A high-wave energy dissipation type open breakwater with a staggered special-shaped column structure

Abstract

The present invention discloses a high-wave energy dissipation type permeable breakwater with a staggered special-shaped column structure, which includes a pile foundation structure, an inclined wave-breaking plate, a bottom perforated panel, staggered special-shaped columns, a fence-type wave-dissipating rear wall, a top perforated panel, and a breast wall. The bottom perforated panel is provided with holes and rectangular pressure relief grooves, and jets are induced at the hole grooves; the special-shaped columns have many sharp edges and are arranged in a staggered manner, making the wave inlet and outlet channels meandering; the inclined wave-breaking plate can enhance the barrier effect on the incident waves, enhance the reflection, and can play a role in drainage to enhance the jet intensity at the front rectangular pressure relief groove; the above settings can effectively enhance the wave energy dissipation. In addition, the perforated panel has the beneficial effect of reducing the wave load, and the pile foundation structure includes vertical piles and fork piles. The permeable breakwater involved in the present invention combines the performance of enhancing wave reflection and wave energy dissipation, can resist the waves in the open sea, maintain the stability of the water area inside the port, and has the advantages of low wave transmission rate, reasonable force, and allowing the water body exchange inside and outside the breakwater.

Description

Technical Field

[0001] The present invention belongs to the technical field of breakwaters, and particularly relates to a high-wave-energy dissipation type open breakwater with a staggered special-shaped column structure. Background Art

[0002] As one of the most important coastal structures, breakwaters shoulder the heavy responsibility of defending against wave attacks and maintaining a stable wave condition in the port area. Traditional breakwater types are mainly divided into slope type, vertical type and hybrid type. However, almost all traditional breakwater types have strict conditions for the working area: the material consumption and engineering time of slope breakwaters are more sensitive to water depth; most vertical breakwaters are gravity structures, which rely on their own weight to maintain stability, are sensitive to uneven settlement of the foundation, and have high requirements for the bearing capacity of the foundation; although the hybrid structure solves certain material consumption problems, it has strict requirements for the settlement of the lower layer of riprap and takes a long time for the project. In addition, traditional breakwaters are mostly impervious structures, which seriously affect the water body exchange inside and outside the port area, easily cause problems such as sediment deposition, and have a greater impact on the marine hydrodynamic environment.

[0003] With the development of coastal development and utilization towards large-scale and deep-water, the disadvantages of traditional breakwater types in terms of economic benefits, construction difficulty and environmental protection are prominent. At present, there is an urgent need to develop new breakwater types that meet the development needs. In deep water, the fluctuation amplitude of water quality points decreases rapidly along the water depth direction according to the logarithmic law, and the wave energy is mainly concentrated on the surface layer. An open structure can also obtain a relatively effective wave protection effect. At the same time, the open breakwater also has the characteristics of less engineering materials, convenient construction, low requirements for seabed conditions and excellent water body exchange performance. Therefore, the open breakwater has received extensive attention since it was proposed.

[0004] An open breakwater is composed of an upper wave-dissipating structure and a lower open support structure. The innovation of its structural type is mostly reflected in the upper wave-dissipating structure. In recent years, the wave-dissipating structural types of open breakwaters have been constantly updated, such as multi-layer baffles, T-shaped plates, wave-dissipating chambers, double-layer horizontal plates, perforated double-layer horizontal plates, perforated multi-layer circular arc plates and comb types, etc. The purpose is to improve the wave protection effect, reduce the wave load received, and broaden the application range of open breakwaters. However, unfortunately, there are still great deficiencies in the survivability and long-wave wave-dissipating performance of open breakwaters at present. Summary of the Invention

[0005] In order to improve the wave-dissipating performance and survivability of open breakwaters, the present invention provides a high-wave-energy dissipation type open breakwater with a staggered special-shaped column structure.

[0006] The present invention solves the technical problems through the following technical solutions:

[0007] The present invention discloses a high-wave energy dissipation type permeable breakwater with a misaligned special-shaped column structure, which includes a pile foundation structure, an inclined wave baffle, a bottom perforated panel, misaligned special-shaped columns, a fence-type wave dissipation rear wall, a top perforated panel, and a breast wall; the pile foundation structure is used to bear the permeable breakwater and includes vertical piles and fork piles; the inclined wave baffle is fixed on the fork piles in the pile foundation structure, and at the same time, the upper part of the inclined wave baffle is connected to the bottom perforated panel; the bottom perforated panel is fixed on the pile foundation structure; the misaligned special-shaped columns and the fence-type wave dissipation rear wall are arranged between the bottom perforated panel and the top perforated panel, the fence-type wave dissipation rear wall is arranged on the wave-back side, and the misaligned special-shaped columns and the fence-type wave dissipation rear wall serve as wave dissipation structures and are also used to support the top perforated panel; the breast wall is arranged on the upper wave-facing side of the top perforated panel to prevent overtopping.

[0008] Preferably, the pile foundation structure includes two vertical piles and four pairs of fork piles. The two vertical piles are located on the wave-facing side below the bottom perforated panel, two pairs of fork piles are located in the middle below the bottom perforated panel, and the remaining two pairs of fork piles are located on the wave-back side below the bottom perforated panel; both the vertical piles and the fork piles on the wave-back side are fixed to the bottom of the bottom perforated panel through cross beams and pile caps.

[0009] Preferably, the inclination angle of the inclined wave baffle is the same as the angle of the inclined pile on the wave-facing side among the fork piles used to fix the inclined wave baffle, so that the two can be closely fitted to enhance the reliability of the structure.

[0010] Preferably, the opening ratio of the bottom perforated panel is 10%-20%. The bottom perforated panel is provided with circular pressure relief holes and rectangular pressure relief grooves. Both the circular pressure relief holes and the rectangular pressure relief grooves are through holes. The rectangular pressure relief grooves are located on the wave-facing side at the connection between the inclined wave baffle and the bottom perforated panel. The circular pressure relief holes, the rectangular pressure relief grooves, and the inclined wave baffle are used to induce jet flows and impact the water body above the bottom perforated panel to dissipate wave energy. At the same time, the hole and groove design of the bottom perforated panel also has the effect of reducing the buoyancy of the wave on the device. Further, the position of the rectangular pressure relief groove forms a cooperation with the inclined wave baffle to promote the formation of the jet flow at the rectangular pressure relief groove. While enhancing the wave reflection, the inclined wave baffle can act as a diversion plate to induce the water body to pass through the rectangular pressure relief groove provided on the front bottom perforated panel, enhance the jet flow intensity, and promote wave energy dissipation.

[0011] Preferably, the offset special-shaped columnar columns are arranged in columns, and there is an offset between each column and the adjacent column. One column of offset special-shaped columnar columns includes a plurality of uniformly arranged special-shaped columns; the offset distance between each column of offset special-shaped columnar columns and the adjacent column along the wave crest line direction is s, and s = 0.5·L, where L is the column center spacing of each column of offset special-shaped columnar columns along the wave crest line direction, and L needs to satisfy 1.5·d ≤ L ≤ 2.0·d, where d is the cross-sectional length of the special-shaped column along the wave crest line direction; the cross-sectional type of the special-shaped column is cruciform or T-shaped. The offset special-shaped columnar columns are arranged in an offset pattern, making the wave-permeable channels staggered and tortuous. With the setting of the fence-type wave-dissipating rear wall, the waves need to propagate to the back of the dike after multiple reflections and diffractions, gradually reducing the wave energy; at the same time, due to the large number of reflected wave components, a stable standing wave field can be avoided in front of the dike, reducing the water surface oscillation in front of the dike.

[0012] Preferably, the opening ratio of the top-opening panel is 10% - 20%. It can produce an aerodynamic damping effect on the wave surface inside the dike at a lower water level, enhance the wave energy dissipation, and relieve pressure at an extremely high water level, reducing the peak value of the wave buoyancy force and improving the time-varying characteristics of its force.

[0013] The beneficial effects of the present invention are as follows:

[0014] The open dike proposed by the present invention has high stability and strong survivability: The pile foundation structure comprehensively considers the bearing characteristics of vertical piles and cross piles. The vertical piles bear the vertical load, and the cross piles bear the horizontal load. The design is reasonable, and the overall structure has strong anti-overturning stability; by adding an opening structure on the panel to provide a pressure relief channel, the wave buoyancy force can be effectively reduced; The wave dissipation type structure, that is, the opening panel and the offset special-shaped columnar columns, enhances the wave prevention effect. Compared with the wave reflection type wave prevention using a wave baffle, this significantly weakens the positive wave load of the open dike.

[0015] The open dike proposed by the present invention combines multiple wave dissipation mechanisms to enhance wave energy dissipation, and the wave protection performance is significantly improved: Using cross-shaped special-shaped columns with multiple sharp edges to stimulate vortex shedding; The fence-type wave-dissipating rear wall can effectively reduce the flow-through area and induce the jet phenomenon; The opening panel is provided with an opening structure, and a jet is formed at the opening under the action of waves. At the same time, it will interact with the water flow around the columnar columns, causing local turbulence; Adding an inclined wave baffle can significantly enhance the barrier effect on the incident waves, promote reflection, and induce the generation of a strong jet at the rectangular pressure relief groove of the panel, impacting the upper water body.

[0016] The open dike proposed by the present invention has remarkable environmental friendliness: Both the upper and lower structures of the open dike are non-closed structures, with less obstruction to water circulation, strong water permeability and sand permeability, and can effectively reduce the impact on the marine environment. Description of the Drawings

[0017] Figure 1 is a schematic structural diagram of the open dike of the present invention;

[0018] Figure 2 It is the side view of the open - sea dyke of the present invention;

[0019] Figure 3 It is the cross - sectional view of the open - sea dyke of the present invention and the schematic diagram of the expected water body flow;

[0020] Figure 4 It is the schematic layout diagram of the staggered special - shaped columns related to the present invention. Detailed implementation manners

[0021] In order to describe the present invention more specifically, the following specifically introduces the detailed implementation manners of the present invention based on the drawings and the description of the drawings.

[0022] A high - wave - energy - dissipating open - sea dyke with a staggered special - shaped column structure, which is characterized by including straight piles 1, fork piles 2, pile caps 3, cross beams 4, inclined wave - blocking plates 5, bottom - perforated panels 6, staggered special - shaped columns 7, fence - type wave - dissipating rear walls 8, top - perforated panels 9 and breast walls 10. The structural schematic diagram and side view are shown in Figure 1 and Figure 2 .

[0023] The straight piles 1, fork piles 2 and pile caps 3 form a pile foundation structure, which is the foundation of the overall structure of the open - sea dyke.

[0024] In a single open - sea dyke unit, two straight piles 1 are arranged on the wave - facing side with a relatively large spacing, two pairs of fork piles 2 are arranged in the middle with a relatively small spacing, and another two pairs of fork piles 2 are arranged on the wave - sheltering side with the same spacing as the straight piles. Fork piles are arranged on the wave - sheltering side to resist the overturning moment brought by wave impact.

[0025] The straight piles 1 and fork piles 2 are precast piles. At the same time, considering factors such as the wave conditions and geological conditions at the engineering site, and calculating according to the relevant regulations of the "Code for Pile Foundations of Port Engineering", the depth of each straight pile and fork pile penetrating into the seabed mud surface is determined to ensure stability.

[0026] The pile caps 3 adopt cast - in - place reinforced concrete structures, which are convenient for adjusting the pile top elevation and deviation, and play the roles of protecting the pile body, bearing the load and connecting the structures.

[0027] Channel steels are embedded in the pile caps 3 to facilitate the installation of the wave - blocking plates.

[0028] The cross beams 4 adopt cast - in - place reinforced concrete structures, form a close whole with the pile caps 3, and bear the upper structure.

[0029] The inclined wave - blocking plates 5 adopt precast plate structures, and channel steels are embedded at the top for installation.

[0030] Installation of the inclined wave baffle 5: Check and mark the installation position of the wave baffle according to the preset. Temporarily set two steel hoops at the bottom of the inclined wave baffle 5 and firmly connect them to the fork piles in the middle. Erect I-beams as a temporary bottom-bearing structure for fine adjustment of the inclined wave baffle; after the fine adjustment of the inclined wave baffle is completed, weld and temporarily fix the pile cap to the channel steel embedded in the inclined wave baffle; finally, pour concrete at the joints to complete the installation.

[0031] The bottom perforated panel 6, the misaligned special-shaped columns 7, the fence-type wave-dissipating rear wall 8, the top perforated panel 9, and the breast wall 10 are all precast components; the misaligned special-shaped columns 7 and the fence-type wave-dissipating rear wall 8 are installed between the top perforated panel 9 and the bottom perforated panel 6 to support the top perforated panel 9; the breast wall 10 is arranged on the wave-facing side of the top perforated panel and is integrally formed with the top perforated panel; each precast component is reinforced and connected to form an integral structure.

[0032] The opening ratio of the bottom perforated panel 6 is designed to be 10%-20%. Preferably, the opening sizes on the bottom perforated panel 6 gradually decrease from the wave-facing side to the wave-back side to achieve the best load reduction effect.

[0033] The bottom perforated panel 6 is provided with a rectangular pressure relief groove 11. The rectangular pressure relief groove 11 is located on the wave-facing side where the inclined wave baffle 5 is connected to the bottom perforated panel 6, and the specific position is between the second and third rows of special-shaped columns, as Figure 2 and Figure 3 shown.

[0034] A total of four rows of misaligned special-shaped columns 7 are arranged along the wave incidence direction, and they need to be strictly arranged in a misaligned manner during installation. Preferably, the cross-sectional length of the special-shaped column along the wave crest line direction is denoted as d, d = 1.0 m, and the center distance between single columns of a single row of special-shaped columns is L. The specific misaligned arrangement form is that the misaligned distance between adjacent rows of misaligned special-shaped columns along the wave crest line direction is s = 0.5·L, that is, a single column in each row of columns is at the center of two columns in the adjacent row, and at the same time, the center distance L needs to satisfy 1.5·d ≤ L ≤ 2.0·d. The dimension schematic can be seen in Figure 4 . When the wave interacts with the structure, the wave undergoes multiple reflections and diffractions, and the wave movement route is tortuous (see Figure 3 ), and the wave energy is effectively dissipated.

[0035] It should be noted that, under the condition of meeting the structural safety, the cross-section of the misaligned special-shaped column 7 is not limited to the cross shape, T shape, or other cross-sectional forms that are conducive to inducing vortex shedding and promoting wave energy dissipation; the number of rows is not limited to four rows and can be flexibly designed according to the situation.

[0036] In the fence-type wave-dissipating rear wall 8, the solid part and the perforated part appear alternately at equal intervals, and the opening ratio is set to 30%.

[0037] The opening ratio of the top opening panel 9 is designed to be 10%-20%.

[0038] The breast wall 10 is thickened and heightened, with a height of 2.0-4.0 m and a thickness of 2.0-3.0 m, effectively preventing overtopping. At the same time, the rear part is designed with a trapezoidal cross-section, with strong stability.

[0039] Based on the wave energy dissipation method of the open breakwater of the present invention: when interacting with waves, the upper waves enter between the top opening panel 9 and the bottom opening panel 6, and successively contact the staggered special-shaped columns 7 and the fence-type wave-dissipating rear wall 8. The waves undergo multiple reflections and diffractions, and a jet phenomenon occurs on the fence-type wave-dissipating rear wall 8. The fluid movement route is winding. At the same time, vortex shedding is induced at the sharp edges of the staggered special-shaped columns 7, and the wave energy gradually decreases. In addition, the lower waves of the bottom opening panel 6 will strike the bottom opening panel 6 during movement, generating a jet at the pressure relief holes; in addition, while promoting wave reflection, the inclined wave baffle 5 guides the lower fluid to flow through the rectangular pressure relief groove 11, generating a strong jet. The jet will have an obvious impact on the flow of the fluid between the opening panels, dissipating the wave energy.

[0040] The above specific embodiments have elaborated the technical solutions of the present invention in detail. It should be added that the present invention can have multiple forms and structural changes. Any modifications and equivalent replacements made within the mechanism and principle of the present invention are regarded as the protection scope of the present invention.

Claims

1. A high-wave energy dissipation type open breakwater with a staggered and abnormally shaped column structure, characterized in that It includes a pile foundation structure, an inclined wave-breaking plate, a bottom perforated panel, a dislocated special-shaped column, a fence-type wave-breaking back wall, a top perforated panel and a breast wall; the pile foundation structure is used to bear the air-permeable dike, including a straight pile and a fork pile; the inclined wave-breaking plate is fixed on the fork pile in the pile foundation structure, and the upper part of the inclined wave-breaking plate is connected to the bottom perforated panel; the bottom perforated panel is fixed on the pile foundation structure; the dislocated special-shaped column and the fence-type wave-breaking back wall are arranged between the bottom perforated panel and the top perforated panel, the fence-type wave-breaking back wall is arranged on the back-wave side, the dislocated special-shaped column and the fence-type wave-breaking back wall serve as wave-breaking structures, and are also used to support the top perforated panel; the breast wall is arranged on the upper wave-facing side of the top perforated panel to prevent overtopping; The inclination angle of the inclined wave-breaking board is consistent with the angle of the inclined pile on the wave-facing side of the fork piles used to fix the inclined wave-breaking board; The opening rate of the bottom perforated panel is 10%-20%. The bottom perforated panel is provided with circular pressure relief holes and rectangular pressure relief grooves. Both the circular pressure relief holes and the rectangular pressure relief grooves are through holes. The rectangular pressure relief grooves are located on the wave-facing side where the inclined wave breakers are connected to the bottom perforated panel. The circular pressure relief holes, the rectangular pressure relief grooves and the inclined wave breakers are used to induce blast, thereby reducing wave energy. The staggered special-shaped columns are arranged in columns, and each column is staggered with adjacent columns. A column of staggered special-shaped columns includes a plurality of evenly arranged special-shaped columns. The staggered distance between each column of staggered special-shaped columns and adjacent columns along the crest line direction is s, and s=0.5·L, where L is the column center spacing of each column of staggered special-shaped columns along the crest line direction, and L needs to satisfy 1.5·d≤L≤2.0·d, where d is the cross-sectional length of the special-shaped column along the crest line direction. The cross-sectional shape of the special-shaped column is cross-shaped or T-shaped.

2. The high-wave energy dissipation type open breakwater with a staggered and abnormally shaped column structure according to claim 1, wherein, The pile foundation structure includes two vertical piles and four pairs of forked piles. The two vertical piles are located on the wave-facing side below the bottom perforated panel, the two pairs of forked piles are located in the middle below the bottom perforated panel, and the remaining two pairs of forked piles are located on the wave-back side below the bottom perforated panel. The vertical piles and the forked piles on the wave-back side are fixed below the bottom perforated panel by cross beams.

3. The high-wave energy dissipation permeable breakwater with a staggered and abnormally shaped column structure according to claim 1, characterized in that The opening rate of the top perforated panel is 10%-20%.

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