-to-weight ratio of concrete and the dry density of the part above the water surface 37, and the lower steel cylinder 33, which has low sinking friction in the underwater soil. It can sink to the design elevation and be installed in place by its own weight. Compared with integral prefabricated steel cylinders, which require special vibration equipment for vibration sinking, the construction cost and construction difficulty are greatly reduced. Meanwhile, before sinking, the first wave-dissipating structure 41 is connected to the concrete cylinder 32, which effectively reduces the difficulty of on-site construction. Moreover, the attachment 43 is first connected to the steel cylinder 33, and then the second wave-dissipating structure 42 is sunk underwater. The second wave-dissipating structure 42 and the corresponding attachment 43 are flexibly connected underwater. Compared with on-site underwater welding operations, this greatly reduces the difficulty of on-site underwater construction. At the same time, this method also effectively avoids the problem of large deformation of the steel cylinder 33 caused by large-area welding between the second wave-dissipating structure 42 and the steel cylinder 33, and provides a guarantee for the connection accuracy between the concrete cylinder 32 and the steel cylinder 33 in step S2.

[0151] In step S1, the first wave-damping structure 41 and the concrete cylinder 32 are prefabricated as a single unit.

[0152] The lower part of the cylindrical body 30 is equipped with a high-pressure water device 34 and an air curtain 35. In step S4, during the sinking process of the cylindrical body 30, the high-pressure water device 34 and the air curtain 35 are opened. The high-pressure water device 34 is used to reduce the end resistance of the underwater soil on the cylindrical body 30, and the air curtain 35 is used to reduce the lateral resistance of the underwater soil on the cylindrical body 30. The upper part of the cylindrical body 30 is equipped with a GPS and / or inclinometer. In step S4, the inclination of the cylindrical body 30 is adjusted using the GPS and / or inclinometer, the high-pressure water device 34, and the air curtain 35.

[0153] The following illustrates a preferred construction method for the wave-dissipating dike in this embodiment: The concrete cylinder 32 is prefabricated on land or on a prefabrication plant assembly line. The first wave-damping structure 41 is prefabricated integrally with the concrete cylinder 32. The attachment 43 is welded or threaded to the steel cylinder 33. After the concrete cylinder 32 is prefabricated on land or on the assembly line of the prefabrication plant, it is transported to the site by a semi-submersible barge and spliced ​​with the steel cylinder 33 on site, and then hoisted and sunk as a whole; During sinking, part of the weight of the cylinder 30 is used to balance the lifting force, thus passively controlling the tilt of the cylinder 30. Then, high-pressure water devices 34 and air curtains 35, spaced at intervals at the bottom of the cylinder, reduce the end and side resistance of the soil during the sinking construction of the cylinder 30. At least four sets of high-pressure water devices 34 and air curtains 35 are equally spaced along the circumference of the cylinder 30, with high-pressure water guns being the preferred type of high-pressure water device 34.

[0154] During the sinking process, the inclination of the cylinder is actively controlled between 0.2% and 2% by adjusting the pressure of some high-pressure water facilities 34 and air curtain 35.

[0155] To increase the sinking force, an airtight cap 36 is installed on the upper part of the cylinder 30, forming a sealed cavity inside the cylinder. An air extraction hole 361 and an air extraction pipe are installed on the cap 36 to create a negative pressure inside the cylinder, thereby obtaining a sinking suction force. The suction force and gravity work together to cause the cylinder 30 to sink.

[0156] The principle behind the sinking of the cylinder 30 during and after sinking is shown in the following equation: –L+Gc+Gs–Bc–Bs+S–T–F=0 In the above formula, L represents the lifting force, Gc represents the weight of the concrete cylinder 32, Gs represents the weight of the steel cylinder 33, Bc represents the buoyancy of the concrete cylinder 32, Bs represents the buoyancy of the steel cylinder 33, S represents the suction force (if necessary), T represents the resistance at the end of the steel cylinder 33 (the magnitude depends on the soil parameters and the drag reduction effect of the high-pressure water), and F represents the resistance on the side wall of the steel cylinder 33 (the magnitude depends on the friction angle and height of the backfill material, as well as the drag reduction effect of the soil strata outside the cylinder 30 and the air curtain 35).

[0157] The weight of cylinder 30 is G, where G = Gc + Gs; the buoyancy of cylinder 30 is B, where B = Bc + Bs.

[0158] After the combined cylinder 30 is sunk to the design elevation, the high-pressure water system 34 and air curtain 35 are stopped. The sinking attitude of the cylinder is controlled by adjusting the pressure of the high-pressure water system 34 and air curtain 35 at different positions, as well as by using GPS and a tiltmeter on the top of the cylinder. After completion, the cylinder is filled with sand or partially filled with sand, and vibratory flushing is performed if necessary (the sand filling height and the necessity of vibratory flushing depend on the size of the offshore load). The anti-scour structure 310 is stacked on the outside of the steel cylinder 33, and the inside of the cylinder 30 is filled with silt and partially solidified (the necessity of solidification depends on the size of the offshore load). At the same time, the second wave-dissipating structure 42 is sunk underwater, and the operator flexibly connects the second wave-dissipating structure 42 to the corresponding attachment 43.

[0159] One construction method for the wave-dissipating dam in this embodiment: For static settlement, the large-diameter combined cylinder combines the advantages of the upper concrete cylinder having a large weight (because concrete has a low strength-to-weight ratio and part of the area above the water surface is dry density) and the lower steel cylinder having low settlement friction in the soil; 4. The lower steel structure has better tensile performance than the upper concrete, matching the characteristics of the lateral pressure of the filling soil inside the cylinder increasing with depth, and the cylinder wall tension increasing due to the circumferential tension of the cylinder, resulting in superior structural performance; 5. In the permanent stage, the tension brings additional cylinder stiffness (like a sandbag), strengthening the cylinder structure stiffness and overall stability.

[0160] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A wave dissipation barrier system, characterized in that, The application relates to a wave-damping dam comprising at least two spaced-apart foundations (3), wherein wave-damping devices are arranged between adjacent foundations (3), the wave-damping devices comprising at least three spaced-apart first wave-damping structures (41) capable of reducing the net flow area of a water flow channel between adjacent foundations (3), the first wave-damping structures (41) being connected to at least one adjacent foundation (3), and at least two first wave-damping structures (41) forming a multi-bend water flow channel. The foundation (3) comprises a cylinder (30) filled with a filler (31), the cylinder (30) comprising a concrete cylinder (32) and a steel cylinder (33) arranged in sequence along the length direction of the cylinder (30), the concrete cylinder (32) being located above the steel cylinder (33), and the concrete cylinder (32) and the steel cylinder (33) being closedly arranged, and the first wave-damping structure (41) being connected to the concrete cylinder (32). Part of the concrete cylinder (32) is located above a water surface (37), the steel cylinder (33) is entirely located below the water surface (37), and part of the steel cylinder (33) is inserted into a water bottom surface (39); at least part of the first wave-damping structure (41) is located above the water surface (37).

2. A wave dissipation barrier system according to claim 1, wherein, The first wave-damping structure (41) comprises a vertically arranged column structure. The column structure has a rectangular, trapezoidal, tooth-shaped, circular arc-shaped or triangular cross section. When the column structure has a rectangular cross section, the included angle between adjacent column structures is N, and 0 DEG >= N >= 30 DEG.

3. A wave dissipation barrier system according to any one of claims 1-2, wherein, The lower part of the first wave-damping structure (41) is further provided with a second wave-damping structure (42), at least one side of the second wave-damping structure (42) is provided with an attachment piece (43), and the second wave-damping structure (42) is flexibly connected to at least one attachment piece (43). The second wave-damping structure (42) is located below the water surface (37).

4. A wave dissipation barrier system according to claim 3, wherein, The second wave-damping structure (42) and the attachment piece (43) are flexibly connected through a first flexible piece (44), and the first flexible piece (44) is detachably connected to the corresponding attachment piece (43). One side of the second wave-damping structure (42) is connected to at least two first flexible pieces (44), wherein at least two first flexible pieces (44) located on the same side of the second wave-damping structure (42) are vertically spaced apart.

5. A wave dissipation barrier system according to claim 3, wherein, The second wave-damping structure (42) comprises second wave-damping structure units (45) arranged in sequence along the vertical direction, and the second wave-damping structure units (45) are flexibly connected to at least one attachment piece (43). At least two adjacent second wave-damping structure units (45) are flexibly connected through a second flexible piece (46).

6. A wave dissipation barrier system according to claim 5, wherein, The second wave-damping structure unit (45) is provided with a water-containing cavity (451), and a water-permeable hole (452) is arranged on the cavity wall of the water-containing cavity (451).

7. A wave dissipation barrier system according to claim 3, wherein, The attachment piece (43) is connected to the corresponding side of the steel cylinder (33), and the second wave-damping structure (42) has a gap with at least one side of the steel cylinder (33).

8. The wave-dissipation dam system according to claim 1, characterized in that, a boss (301) extending towards the horizontal outer side is arranged on the upper part of the foundation (3); and / or, the concrete cylinder (32) is integrally prefabricated with the first wave-dissipation structure (41); and / or, the first wave-dissipation structure (41) between adjacent foundations (3) is alternately connected to the two sides of the foundation (3).

9. A method of construction for a wave dissipation barrier, characterised in that, The wave-dissipation dam system according to any one of claims 3-7, comprising the following steps: S1. The concrete cylinder (32) and the steel cylinder (33) are prefabricated separately and transported to the vicinity of the installation position, wherein the first wave-dissipation structure (41) is connected to the concrete cylinder (32), and the attachment (43) is connected to the steel cylinder (33); S2. The concrete cylinder (32) is connected above the steel cylinder (33) to form a cylinder (30); S3. The cylinder (30) is hoisted as a whole to the installation position; S4. The cylinder (30) is lowered so that it sinks to the design elevation by its own weight, wherein a part of the concrete cylinder (32) is submerged in the water surface (37), the steel cylinder (33) is completely submerged in the water surface (37), and the bottom of the steel cylinder (33) is sunk into the water bottom surface (39); S5. The filler (31) is filled in the cylinder (30), and the second wave-dissipation structure (42) is sunk underwater, and the second wave-dissipation structure (42) is flexibly connected to the corresponding attachment (43).

10. The construction method for the wave-dissipation dam according to claim 9, characterized in that, in step S1, the first wave-dissipation structure (41) is integrally prefabricated with the concrete cylinder (32); the cylinder (30) is provided with a high-pressure water facility (34) and an air curtain (35) at the lower part, and in step S4, the high-pressure water facility (34) and the air curtain (35) are opened during the sinking process of the cylinder (30), the high-pressure water facility (34) is used to reduce the end resistance of the underwater soil to the cylinder (30), and the air curtain (35) is used to reduce the side resistance of the underwater soil to the cylinder (30); the cylinder (30) is provided with a GPS and / or an inclinometer at the upper part, and in step S4, the inclination of the cylinder (30) is adjusted by using the GPS and / or the inclinometer, the high-pressure water facility (34), and the air curtain (35).

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