CN115961589A - High-pile baffle plate open type breakwater and wharf and hydrodynamic characteristic analysis method thereof - Google Patents
High-pile baffle plate open type breakwater and wharf and hydrodynamic characteristic analysis method thereof Download PDFInfo
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Abstract
The application relates to a high pile baffle openness type breakwater and wharf and a hydrodynamic characteristic analysis method thereof, wherein the high pile baffle openness type breakwater and wharf comprises: the wave-resisting structure comprises a wharf structure and a wave-resisting structure arranged on the wave-facing side of the wharf structure; wherein, the wharf structure includes the fixed plate, multirow pile foundation and pier superstructure, pier superstructure sets up in the top of multirow pile foundation, and pier superstructure and fender unrestrained structure fixed connection, and the fixed plate sets up in the below of pier superstructure, and the wharf face parallel arrangement of the pier platform of fixed plate and pier superstructure, and be close to the one row at least pile foundation fixed connection who keeps off unrestrained structure one side in fixed plate and the multirow pile foundation, and fixed plate and fender unrestrained structure fixed connection. This application effectively reduces the wave transmission through the mode that sets up the fixed plate, reduces the near velocity of flow of structure thing rear free surface, is favorable to improving the harbour and berths the steady condition.
Description
Technical Field
The application relates to the technical field of hydrodynamic analysis, in particular to a high-pile baffle plate permeable breakwater and wharf and a hydrodynamic characteristic analysis method thereof.
Background
With the continuous development of national economy, natural good port resources are gradually deficient, ships tend to be large-sized, and ports are developed towards the trend of offshore and deep hydration, so that the ports face more severe environment, wave-dissipating facilities are expensive in structural engineering cost, and once the ports fail or are damaged, the loss is huge. The development of wave-dissipating facilities gradually develops from a traditional mode of meeting self safety and functions to a new mode of giving consideration to safety, environmental protection and economy. The breakwater is also used as a common port and coast structure of a wharf, and can be divided into a slope type, a vertical type, a mixed type and other types according to the structural style.
The current main wave-dissipating structure type applied to the deep water area has two main problems: 1) The traditional vertical type wave dissipation structure is excellent in shielding effect and good in stability, but is long in construction period due to high cost in deep water areas, high in requirement on bearing capacity of a foundation, not beneficial to water exchange inside and outside a harbor basin and easy to cause local ecological isolation. 2) In recent years, the permeable breakwater is widely applied by the advantages of light structure, less material consumption, low cost, good water permeability, particular suitability for deep water areas, soft foundation areas and the like. The traditional permeable breakwater is composed of pile foundations of different structural types and a wave retaining structure which is arranged between the pile foundations and is submerged into water to a certain depth, and the wave retaining structure is used for retaining wave energy propagation to achieve the purpose of reducing waves in a harbor. The existing open structure has the defects of poor effect on shielding long-period waves, small wave-eliminating frequency range, serious pile foundation scouring caused by overlarge bottom flow rate and single functionality.
Disclosure of Invention
Technical problem to be solved
In view of the above disadvantages and shortcomings of the prior art, the present application provides a high pile baffle permeable breakwater and pier and a hydrodynamic characteristic analysis method thereof, which mainly solves the following problems: 1) The wave eliminating frequency range is small, and the structure transmission is large under the action of medium and long period waves. The flow velocity below the baffle is too large, so that the pile foundation is flushed. The traditional open breakwater cannot take the function of docking a ship into consideration, and is single in functionality; 2) The free liquid level in the numerical water tank is usually determined computationally using an interface compression method, but the interface captured by the interface compression method is wrinkled. The two-equation turbulence model based on RANS can overestimate the turbulence energy before and after wave breaking and in the area close to the potential flow, and causes serious wave height attenuation phenomenon in long-time simulation. Numerical simulation of three-dimensional problems is time-consuming, and the three-dimensional problems are simplified into two-dimensional researches by the existing numerical researches without considering the three-dimensional effect of the structure.
(II) technical scheme
In order to achieve the above purpose, the present application adopts a main technical solution comprising:
in a first aspect, an embodiment of the present application provides a stub baffle openness formula breakwater and pier concurrently, and this stub baffle openness formula breakwater and pier includes: the device comprises a wharf structure and a wave retaining structure arranged on the wave facing side of the wharf structure; wherein, the wharf structure includes the fixed plate, multirow pile foundation and pier superstructure, pier superstructure sets up in the top of multirow pile foundation, and pier superstructure and fender unrestrained structure fixed connection, and the fixed plate sets up in the below of pier superstructure, and the wharf face parallel arrangement of the pier platform of fixed plate and pier superstructure, and be close to the one row at least pile foundation fixed connection who keeps off unrestrained structure one side in fixed plate and the multirow pile foundation, and fixed plate and fender unrestrained structure fixed connection.
Therefore, the high-pile baffle permeable breakwater and wharf provided by the embodiment of the application is composed of a plurality of rows of pile foundations at the bottom and an upper wave blocking structure, a wave blocking plate is arranged on the wave facing side of the high-pile baffle permeable breakwater and on the back wave side of the high-pile baffle permeable breakwater, a ship leaning component is arranged on the back wave side of the high-pile baffle permeable breakwater, and a fixing plate is arranged behind the wave blocking plate, so that the wave blocking function of the breakwater and the ship berthing function of the wharf are integrated. And because the bottom of the novel permeable breakwater is permeable, the functional requirements are considered, and meanwhile, the water body exchange inside and outside the harbor basin is facilitated, and the ecological environment is improved. In addition, this neotype open breakwater still effectively reduces the wave transmission through the mode that sets up the fixed plate, reduces near the velocity of flow of structure thing rear free surface, is favorable to the berth steady condition of boats and ships.
In one possible embodiment, the width of the fixing plate is determined based on the product of the width of the high pile blind permeable breakwater and quay and a preset coefficient.
Therefore, the width of the fixing plate is determined by the product of the width of the high-pile baffle plate open type breakwater and wharf structure and the preset coefficient, so that the hydrodynamic performance of the high-pile baffle plate open type breakwater and wharf can be further better.
In one possible embodiment, the width of the fixing plate is 0.67 times the width of the high pile blind permeable breakwater and wharf.
In a second aspect, an embodiment of the present application provides a method for analyzing hydrodynamic characteristics of a high-pile baffle openwork breakwater-cum-dock, which is the high-pile baffle openwork breakwater-cum-dock according to the first aspect, the method including: on the basis of establishing a model of the high pile baffle plate permeable breakwater and wharf, discretizing the space by dividing grids to obtain a plurality of grids, assuming the fluid as incompressible viscous fluid, and calculating the speed of the fluid in each grid of the grids and the corresponding dynamic water pressure of the fluid in each grid by a numerical method according to a continuous equation and a momentum equation of the incompressible viscous fluid; the fluid comprises gas and liquid, and the speed of the fluid and the hydrodynamic pressure corresponding to the fluid are used for simulating the movement of the fluid; screening out a target mesh representing an interface of the gas and the liquid from the plurality of meshes; and analyzing the hydrodynamic characteristics of the high pile baffle plate permeable breakwater and wharf model by utilizing the speed of the fluid in the target grid, the hydrodynamic pressure corresponding to the fluid in the target grid and other related information to obtain an analysis result.
Therefore, by means of the technical scheme, the interface between the captured gas and the captured liquid can be smoother, and the final analysis result is more accurate.
In one possible embodiment, the high pile baffled open breakwater and pier comprises bottom protecting stones arranged below the wave-retaining structure, wherein the bottom protecting stones are paved on the seabed and surround one row of pile foundations close to the wave-retaining structure;
the method comprises the following steps of analyzing hydrodynamic characteristics of a model of the high-pile baffle plate permeable breakwater and wharf by utilizing the speed of fluid in a target grid, the hydrodynamic pressure corresponding to the fluid in the target grid and other related information to obtain an analysis result, wherein the analysis result comprises the following steps: carrying out volume average on variables in a continuous equation and a momentum equation of the incompressible viscous fluid, and obtaining a converted continuous equation and a converted momentum equation by combining a porous medium model for simulating the bottom protection rock; calculating the speed in the bottom protection block stone and the hydrodynamic pressure in the bottom protection block stone according to the converted continuous equation and momentum equation; and analyzing the hydrodynamic characteristics of the high-pile baffle plate open breakwater and wharf by utilizing the speed of the fluid in the target grid, the hydrodynamic pressure corresponding to the fluid in the target grid, the speed in the bottom protecting block stone, the hydrodynamic pressure in the bottom protecting block stone and other related information to obtain an analysis result.
Therefore, by means of the technical scheme, the influence of the bottom protection stone on the hydrodynamic characteristics of the bottom protection stone is fully considered, and the symmetric boundary conditions are introduced, so that the calculation efficiency can be greatly improved.
In one possible embodiment, screening a target mesh for representing an interface of a gas and a liquid from a plurality of meshes comprises: predicting the liquid volume fraction of the current grid at the t + delta t moment by using the relevant data of the current grid at the t moment; the current grid is any one of a plurality of grids, relevant data of the current grid at the t-th moment comprise liquid volume fraction, fluid speed and fluid volume flux corresponding to the current grid at the t-th moment, and the liquid volume fraction is the ratio of the liquid volume in the current grid to the volume of the current grid; judging whether the volume fraction of the liquid is within a preset volume fraction range or not; and if the liquid volume fraction is determined to be within the preset volume fraction range, determining the current grid as the target grid.
Therefore, by means of the technical scheme, the interface between the captured gas and the captured liquid can be smoother and more in accordance with physical reality.
In a possible embodiment, on the basis of the model of the high pile baffle open type breakwater and wharf, the hydrodynamic characteristic analysis method further includes:
a model of a water tank for testing the high-pile baffle plate permeable breakwater and wharf is established, and an inflow velocity boundary condition and an outflow velocity boundary condition are set at the bottom of the water tank, so that stable shear flow is formed in the water tank.
Therefore, by means of the technical scheme, nonlinear coupling of wave current can be completed, and hydrodynamic characteristics of the high-pile baffle plate hollow breakwater and wharf under the wave current coupling effect are researched.
In a third aspect, an embodiment of the present application provides a hydrodynamic characteristic analysis device for a high-pile baffle openwork breakwater and pier, where the high-pile baffle openwork breakwater and pier is a high-pile baffle openwork breakwater and pier as in the first aspect, and the hydrodynamic characteristic analysis device includes: the discretization processing module is used for discretizing the space by dividing grids on the basis of establishing a model of the high-pile baffle plate permeable breakwater and wharf to obtain a plurality of grids, assuming the fluid as the incompressible viscous fluid, and calculating the speed of the fluid in each grid in the plurality of grids and the dynamic water pressure corresponding to the fluid in each grid through a numerical method according to a continuous equation and a momentum equation of the incompressible viscous fluid; the fluid comprises gas and liquid, and the speed of the fluid and the hydrodynamic pressure corresponding to the fluid are used for simulating the movement of the fluid; a screening module for screening a target mesh representing an interface of the gas and the liquid from the plurality of meshes; and the analysis module is used for analyzing the hydrodynamic characteristics of the model of the high pile baffle plate permeable breakwater and wharf by utilizing the speed of the fluid in the target grid, the hydrodynamic pressure corresponding to the fluid in the target grid and other related information to obtain an analysis result.
In one possible embodiment, the high pile baffled open breakwater and pier comprises bottom protecting stones arranged below the wave-retaining structure, wherein the bottom protecting stones are paved on the seabed and surround one row of pile foundations close to the wave-retaining structure;
wherein, the analysis module is specifically used for: carrying out volume average on variables in a continuous equation and a momentum equation of the incompressible viscous fluid, and obtaining a converted continuous equation and a converted momentum equation by combining a porous medium model for simulating the bottom protection rock; calculating the speed in the bottom protecting block stone and the hydrodynamic pressure in the bottom protecting block stone according to the converted continuous equation and momentum equation; and analyzing the hydrodynamic characteristics of the high-pile baffle plate open breakwater and wharf by utilizing the speed of the fluid in the target grid, the hydrodynamic pressure corresponding to the fluid in the target grid, the speed in the bottom protecting block stone, the hydrodynamic pressure in the bottom protecting block stone and other related information to obtain an analysis result.
In a possible embodiment, the screening module is specifically configured to: predicting the liquid volume fraction of the current grid at the t + delta t moment by utilizing the relevant data of the current grid at the t moment; the current grid is any one of a plurality of grids, relevant data of the current grid at the t-th moment comprise liquid volume fraction, fluid speed and fluid volume flux corresponding to the current grid at the t-th moment, and the liquid volume fraction is the ratio of the liquid volume in the current grid to the volume of the current grid; judging whether the volume fraction of the liquid is within a preset volume fraction range or not; and if the liquid volume fraction is determined to be within the preset volume fraction range, determining the current grid as the target grid.
(III) advantageous effects
The beneficial effect of this application is:
the high pile baffle openly formula breakwater that this application embodiment provided concurrently pier comprises the multirow pile foundation and the upper portion fender wave structure of bottom to its side of facing the waves is provided with the breakwater, and its side of back of the body waves sets up the member of keeping to the ship, and sets up the fixed plate in the breakwater rear, makes the fender wave function of collection breakwater and the pier berth function of berthing in an organic whole. And the bottom of the novel permeable breakwater is permeable, so that the functional requirements are met, and meanwhile, the water body exchange inside and outside the harbor basin is facilitated, and the ecological environment is improved. In addition, this neotype open breakwater still effectively reduces the wave transmission through the mode that sets up the fixed plate, reduces near the velocity of flow of structure rear free surface, is favorable to improving the safety of berthing of boats and ships.
The method for analyzing the hydrodynamic characteristics of the high-pile baffle plate permeable breakwater and wharf provided by the embodiment of the application can enable the captured interface of the gas and the liquid to be smoother, and further enable the final analysis result to be more accurate.
In order to make the aforementioned and other objects, features and advantages of the present invention comprehensible, preferred embodiments accompanied with figures are described in detail below.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are required to be used in the embodiments of the present application will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present application and therefore should not be considered as limiting the scope, and that those skilled in the art can also obtain other related drawings based on the drawings without inventive efforts.
Fig. 1 is a schematic side view of a high pile baffle permeable breakwater and wharf according to an embodiment of the present disclosure;
fig. 2 is a flowchart illustrating a method for analyzing hydrodynamic characteristics of a high pile blind permeable breakwater and wharf according to an embodiment of the present disclosure;
fig. 3 shows a pressure field distribution diagram around a high pile baffle plate permeable breakwater and wharf under the action of waves, which is provided by the embodiment of the application;
fig. 4 shows a velocity field distribution diagram around a high pile baffle plate permeable breakwater and wharf under the action of waves, which is provided by the embodiment of the application;
fig. 5 shows a distribution diagram of a kinetic energy field around a high pile baffle plate permeable breakwater and wharf under the action of waves according to an embodiment of the present application;
fig. 6 is a schematic view illustrating a high pile baffle plate permeable breakwater and wharf of a water adding flat plate behind a breakwater according to an embodiment of the present invention;
fig. 7 is a schematic view of a high pile baffle plate permeable breakwater and wharf with vertical plates between piles according to an embodiment of the present application;
FIG. 8 is a diagram showing a comparison of the front and rear optimized transmission wave surfaces of a high pile baffle plate permeable breakwater and wharf under the action of waves;
FIG. 9 is a diagram illustrating a comparison of transmission wave fronts of a high pile baffle permeable breakwater and wharf with horizontal plates of different relative widths under the wave flow coupling effect provided by an embodiment of the present application;
fig. 10 is a graph showing a comparison of flow rates near a high-pile baffle openness type breakwater and wharf berthing member with different relative width horizontal plates and a high-pile baffle openness type breakwater and wharf berthing member with vertical plates under wave current coupling action according to an embodiment of the present application;
fig. 11 is a block diagram illustrating a hydrodynamic characteristic analysis apparatus 1100 for a high pile blind permeable breakwater and wharf according to an embodiment of the present disclosure.
[ instruction of reference ]
110-a quay structure; 111-pile foundation; 112-wharf superstructure; 113-a dock platform; 114-a mooring element; 115-a fixation plate; 116-bottom protection block stone; 120-wave-retaining structure; 121-breakwaters; 122-breast wall; 123-reverse wave arc; 130-sea bed.
Detailed Description
For a better understanding of the present application, reference is made to the following detailed description of the present application, which is to be read in connection with the accompanying drawings.
In order to better understand the above technical solutions, exemplary embodiments of the present application will be described in more detail below with reference to the accompanying drawings. While exemplary embodiments of the present application are shown in the drawings, it should be understood that the present application may be embodied in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete, and will fully convey the scope of the disclosure to those skilled in the art.
With the continuous development of national economy and the popularization of the concept of environment-friendly coastal structures, the harbor and coastal engineering should take into account the environmental friendliness and resource sustainability while completing the functional tasks. The breakwater is also used as a common port and coast structure of a wharf, and can be divided into a slope type, a vertical type, a mixed type and other types according to the structural style. The slope type structure has high cost and high requirement on the bearing capacity of the foundation, and is not suitable for soft soil areas and deep water areas; the traditional vertical structure, such as a caisson, a square block and the like, can not exchange water in the harbor pool, and has great influence on the ecological environment; hybrid structures are generally suitable for reinforcing existing vertical dikes, requiring that the sloping prisms have sufficient loft and the blocks employed have sufficient stability; the permeable breakwater belongs to one of other breakwaters, and the traditional permeable breakwater is composed of buttresses with different structural types and a wave retaining structure which is immersed into water to a certain depth, and the wave retaining structure is utilized to retain wave energy propagation to achieve the purpose of reducing waves in a harbor.
However, the permeable breakwater also has a certain problem. For example, pile foundation washout caused by excessive bottom flow rate is severe; for another example, transmission is greater at low water levels; for another example, the conventional permeable breakwater cannot take into account the functions of the wharf, thereby causing a problem that the conventional permeable breakwater has a single function.
The existing analysis method of the permeable breakwater also has the following problems: the free liquid level in the numerical water tank is usually calculated and determined by adopting an interface compression method, but the interface captured by the interface compression method is wrinkled; the two-equation turbulence model based on RANS can overestimate the turbulent kinetic energy before and after wave breaking and in the area close to the potential flow, and causes serious wave height attenuation phenomenon in long-time simulation; numerical simulation of three-dimensional problems is time-consuming, and the three-dimensional problems are simplified into two-dimensional researches by the existing numerical researches without considering the three-dimensional effect of the structure.
Based on this, this application embodiment provides a novel high stake baffle openness formula breakwater and pier of holding concurrently, this novel high stake baffle openness formula breakwater and pier of holding concurrently comprises the multirow pile foundation of bottom and upper portion fender wave structure to its side of facing the waves is provided with the fender wave board, and its side of back of the body waves sets up the member of keeping to the ship, and sets up the fixed plate in fender wave board rear, makes the fender wave function of collection breakwater and the pier function of berthing in an organic whole. And because the bottom of the novel permeable breakwater is permeable, the functional requirements are considered, and meanwhile, the water body exchange inside and outside the harbor basin is facilitated, and the ecological environment is improved. In addition, this novel high stake baffle open type breakwater and pier still through the mode that sets up the fixed plate, effectively reduces the wave transmission, reduces near the velocity of flow of free surface in structure rear, is favorable to the berth steady condition of boats and ships.
Referring to fig. 1, fig. 1 is a schematic side view of a high pile baffle plate permeable breakwater and wharf according to an embodiment of the present disclosure. As shown in fig. 1, the high pile baffler permeable breakwater and wharf includes: a quay structure 110 and a wave retention structure 120 disposed on the wave-facing side of the quay structure 110.
The wave-stopping structure 120 includes a wave-stopping plate 121, a breast wall 122 and a wave-reversing arc 123, and the wharf structure 110 includes a plurality of rows of pile foundations 111 extending into the liquid and fixed on the seabed 130, and the specific number of pile foundations 111 included in each row of pile foundations 111 in the plurality of rows of pile foundations 111 may be set according to actual requirements. And, the quay structure 110 further includes a quay superstructure 112 disposed on the top of the plurality of rows of pile foundations 111, and the quay superstructure 112 and the breakwater 121 are fixedly connected, and the quay superstructure 112 includes a quay platform 113 for providing a yard for quay work and a berthing member 114 disposed on the back wave side of the quay structure 110. The multiple rows of pile foundations 111 may also be referred to as pile groups.
Therefore, the wave-blocking plate 121 is arranged on the wave-facing side of the high-pile baffle plate permeable breakwater and wharf of the embodiment of the application, and the ship-berthing member 114 is arranged on the back wave side of the high-pile baffle plate permeable breakwater and wharf, so that the wave-blocking function of the breakwater and the ship-berthing function of the wharf are integrated.
And, the wharf structure 110 further includes a fixing plate 115 disposed below the wharf superstructure 112, and the fixing plate 115 is disposed in parallel with the wharf surface of the wharf platform 113 (or the upper surface of the wharf platform 113) of the wharf superstructure 112, that is, the fixing plate 115 in this application may be a horizontal plate, and the fixing plate 115 is fixedly connected with at least one row of pile foundations 111 near the wave-retaining structure 120 of the multiple rows of pile foundations 111, and the fixing plate 115 is fixedly connected with the wave-retaining structure 120. Wherein the fixing plate 115 may be arranged below the liquid free surface.
It should be understood that the fixing connection manner of the fixing plate 115 and the at least one row of pile foundations 111 may be set according to actual requirements, and the embodiment of the present application is not limited thereto.
For example, the fixing plate 115 is provided with a plurality of through holes from top to bottom, and each of the piles 111 in at least one row of piles 111 may pass through one of the through holes. Wherein, the size of the through hole is adapted to the size of the cross section of the pile foundation 111.
It should also be understood that the width, length, thickness, etc. of the fixing plate 115 may be set according to actual requirements, and the embodiment of the present application is not limited thereto.
For example, the length of the breakwater 121, the length of the dock platform 113, and the length of the fixing plate 115 are the same.
As another example, the width of the fixing plate 115 may be determined according to a product of the width of the quay structure 110 and a preset coefficient. Here, the width direction of the fixing plate 115 may refer to a direction from the head-on wave side of the quay structure 110 to the back wave side of the quay structure 110.
It should also be understood that the specific value of the preset coefficient may be set according to actual requirements, and the embodiment of the present application is not limited thereto.
For example, in the case where the predetermined coefficient is 0.67, the width of the fixing plate 115 may be 0.67 times the width of the high pile blind permeable breakwater-cum-wharf. The width of the high pile baffle plate permeable breakwater and wharf is the sum of the width of the wave-blocking structure and the width of the wharf structure, and the width direction of the wave-blocking structure and the width direction of the wharf structure both refer to the direction from the wave-facing side to the back wave.
And, with continued reference to fig. 1, the wharf structure 110 further includes a bottom-protecting rock 116 disposed below the wave-retaining structure 110, and the bottom-protecting rock 116 is spread on the seabed 130 and surrounds one row 111 of the piles 111 adjacent to the wave-retaining structure 120.
Therefore, the embodiment of the application can effectively reduce the pile foundation scouring by arranging the bottom protection block stones 116 below the breakwater 121.
It should be noted here that the high pile baffle plate permeable breakwater and wharf is more suitable for deep water areas and soft soil areas.
Therefore, the high pile baffle plate open type breakwater and wharf structure provided by the embodiment of the application is composed of multiple rows of pile foundations at the bottom and an upper wave blocking structure, a wave blocking plate is arranged on the wave facing side of the structure, a ship leaning component is arranged on the back wave side of the structure, and a fixing plate is arranged behind the wave blocking plate, so that the wave blocking function of the breakwater and the ship berthing function of the wharf are integrated. And because the high pile baffle plate is permeable to the bottom of the breakwater and the wharf, the functional requirements are considered, and meanwhile, the water body exchange inside and outside the harbor basin is facilitated, and the ecological environment is improved. In addition, the high-pile baffle plate permeable breakwater and wharf effectively reduces wave transmission by arranging the fixing plate, reduces the flow velocity near the free surface behind the structure, and is favorable for the mooring condition of ships.
It should also be understood that the above-mentioned high pile baffled transparent breakwater and wharf are only exemplary, and those skilled in the art can make various modifications according to the above-mentioned device, and the modifications also fall within the scope of the present application.
For example, in order to further improve the transmission effect, on the basis of fig. 1, the wharf structure 110 may further include at least one vertical plate (not shown) disposed in parallel with the breakwater 121, and each of the at least one vertical plate is fixedly connected to the bottom surface of the wharf platform 113, and each vertical plate may be disposed between two adjacent rows of the pile foundations 111, and each row of the pile foundations 111 in the two adjacent rows of the pile foundations 111 is a row of the pile foundations 111 that is not fixedly connected to the fixing plate 115. The size of each vertical plate in the at least one vertical plate can also be set according to actual requirements, and the embodiment of the application is not limited to this.
Referring to fig. 2, fig. 2 is a flowchart illustrating a method for analyzing hydrodynamic characteristics of a high pile blind permeable breakwater and wharf according to an embodiment of the present application. It should be understood that the specific structure of the high pile baffle plate permeable breakwater and wharf may be set according to actual requirements, and the embodiment of the present application is not limited thereto. For example, the high pile bulkhead permeable breakwater-cum-wharf may be a high pile bulkhead permeable breakwater-cum-wharf as shown in fig. 1. And, the apparatus for performing the method for analyzing hydrodynamic characteristics of the high pile baffler permeable breakwater and dock may be configured according to actual requirements, and the embodiment of the present invention is not limited thereto. For example, the apparatus for performing the method of analyzing hydrodynamic characteristics of the piled barrier permeable breakwater and quay may be an apparatus of the method of analyzing hydrodynamic characteristics as shown in fig. 11.
Specifically, the hydrodynamic characteristic analysis method includes:
step S210, on the basis of building a model of the high pile baffle plate permeable breakwater and wharf, discretizing the space by dividing grids to obtain a plurality of grids.
Step S220, assuming the fluid as incompressible viscous fluid, and calculating the speed of the fluid in each grid of the plurality of grids and the hydrodynamic pressure corresponding to the fluid in each grid by a numerical method according to a continuity equation and a momentum equation of the incompressible viscous fluid; the fluid comprises gas and liquid, and the speed of the fluid and the corresponding hydrodynamic pressure of the fluid are used for simulating the movement of the fluid.
It should be understood that the process of step S220 may be calculated by a numerical solver, and a specific apparatus of the numerical solver and a module or a model included in the apparatus may be set according to actual requirements, and the embodiment of the present application is not limited thereto.
For example, the data solver may include a numerical wave flume model, a numerical flow flume model, a porous medium model, a wave-crossing calculation model, and an interface structure geometry reconstruction model. The numerical wave water tank model can be used for simulating and testing the hydrodynamic characteristics of the high-pile baffle plate permeable breakwater and wharf under the action of waves; the numerical value flow making water tank model can be used for simulating the hydrodynamic characteristics of the high-pile baffle plate permeable breakwater and wharf under the coupling action of waves and water flows; the porous medium model can be used for simulating the bottom protection block stone; the wave overtopping amount calculation model can be used for calculating wave overtopping amount; the interface structure geometric reconstruction model is used to determine the interface of the gas and the liquid.
It should also be understood that the model of the high-pile baffle openness type breakwater and wharf may be a three-dimensional numerical model of the high-pile baffle openness type breakwater and wharf, a hydrodynamic characteristic numerical model of the high-pile baffle openness type breakwater and wharf, and the like.
In order to facilitate understanding of step S220, the following description is made by way of specific embodiments.
Specifically, on the basis of establishing and setting a model of the high pile baffle plate permeable breakwater and wharf and a relevant model of a testing device thereof, the fluid can be assumed as incompressible viscous fluid, and a continuity equation and a momentum equation of the incompressible viscous fluid are constructed, specifically as follows:
wherein u may represent a velocity; x may represent a cartesian coordinate system; ρ may represent density; t may represent time; p may represent hydrodynamic pressure; g may represent gravitational acceleration; μ may represent a kinetic viscosity coefficient.
And on the basis of constructing a continuous equation and a momentum equation of the incompressible viscous fluid, calculating the velocity components of the fluid in the directions of the coordinate axes and the hydrodynamic pressure p corresponding to the fluid by a numerical method. The velocity component can be used to calculate the velocity of the fluid, i.e. the fluid velocity is a vector, which can be determined according to the velocity component in each coordinate axis direction.
It should be noted that the building process and the setting process of the model of the high-pile baffle openness type breakwater and dock, the building process and the setting process of the model of the device for testing the high-pile baffle openness type breakwater and dock, and the like can be set according to actual requirements, and the embodiment of the present application is not limited to this.
Alternatively, wave generation and flow generation can be realized by adopting a speed inlet boundary method, and the wave surface position and the flow speed are given in real time on the side inlet boundary to realize numerical wave generation of the water tank. And, in practical engineering applications, there are basically no completely uniform flows, and factors such as the seabed riverbed and the like inevitably form non-uniform flows such as shear flows. Therefore, the embodiment of the application can establish a model for testing the water tank of the high-pile baffle plate permeable breakwater and wharf, and set an inflow velocity boundary condition and an outflow velocity boundary condition at the bottom of the water tank, so that a stable shear flow is formed in the water tank, and the nonlinear coupling of the wave flow can be completed under the influence of the boundary conditions in the propagation process, which is similar to a method for generating flow by a physical water tank in a laboratory.
And the numerical model can adopt a relaxation region method to eliminate waves, relaxation regions are arranged on two sides of the numerical wave flume, so that secondary reflection of waves at an inlet boundary and reflection of waves at an outlet boundary can be effectively prevented, and the following correction is carried out at each moment in the relaxation regions:
φ＝(1-α r )φ t +α r φ c ；
where φ may represent velocity, pressure, and volume fraction within the relaxation region; phi is a t May be expressed as a desired target speed, pressure and volume fraction; phi is a c Can be expressed by numerical modesVelocity, pressure and volume fraction to be obtained; alpha (alpha) ("alpha") r Can be expressed as a weighting function in relation to spatial position, and a r ∈[0,1]And satisfies the following relation:
where χ represents a local coordinate system within the relaxation region, and has a value in the range of 0 to 1.
It should be noted that, the process of simulating the motion of the fluid by the speed of the fluid and the hydrodynamic pressure corresponding to the fluid may also be set according to actual requirements, and the embodiment of the present application is not limited to this.
For example, in the case of acquiring the speed of the fluid at each moment and the corresponding hydrodynamic pressure, the transient motion of the fluid at each moment can be simulated, and then a fluid motion model can be obtained according to the transient motion of the fluid at each moment. Wherein the fluid motion model may represent the motion of the dynamic fluid.
In step S230, a target mesh representing an interface between the gas and the liquid is selected from the plurality of meshes.
Specifically, in order to solve the problem that the interface captured by the interface compression method is wrinkled, the hydrodynamic analysis method in the embodiment of the present application introduces an interface geometric reconstruction method, and the captured water-gas interface (or the interface between gas and liquid) is smoother and more in accordance with physical reality. In each time step, the solving method can be divided into an interface geometric reconstruction step and a volume fraction updating step.
Wherein the interface geometric reconstruction step comprises the following steps: the liquid volume fraction α of the interface grid cells may be between 0 and 1. And, in the geometrical reconstruction of the interface mesh, it is first of all to find the plane that is most suitable for dividing the liquid and the gas. The interface is subject to the condition that the geometric volume ratio of two sub-grid cells divided from the interface grid cell (parent grid cell) should match the liquid volume fraction α of that grid cell. In adjacent time steps, the interfaces will move in a certain direction as the fluid is transported, and these reconstructed interfaces will be used for updating the volume fraction of the next time step.
And the volume fraction updating step comprises: the liquid volume fraction at time t + Δ t is predicted by known quantities at time t, such as volume fraction, velocity, volume flux, etc., as follows:
wherein alpha is i Is the liquid volume fraction of the ith grid cell; v i Is the volume of the ith grid cell; b is i Is the set of all the faces forming the grid cell i; s ij To determine the co-factor of the normal vector direction, s ij =1 or-1; s j Is the area normal vector of the grid surface; u is the mesh surface; f j The flow rate of (d); phi is a j To pass through F j The flux of (a); a. The j (τ) time τ F j Instantaneous submerged area of (a).
Judging whether the liquid volume fraction is within a preset volume fraction range, if so, determining that the current grid is a target grid, and determining that the current grid is the target grid; and if the liquid volume fraction is determined not to be in the preset volume fraction range, determining that the current grid is not the target grid. The specific range of the preset volume fraction range may be set according to actual requirements, and the embodiment of the present application is not limited thereto. For example, the predetermined volume fraction range may be between 0.01 and 0.99.
That is to say, the liquid volume fraction of the current grid at the time t + Δ t is predicted by using the relevant data of the current grid at the time t, where the current grid is any one of the multiple grids, the relevant data of the current grid at the time t includes the liquid volume fraction, the fluid velocity, the fluid volume flux, and the like corresponding to the current grid at the time t, the liquid volume fraction is a ratio of the liquid volume in the current grid to the volume of the current grid, and it is determined whether the liquid volume fraction is within a preset volume fraction range, and if it is determined that the liquid volume fraction is within the preset volume fraction range, the current grid is determined as the target grid.
Step S240, analyzing hydrodynamic characteristics of the model of the high pile baffle openness type breakwater and wharf by using the velocity of the fluid in the target grid, the hydrodynamic pressure corresponding to the fluid in the target grid, and other related information, and obtaining an analysis result.
It should be understood that the hydrodynamic characteristics of the model of the high pile baffle openness type breakwater and wharf are analyzed by using the velocity of the fluid in the target grid, the hydrodynamic pressure corresponding to the fluid in the target grid, and other related information, and the specific steps of obtaining the analysis result may be set according to actual requirements, which is not limited in the embodiment of the present application.
Optionally, the hydrodynamic characteristics of the model of the high pile baffle openness type breakwater and wharf are analyzed by using the speed of the fluid in each grid, the hydrodynamic pressure corresponding to the fluid in each grid and other related information, and an analysis result is obtained.
Optionally, in a case where the high-pile baffle permeable breakwater and pier includes a bottom-protecting rock block disposed below the wave-retaining structure, the variable in the continuous equation and the momentum equation of the incompressible viscous fluid may be volume-averaged, and the converted continuous equation and momentum equation may be obtained by combining a porous medium model for simulating the bottom-protecting rock block:
where n is the porosity and n is equal to the ratio of the pore volume to the total volume. C m Is the additional mass coefficient(s) of the mass,
γ p are empirical coefficients. E.g. gamma p May be taken to be 0.34, etc. F i Due to the resistance created by the presence of the porous media,
a p and b p Is the resistance coefficient, the calculation formula is as follows:
wherein d is 50 Is the median particle diameter of the porous medium, and the Keulegan-Carpenter number KC = u c T/nd 50 Wherein u is c Is the maximum oscillation speed of the water particle, and T is the oscillation period. And, alpha p And beta p Is an empirical coefficient, e.g. beta p May be 2.0, alpha p May be 500.
That is to say, the hydrodynamic characteristics of the high pile baffle plate permeable breakwater and wharf with the bottom-protecting rock under the coupling action of waves and wave current are analyzed, in the fluid area, the control equation is RANS (Reynolds-average Navier-Stokes) equation, namely the continuous equation and momentum equation of the incompressible viscous fluid, and the bottom-protecting rock area adopts a porous medium model, and the control equation is changed into VANS (Volume average Navier-Stokes) equation, namely the converted continuous equation and momentum equation. And the two-equation turbulence model based on RANS can overestimate the turbulence energy before and after wave breaking and in the area close to the potential flow, and causes serious wave height attenuation phenomenon in long-time simulation.
Wherein the general form of the k- ω model includes a transport equation for turbulence energy k and a transport equation for a specific turbulence dissipation ratio ω:
wherein the content of the first and second substances,
and u' are the average and pulsatile velocities, respectively. />
Wherein, tau ij Is the Reynolds stress tensor, δ ij Is Kroneckerdelta.
Wherein S is ij Is the average strain rate tensor.
And, vortex viscosity coefficient v t Is defined as:
and, a shearing action term P of turbulent kinetic energy k ＝χ 0 ν t Therein x 0 ＝2S ij S ij . Buoyancy force term of turbulent kinetic energy b ＝p b ν t Wherein
And, the generation term of ω:
wherein, the first and the second end of the pipe are connected with each other,
and &>
For the newly introduced two restriction functions:
wherein, χ Ω ＝2Ω ij Ω ij ，
Is the mean rotation rate tensor, λ 2 < 1. When lambda is 1 <0.813, is present>
When lambda is 1 >0.813，/>
Equal to the second term. In the present model, λ is adopted 1 ＝0，λ 2 =0.05. Values for other parameters, β =0.0708, γ =0.52 u ＝0.09，σ k ＝0.6，σ ω ＝0.5，/>
H () is a unit step function.
And in the numerical model, calculating the wave-crossing amount of the structure, namely calculating the volume of the water body passing through a given plane above the structure, wherein the calculation formula is as follows:
wherein, A can be a designated plane; f may be a grid contained in a plane; s f May be a normal vector of a surface (a non-unitary normal vector of a surface); | S f And | | is a model of a normal vector of the surface, and the volume of the water body passing through each grid surface is as follows:
wherein phi is ρ,f Can represent the mass flux of each grid face; phi is a f The flux of each mesh plane can be represented.
Therefore, by means of the technical scheme, the hydrodynamic characteristic analysis method provided by the embodiment of the application can provide a reliable analysis tool for researching the hydrodynamic characteristics of the high pile baffle plate permeable breakwater and wharf under the coupling action of waves and wave currents, and the simulation analysis result can provide scientific guidance for the engineering optimization design of the high pile baffle plate permeable structure.
In order to facilitate understanding of the embodiments of the present application, the following description will be given by way of specific examples.
Specifically, a three-dimensional numerical model of the action of waves on the high-pile baffle plate open breakwater and wharf is established based on a new solver. And, the symmetric boundary conditions can be adopted, so that the calculation efficiency of the three-dimensional numerical simulation is greatly improved. And giving information of a pressure field around the structure (for example, fig. 3 shows a pressure field distribution diagram around the high-pile baffle openness type breakwater and wharf under the wave action provided by the embodiment of the application), a velocity field (for example, fig. 4 shows a velocity field distribution diagram around the high-pile baffle openness type breakwater and wharf under the wave action provided by the embodiment of the application) and a turbulence kinetic energy field (for example, fig. 5 shows a kinetic energy field distribution diagram around the high-pile baffle openness type breakwater and wharf under the wave action provided by the embodiment of the application) when the water depth is 0.4m, the wave height is 0.183m and the period is 1.822 s.
And a structural optimization scheme of adding a horizontal plate behind the breakwater is proposed based on flow field details and a wave dissipation mechanism (for example, fig. 6 shows a schematic diagram of a high-pile baffle permeable breakwater and wharf of a water adding flat plate behind the breakwater provided by the embodiment of the present application) and a structural optimization scheme of adding a vertical plate among piles (for example, fig. 7 shows a schematic diagram of a high-pile baffle permeable breakwater and wharf of a high-pile baffle permeable breakwater and a vertical plate provided by the embodiment of the present application). And, with continuing reference to fig. 8, fig. 8 shows a comparison graph of the front and rear transmission wave surfaces of the high-pile baffle openness type breakwater and wharf under wave action, which is provided by the embodiment of the present application, before and after optimization, as shown in fig. 8, the high-pile baffle openness type breakwater and wharf to which the horizontal plate is added can effectively reduce wave transmission, the reduction rate of the transmission coefficient reaches more than 20%, and the optimization scheme to which the vertical plate is added has little influence on reducing wave transmission.
And considering the influence of a complex engineering environment, further establishing a hydrodynamic characteristic numerical model of the high-pile baffle openness type breakwater under the wave flow coupling effect, and further verifying hydrodynamic performance of the optimized structure under the wave flow coupling effect, wherein the hydrodynamic characteristic numerical model can be used for researching the transmission characteristic of the high-pile baffle openness type breakwater under the wave flow coupling effect, the flow velocity change among piles, the flow velocity change before and after the structure, the change of wave energy distribution before and after the structure and the change of a dynamic pressure field and a speed field around the structure. And, fig. 9 shows a comparison graph of transmission wave surface of the high pile baffle openness type breakwater and wharf with different relative width horizontal plates under the wave-current coupling action provided by the embodiment of the present application, and fig. 10 shows a comparison graph of flow velocity near the high pile baffle openness type breakwater and wharf with different relative width horizontal plates and the high pile baffle openness type breakwater and wharf backup member with vertical plates provided by the embodiment of the present application, and fig. 9 and fig. 10 respectively show that the water depth is 0.4m, the wave height is 0.05m, the period is 1.2s, and when the average flow velocity of the water flow is 0.08m/s, the water flow with different relative width is providedWidth horizontal plate (horizontal plate width L) p Width L of high pile baffle open type breakwater and wharf w ) A comparison graph of the transmission wave surface of the high-pile baffle plate openness type breakwater and wharf and a comparison graph of the flow velocity near the ship-approaching member, and a distribution of the flow velocity near the high-pile baffle plate openness type breakwater and wharf and ship-approaching member with a vertical plate along the water depth direction are also shown in fig. 10. After the optimized structure of the water adding flat plate is added behind the wave blocking plate, the wave transmission under the wave flow coupling effect is obviously reduced, and the longer the relative width of the horizontal plate is, the smaller the transmission coefficient is, and when L is p /L w When the transmittance is not less than 0.6, the reduction rate of the transmittance can be 35%. Compared with before structure optimization, L p /L w When the velocity is not less than 0.28, the flow velocity near the ship-side member behind the high pile baffled transparent breakwater is increased, particularly near the free surface; l is p /L w When =0.67, the velocity of flow near the ship component is reduced by a wide margin behind the high pile baffle openness breakwater, and the velocity of flow near the free surface is close to 0, can provide good condition for the operation of berthing of boats and ships, and this shows that when the width of horizontal plate reached a definite value, just had the effect that reduces to the velocity of flow behind the high pile baffle openness breakwater. The bottom flow velocity near the ship-close member of the high pile baffle plate permeable breakwater with the vertical plate is obviously increased, and the flow velocity near the free surface is reduced to some extent.
In comprehensive comparison, the horizontal plate has the relative width L p /L w The dynamic performance of the high pile baffle plate permeable breakwater and wharf is better than that of the high pile baffle plate permeable breakwater and wharf.
It should be further understood that the above-mentioned method for analyzing hydrodynamic characteristics of the high pile blind permeable breakwater and wharf is only exemplary, and those skilled in the art may make various modifications according to the above-mentioned method, and the solution after the modification also falls within the scope of the present application.
Referring to fig. 11, fig. 11 is a block diagram illustrating a hydrodynamic characteristics analysis apparatus 1100 for a high pile blind permeable breakwater and pier according to an embodiment of the present disclosure. It should be understood that the hydrodynamic characteristics analysis device 1100 is capable of performing the steps of the above method embodiments, and the specific functions of the hydrodynamic characteristics analysis device 1100 may be as described above, and the detailed description is omitted here where appropriate to avoid repetition. The hydrodynamic characteristics analysis device 1100 includes at least one software functional module that may be stored in a memory in the form of software or firmware (firmware) or may be embedded in an Operating System (OS) of the hydrodynamic characteristics analysis device 1100. Specifically, the high pile barrier permeable breakwater and dock may be the high pile barrier permeable breakwater and dock shown in fig. 1, and the hydrodynamic characteristic analysis device 1100 includes:
the discretization processing module 1110 is used for discretizing the space by dividing the grids on the basis of establishing a model of the high-pile baffle plate permeable breakwater and wharf to obtain a plurality of grids, assuming the fluid as the incompressible viscous fluid, and calculating the speed of the fluid in each grid in the plurality of grids and the dynamic water pressure corresponding to the fluid in each grid through a numerical method according to a continuous equation and a momentum equation of the incompressible viscous fluid; the fluid comprises gas and liquid, and the speed of the fluid and the hydrodynamic pressure corresponding to the fluid are used for simulating the movement of the fluid;
a screening module 1120 for screening out a target mesh representing an interface of the gas and the liquid from the plurality of meshes;
the analysis module 1130 is configured to analyze hydrodynamic characteristics of the model of the high pile baffler permeable breakwater and dock by using the speed of the fluid in the target grid, the hydrodynamic pressure corresponding to the fluid in the target grid, and other related information, and obtain an analysis result.
In one possible embodiment, the high pile baffled open breakwater and pier comprises bottom protecting stones arranged below the wave-retaining structure, wherein the bottom protecting stones are paved on the seabed and surround one row of pile foundations close to the wave-retaining structure;
the analysis module 1130 is specifically configured to: carrying out volume averaging on variables in a continuous equation and a momentum equation of the incompressible viscous fluid, and obtaining a converted continuous equation and momentum equation by combining a porous medium model for simulating the bottom protection rock; calculating the speed in the bottom protection block stone and the hydrodynamic pressure in the bottom protection block stone according to the converted continuous equation and momentum equation; and analyzing the hydrodynamic characteristics of the high-pile baffle plate permeable breakwater and wharf by utilizing the speed of the fluid in the target grid, the hydrodynamic pressure corresponding to the fluid in the target grid, the speed in the bottom protection block stone, the hydrodynamic pressure in the bottom protection block stone and other related information to obtain an analysis result.
In a possible embodiment, the screening module 1120 is specifically configured to: predicting the liquid volume fraction of the current grid at the t + delta t moment by utilizing the relevant data of the current grid at the t moment; the current grid is any one of a plurality of grids, the relevant data of the current grid at the t moment comprises liquid volume fraction, fluid speed and fluid volume flux corresponding to the current grid at the t moment, and the liquid volume fraction is the ratio of the liquid volume in the current grid to the volume of the current grid; judging whether the volume fraction of the liquid is within a preset volume fraction range or not; and if the liquid volume fraction is determined to be within the preset volume fraction range, determining the current grid as the target grid. The specific value of Δ t may be set according to actual requirements, and the embodiment of the present application is not limited to this.
It can be clearly understood by those skilled in the art that, for convenience and simplicity of description, the specific working process of the apparatus described above may refer to the corresponding process in the foregoing method, and redundant description is not repeated here.
In the description of the present application, it is to be understood that the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or as implying that the number of indicated technical features is indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of the present application, "a plurality" means two or more unless specifically limited otherwise.
In this application, unless expressly stated or limited otherwise, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can include, for example, fixed connections, removable connections, or integral parts; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium; either as communication within the two elements or as an interactive relationship of the two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.
In this application, unless expressly stated or limited otherwise, a first feature is "on" or "under" a second feature, and the first and second features may be in direct contact, or the first and second features may be in indirect contact via intermediate media. Also, a first feature "on," "above," and "over" a second feature may be directly or obliquely above the second feature, or simply mean that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature may be directly under or obliquely under the second feature, or may simply mean that the first feature is at a lower level than the second feature.
In the description of the present specification, the description of "one embodiment", "some embodiments", "examples", "specific examples" or "some examples", etc., means that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the present application. In this specification, the schematic representations of the terms used above are not necessarily intended to refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples. Moreover, various embodiments or examples and features of various embodiments or examples described in this specification can be combined and combined by one skilled in the art without being mutually inconsistent.
While embodiments of the present application have been shown and described above, it is to be understood that the above embodiments are exemplary and not to be construed as limiting the present application, and that changes, modifications, substitutions and alterations can be made to the above embodiments by those of ordinary skill in the art within the scope of the present application.
Claims (10)
1. The utility model provides a high stake baffle open type breakwater and pier which characterized in that includes: the device comprises a wharf structure and a wave retaining structure arranged on the wave facing side of the wharf structure;
wherein, the wharf structure includes fixed plate, multirow pile foundation and wharf superstructure, wharf superstructure set up in the top of multirow pile foundation, and wharf superstructure with keep off unrestrained structure fixed connection, and the fixed plate set up in wharf superstructure's below, and the fixed plate with wharf face parallel arrangement of wharf platform of wharf superstructure, and the fixed plate with be close to in the multirow pile foundation keep off one row at least pile foundation fixed connection of unrestrained structure one side, and the fixed plate with keep off unrestrained structure fixed connection.
2. The highpile-baffle-openwork breakwater-cum-wharf according to claim 1, wherein the width of the fixing plate is determined based on a product of the width of the highpile-baffle-openwork breakwater-cum-wharf and a preset coefficient.
3. The highpile-baffle-openwork breakwater-cum-wharf according to claim 2, wherein the width of the fixing plate is 0.67 times the width of the highpile-baffle-openwork breakwater-cum-wharf.
4. A method for analyzing hydrodynamic characteristics of a high-pile baffle openwork breakwater-cum-dock, which is the high-pile baffle openwork breakwater-cum-dock according to any one of claims 1 to 3, the method comprising:
on the basis of building the model of the high pile baffle plate open type breakwater and wharf, discretizing the space by dividing grids to obtain a plurality of grids, assuming the fluid as incompressible viscous fluid, and calculating the speed of the fluid in each grid in the plurality of grids and the corresponding hydrodynamic pressure of the fluid in each grid by a numerical method according to a continuity equation and a momentum equation of the incompressible viscous fluid; wherein the fluid comprises gas and liquid, and the speed of the fluid and the hydrodynamic pressure corresponding to the fluid are used for simulating the movement of the fluid;
screening out a target mesh representing an interface of the gas and the liquid from the plurality of meshes;
and analyzing the hydrodynamic characteristics of the model of the high pile baffle plate permeable breakwater and wharf by utilizing the speed of the fluid in the target grid, the hydrodynamic pressure corresponding to the fluid in the target grid and other related information to obtain an analysis result.
5. The method of claim 4, wherein the high pile blind permeable breakwater and pier comprises bottom blocks disposed below the wave structure, and wherein the bottom blocks are spread on the seabed and surround a row of the plurality of rows of pile foundations adjacent to the wave structure;
the analyzing the hydrodynamic characteristics of the model of the high pile baffle plate permeable breakwater and wharf by using the speed of the fluid in the target grid, the hydrodynamic pressure corresponding to the fluid in the target grid and other related information to obtain an analysis result, includes:
carrying out volume average on variables in a continuous equation and a momentum equation of the incompressible viscous fluid, and obtaining a converted continuous equation and a converted momentum equation by combining a porous medium model for simulating the bottom protection rock;
calculating the speed in the bottom protection block stone and the hydrodynamic pressure in the bottom protection block stone according to the converted continuous equation and momentum equation;
and analyzing the hydrodynamic characteristics of the high pile baffle plate permeable breakwater and wharf by utilizing the speed of the fluid in the target grid, the hydrodynamic pressure corresponding to the fluid in the target grid, the speed in the bottom protecting block stone, the hydrodynamic pressure in the bottom protecting block stone and other related information to obtain an analysis result.
6. The method of hydrodynamic characterization according to claim 4 wherein screening the plurality of grids for a target grid representing an interface of the gas and the liquid comprises:
predicting the liquid volume fraction of the current grid at the t + delta t moment by using the relevant data of the current grid at the t moment; the current grid is any one of the grids, the relevant data of the current grid at the t-th moment comprise a liquid volume fraction, a fluid speed and a fluid volume flux corresponding to the current grid at the t-th moment, and the liquid volume fraction is a ratio of the liquid volume in the current grid to the volume of the current grid;
judging whether the liquid volume fraction is within a preset volume fraction range or not;
and if the liquid volume fraction is determined to be within the preset volume fraction range, determining the current grid as the target grid.
7. The method of claim 4, wherein the method further comprises, based on the model of the elevated pile blind permeable breakwater and pier being established:
and establishing a model for testing the water tank of the high-pile baffle plate permeable breakwater and wharf, and setting an inflow velocity boundary condition and an outflow velocity boundary condition at the bottom of the water tank so as to form stable shear flow in the water tank.
8. A hydrodynamic characteristics analyzing apparatus for a high pile baffle openness breakwater and quay, which is the high pile baffle openness breakwater and quay as claimed in any one of claims 1 to 3, comprising:
the discretization processing module is used for discretizing the space by dividing grids on the basis of building a model of the high-pile baffle plate permeable breakwater and wharf to obtain a plurality of grids, assuming the fluid as incompressible viscous fluid, and calculating the speed of the fluid in each grid in the plurality of grids and the dynamic water pressure corresponding to the fluid in each grid through a numerical method according to a continuous equation and a momentum equation of the incompressible viscous fluid; wherein the fluid comprises gas and liquid, and the speed of the fluid and the hydrodynamic pressure corresponding to the fluid are used for simulating the movement of the fluid;
a screening module for screening out a target mesh representing an interface of the gas and the liquid from the plurality of meshes;
and the analysis module is used for analyzing the hydrodynamic characteristics of the model of the high-pile baffle plate permeable breakwater and wharf by utilizing the speed of the fluid in the target grid, the hydrodynamic pressure corresponding to the fluid in the target grid and other related information to obtain an analysis result.
9. The hydrodynamic property analysis device of claim 8, wherein the high pile blind permeable breakwater and pier comprises bottom-protecting stones disposed below the wave structure, and the bottom-protecting stones are spread on the seabed and surround a row of the plurality of rows of pile foundations adjacent to the wave structure;
the analysis module is specifically configured to: carrying out volume average on variables in a continuous equation and a momentum equation of the incompressible viscous fluid, and obtaining a converted continuous equation and a converted momentum equation by combining a porous medium model for simulating the bottom protection rock; calculating the speed in the bottom protection block stone and the hydrodynamic pressure in the bottom protection block stone according to the converted continuous equation and momentum equation; and analyzing the hydrodynamic characteristics of the high-pile baffle plate permeable breakwater and wharf by utilizing the speed of the fluid in the target grid, the hydrodynamic pressure corresponding to the fluid in the target grid, the speed in the bottom protection block stone, the hydrodynamic pressure in the bottom protection block stone and other related information to obtain an analysis result.
10. The hydrodynamic property analysis device of claim 8, wherein the screening module is specifically configured to: predicting the liquid volume fraction of the current grid at the t + delta t moment by utilizing the relevant data of the current grid at the t moment; the current grid is any one of the grids, the relevant data of the current grid at the t-th moment comprise a liquid volume fraction, a fluid speed and a fluid volume flux corresponding to the current grid at the t-th moment, and the liquid volume fraction is a ratio of the liquid volume in the current grid to the volume of the current grid; judging whether the liquid volume fraction is within a preset volume fraction range or not; and if the liquid volume fraction is determined to be in the preset volume fraction range, determining that the current grid is the target grid.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116467790A (en) * | 2023-06-14 | 2023-07-21 | 交通运输部天津水运工程科学研究所 | Discrimination method for optimizing plane layout of breakwater in half-shelter harbor area |
| CN116467790B (en) * | 2023-06-14 | 2023-08-25 | 交通运输部天津水运工程科学研究所 | Discrimination method for optimizing plane layout of breakwater in half-shelter harbor area |
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