Wave wall structure and breakwater

Abstract

The utility model relates to the field of breakwater top wave resistance, in particular to a wave wall structure and a breakwater. Comprising a bottom plate part, a wave wall part and a back wave wall part which are integrally formed, a filling structure is arranged between the wave wall part and the back wave wall part, the filling structure is located on the bottom plate part, the top elevation of the filling structure is equal to or higher than the top of the back wave wall part, and a drainage ditch is formed in the side, away from the wave wall part, of the back wave wall part. The top of the side wall, close to the back wave wall part, of the drainage ditch is equal to or lower than the top of the back wave wall part. According to the wave wall structure, overtopping water can be collected and discharged in time, the time that the wave wall structure is soaked by seawater is greatly shortened, and the safety of the wave wall structure and the environment attractiveness are facilitated; according to the wave wall structure, the integrity and durability of the wave wall structure can be improved, the probability of displacement and dislocation between all the components is reduced, and the wave wall structure can resist sea waves with higher strength.

Description

Technical Field

[0001] The utility model relates to the field of embankment wave protection, in particular to a wave protection wall structure and a breakwater. Background Art

[0002] The wave-breaking wall is a structure set up on the water retaining side of the embankment top to prevent waves from crossing over the embankment top. In the process of realizing this application, the applicant found that: with the influence of factors such as wind force, the height of the waves crossing over varies from time to time. Based on cost control considerations, the height of the wave-breaking wall cannot be increased indefinitely. Some waves will eventually cross the wave-breaking wall. The current common wave-breaking wall structure does not consider how to deal with this part of the wave water, resulting in the wave water gathering at the rear of the wave-breaking wall and eroding the wave-breaking wall, affecting the structural safety of the wave-breaking wall. Utility Model Content

[0003] The utility model aims to overcome the problem in the prior art that over-wave water gathers at the rear of a wave-breaking wall, and provides a wave-breaking wall structure and a breakwater.

[0004] In the first aspect, the utility model provides a wave-breaking wall structure, including an integrally formed bottom plate portion, a wave-blocking wall portion and a back-wave wall portion, a filling structure is arranged between the wave-blocking wall portion and the back-wave wall portion, the filling structure is located above the bottom plate portion, the top elevation of the filling structure is equal to or higher than the top of the back-wave wall portion, a drainage ditch is arranged on the side of the back-wave wall portion away from the wave-blocking wall portion, and the top of the side wall of the drainage ditch close to the back-wave wall portion is equal to or lower than the top of the back-wave wall portion.

[0005] The present application provides a wave-breaking wall structure, which can collect and discharge over-wave water in time, greatly reduce the time that the wave-breaking wall structure is soaked in seawater, and is beneficial to the safety of the wave-breaking wall structure and the beauty of the environment, by arranging a drainage ditch on the outer side of a back-wave wall portion separated from the wave-blocking wall portion, and arranging a filling structure on the bottom plate portion, the top elevation of which is greater than the top of the back-wave wall portion and the side wall of the drainage ditch. The bottom plate portion, the wave-blocking wall portion and the back-wave wall portion are integrally formed, which can improve the integrity and durability of the wave-breaking wall structure, reduce the probability of displacement and dislocation between the various components, and enable the wave-breaking wall structure to withstand waves of greater intensity.

[0006] Preferably, the filling structure comprises a lower filling layer and an upper road paving layer, wherein the lower filling layer is made of block stones and cement mortar, and the upper road paving layer can be used for pedestrians or vehicles to pass by.

[0007] Preferably, the wave-breaking wall structure also includes a drainage pipe, one end of which is connected to the drainage ditch, and the other end is connected to the water side of the wave-breaking wall portion. The drainage pipe is located above the bottom plate portion and passes through the wave-breaking wall portion and the back-wave wall portion in sequence.

[0008] The drainage pipes are arranged at intervals along the extension direction of the wave-breaking wall structure. The drainage pipes can discharge the over-wave water collected in the drainage ditch to the water side of the wave-breaking wall structure.

[0009] Preferably, an asphalt wood wool board is arranged between the side wall of the drainage ditch close to the back wave wall and the back wave wall.

[0010] Preferably, the opening of the drainage ditch is equipped with a steel grille cover.

[0011] Preferably, an arc-shaped groove is provided on the water-facing side of the wave-breaking wall portion.

[0012] When the waves hit the wave-breaking wall, part of the waves will change the flow direction along the arc surface of the arc-shaped groove, causing internal impact of the waves, thereby reducing the impact kinetic energy of the waves on the wave-breaking wall structure.

[0013] Preferably, a plain concrete cushion layer and a crushed stone cushion layer are laid under the bottom plate portion, wherein the plain concrete cushion layer is formed by filling with concrete, and the crushed stone cushion layer is formed by filling with crushed stone.

[0014] In the second aspect, the utility model provides a breakwater, including a breakwater core and a wave-breaking wall structure as described above, wherein the breakwater core has a top surface and an outer slope and an inner slope distributed on both sides of the top surface, and the wave-breaking wall structure is located on the top surface of the breakwater core, with the wave-blocking wall portion on the same side as the outer slope and the wave-repelling wall portion on the same side as the inner slope.

[0015] The breakwater provided in the present application, due to the use of the above-mentioned wave-breaking wall structure, can collect and promptly discharge overtopping wave water, greatly reducing the time that the wave-breaking wall structure is soaked in seawater, which is beneficial to the safety of the wave-breaking wall structure and the beauty of the environment; it can also improve the integrity and durability of the wave-breaking wall structure, so that the wave-breaking wall structure can withstand waves of greater intensity.

[0016] Preferably, a cement mixing pile layer is provided below the core of the embankment, and the cement mixing pile layer includes at least two cement mixing piles; a foundation cushion layer is provided between the core of the embankment and the cement mixing pile layer, and the foundation cushion layer includes two stone cushion layers and a replacement sand cushion layer distributed in sequence from top to bottom, the two stone cushion layers are formed by filling two stones, and the replacement sand cushion layer is formed by filling replacement sand.

[0017] If the lower part of the seawall is a soft foundation of silt, cement mixing piles can be used for foundation treatment. The cement mixing piles are arranged along the extension direction of the breakwater to improve the bearing capacity of the foundation.

[0018] Preferably, two stone layers and a crushed stone filter layer are provided on the inner slope, the upper ends of the two stone layers and the crushed stone filter layer extend to the top surface of the embankment core and are connected to the wave-breaking wall structure, two layers of geotextiles are provided between the two stone layers and the crushed stone filter layer, the two stone layers are formed by filling two stones, and the crushed stone filter layer is formed by filling crushed stones.

[0019] Preferably, the core of the embankment is composed of quartz with a mud content of less than 5% and a mass of 1 to 500 kg; the foundation cushion layer extends out of the foot of the outer slope, and a twisted Wang-shaped block layer is laid on the outer slope, one end of the twisted Wang-shaped block layer extends to the top surface of the core of the embankment and is connected to the wave-breaking wall structure, and the other end extends to the foundation cushion layer, and the twisted Wang-shaped block layer is formed by filling twisted Wang-shaped blocks; a first stone layer and a second stone layer are arranged between the twisted Wang-shaped block layer and the core of the embankment, the first stone layer is arranged close to the core of the embankment, and one end of the second stone layer extends to the top surface of the core of the embankment , the other end extends to the foundation cushion layer, the first stone layer is composed of stones with a mass of 10 to 100 kg, and the second stone layer is composed of stones with a mass of 300 to 500 kg; a supporting stone is arranged on the water side of the lower end of the twisted Wang block layer, and the supporting stone is a concrete block, and the supporting stone is located on the second stone layer; a bottom protection structure is arranged on the water side of the lower end of the twisted Wang block layer, and the bottom protection structure covers the ends of the foundation cushion layer and the second stone layer, and the bottom protection structure is composed of stones with a mass of 800 to 1000 kg.

[0020] The twisted king-shaped block layer can be used to break waves, reduce the impact of waves on breakwaters and wave-breaking wall structures, help reduce wave heights and maintain structural safety.

[0021] Compared with the prior art, the utility model has the following beneficial effects:

[0022] 1. The present application provides a wave-breaking wall structure, which can collect and timely discharge over-wave water by arranging a drainage ditch on the outer side of the back wave wall portion separated from the wave-blocking wall portion, and arranging a filling structure with a top elevation greater than the top of the back wave wall portion and the side wall of the drainage ditch on the bottom plate portion, thereby greatly reducing the time for the wave-breaking wall structure to be soaked in seawater, which is beneficial to the safety of the wave-breaking wall structure and the beauty of the environment; the bottom plate portion, the wave-blocking wall portion and the back wave wall portion are integrally formed, which can improve the integrity and durability of the wave-breaking wall structure, reduce the probability of displacement and dislocation between various components, and enable the wave-breaking wall structure to withstand waves of greater intensity;

[0023] 2. The breakwater provided in the present application, due to the use of the wave-breaking wall structure as described above, can collect and promptly discharge overtopping water, greatly reducing the time that the wave-breaking wall structure is soaked in seawater, which is beneficial to the safety of the wave-breaking wall structure and the beauty of the environment; it can also improve the integrity and durability of the wave-breaking wall structure, so that the wave-breaking wall structure can withstand waves of greater intensity. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] Figure 1 It is a cross-sectional view of the breakwater described in the utility model;

[0025] Figure 2 for Figure 1 Detail of part A in the middle.

[0026] Markings in the figure:

[0027] 1-bottom plate; 11-wave-blocking wall; 111-arc groove; 12-back wave wall; 13-drainage ditch; 131-drainage pipe; 14-lower filling layer; 15-upper road pavement layer; 16-plain concrete cushion layer; 17-gravel cushion layer;

[0028] 2-embankment core; 21-two stone cushion layers; 211-replacement sand cushion layer; 212-bagged sand; 22-twisted Wang-shaped block layer; 221-first stone layer; 222-second stone layer; 223-foot prism; 224-supporting stone; 225-bottom protection structure; 23-two stone layers; 231-crushed stone filter layer; 232-geotextile. DETAILED DESCRIPTION

[0029] The present invention is further described in detail below in conjunction with specific embodiments. However, this should not be understood as the scope of the above subject matter of the present invention being limited to the following embodiments, and all technologies realized based on the content of the present invention belong to the scope of the present invention.

[0030] Unless otherwise specified, in the description of the specific embodiments of the present utility model, the expression terms indicating the orientation or position relationship such as "upper", "lower", "left", "right", "center", "inside", "outside", etc. are all based on the expression of the orientation or position relationship shown in the drawings, or the orientation or position relationship when the product / equipment / device of the utility model is usually used. These terms of orientation or position relationship are only for the convenience of describing the scheme of the utility model or simplifying the description in the specific embodiments, so that technicians can quickly understand the scheme, rather than indicating or implying that a specific device / component / element must have a specific orientation, or be constructed and operated in a specific position relationship, and therefore cannot be understood as a limitation on the present utility model.

[0031] In addition, if the terms "horizontal", "vertical", "overhanging", "parallel" and the like appear, it does not mean that the corresponding devices / components / elements are required to be absolutely horizontal or vertical or overhanging or parallel, but may be slightly tilted or have deviations. For example, "horizontal" only means that its direction is more horizontal than "vertical", and does not mean that the structure must be completely horizontal, but may be slightly tilted. Alternatively, it can be simplified to mean that the corresponding devices / components / elements are set in directions such as "horizontal", "vertical", "overhanging", "parallel", etc., and can have an error / deviation of ±10% relative to the corresponding direction setting, more preferably an error / deviation within ±8%, more preferably an error / deviation within ±6%, more preferably an error / deviation within ±5%, and more preferably an error / deviation within ±4%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its role in the solution of the utility model.

[0032] In addition, the expressions “first”, “second”, “third”, etc., which appear in the terms, are merely used to distinguish the description of the same or similar components and should not be understood as emphasizing or implying the relative importance of specific components.

[0033] In addition, in the description of the embodiments of the present invention, "several", "multiple" and "a number" represent at least 2. It can be any number such as 2, 3, 4, 5, 6, 7, 8, 9, and even more than 9.

[0034] In addition, in the description of the technical solution of the utility model, unless otherwise clearly specified / defined / restricted, the terms "set", "install", "connect", "connected", "provided with", "laid", and "arranged" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection, and can be welding, riveting, bolting, threading, and other commonly used connection means in the field. This connection can be a mechanical connection, an electrical connection, or a communication connection; it can be a direct connection, or an indirect connection through an intermediate medium, and it can be the internal communication of two components.

[0035] Example 1

[0036] A wave-breaking wall structure provided in this embodiment includes an integrally formed bottom plate portion 1, a wave-blocking wall portion 11 and a wave-back wall portion 12, a filling structure is arranged between the wave-blocking wall portion 11 and the wave-back wall portion 12, the filling structure is located above the bottom plate portion 1, the top elevation of the filling structure is equal to or higher than the top of the wave-back wall portion 12, a drainage ditch 13 is arranged on the side of the wave-back wall portion 12 away from the wave-blocking wall portion 11, and the top of the side wall of the drainage ditch 13 close to the wave-back wall portion 12 is equal to or lower than the top of the wave-back wall portion 12.

[0037] The bottom plate portion 1, the wave-breaking wall portion 11 and the back-wave wall portion 12 respectively refer to different parts of the wave-breaking wall structure. In order to facilitate the description of the technical solution, the present invention distinguishes the bottom plate portion 1, the wave-breaking wall portion 11 and the back-wave wall portion 12. In the actual structure, they are usually formed in one piece, wherein: the wave-breaking wall portion 11 and the back-wave wall portion 12 are respectively located on both sides of the bottom plate portion 1, and the top elevations of the wave-breaking wall portion 11 and the back-wave wall portion 12 are both greater than the bottom plate portion 1; in addition, at the wave-breaking wall portion 11, the back-wave wall portion 12 The concave space formed by the wall portion 12 and the bottom plate portion 1 is filled with a filling structure, and a drainage ditch 13 is arranged on the side of the back wave wall portion 12 away from the wave-blocking wall portion 11. The filling structure, the back wave wall portion 12 and the side wall of the drainage ditch 13 close to the back wave wall portion 12 satisfy the following relationship: the top surface elevation of the filling structure ≥ the top surface elevation of the back wave wall portion 12 ≥ the top surface elevation of the side wall of the drainage ditch 13 close to the back wave wall portion 12, so that the wave water that passes over the wave-blocking wall portion 11 can flow and gather into the drainage ditch 13.

[0038] The top elevation of the wave-breaking wall portion 11 is generally greater than the top elevations of the filling structure and the wave-retaining wall portion 12 .

[0039] The wave-breaking wall structure is a strip-shaped member having a certain length extending along the waterfront, the wave-breaking wall portion 11 is located on the side close to the waterfront, i.e., the water side, and the wave-repelling wall portion 12 is located on the side away from the waterfront, i.e., the water side. It should be noted that the integral formation of the wave-breaking wall structure refers to the integral formation of the bottom plate portion 1, the wave-breaking wall portion 11 and the wave-repelling wall portion 12 in its cross section, and the wave-breaking wall structure can be arranged in sections in the extension direction of the waterfront.

[0040] The filling structure may include a lower filling layer 14 and an upper road paving layer 15, wherein the lower filling layer 14 may be formed by filling with blocks of stone and cement mortar, and the upper road paving layer 15 is a road pavement and can be used for pedestrians or vehicles to pass by.

[0041] The present application provides a wave-breaking wall structure, which can collect and discharge over-wave water in time, greatly reduce the time that the wave-breaking wall structure is soaked in seawater, and is beneficial to the safety of the wave-breaking wall structure and the beauty of the environment, by arranging a drainage ditch 13 on the outer side of a back-wave wall portion 12 separated from the wave-breaking wall portion 11, and arranging a filling structure on the bottom plate portion 1, the top elevation of which is greater than the top of the back-wave wall portion 12 and the side wall of the drainage ditch 13. The bottom plate portion 1, the wave-breaking wall portion 11 and the back-wave wall portion 12 are integrally formed, which can improve the integrity and durability of the wave-breaking wall structure, reduce the probability of displacement and dislocation between the components, and enable the wave-breaking wall structure to withstand waves of greater intensity.

[0042] In one or more embodiments, the wave-breaking wall structure is provided with a plurality of drainage pipes 131 at intervals along the extending direction of the waterfront, one end of the drainage pipe 131 is connected to the drainage ditch 13, and the other end is connected to the water side of the wave-breaking wall portion 11, such as Figure 2 As shown, the drainage pipe 131 passes through the side wall of the drainage ditch 13, the back wave wall portion 12 and the wave-breaking wall portion 11 in sequence, and is inclined in the direction toward the wave-breaking wall portion 11, so as to discharge the over-wave water collected in the drainage ditch 13 to the water side of the wave-breaking wall structure, forming a water circulation, without the need for additional storage and treatment mechanisms to dispose of the over-wave water.

[0043] Specifically, the drainage pipe 131 can be a PVC pipe with a diameter of 130 to 170 mm, preferably 150 mm. The drainage pipe 131 can be arranged along the extending direction of the waterfront at intervals of 2.5 to 3.5 meters, preferably 3 meters.

[0044] The side wall of the drainage ditch 13 close to the back wave wall 12 can be formed integrally with the back wave wall 12, or can be separately provided. If separately provided, an asphalt wood wool board can be provided between the side wall of the drainage ditch 13 close to the back wave wall 12 and the back wave wall 12 as a retractable waterproof material. The opening of the drainage ditch 13 can be matched with a steel grille cover to prevent solid waste from entering the drainage ditch 13.

[0045] The water-facing side of the wave-blocking wall portion 11 may be provided with an arc-shaped groove 111, such as Figure 2 As shown, the arc-shaped groove 111 can change the flow direction of part of the waves when the waves impact the wave-breaking wall structure, so that it flows along the arc-shaped surface of the arc-shaped groove 111, causing mutual impact inside the waves, thereby reducing the impact kinetic energy of the waves on the wave-breaking wall structure, which is beneficial to reducing overtopping water and maintaining the safety of the wave-breaking wall structure.

[0046] A plain concrete cushion layer 16 and a crushed stone cushion layer 17 may be laid under the bottom plate 1, wherein the plain concrete cushion layer 16 may be formed by filling C20 concrete, and the crushed stone cushion layer 17 may be formed by filling crushed stone. The thickness of the plain concrete cushion layer 16 may be selected to be 150 mm, and the thickness of the crushed stone cushion layer 17 may be selected to be 250 mm.

[0047] Example 2

[0048] A breakwater provided in this embodiment includes a breakwater core 2 and a wave-breaking wall structure as described in Example 1, wherein: the breakwater core 2 has a top surface and an outer slope and an inner slope distributed on both sides of the top surface, the wave-breaking wall structure is located on the top surface of the breakwater core 2, the wave-retaining wall portion 11 is on the same side as the outer slope, and the wave-repelling wall portion 12 is on the same side as the inner slope.

[0049] The core 2 of the dike is the main part of the breakwater and has a certain length extending along the waterfront. The cross-section of the core 2 of the dike is approximately trapezoidal, with a top surface and an outer slope and an inner slope connected to the top surface, wherein: the outer slope is located on the side close to the waterfront, and the inner slope is located on the side away from the waterfront. The core 2 of the dike can be composed of quarrying stones with a mud content of less than 5% and a mass of 1 to 500 kg. A wave-breaking wall structure can be set on the top surface of the core 2 to prevent waves from overturning the breakwater.

[0050] The breakwater provided in the present application, due to the use of the above-mentioned wave-breaking wall structure, can collect and promptly discharge overtopping wave water, greatly reducing the time that the wave-breaking wall structure is soaked in seawater, which is beneficial to the safety of the wave-breaking wall structure and the beauty of the environment; it can also improve the integrity and durability of the wave-breaking wall structure, so that the wave-breaking wall structure can withstand waves of greater intensity.

[0051] In one or more embodiments, a cement mixing pile layer is provided below the embankment core 2, and the cement mixing pile layer includes at least two cement mixing piles. In the case where the lower part of the seawall is a weak foundation of silt, cement mixing piles can be used for foundation treatment, and the cement mixing piles are arranged along the extension direction of the breakwater, which can be used to improve the bearing capacity of the foundation and thus maintain the safety of the upper structure.

[0052] A foundation cushion layer can be set between the embankment core 2 and the cement mixing pile layer, and the foundation cushion layer includes two stone cushion layers 21 and a replacement sand cushion layer 211 distributed in sequence from top to bottom, wherein: the two stone cushion layers 21 are formed by filling two stones, and the thickness can be selected to be 500mm, and the replacement sand cushion layer 211 is formed by filling replacement sand, and the thickness can be selected to be 1000mm, and bagged sand 212 can be set at both lateral ends of the replacement sand cushion layer 211, and the bagged sand 212 encloses the replacement sand to prevent the flowing sea water from sweeping away the replacement sand.

[0053] like Figure 1 As shown, the foundation cushion layer can extend out of the slope foot of the outer slope and the inner slope of the embankment core 2, and a twisted Wang-shaped block layer 22 can be laid on the outer slope. The twisted Wang-shaped block layer 22 includes a plurality of twisted Wang-shaped blocks, which can be used to reduce the kinetic energy of the waves and reduce the impact of the waves on the breakwater and the wave-breaking wall structure, thereby helping to reduce the height of the waves and maintain the safety of the structure. A first stone layer 221 and a second stone layer 222 are sequentially arranged between the twisted Wang-shaped block layer 22 and the embankment core 2, wherein: the first stone layer 221 is arranged close to the embankment core 2, the first stone layer 221 is composed of blocks with a mass of 10 to 100 kg, and the second stone layer 222 is composed of blocks with a mass of 300 to 500 kg. The first stone layer 221 and the second stone layer 222 can play a fixing role to prevent the twisted Wang-shaped blocks from sliding along the outer slope.

[0054] Two stone layers 23 and a crushed stone filter layer 231 can be set on the inner slope of the embankment core 2, and two layers of geotextiles 232 can be laid between the two stone layers 23 and the crushed stone filter layer 231. The two stone layers 23 are formed by filling two pieces of stone, and the thickness can be selected to be 500mm. The crushed stone filter layer 231 can be formed by filling crushed stone with a particle size of 5 to 100mm, and the thickness can be selected to be 600mm.

[0055] Preferably, the upper ends of the twisted block layer 22 and the second stone layer 222 on the outer slope of the embankment core 2 can extend to the top surface of the embankment core 2 and connect with the wave-breaking wall structure, and the upper ends of the two stone layers 23 and the crushed stone filter layer 231 on the inner slope of the embankment core 2 can extend to the top surface of the embankment core 2 and connect with the wave-breaking wall structure, so as to fill and fix part of the structure below the wave-breaking wall structure to prevent it from displacement and damage.

[0056] In order to prevent the twisted W-shaped blocks and stones from sliding down, the lower ends of the twisted W-shaped block layer 22 and the second stone layer 222 on the outer slope of the embankment core 2 can be extended to the foundation cushion layer; more specifically, two 5-ton twisted W-shaped blocks can be used as pressure foot prisms 223, and the pressure foot prisms 223 can be arranged on the second stone layer 222, so that the weight of the pressure foot prisms 223 can not only prevent the twisted W-shaped blocks from sliding down, but also assist in preventing the stones from sliding down.

[0057] In some cases, the top surface elevation of the twisted block layer 22 is close to the designed low water level. A supporting stone 224 can be set on the water side of the pressure foot prism 223 to further improve the stability of the pavement structure. The supporting stone 224 can be selected as a concrete block of 5 to 7 tons, and the supporting stone 224 is also located on the second stone layer 222.

[0058] Furthermore, in order to prevent the foundation cushion layer and the second stone layer 222 from being washed away by the waves, a bottom protection structure 225 is provided on the water side of the lower end of the twisted block layer 22. Figure 1 As shown, the bottom protection structure 225 covers the end of the foundation cushion layer and the second stone layer 222 facing the water, and one end thereof is connected to the supporting stone 224. The bottom protection structure 225 can be composed of stones with a mass of 800 to 1000 kg.

[0059] It should be noted that the breakwater of the present application can be used on the coast as well as on the sides of water bodies such as lakes and rivers. The words such as waves and coast mentioned in the present application text are only for the convenience of describing the technical solution and should not be understood as limiting the scope of protection of the present application.

[0060] 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 in the protection scope of the present invention.

Claims

1. A wave-breaking wall structure, characterized in that: The invention comprises an integrally formed bottom plate portion (1), a wave-breaking wall portion (11) and a wave-back wall portion (12); a filling structure is arranged between the wave-breaking wall portion (11) and the wave-back wall portion (12); the filling structure is located above the bottom plate portion (1); the top elevation of the filling structure is equal to or higher than the top of the wave-back wall portion (12); a drainage ditch (13) is arranged on a side of the wave-back wall portion (12) away from the wave-breaking wall portion (11); the top of the side wall of the drainage ditch (13) close to the wave-back wall portion (12) is equal to or lower than the top of the wave-back wall portion (12).

2. A wave-breaking wall structure according to claim 1, characterized in that: The filling structure comprises a lower filling layer (14) and an upper road paving layer (15), wherein the lower filling layer (14) is made of block stones and cement mortar.

3. A wave-breaking wall structure according to claim 1, characterized in that: It also comprises a drainage pipe (131), one end of which is connected to the drainage ditch (13), and the other end of which is connected to the water side of the wave-blocking wall portion (11); the drainage pipe (131) is located above the bottom plate portion (1) and passes through the wave-blocking wall portion (11) and the back-wave wall portion (12) in sequence.

4. A wave-breaking wall structure according to claim 1, characterized in that: An asphalt wood fiber board is arranged between the side wall of the drainage ditch (13) close to the back wave wall (12) and the back wave wall (12); and / or, The opening of the drainage ditch (13) is matched with a steel grille cover.

5. A wave-breaking wall structure according to claim 1, characterized in that: An arc-shaped groove (111) is provided on the water-facing side of the wave-blocking wall portion (11).

6. A wave-breaking wall structure according to claim 1, characterized in that: A plain concrete cushion layer (16) and a crushed stone cushion layer (17) are laid below the bottom plate (1); the plain concrete cushion layer (16) is formed by filling concrete, and the crushed stone cushion layer (17) is formed by filling crushed stone.

7. A breakwater, characterized in that: It comprises a dike core and a wave-breaking wall structure as claimed in any one of claims 1 to 6, wherein the dike core (2) has a top surface and an outer slope and an inner slope distributed on both sides of the top surface, the wave-breaking wall structure is located on the top surface of the dike core (2), the wave-blocking wall portion (11) is on the same side as the outer slope, and the wave-repelling wall portion (12) is on the same side as the inner slope.

8. A breakwater according to claim 7, characterized in that: A cement mixing pile layer is arranged below the embankment core (2), and the cement mixing pile layer includes at least two cement mixing piles; A foundation cushion layer is arranged between the embankment core (2) and the cement mixing pile layer, and the foundation cushion layer comprises two stone cushion layers (21) and a replacement sand cushion layer (211) which are sequentially distributed from top to bottom, the two stone cushion layers (21) are formed by filling two stones, and the replacement sand cushion layer (211) is formed by filling replacement sand.

9. A breakwater according to claim 8, characterized in that: Two stone layers (23) and a crushed stone filter layer (231) are arranged on the inner slope, the upper ends of the two stone layers (23) and the crushed stone filter layer (231) extend to the top surface of the embankment core (2) and are connected to the wave-breaking wall structure, two layers of geotextiles (232) are arranged between the two stone layers (23) and the crushed stone filter layer (231), the two stone layers (23) are formed by filling two stones, and the crushed stone filter layer (231) is formed by filling crushed stones.

10. A breakwater according to claim 8, characterized in that: The core of the embankment (2) is composed of rock with a mud content of less than 5% and a mass of 1 to 500 kg; The foundation cushion extends out of the foot of the outer slope, a twisted Wang-shaped block layer (22) is laid on the outer slope, one end of the twisted Wang-shaped block layer (22) extends to the top surface of the embankment core (2) and connects to the wave-breaking wall structure, and the other end extends to the foundation cushion, and the twisted Wang-shaped block layer (22) is formed by twisted Wang-shaped blocks; A first stone layer (221) and a second stone layer (222) are arranged between the twisted block layer (22) and the dike core (2), wherein the first stone layer (221) is arranged close to the dike core (2), and one end of the second stone layer (222) extends to the top surface of the dike core (2), and the other end extends to the foundation cushion layer, the first stone layer (221) is composed of blocks with a mass of 10 to 100 kg, and the second stone layer (222) is composed of blocks with a mass of 300 to 500 kg; A supporting stone (224) is arranged on the water-facing side of the lower end of the twisted block layer (22), wherein the supporting stone (224) is a concrete block and is located on the second stone layer (222); A bottom protection structure (225) is provided on the water-facing side of the lower end of the twisted block layer (22), and the bottom protection structure (225) covers the ends of the foundation cushion layer and the second stone layer (222). The bottom protection structure (225) is composed of blocks with a mass of 800 to 1000 kg.

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