Seawall top structure

Abstract

The utility model relates to the technical field of seawall structures, and discloses a seawall top structure which comprises a seawall top road, an upstream side wave wall and a downstream side wave wall, the seawall top road is located at the top of a seawall, and the upstream side wave wall and the downstream side wave wall are arranged on the upstream side and the downstream side of the top of the seawall respectively and connected with the seawall top road. A plurality of wave discharging openings are formed in the upstream side wave wall at intervals in the length direction of the dike, the wave discharging openings are in a horn shape, small openings face the upstream side, and large openings face the backwater side. And the part, close to the upstream side wave wall, of the top surface of the embankment crest road is lower than the part, close to the downstream side wave wall, of the top surface of the embankment crest road and is in a gentle slope shape. The seawall integrates the functions of wave dissipation, wave stagnation and wave discharge, the elevation of the top of the seawall can be reduced, meanwhile, the overtopping amount behind the seawall can be reduced, and the flood and tide prevention capacity of the seawall is improved; the structure is easy and convenient to construct, only relates to new construction or transformation of the seawall top structure, is low in construction cost and convenient to operate and manage, and has good application prospects.

Description

Technical Field

[0001] The utility model relates to the technical field of seawall structures, in particular to a seawall top structure integrating dissipation, stagnation and drainage. Background Art

[0002] With the development of society, in order to improve the ability of cities to resist natural disasters such as storm surges, coastal areas have raised the flood control standards of seawall projects in recent years; in addition, extreme natural phenomena such as storm surges have occurred frequently in recent years, and the tide level has continued to rise. The combination of the two has led to a significant increase in the design tide level of the seawall project, requiring a higher elevation of the seawall crest. However, due to the constraints of many factors such as seawall construction conditions, construction costs, and the ecological landscape function requirements of the seawall, it is difficult to continuously increase the elevation of the seawall crest. Therefore, how to reduce the crest elevation of the seawall through new technical measures and at the same time reduce the amount of overtopping behind the embankment is a technical problem in this field.

[0003] For example, Chinese patent ZL201710511221.9 achieves the purpose of reducing the height of the levee crest and the amount of overtopping through a complex seawall section system; Chinese patent ZL202120319801.X reduces the amount of overtopping by burying wave storage wells and drainage channels on the levee body to drain the overtopping. The above technologies all involve the structure of the levee body, and are suitable for the coordinated consideration of the seawall body filling when building a new seawall project. However, my country has built a large number of seawalls at present, and the technical engineering construction cost of the seawall body transformation is high. Therefore, if a new technology involving only the seawall crest is invented, and the seawall crest elevation can be reduced and the amount of overtopping behind the levee is reduced, it will be of great significance. Utility Model Content

[0004] In view of the defects and shortcomings in the prior art, the utility model proposes a seawall crest structure to solve the problem of how to achieve wave dissipation, wave stagnation and wave discharge through the seawall crest structure.

[0005] The above-mentioned purpose of the utility model is achieved through the following technical solutions:

[0006] A seawall top structure comprises a top road, a waterfront wave-breaking wall and a backwater wave-breaking wall, wherein the top road is located at the top of the seawall, the waterfront wave-breaking wall and the backwater wave-breaking wall are respectively arranged on the waterfront side and the backwater side of the top of the seawall, and connected with the top road; wherein:

[0007] A plurality of wave-discharging openings are arranged at intervals along the length of the dike on the wave-breaking wall on the water-facing side. The wave-discharging openings are trumpet-shaped, with the small opening facing the water-facing side and the large opening facing the water-retaining side; and

[0008] The top surface of the dike road is lower near the wave-breaking wall on the waterfront side than near the wave-breaking wall on the backside, and is in a gentle slope.

[0009] Preferably, the bottom of the wave outlet opening is not higher than the top of the embankment road.

[0010] Preferably, the water-facing side wave-breaking wall comprises a plurality of segmented walls arranged at intervals, a groove-shaped wave-discharging outlet is formed between every two adjacent segmented walls, and the groove depth is not less than the widest width of the wave-discharging outlet.

[0011] Preferably, the wave-breaking wall on the water-facing side is a continuous wall, the wave-discharging opening is in the shape of a doorway, and the minimum height of the opening is not less than the widest opening width of the wave-discharging opening.

[0012] Preferably, the width of the small opening of the wave-discharging opening is 0.15m to 0.25m, and the width of the large opening is twice the width of the small opening.

[0013] Preferably, the expansion angle of the large opening of the wave-discharging outlet relative to the small opening is 12° to 18°.

[0014] Preferably, the arrangement spacing of the wave-discharging outlets is 2m to 5m.

[0015] Preferably, the junctions between the pavement structure of the embankment road and the wave-breaking wall on the waterfront side and the wave-breaking wall on the backwater side are provided with joint water-stopping facilities.

[0016] Preferably, the elevation of the top of the wave-breaking wall on the waterfront side is lower than the elevation of the top of the wave-breaking wall on the backwater side.

[0017] Compared with the prior art, the beneficial effects of the technical solution of the utility model are:

[0018] (1) With the seawall top structure of the utility model, when the waves are transmitted from the sea area to the seawall, they hit the wave-breaking wall on the waterside. The impact consumes energy and the wave energy is weakened, which is the first energy dissipation of the waves. The overtopping waves that have passed over the wave-breaking wall on the waterside are temporarily detained in the wave-detention pool formed by the wave-detention wall on the waterside, the top road of the levee, and the wave-detention wall on the backwater side. The overtopping waves fall into the wave-detention pool and produce rolling turbulence, forming the second energy dissipation. The overtopping waves retained in the wave-detention pool gradually increase. Under the action of the potential energy of the water body, they will flow to the waterside through the wave-discharging outlet by themselves. Under the trumpet-shaped beam effect of the wave-discharging outlet, the flow velocity increases, and the waves outside the waterside of the seawall are collided, which can reduce the wave energy and form the third energy dissipation. In this way, after the above three energy dissipations, the wave energy is greatly reduced, thereby reducing the wave climbing height, and further reducing the elevation of the seawall top.

[0019] (2) By arranging trumpet-shaped wave-discharging outlets on the wave-breaking wall on the waterfront side, with the small outlet facing the waterfront side and the large outlet facing the waterside, the waves on the waterfront side of the seawall can be reduced from rushing into the wave detention pool through the wave-discharging outlets at the wave crest; at the same time, the water body tends to flow from the large outlet to the small outlet, making it easier for the overtopping waves in the wave detention pool to flow to the outside of the waterfront side of the seawall through the wave-discharging outlets; using the "Seawall Engineering Design Code" and relevant calculation formulas in hydraulics for calculation and analysis, if the overtopping amount multiplied by the arrangement spacing of the wave-discharging outlets is not greater than the flow capacity of the wave-discharging outlets, most of the overtopping waves retained in the wave detention pool can be discharged back to the sea area outside the waterfront side. In this way, the overtopping amount after entering the seawall can be greatly reduced through the above-mentioned wave detention and wave-discharging.

[0020] (3) The utility model integrates the functions of wave dissipation, wave retention and wave discharge, which can not only lower the elevation of the embankment top, but also reduce the amount of waves overtopping behind the embankment, thereby improving the flood control capacity of the seawall. In addition, the utility model is easy to construct and only involves the construction or renovation of the seawall top structure (not the embankment body). It has low construction cost and convenient operation and management, and has a good application prospect.

[0021] Other advantages, objectives and features of the present invention will be embodied in part through the following description, and in part will be understood by those skilled in the art through research and practice of the present invention. BRIEF DESCRIPTION OF THE DRAWINGS

[0022] Figure 1 It is a cross-sectional view of the seawall top structure in an exemplary embodiment of the present utility model;

[0023] Figure 2 It is a partial plan view of the seawall top structure in an exemplary embodiment of the utility model;

[0024] FIG3(A) and FIG3(B) are partial elevation views of the seawall top structure using a groove-shaped wave outlet and a door-shaped wave outlet, respectively;

[0025] Figure 4 This is a large-scale drawing of the wave outlet in an exemplary embodiment of the utility model;

[0026] In the figure: embankment top road 1, wave-breaking wall on the waterfront side 2, wave-breaking wall on the backwater side 3, wave outlet 4, and connecting seam water-stopping facility 5. DETAILED DESCRIPTION

[0027] The drawings are for illustrative purposes only and should not be construed as limiting the present patent;

[0028] In order to better illustrate the present embodiment, some parts in the drawings may be omitted, enlarged or reduced, and do not represent the size of the actual product;

[0029] It is understandable to those skilled in the art that some well-known structures and their descriptions may be omitted in the drawings;

[0030] In the description of the present utility model, it should be noted that, unless otherwise clearly specified and limited, the terms "set" and "connection" should be understood in a broad sense. For example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be directly connected or indirectly connected through an intermediate medium, which can be said to be the internal communication of two elements. For ordinary technicians in this field, the specific meanings of the above terms in the present utility model can be understood according to specific circumstances. The orientation or position relationship indicated by the terms "upper", "lower", "left", "right", "front", "back", etc. is based on the orientation or position relationship shown in the accompanying drawings, which is only for the convenience of describing the present utility model and simplifying the description, and does not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present utility model.

[0031] The technical solution of the utility model is further described below in conjunction with the accompanying drawings and embodiments.

[0032] like Figure 1 As shown, it is a cross-sectional view of the seawall crest structure in an exemplary embodiment of the utility model, and the seawall crest structure includes a crest road 1, a water-side wave-breaking wall 2 and a back-side wave-breaking wall 3. The crest road 1 is located at the top of the seawall, and the crest elevation is generally 0.5m to 1.0m higher than the design tide level according to the wave height, such as 0.6m. The crest width is generally 5m to 8m according to the level of the seawall, for example, for a level 1 seawall, the crest width is 8m. The top surface of the crest road 1 near the water-side wave-breaking wall is lower than that near the back-side wave-breaking wall, and is in a gentle slope shape. Further, the crest road is set with a gentle slope of 1% to 2%. The water-side wave-breaking wall 2 is located on the water-side of the top of the seawall and connected to the crest road 1, and the back-side wave-breaking wall 3 is located on the back-side of the top of the seawall and connected to the crest road 1, so that a wave detention pool is formed for the overpassing waves that have crossed the water-side wave-breaking wall to be temporarily detained. The bottom of the wave detention pool is sloping, and combined with the effect of water potential energy, the overtopping waves retained in the wave detention pool can flow toward the waterfront side of the seawall through the wave discharge outlet 4 described below.

[0033] like Figure 2 As shown, a plurality of wave-discharging openings 4 are arranged on the wave-breaking wall 2 on the water-facing side at intervals along the length of the dike, and the wave-discharging openings 4 are trumpet-shaped, with the small opening facing the water-facing side and the large opening facing the water-retaining side. In this way, the waves on the water-facing side of the seawall can be reduced from flowing into the wave-detention pool through the wave-discharging openings at the wave crest; at the same time, the water body is easy to flow from the large opening to the small opening, which is convenient for the over-flowing waves in the wave-detention pool to flow to the outside of the water-facing side of the seawall through the wave-discharging openings 4; in addition, the over-flowing waves are increased in velocity under the beam effect of the trumpet-shaped wave-discharging openings, and they are counteracted with the waves outside the water-facing side of the seawall, which can reduce the wave energy and reduce the wave climbing height, thereby reducing the seawall crest elevation. In this way, in order to cope with the continuously improved flood control standards of seawall projects in recent years, it is not necessary to "require the seawall crest elevation to be higher".

[0034] Further, the top elevation of the water-side wave-breaking wall 2 is lower than the top elevation of the back-side wave-breaking wall 3, so as to form a multi-functional wave-breaking wall structure with layers from low to high, such as protection and landscape. For example, the water-side wave-breaking wall and the back-side wave-breaking wall can be designed and arranged in combination with railing bases, guardrails, flower beds, etc. In specific implementation, the height of the water-side wave-breaking wall 2 and the back-side wave-breaking wall 3 can generally be 0.6m to 1.0m, such as 0.8m, and the difference in top elevation between the two is the gentle slope structure of the embankment top road 1.

[0035] In order to facilitate the overtopping of the wave detention pool to be discharged to the waterside of the seawall through the wave outlet 4 as much as possible, the bottom of the wave outlet opening is not higher than the embankment top road 1, and can be slightly lower than or flush with the road surface at the corresponding position of the embankment top road 1.

[0036] In some embodiments, as shown in FIG. 3(A), the water-facing side wave-breaking wall 2 includes a plurality of segmented walls arranged at intervals, a groove-shaped wave-discharging outlet 4 is formed between each two adjacent segmented walls, and the groove depth is not less than the widest width of the wave-discharging outlet.

[0037] In some other embodiments, as shown in FIG3(B), the water-facing side wave-breaking wall 2 is a continuous wall, the wave-discharging opening 4 is a door-shaped opening with a rectangular cross section, and the minimum height of the opening is not less than the width of the large opening of the wave-discharging opening. It can be understood that when the minimum height of the opening is not less than the width of the large opening of the wave-discharging opening, whether the opening height changes or not, the wave-discharging effect has no difference, so only the minimum height of the opening is required.

[0038] It should be noted that the wave outlet 4 can also be set to other trumpet shapes, for example, a trumpet-shaped wave outlet formed by expanding the upper side of the above-mentioned door-shaped wave outlet outward, but considering various aspects such as simple structure and convenient calculation, the wave outlet structure shown in Figure 3 (A) or Figure 3 (B) is preferred.

[0039] It can be understood that when the width of the small mouth is too large, waves are easy to flow directly into the wave detention pool from the wave discharge port 4; and when the width of the small mouth is too small, the overtopping waves in the wave detention pool are not easy to be discharged from the wave discharge port 4. In addition, it should be noted that the size of the outer expansion angle of the large mouth of the wave discharge port relative to the small mouth should be such that the trumpet shape formed is basically consistent with the hydraulic flow shape when water flows from the large mouth to the small mouth. After such comprehensive limitation, the wave discharge port 4 can form a "difficult to enter and easy to exit" flow effect.

[0040] When implementing it, Figure 4 As shown, the width of the small opening of the wave-discharging opening 4 can be 0.15m-0.25m, the width of the large opening can be twice the width of the small opening, and the expansion angle of the large opening relative to the small opening can be 12°-18°. For example, the width of the small opening is 0.2m, the width of the large opening is 0.4m, and the expansion angle is 16°.

[0041] In addition, it should be noted that the spacing between wave-discharging outlets should not be too small or too large, and should be between 2m and 5m to ensure the appropriate height of the wave-breaking wall on the waterfront side, while at the same time better exerting its wave-blocking and wave-discharging functions.

[0042] The joints of the pavement structure of the dike top road 1 and the wave-breaking wall 2 on the waterfront side and the wave-breaking wall 3 on the backside are provided with joint water-stopping facilities 5 to prevent water leakage from the joints. During implementation, common water-stopping facilities such as water-stopping sheets, concrete water-stopping plugs, and asphalt felt can be selected according to specific working conditions.

[0043] The present disclosure also provides a method for arranging the above-mentioned seawall crest structure, comprising the following steps:

[0044] S1. Determine the dike crest elevation and width based on the seawall grade, design tide level, and wave characteristics, and preliminarily plan the height of the wave-breaking wall on the waterfront side;

[0045] S2. Calculate the overtopping amount q that passes over the wave-breaking wall on the upstream side;

[0046] S3. Preliminarily determine the size of the wave outlet based on the calculated overtopping amount, and calculate the flow capacity Q of the wave outlet;

[0047] S4. Use the formula L=Q / q to calculate and obtain the spacing L of the wave outlets.

[0048] As is known to all, the overtopping refers to the amount of water that flows over the seawall per second on a seawall with a unit width of 1m, and its unit is (m 3 / s·m). The overtopping amount q over the wave-breaking wall on the waterfront side is calculated using the formula in the Code for Design of Seawall Engineering, and the flow capacity Q of the wave outlet is calculated using the hydraulic formula. The spacing L of the wave outlet can be calculated using the formula L=Q / q.

[0049] In step S3, the "calculated overtopping amount" is divided into three types according to the relevant standards in the "Seawall Engineering Design Code": if the overtopping amount calculated according to the preliminary proposed height of the water-facing wave wall is 0.05m 3 / (s·m) or more, the overtopping is large; 0.01m 3 / (s·m)~0.05m 3 / (s·m) is considered medium overtopping; 0.01m 3 / (s·m) or less means that the overtopping amount is small. Thus, when the overtopping amount is large, the size of the wave outlet can be initially planned to be the largest; when the overtopping amount is small, the size of the wave outlet can be initially planned to be the smallest.

[0050] Further, in step S4:

[0051] If the calculated result L is between 2m and 5m, the height of the wave-breaking wall on the waterside and the size of the wave outlet are initially proposed to be reasonable.

[0052] If the calculated result L is greater than 5m, return to step S3 first, reduce the size of the wave outlet and recalculate. You can take multiple different values ​​for trial calculation. If the calculated result L is still greater than 5m, return to step S1, lower the height of the wave-breaking wall on the waterfront side and recalculate until the calculated result L is between 2m and 5m.

[0053] If the calculated result L is less than 2m, return to step S3 first, increase the size of the wave outlet and recalculate. You can take multiple different values ​​for trial calculation. If the calculated result L is still less than 2m, return to step S1, increase the height of the wave-breaking wall on the waterfront side and recalculate until the calculated result L is between 2m and 5m.

[0054] Usually, after several rounds of calculations, the height of the wave-breaking wall on the waterfront side, the size of the wave-discharging outlet and the spacing of the wave-discharging outlet can be determined, and then the seawall crest structure can be arranged according to the determined parameters.

[0055] In a specific embodiment, the relevant parameters of the seawall crest structure are determined as follows: the height of the wave-breaking wall on the waterfront side is 0.8m; the width of the small opening of the wave-discharging outlet is 0.2m, the width of the large opening is 0.4m, and the outward expansion angle is 16°; the spacing L of the wave-discharging outlet is about 2.5m.

[0056] It has been verified by the wind and wave physical model that under the same wave characteristics and design tide conditions, and when the other levee structures except the levee crest structure are the same, the seawall crest structure of the above embodiment can reduce the levee crest elevation by about 0.8m compared with the existing conventional seawall crest structure, and reduce the overtopping amount after entering the levee by about 85%, with a significant effect.

[0057] The above is only a preferred specific embodiment of the present invention, but the protection scope of the present invention is not limited thereto. Any technician familiar with the technical field can make equivalent substitutions or changes within the technical scope disclosed by the present invention according to the technical solution and concept of the present invention, which should be included in the protection scope of the present invention.

Claims

1. A seawall crest structure, characterized in that: It includes a dike top road, a water-facing side wave-breaking wall and a back-facing side wave-breaking wall. The dike top road is located at the top of the seawall. The water-facing side wave-breaking wall and the back-facing side wave-breaking wall are respectively arranged on the water-facing side and the back-facing side of the top of the seawall and connected with the dike top road. A plurality of wave-discharging openings are arranged at intervals along the length of the dike on the wave-breaking wall on the water-facing side. The wave-discharging openings are trumpet-shaped, with the small opening facing the water-facing side and the large opening facing the water-retaining side; and The top surface of the dike road is lower near the wave-breaking wall on the waterfront side than near the wave-breaking wall on the backside, and is in a gentle slope.

2. The seawall crest structure according to claim 1, characterized in that: The bottom of the wave outlet opening is not higher than the embankment top road.

3. The seawall crest structure according to claim 1, characterized in that: The water-facing side wave-breaking wall comprises a plurality of segmented walls arranged at intervals, a groove-shaped wave-discharging outlet is formed between every two adjacent segmented walls, and the groove depth is not less than the widest width of the wave-discharging outlet.

4. The seawall crest structure according to claim 1, characterized in that: The water-facing side wave-breaking wall is a continuous wall, the wave-discharging opening is in the shape of a doorway, and the minimum height of the opening is not less than the widest opening width of the wave-discharging opening.

5. The seawall crest structure according to claim 1, characterized in that: The width of the small opening of the wave-discharging outlet is 0.15m to 0.25m, and the width of the large opening is twice the width of the small opening.

6. The seawall crest structure according to claim 1, characterized in that: The expansion angle of the large opening of the wave-discharging outlet relative to the small opening is 12° to 18°.

7. The seawall crest structure according to claim 1, characterized in that: The arrangement spacing of the wave-discharging outlets is 2m to 5m.

8. The seawall crest structure according to claim 1, characterized in that: The connection points between the pavement structure of the embankment road and the wave-breaking wall on the waterfront side and the wave-breaking wall on the backwater side are both provided with connection seam water-stopping facilities.

9. The seawall crest structure according to claim 1, characterized in that: The top elevation of the wave-breaking wall on the waterfront side is lower than the top elevation of the wave-breaking wall on the backside.

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