CN217601327U

CN217601327U - Permeable breakwater

Info

Publication number: CN217601327U
Application number: CN202220800725.9U
Authority: CN
Inventors: 黄东海; 杨冠川; 董永福; 张林海; 李轶
Original assignee: Shanghai Waterway Engineering Design and Consulting Co Ltd
Current assignee: Shanghai Waterway Engineering Design and Consulting Co Ltd
Priority date: 2022-04-08
Filing date: 2022-04-08
Publication date: 2022-10-18
Anticipated expiration: 2032-04-08

Abstract

The permeable breakwater comprises an upper structure, a wave blocking plate and a lower pile foundation structure, wherein the upper structure consists of a cross beam, support legs, longitudinal beams, a panel and wave blocking walls, the support legs are connected with the end parts of the cross beam and extend downwards by adopting folded angles, sliding grooves are formed in the opposite inner sides of two adjacent support legs, and the wave blocking plate is embedded into the sliding grooves; the wave blocking plate is provided with a cable which is connected with a lifting device arranged on the wave blocking wall and can move up and down along the sliding groove. The utility model discloses a manger plate can move about from top to bottom, rises, is in the open mode when ordinary stormy waves, is favorable to water exchange and ecological environment protection, puts down when the stormy waves is great, is in the closed condition, effectively exerts the effect of manger plate.

Description

Permeable breakwater

Technical Field

The utility model belongs to the technical field of ocean engineering, a breakwater technical field is related to.

Background

The traditional slope type, vertical type or hybrid breakwater is of an impermeable structure, is not beneficial to the exchange of internal and external water bodies, has great influence on the marine ecological environment, and has the sharp increase of the manufacturing cost along with the increase of the water depth. Therefore, according to the characteristic that wave energy distribution is mainly concentrated on the surface layer of the water body, the wave-blocking structure is arranged on the surface layer of the water body, and the supporting structure is arranged at the lower part of the surface layer of the water body, so that the permeable breakwater is formed. The supporting structure of the permeable breakwater generally adopts a pile foundation structure; the upper wave blocking structure generally adopts a fixed wave blocking plate, the wave blocking plate extends into the water surface to a certain depth, the ratio of the water depth to the water depth of the wave blocking plate reaches 0.3-0.5, and a good wave blocking effect is achieved, but most of tide can be intercepted, the hydraulic power in a harbor is weakened, silt deposition is increased, harbor area maintenance is not facilitated, and certain influence is also exerted on seawater exchange and ecological environment.

SUMMERY OF THE UTILITY MODEL

An object of the utility model is to provide a formula breakwater that passes through to overcome the above-mentioned shortcoming of current formula breakwater that passes through.

In order to achieve the purpose, the utility model adopts the technical proposal that:

the permeable breakwater comprises an upper structure, a wave blocking plate and a lower pile foundation structure, wherein the upper structure consists of a cross beam, support legs, longitudinal beams, a panel and wave blocking walls, the support legs are connected with the end parts of the cross beam and extend downwards by adopting folded angles, sliding grooves are formed in the opposite inner sides of two adjacent support legs, and the wave blocking plate is embedded into the sliding grooves; the wave blocking plate is provided with a cable which is connected with a lifting device arranged on the wave blocking wall and can move up and down along the sliding groove. The water body is convenient to exchange when the wind waves are small in ordinary times, and the water body is closed when the wind waves are large. The height of the movable breakwater is the same as that of the conventional fixed breakwater, and the width of the movable breakwater is arranged in the sliding grooves of the two adjacent supporting legs.

Optionally, the wave wall is connected to the beam and the panel.

Optionally, the wave wall is located above the first row of longitudinal beams and connected with the longitudinal beams.

Optionally, the wave wall is in a straight wall shape, an inverse arc shape or a olecranon shape.

Optionally, the top elevation of the wave blocking wall is arranged at a wave height which is 0.5-0.6 times higher than the water level of the large tide height.

Optionally, the pile foundation structure comprises a plurality of rows of vertical piles and inclined piles, and pile caps are arranged at the tops of the pile foundations and connected with the cross beams or directly connected with the cross beams to form a framed bent structure. The pile foundation structure mainly plays a supporting role for the upper structure and does not influence the exchange of the inner water body and the outer water body.

Optionally, the surface of the chute is provided with a steel plate or an angle steel reinforcing structure.

Optionally, the bottom end of the supporting leg is provided with a stop section of 20-50 cm.

Optionally, the chute depth is 20-50 cm.

Optionally, the thickness of the movable wave baffle plate is 0.3-1.0 m.

Due to the adoption of the technical scheme, the utility model discloses obtain beneficial effect and include: the wave blocking plate can move up and down, is in an open state when wind waves are generated in normal times, is beneficial to water body exchange and ecological environment protection, and can be put down when the wind waves are large, so that the wave blocking effect is effectively played.

Drawings

Fig. 1 is a cross-sectional view of an embodiment of the wave breaker of the present invention.

Fig. 2 is a three-dimensional view of the wave-blocking structure of the present invention.

The mark in the figure is: 110-beam, 120-landing leg, 130-longitudinal beam, 140-panel, 150-wave wall, 200-movable wave baffle plate, 300-pile foundation.

Detailed Description

The present invention will be further described with reference to the accompanying drawings and examples.

As shown in fig. 1, the utility model relates to a loose baffle openness formula breakwater, including superstructure, activity breakwater 200 and lower part pile foundation structure 300.

The superstructure is composed of cross-beams 110, legs 120, stringers 130, panels 140 and wave walls 150.

The supporting legs 120 are connected with the end of the cross beam 110, extend into the water surface for a certain distance by adopting folded angles, and are provided with sliding grooves at two sides. The wave wall 150 is connected to the cross beam 110 and the panel 140, or is connected to the longitudinal beam after being retreated to the upper side of the first row of longitudinal beams 130. The wave-blocking wall 150 can be in a straight wall shape, a reverse arc shape or a olecranon shape, and the top elevation of the wave-blocking wall is arranged at the height of 0.5 to 0.6 times of the height of the wave above the water level of the high tide.

The height of the movable breakwater 200 is the same as that of the conventional fixed breakwater, and both sides of the movable breakwater 200 are placed in the sliding grooves of the adjacent two legs 120. The cable is fixed on the upper portion of the movable breakwater 200, and can move up and down along the sliding groove under the control of an electric lifting device (not shown in the figure for simplicity) arranged on the wave wall 150. In the open state when the wind and wave are small, the movable wave blocking plate 200 can be lifted to the top end of the sliding groove to expose the door hole below the wave blocking wall 150, so that water body exchange is facilitated; when the wind wave is large, the movable breakwater 200 is in a closed state, and the lowest movable breakwater can be lowered to the bottom end of the chute to close the door hole below the wave wall 150.

The pile foundation structure 300 is composed of a plurality of rows of vertical piles and inclined piles, pile caps are arranged at the tops of the pile foundations and connected with the cross beam 110 or directly connected with the cross beam 100, and the pile foundations and the cross beam 110 form a framed bent structure. The pile foundation structure 300 mainly supports the upper structure and does not affect the exchange of the inner and outer water bodies.

Because a vertical sliding groove needs to be arranged, the side surface size of the supporting leg 120 is properly increased, and a stop section of 20-50 cm is added at the bottom end. The depth of the sliding groove can be 20-50 cm, and the width of the sliding groove is slightly larger than the thickness of the wave blocking plate; the surface of the chute is provided with a steel plate or an angle steel for reinforcement.

The vertical height of the movable breakwater plate 200 needs to enable the ratio of the water entry depth of the breakwater plate to the water depth to reach 0.3-0.5, and the length is obtained by subtracting a proper gap from the sum of the net distance of adjacent supporting legs or cross beams and the depth of the sliding groove; the movable breakwater 200 is preferably of a reinforced concrete structure or a steel structure, and the thickness can be determined by calculation according to the structural stress, and can be 0.3-1.0 m generally.

The utility model discloses an installation construction method includes following step:

step 1, driving the pile foundation into the seabed according to a preset position, pouring a pile cap, installing a prefabricated beam (lower layer) and a supporting leg structure, and then installing a longitudinal beam (lower layer) and a panel.

And 2, pouring the upper layers of the beams and the longitudinal beams, and connecting the beams, the longitudinal beams, the panels and the top steel bars of the pile foundation together before pouring.

And 3, pouring the wave-blocking wall, connecting the wave-blocking wall steel bars with the cross beam and the panel (or the longitudinal beam) before pouring, and pre-burying the embedded part of the lifting device.

And 4, installing the movable breakwater and the lifting device. If the installation of the movable wave blocking plate is influenced by the wave blocking wall, the movable wave blocking plate can be installed firstly and the wave blocking wall is poured.

And 5, pouring a panel leveling layer.

It should be noted that: the utility model discloses do not do special explanation or require the part, can adopt prior art or structure to realize, this is not repeated.

The previous description of the disclosed embodiments is provided to enable any person skilled in the art to make or use the present invention. It will be readily apparent to those skilled in the art that various modifications to these embodiments may be made, and the generic principles described herein may be applied to other embodiments without the use of the inventive faculty. Therefore, the present invention is not limited to the above embodiments, and those skilled in the art should make improvements and modifications within the scope of the present invention according to the disclosure of the present invention.

Claims

1. The utility model provides a formula breakwater that passes through, includes superstructure, breakwater and lower part pile foundation structure, superstructure comprises crossbeam, landing leg, longeron, panel and wave wall, its characterized in that: the supporting legs are connected with the end parts of the cross beams and extend downwards by adopting folded angles, sliding grooves are formed in the opposite inner sides of every two adjacent supporting legs, and the wave blocking plates are embedded into the sliding grooves; the wave blocking plate is provided with a cable which is connected with a lifting device arranged on the wave blocking wall and can move up and down along the sliding groove.

2. The permeable breakwater according to claim 1, wherein: the wave blocking wall is connected with the cross beam and the panel.

3. The vented breakwater according to claim 1, wherein: the wave blocking wall is located above the first row of longitudinal beams and connected with the longitudinal beams.

4. The permeable breakwater according to claim 1, wherein: the wave-blocking wall adopts a straight wall-shaped, reverse arc-shaped or eagle mouth-shaped structure.

5. The vented breakwater according to claim 1, wherein: the crest height of the wave-blocking wall is arranged at the height of 0.5 to 0.6 times of the wave above the water level of the large tide height.

6. The permeable breakwater according to claim 1, wherein: the pile foundation structure is characterized in that the pile foundation structure is formed by mutually matching a plurality of rows of vertical piles, inclined piles and cross beams to form a bent frame structure, and pile caps are arranged at the tops of the bent frame structure and connected with the cross beams or directly connected with the cross beams.

7. The vented breakwater according to claim 1, wherein: and a steel plate or angle steel reinforcing structure is arranged on the surface of the sliding chute.

8. The permeable breakwater according to claim 1, wherein: the bottom end of the supporting leg is provided with a stop section of 20-50 cm.

9. The vented breakwater according to claim 1, wherein: the depth of the chute is 20-50 cm.

10. The permeable breakwater according to claim 1, wherein: the thickness of the wave baffle plate is 0.3-1.0 m.