CN109763455B

CN109763455B - Permeable breakwater

Info

Publication number: CN109763455B
Application number: CN201811648138.7A
Authority: CN
Inventors: 任增金; 黄云峰; 王安华; 李新国; 朱圣文; 孔维斗
Original assignee: Ningbo Zhongjiao Water Transport Design And Research Co ltd; Water Transport Planning And Design Co ltd
Current assignee: Ningbo Zhongjiao Water Transport Design And Research Co ltd; Water Transport Planning And Design Co ltd
Priority date: 2018-12-29
Filing date: 2018-12-29
Publication date: 2024-04-09
Anticipated expiration: 2038-12-29
Also published as: CN109763455A

Abstract

The invention provides a permeable breakwater, comprising: the pile foundation comprises a hollow pile foundation body and a bearing platform arranged at the top of the pile foundation body; the breakwater is arranged on the pile foundation body. The breakwater can extend into any position in water, has obvious wave eliminating effect, and has low construction difficulty and low construction cost.

Description

Permeable breakwater

Technical Field

The invention relates to the field of dykes and dams, in particular to a permeable breakwater.

Background

Breakwaters are used as major engineering facilities in port engineering, and their conventional forms can be roughly divided into: slope type, vertical type and mixed type. The design thought is mainly to resist waves by the weight of the section of the dike body, so that the wave height of the water area of the back harbor pool of the dike is reduced to the greatest extent, and the normal operation standard of the ship is achieved. However, the embankment body of the traditional breakwater prevents the exchange of water bodies between the open sea and the harbor basin, and forms a closed water area, so that the quality of seawater is poor, and the ecological system of the nearby sea area is destroyed. Therefore, the transparent breakwater structure is increasingly applied to breakwater engineering due to the higher ecological characteristics and economical efficiency. The general structure in the open breakwater structure is a high pile beam slab pile foundation open breakwater, as shown in fig. 1, the breakwater structure mainly comprises a trestle type high pile beam slab structure (comprising a pile structure 3 and a bearing platform 2 positioned above the pile structure 3) and two breakwater plates 1 arranged on two sides of the bearing platform 2. In order to ensure the wave-dissipating effect, the breakwater 1 needs to be inserted into water to a certain depth, and the larger the wave, the larger the insertion depth. This has three effects: (1) the upper end of the breakwater 1 is connected with the end part of the beam plate structure, the stress length of the cantilever is too long, the calculated section is larger, and the single block weight is larger; (2) the prefabricated length of the breakwater is too long, the single block is heavy, and the site construction difficulty is high; (3) the increased difficulty of construction means an increase in construction period and construction cost.

Disclosure of Invention

The invention mainly aims to provide the transparent breakwater so that the breakwater can extend into any position in water, the wave-eliminating effect is obvious, the construction difficulty is low, and the construction cost is low.

In order to achieve the above object, the present invention provides a permeable breakwater comprising: the pile foundation comprises a hollow pile foundation body and a bearing platform arranged at the top of the pile foundation body; the breakwater is arranged on the pile foundation body.

Further, the pile foundation body includes a plurality of pile structures arranged along a predetermined direction, and the breakwater is disposed on the pile structures.

Further, the pile structure comprises a first pipe pile and a second pipe pile which are arranged at a preset angle, wherein the first pipe pile is positioned at the outer side of the second pipe pile, and the breakwater is arranged on the pipe wall of the first pipe pile.

Further, the number of the breakwater is multiple, each first tubular pile corresponds to at least one breakwater, and the breakwater on any one first tubular pile extends to the first tubular pile adjacent to the first tubular pile.

Further, each first tubular pile corresponds to two breakwaters, the two breakwaters are respectively arranged at two sides of the first tubular pile, and two adjacent breakwaters arranged on different first tubular piles are at least partially overlapped in a direction perpendicular to the preset direction.

Further, a reinforcing structure is arranged between the breakwater and the first tubular pile.

Further, the reinforcing structure is a reinforcing rib.

Further, the length of the breakwater in the extending direction of the first pipe pile is less than or equal to the length of the first pipe pile itself.

Further, the breakwater is made of a metal material, and the breakwater is welded on the pile foundation body.

Further, the transparent breakwater further includes: the breakwater is arranged at the top of the bearing platform.

By applying the technical scheme of the invention, the breakwater is arranged on the pile foundation body, and when the breakwater receives the pressure of seawater, the breakwater directly transmits the pressure to the pile foundation body of the pile foundation, so that the breakwater can be inserted into water according to actual needs to any depth without increasing the end surface area of the breakwater, the weight of the breakwater is much smaller than that of the breakwater in the prior art, and the field construction difficulty and the construction cost are reduced.

Drawings

The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the invention. In the drawings:

FIG. 1 shows a schematic structural view of a prior art high pile beam slab pile foundation permeable dike;

fig. 2 shows a schematic perspective view of an embodiment of a permeable breakwater according to the present invention;

fig. 3 shows a schematic side view of the permeable breakwater of fig. 2;

fig. 4 shows an enlarged schematic structural view of the permeable breakwater of fig. 3 at a; and

fig. 5 shows a schematic structural view of a partial structure of the permeable breakwater of fig. 2.

Wherein the above figures include the following reference numerals:

10. pile foundation; 11. pile foundation body; 111. a first pipe pile; 112. a second pipe pile; 12. bearing platform; 20. a breakwater; 21. a first panel; 22. a second panel; 30. a reinforcing structure; 40. a breakwater.

Detailed Description

It should be noted that, in the case of no conflict, the embodiments and features in the embodiments may be combined with each other. The invention will be described in detail below with reference to the drawings in connection with embodiments.

As shown in fig. 2 and 3, the permeable breakwater of the present embodiment includes: pile foundation 10 and breakwater 20. The pile foundation 10 includes a hollow pile foundation body 11 and a pile cap 12 disposed on the top of the pile foundation body. The breakwater 20 is provided on the pile foundation body 11.

With the technical solution of this embodiment, the breakwater 20 is disposed on the pile foundation body 11, and when the breakwater 20 receives the pressure of the seawater, the breakwater 20 directly transmits the pressure to the pile foundation body 11 of the pile foundation 10, so that the breakwater 20 can be inserted into the water according to the actual wave-dissipating effect to any depth without increasing the end surface area of the breakwater 20, and the weight of the breakwater 20 of the present invention is much smaller than that of the breakwater of the prior art, thereby reducing the difficulty of site construction and the construction cost.

In this embodiment, the pile foundation body 11 is open, so that the embankment body of the breakwater in this embodiment does not obstruct the exchange of water between the open sea and the harbor basin, and an open water area is formed, which has little influence on the quality of seawater and the ecological system in the nearby sea area.

As shown in fig. 2, in the present embodiment, the pile foundation body 11 includes a plurality of pile structures arranged in a predetermined direction, and breakwater 20 is provided on the pile structures. In the above structure, since there is a space between the pile structures, the water body between the open sea and the harbor basin can be exchanged through the space. The structure is simple, the construction difficulty is reduced, and the construction cost is low.

As shown in fig. 2 and 3, in the present embodiment, the pile structure includes a first pipe pile 111 and a second pipe pile 112 disposed at a predetermined angle. The first pipe pile 111 is located at the outer side of the second pipe pile 112, and the breakwater 20 is disposed on the pipe wall of the first pipe pile 111. The above structure makes the pile structure strong in structural stability, and can greatly reduce the energy of waves when the waves of the open sea strike the breakwater 20, thereby achieving the effect of wave dissipation. It should be noted that, in this embodiment, the breakwater 20 directly transmits the pressure applied by the waves to the first pipe pile 111, and the breakwater 20 may be inserted into the water to any depth according to the actual wave-dissipating effect. Since the breakwater 20 can be inserted into water to any depth according to the actual wave-dissipating effect, it is only necessary to provide the breakwater 20 on the first pipe pile 111 located at the outer side, and it is not necessary to design double-sided breakwater as in the prior art, so that the number of components of the open breakwater of the present embodiment is small. In addition, the permeable breakwater of the present embodiment has few members, and therefore the stress path is clear. Proved by an object model test, the stress of each component can be determined according to the calculation method of the current hydrologic specification. The design efficiency is greatly improved, especially when the project investment is required to be determined in the early stage of the project, the accuracy of the design product is greatly improved, and the situation of additional investment in the later stage caused by insufficient working in the early stage is avoided.

As shown in fig. 2 and 5, in the present embodiment, the breakwater 20 is provided in a plurality of pieces, at least one breakwater 20 is provided on each of the first pipe piles 111, and the breakwater 20 on any one of the first pipe piles 111 extends toward the first pipe pile 111 adjacent to the first pipe pile 111. The above structure enables the plurality of breakwaters 20 to be shielded at the gap between the adjacent two first pipe piles 111, thereby forming a breakwater, and the wave-dissipating effect is remarkable. In this embodiment, the first tubular pile 111 and the breakwater 20 are integrally manufactured, and the completion of the piling process means that the piling process and the installation of the breakwater are completed, thereby reducing the construction process and difficulty and ensuring the construction period and the construction cost.

As shown in fig. 2 and 5, in the present embodiment, each first tubular pile 111 corresponds to two breakwaters 20, the two breakwaters 20 are respectively disposed on two sides of the first tubular pile 111, and two adjacent breakwaters 20 disposed on different first tubular piles 111 are at least partially overlapped in a direction perpendicular to the predetermined direction (the direction perpendicular to the predetermined direction is n-direction in the drawing) to further improve the wave-dissipating effect.

As shown in fig. 5, the inventor found in long-term study that if the breakwater is so arranged, reflection of waves in the harbor water area may be caused, especially, there is a region where wave energy is concentrated in the harbor local water area, and the three components of wave penetration, harbor reflection and wave energy concentration of the breakwater are superimposed, which finally causes that the harbor water area cannot meet the berthing requirements of ship loading and unloading operations and the like. By adopting the technical scheme of the embodiment, the angles between two adjacent breakwaters 20 on different first tubular piles 111 are adjustable, and the optimal angles between the breakwaters can be given according to the related model test, so that wave energy aggregation is reduced while wave reflection in a harbor water area is reduced, and the poising condition in a shielding range is optimal. This function is the high stake beam slab formula pile foundation in the prior art and permeates empty dyke and can't reach. It should be noted that the angle between the two adjacent breakwater 20 may be adjusted by rotating the first pipe pile 111 by a certain angle during piling, or welding the first pipe pile 111 and the breakwater 20 together at a predetermined angle during welding.

As shown in fig. 2 to 5, in the present embodiment, the reinforcing structure 30 is provided between the breakwater 20 and the first pipe piles 111. The above structure can secure the local strength of the breakwater 20 and prevent instability.

As shown in fig. 2 to 5, in the present embodiment, the reinforcing structure 30 is a reinforcing rib. The structure is simple and easy to process.

As shown in fig. 2 and 5, in the present embodiment, a reinforcing structure 30 is provided between each breakwater 20 and the first pipe pile 111 connected thereto, each breakwater 20 includes a first deck 21 and a second deck 22 which are disposed opposite to each other, one of the two reinforcing structures 30 on the adjacent two breakwater 20 is located on the first deck 21, and the other of the two reinforcing structures 30 on the adjacent two breakwater 20 is located on the second deck 22, which prevents the adjacent two reinforcing structures 30 from interfering with each other, reducing difficulty of construction.

In the present embodiment, the length of the breakwater 20 in the extension direction of the first pipe piles 111 is equal to or less than the length of the first pipe piles 111 themselves. In the above structure, the breakwater 20 may be inserted to an arbitrary depth under water according to the wave-attenuating effect requirement.

In the present embodiment, the breakwater 20 is made of a metal material, and the breakwater 20 is welded to the pile body 11. The structure is simple, and the processing difficulty is low. Specifically, in the present embodiment, the breakwater 20 is welded to the first pipe piles 111 made of a steel material. It should be noted that, the first tubular pile 111 and the breakwater 20 are integrally manufactured, so that the depth of the breakwater 20 can be ensured, the method is suitable for the short-medium-long period wave condition, the construction procedure is optimized, and the construction period and the cost are reduced.

As shown in fig. 2, in the present embodiment, the permeable breakwater further includes: and a breakwater 40. The breakwater 40 is disposed on top of the deck 12. The above structure can stop the waves of which the portion passes over the breakwater 20, thereby improving the wave-dissipating effect. In the present embodiment, the surface of the breakwater 40 near the open sea is an inverted arc surface, and the above structure is simple and the wave-dissipating effect is remarkable.

It should be noted that, the high pile beam slab pile foundation hollow dike in the prior art is only suitable for the conditions of large water depth, small waves and short period waves mainly including stormy waves, and has no obvious wave eliminating effect on the medium and long period waves. However, the permeable breakwater of the present embodiment is suitable for medium-long period conditions.

The structure is verified by an object model test, and has obvious wave eliminating effect on medium and long period wave conditions.

Table 1 shows wave elements designed outside the breakwater in a physical model test, and table 2 shows wave transmission coefficients of various water level waves in an object model test, wherein the lower the wave transmission coefficient is, the more obvious the wave dissipation effect is. From test results, the structure is effective in eliminating waves of medium-long period waves.

TABLE 1 wave elements designed outside breakwater (wave reproduction period: 2 a)

Table 2 comparison of theoretical calculations and object model tests

From the above description, it can be seen that the above embodiments of the present invention achieve the following technical effects:

1. the permeable breakwater in the embodiment has few components and definite stress paths, and the object model test verifies that the stress of each component can be determined according to the calculation method of the current hydrologic specification. The method greatly improves the design efficiency, particularly improves the accuracy of the design product when the project investment is required to be determined in the early stage of the project, and avoids the situation of additional investment in the later stage caused by insufficient working in the early stage;

2. the breakwater can be inserted into any depth under water according to the requirement of wave eliminating effect, so that the construction difficulty and the construction cost are reduced;

3. the first tubular pile and the breakwater are integrally processed and manufactured, and the completion of the piling process means that the piling process and the breakwater installation are completed, so that the construction process and difficulty are reduced, the construction period is ensured, and the construction cost is reduced;

4. the permeable breakwater in the embodiment is verified by an object model test, and has obvious wave eliminating effect on medium-long period wave conditions;

5. the relative angle between two adjacent breakwater of the open breakwater in this embodiment is adjustable. For the wave reflection in the harbor water area, particularly for the area where wave energy aggregation exists in the harbor local water area, the angle between the wing plates can be adjusted, so that the wave reflection in the harbor water area is reduced, and meanwhile, the wave energy aggregation is reduced.

The above description is only of the preferred embodiments of the present invention and is not intended to limit the present invention, but various modifications and variations can be made to the present invention by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims

1. A permeable breakwater, comprising:

the pile foundation (10) comprises a hollow pile foundation body (11) and a bearing platform (12) arranged at the top of the pile foundation body;

the breakwater (20) is arranged on the pile foundation body (11);

the pile foundation body (11) comprises a plurality of pile structures arranged along a preset direction, and the breakwater (20) is arranged on the pile structures;

the pile structure comprises a first pipe pile (111) and a second pipe pile (112) which are arranged at a preset angle, wherein the first pipe pile (111) is positioned at the outer side of the second pipe pile (112), and the breakwater (20) is arranged on the pipe wall of the first pipe pile (111);

the number of the breakwater (20) is multiple, each first tubular pile (111) corresponds to at least one breakwater (20), and the breakwater (20) on any one first tubular pile (111) extends to the first tubular pile (111) adjacent to the first tubular pile (111);

each first tubular pile (111) corresponds to two breakwater plates (20), the two breakwater plates (20) are respectively arranged on two sides of the first tubular pile (111), two adjacent breakwater plates (20) arranged on different first tubular piles (111) are at least partially overlapped in the direction perpendicular to the preset direction, and the angle between the two adjacent breakwater plates (20) on different first tubular piles (111) is adjustable;

every breakwater (20) with it all be provided with additional strengthening (30) between first tubular pile (111), every breakwater (20) are including relative first face (21) and the second face (22) that set up, and two on the adjacent breakwater (20) additional strengthening (30) one is located on first face (21), two on the adjacent breakwater (20) two additional strengthening (30) another is located on second face (22).

2. A permeable breakwater according to claim 1, wherein the reinforcing structure (30) is a reinforcing rib.

3. The open-air breakwater according to claim 1, wherein the length of the breakwater (20) in the extending direction of the first pipe pile (111) is equal to or less than the length of the first pipe pile (111) itself.

4. A permeable breakwater according to claim 1, wherein the breakwater (20) is made of a metallic material, the breakwater (20) being welded to the pile body (11).

5. The permeable jetty according to claim 1, characterized in that it further comprises:

and the breakwater (40) is arranged at the top of the bearing platform (12).