CN118153349B - Attitude response solving method of anchor system structure under influence of internal solitary wave - Google Patents
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Abstract
The invention discloses a method for solving the attitude response of an anchor system structure under the influence of internal solitary waves, and belongs to the technical field of attitude calculation of marine engineering structures. Through fluid volume method) Providing two layers of fluid, using a baseA theoretical boundary wave-making method is adopted, and internal solitary waves with controllable amplitude are generated in a numerical pool; grid division is carried out on a background pool area and an anchor structure area by adopting an overlapped grid method, and local grid encryption is carried out on a key area of a flow field to obtain a high-precision calculation result; and simulating the gesture response of the submerged buoy catenary model under the action of the internal solitary wave load in the numerical pool by adopting a fluid-solid coupling method. According to the method for solving the attitude response of the anchor structure under the influence of the internal solitary wave, the accuracy and the controllability of the generation of the internal solitary wave are improved, and the numerical simulation of the action of the deep sea large-amplitude internal solitary wave load on the anchor structure can be realized.
Description
Technical Field
The invention relates to the technical field of attitude calculation of ocean engineering structures, in particular to an attitude response solving method of an anchor system structure under the influence of internal solitary waves.
Background
The internal solitary wave is an important fluctuation phenomenon in the sea, is often generated at a sea density stable layering interface and is usually generated in a sea slope area, is a common form of the internal wave, and can cause strong amplitude convergence and sudden strong current of sea water in the propagation process because the internal solitary wave has larger wavelength and amplitude compared with sea surface waves, so that the influence on deep sea structures in a density layering layer is particularly obvious, six-degree-of-freedom motion of the deep sea structures is suddenly changed, and the stability and hovering posture of a catenary anchoring structure are greatly influenced.
The method is an effective approach for evaluating six-degree-of-freedom motion of the catenary anchoring structure for the internal solitary wave by establishing a numerical simulation pool.
Therefore, the boundary wave generation method is used for simulating and generating the internal solitary wave, and a new method is provided for evaluating the posture of the catenary anchoring structure under the influence of the internal solitary wave.
Disclosure of Invention
The invention aims to provide a method for solving the gesture response of an anchor structure under the influence of internal solitary waves, which improves the accuracy and controllability of the generation of the internal solitary waves and can realize the numerical simulation of the action of the load of the deep sea large-amplitude internal solitary waves on the anchor structure.
In order to achieve the above purpose, the invention provides a method for solving the attitude response of an anchor system structure under the influence of internal solitary waves, which comprises the following steps:
S1, establishing a fluid domain geometric model of an area where an anchor structure is located, wherein the length direction of the fluid domain geometric model is the propagation direction of an internal isolated wave, the height direction of the fluid domain geometric model is the water depth direction of a background water pool, and meanwhile, the geometric model is divided for the internal isolated wave surface and the anchor structure;
S2, respectively distributing different geometric models to a background pool area and an anchor system structure area, generating an interface between the anchor system structure area and a background pool calculation area, and establishing flow field information exchange of the two areas;
S3, generating a background pool and a grid model surrounding a target structure follow-up fluid domain through flow field information exchange, and carrying out local encryption processing on a wave surface fluid domain grid region by taking the size of a boundary unit of the overlapped grid follow-up fluid domain as a reference, and setting the grid volume increase rate to be medium;
s4, defining boundary conditions and reference planes, and defining an original coordinate system and a catenary anchor structure coordinate system of the wave-making pool;
s5, defining a fluid-solid coupling module, and setting a coordinate system moment of inertia of a target catenary model relative to a catenary anchoring structure and model mass;
S6, determining the relative positions of two ends of the catenary according to the local coordinate system of the wave-making pool and the coordinate system of the catenary anchor system;
s7, initializing a grid model;
s8, generating a field function pair wave surface function according to Ekdv equation The updating is performed in real time and,
；
Wherein,The current calculation time is calculated; Calculating the time step for the current position; definition of the definition An initial position generated for the wave surface; To calculate a time step;
S9, generating the wavelength of the built internal solitary wave through a field function generated by Ekdv equation And wave velocityGenerating a velocity field function of the wave-making boundary;
S10, defining the swaying, swaying and pitching of the target catenary anchor structure, and taking the initial state as the reference, wherein the swaying, swaying and pitching of the target catenary anchor structure follow Updating in real time;
s11, defining a target catenary model to set a buffer time and a calculation ending time ；
S12, carrying out flow field calculation on the grid model of the target catenary anchor system model untilThe calculation is terminated.
Preferably, in step S1, the fluid domain geometric model is a cube, the fluid domain geometric model is located between the sea surface and the sea bottom, and the sea water interface of the low-density sea water and the high-density sea water penetrates through the fluid domain geometric model.
Preferably, step S4 specifically includes: defining an inner solitary wave incoming boundary and a wave absorption boundary as speed inlet boundary conditions, defining an upper boundary and a lower boundary of a pool as wall boundary conditions, and defining front and rear boundaries of a background pool as symmetrical boundary conditions;
Defining an internal solitary wave numerical pool along the depth direction of a background pool, setting low-density seawater at the upper layer and high-density seawater at the lower layer, and defining the interface between two layers of seawater as an internal solitary wave generation reference surface;
Defining an original coordinate system of a wave-making pool, wherein the original point of the original coordinate system is the interface of two layers of seawater; defining a catenary anchor structure as a coordinate system, wherein the origin of the catenary anchor structure is the mass center of the anchor structure;
the anchor structure surface boundary is defined as a wall boundary condition.
Preferably, the low density seawater and the high density seawater are constant density fluids.
Preferably, the specific steps of initializing in step S7 are:
S701, determining the distribution position of two layers of seawater according to a field function, namely determining the wave surface position and determining an internal solitary wave theoretical model;
s702, determining wave surface function according to the internal solitary wave model Setting an initial time of a wave surface function；
S703, initializing a network model of a background pool and a network model of a target catenary anchor system structure based on a VOF method;
s704, initializing the catenary to enable When the stress is；
And S705, performing hole digging treatment on the fluid domain grid model based on the overlapped grid theory, and defining information interpolation between the pool and the grid model of the target catenary anchor system structure to be second-order precision.
Preferably, the Ekdv equation is:
；
；
；
；
；
Wherein, Is the density of the upper seawater; is the density of the lower seawater; Is the depth of the upper seawater layer; is the depth of the lower seawater; gravitational acceleration; Is the transfer direction; Is a linear coefficient; is a first order nonlinear term; is a second order nonlinear term; Is a dispersion term coefficient.
Preferably, the wave surface function is:
；
；
；
；
Wherein, For the amplitude of the internal solitary wave, the concave internal solitary waveTake negative value, upper convex internal solitary waveTaking a positive value; Is a waveform parameter; Is the internal solitary wave phase velocity; is an internal solitary wave characteristic wavelength.
Preferably, in the wave-making boundary velocity field function, if it is determined that the seawater is low-density seawater, the velocity boundary velocity vector is:
；
If the sea water is high-density sea water, the speed boundary speed vector is:
。
therefore, the attitude response solving method of the anchor system structure under the influence of the internal solitary wave has the following beneficial effects:
the invention adopts multiple layers The method can meet the basic requirement of generating internal solitary waves by the layered fluid;
the method adopts local grid encryption, and the wave surface function is used for defining the wave-making boundary field function, so that the control of the generated wave surface is more accurate than the traditional wave-making method;
According to the method, the overlapped grids are adopted, so that the detail description of the catenary anchor structure model is more accurate, and the risk of divergence of a calculation result caused by a traditional grid deformation method is reduced;
the invention can realize the attitude motion evaluation of the island wave in large amplitude to the deep sea catenary anchor system structure; the wave surface generation method has the characteristics of rapidness and simpleness in wave surface generation, easiness in data acquisition and high success rate.
The technical scheme of the invention is further described in detail through the drawings and the embodiments.
Drawings
FIG. 1 is a geometric model of a fluid domain of an embodiment of a method for solving an attitude response of an anchor system structure under the influence of internal solitary waves;
FIG. 2 is a cross-sectional view of a mesh model of an embodiment of a solution method for the attitude response of an anchor system structure under the influence of internal solitary waves of the present invention;
FIG. 3 is a schematic diagram of an overlapped boundary grid divided based on an overlapped grid theory according to an embodiment of a method for solving an attitude response of an anchor system structure under the influence of internal solitary waves;
FIG. 4 is a cloud chart of sea water volume fractions of different densities after initialization of an embodiment of an attitude response solving method of an anchor system structure under the influence of internal solitary waves;
FIG. 5 is a waveform region 3000 of an embodiment of a method for solving an attitude response of an anchor structure under the influence of an internal solitary wave according to the invention A flow field velocity vector diagram;
FIG. 6 is a graph of variation in heave of a catenary anchor structure according to an embodiment of the method for solving the attitude response of the anchor structure under the influence of internal solitary waves of the present invention;
FIG. 7 is a graph of heave change of a catenary anchor structure according to an embodiment of the method for solving the attitude response of the anchor structure under the influence of internal solitary waves;
FIG. 8 is a graph of pitching variation of a catenary anchor structure according to an embodiment of the present invention for solving the attitude response of the anchor structure under the influence of internal solitary waves.
Detailed Description
The technical scheme of the invention is further described below through the attached drawings and the embodiments.
Unless defined otherwise, technical or scientific terms used herein should be given the ordinary meaning as understood by one of ordinary skill in the art to which this invention belongs.
Example 1
The present embodiment is based onTurbulence model in double-layer seawaterThe generated amplitude in the water depth simulated ocean isAnd detecting the attitude effect of the generated internal solitary wave on the catenary anchor structure.
The upper seawater in the pool of this example is low density seawater with a concentration ofThe distance from the sea water interface to the water surface isThe lower seawater is high density seawater with concentration ofThe distance from the interface of the two layers of seawater to the sea bottom is. In this embodiment, the volume fraction cloud of the initialized seawater with different densities is shown in fig. 4.
The weight of a cylindrical catenary anchor system submerged buoy isThe radius of the cylindrical submerged buoy isHigh isThe initial state is the state to be released, and the hovering depth isThe moment of inertia diagonal component isDefinition of the initial length of catenaryRigidity ofThe unit length of the material is。
The invention discloses a method for solving the attitude response of an anchor system structure under the influence of internal solitary waves, which comprises the following steps:
s1, establishing a geometric model of a pool fluid domain of the area where the anchor structure is located, wherein the model of the pool fluid domain is a cube, and the length, the width and the depth direction length are respectively as shown in figure 1 The length direction of the fluid domain model is the propagation direction of the internal isolated wave, the height direction is the water depth direction of the test pool, and the interface of the two layers of seawater is set belowThe inner part is a wave surface grid encryption area, an overlapped grid boundary is divided, and an overlapped area is generated through subtraction operation;
S2, respectively distributing different geometric models to a background pool area and an anchor system structure area, generating an interface between the anchor system structure area and a background pool calculation area, and establishing flow field information exchange of the two areas;
S3, generating a pool and a grid model surrounding a target structure follow-up fluid domain, wherein the cross section of the pool is shown in figure 2, and carrying out local encryption processing on a wave surface fluid domain grid area by taking the size of a boundary unit of the overlapped grid follow-up fluid domain as a reference, and setting the grid volume increase rate to be medium;
S4, defining an internal solitary wave incoming boundary and a wave absorption boundary as speed inlet boundary conditions, defining upper and lower boundaries of a pool as wall boundary conditions, and defining front and rear boundaries of the pool as symmetrical boundary conditions;
adding Euler multiple high density seawater, and defining concentration as Adding Euler multiple low density seawater, and defining concentration asDefining an internal solitary wave numerical pool, setting the positions of two layers of seawater along the depth direction of the pool through a vertical azimuth function, and defining the interface of the two layers of seawater as an internal solitary wave generation datum plane;
defining the origin of the original coordinate system of the wave-making water pool as The origin of the original coordinate system of the wave-making pool is the interface of the two layers of seawater,The direction is the wave surface transmission direction,The direction is the depth direction of the pool,The width direction of the water pool is the direction;
Defining a Cartesian coordinate system of the catenary anchor structure, the origin of the coordinate system being the centroid of the anchor structure, The direction is the length direction of the machine,The direction is the height direction, and the direction is the height direction,The direction is the width direction, and the generated Cartesian coordinate system moves along with the submerged buoy and is updated in real time;
Defining the boundary of the anchor structure surface as a wall boundary condition, and defining surface control to enable boundary layer grids to be attached to the surface of the submerged buoy;
s5, defining a fluid-solid coupling module and defining the weight of the cylindrical catenary anchor system submerged buoy as Setting the diagonal component of the moment of inertia of the target catenary model relative to the catenary anchor structure coordinate system as；
S6, determining the relative positions of two ends of the catenary according to the local coordinate system of the wave-making pool and the catenary anchor structure coordinate system, and defining the initial length of the catenaryRigidity ofThe unit length of the material is；
Defining the length of the wave-absorbing damping wave asAnd setting the speed of the wave-absorbing boundary as；
S7, initializing the whole grid, wherein the specific steps are as follows:
S701, determining the distribution position of range seawater according to a field function, namely determining the wave surface position and determining an internal solitary wave theoretical model;
s702, determining wave surface function according to internal solitary wave theory model Setting an initial time of a waveform function；
S703, based on the mesh model of the pool and the target catenary anchor structureThe method comprises the steps of performing initial replacement of a grid model;
s704, initializing and setting the catenary to enable the catenary to be The moment stress is；
And S705, performing hole digging treatment on the fluid domain grid model based on the overlapped grid theory, and defining information interpolation between the pool and the grid model of the target catenary anchor structure to be second-order precision. A schematic diagram of the overlapped boundary grid based on the overlapped grid theory division is shown in fig. 3.
S8, according toEquation-generated field function versus wave surface functionThe updating is performed in real time and,
;
Wherein,The current calculation time is calculated; Calculating the time step for the current position; definition of the definition An initial position generated for the wave surface; To calculate a time step;
S9, by customizing a field function, the method Equation(s)Theoretical solution to (2)Writing into a field function, wherein:
；
；
；
；
；
；
；
Wherein, Is the density of the upper seawater; is the density of the lower seawater; Is the depth of the upper seawater layer; is the depth of the lower seawater; gravitational acceleration; Is the transfer direction; Is a linear coefficient; is a first order nonlinear term; is a second order nonlinear term; Is a dispersion term coefficient; for the amplitude of the internal solitary wave, the concave internal solitary wave Take negative value, upper convex internal solitary waveTake a positive value.As a parameter of the waveform,For the internal solitary wave phase velocity,Is an internal solitary wave characteristic wavelength.
Generating a velocity field function of a wave-making boundary, and if the seawater is low-density seawater, the velocity vector under the coordinate system of the catenary anchor system where the seawater is positioned isIn the case of high density seawater, the velocity vector in the catenary anchor system coordinate system isDefining internal solitary wave amplitude；
S10, creating a correspondingDirection movement,Direction movementReporting, monitoring and mapping of axis rotation, defining yaw, heave and pitch of the target catenary anchor based on the initial stateUpdating in real time;
s11, defining the buffer time of the released target catenary model as To reduce unnecessary oscillations and calculate end time; FIG. 5 shows waveform region 3000A flow field velocity vector diagram.
S12, carrying out flow field calculation on the grid model of the target catenary anchor system model untilThe calculation is aborted. Finally, the simulation data of fig. 6, 7 and 8 can be obtained.
Therefore, the attitude response solving method of the anchor structure under the influence of the internal solitary wave improves the accuracy and controllability of the generation of the internal solitary wave, and can realize the numerical simulation of the action of the deep sea large-amplitude internal solitary wave load on the anchor structure.
Finally, it should be noted that: the above embodiments are only for illustrating the technical solution of the present invention and not for limiting it, and although the present invention has been described in detail with reference to the preferred embodiments, it will be understood by those skilled in the art that: the technical scheme of the invention can be modified or replaced by the same, and the modified technical scheme cannot deviate from the spirit and scope of the technical scheme of the invention.
Claims (1)
1. The attitude response solving method of the anchor system structure under the influence of the internal solitary wave is characterized by comprising the following steps of:
S1, establishing a fluid domain geometric model of an area where an anchor structure is located, wherein the length direction of the fluid domain geometric model is the propagation direction of an internal isolated wave, the height direction of the fluid domain geometric model is the water depth direction of a background water pool, and meanwhile, the geometric model is divided for the internal isolated wave surface and the anchor structure;
The fluid domain geometric model is a cube, is positioned between the sea surface and the sea bottom, and the sea water interface of the low-density sea water and the high-density sea water penetrates through the geometric model of the fluid domain;
s2, respectively distributing different geometric models to a background pool area and an anchor system structure area, generating an interface between the anchor system structure area and a background pool calculation area, and establishing flow field information exchange of the two areas;
S3, generating a background pool and a grid model surrounding a target structure follow-up fluid domain through flow field information exchange, and carrying out local encryption processing on a wave surface fluid domain grid region by taking the size of a boundary unit of the overlapped grid follow-up fluid domain as a reference, and setting the grid volume increase rate to be medium;
s4, defining boundary conditions and reference planes, and defining an original coordinate system and a catenary anchor structure coordinate system of the wave-making pool;
Defining an inner solitary wave incoming boundary and a wave absorption boundary as speed inlet boundary conditions, defining an upper boundary and a lower boundary of a pool as wall boundary conditions, and defining front and rear boundaries of a background pool as symmetrical boundary conditions;
Defining an internal solitary wave numerical pool along the depth direction of a background pool, setting low-density seawater at the upper layer and high-density seawater at the lower layer, and defining the interface between two layers of seawater as an internal solitary wave generation reference surface; the low-density seawater and the high-density seawater are constant-density fluid;
Defining an original coordinate system of a wave-making pool, wherein the original point of the original coordinate system is the interface of two layers of seawater; defining a catenary anchor structure as a coordinate system, wherein the origin of the catenary anchor structure is the mass center of the anchor structure;
Defining the boundary of the anchor structure surface as a wall boundary condition;
s5, defining a fluid-solid coupling module, and setting a coordinate system moment of inertia of a target catenary model relative to a catenary anchoring structure and model mass;
S6, determining the relative positions of two ends of the catenary according to the local coordinate system of the wave-making pool and the coordinate system of the catenary anchor system;
s7, initializing a grid model;
The specific steps of initialization are as follows:
S701, determining the distribution position of two layers of seawater according to a field function, namely determining the wave surface position and determining an internal solitary wave theoretical model;
S702, determining a wave surface function H (x 0, t) according to an internal solitary wave model, and setting initial time t=0 of the wave surface function;
s703, initializing a network model of a background pool and a network model of a target catenary anchor system structure based on a VOF method;
S704, initializing the catenary to enable the stress to be 0 when t=0;
s705, based on the overlapped grid theory, carrying out hole digging treatment on the fluid domain grid model, and defining information interpolation between the pool and the grid model of the target catenary anchor system structure to be second-order precision;
S8, updating the wave surface function H (x 0, t) in real time according to the field function generated by Ekdv equation,
t＝n*Δt
Wherein t is the current calculation time; n is the current calculation time step; defining x 0 as an initial position of wave surface generation; Δt is the calculated time step;
The Ekdv equation is:
Wherein ρ 1 is the density of the upper seawater; ρ 2 is the density of the lower seawater; h 1 is the upper seawater depth; h 2 is the depth of the lower seawater; g is gravity acceleration; x is the transfer direction; c is a linear coefficient; alpha 0 is a first order nonlinear term; alpha 1 is a second order nonlinear term; beta is a dispersion term coefficient;
The wave surface function is as follows:
Wherein H 0 is the amplitude of the internal solitary wave, the concave internal solitary wave H 0 takes a negative value, and the convex internal solitary wave H 0 takes a positive value; b is a waveform parameter; c ekdv is the internal solitary wave phase velocity; l ekdv is the internal solitary wavelength;
S9, generating an internal solitary wave characteristic wavelength l ekdv and an internal solitary wave phase velocity C ekdv of the generated internal solitary wave through a field function generated by Ekdv equation, and generating a speed field function of a wave generation boundary;
in the wave-making boundary velocity field function, if the seawater is determined to be low-density seawater, the velocity boundary velocity vector is:
If the sea water is high-density sea water, the speed boundary speed vector is:
S10, defining the swaying, swaying and pitching of the target catenary anchor system structure, and updating the swaying, swaying and pitching of the target catenary anchor system structure along with t in real time by taking the initial state as a reference;
S11, defining a target catenary model setting buffer time and a calculation ending time t end to obtain a grid model of the target catenary anchor system model;
S12, carrying out flow field calculation on the grid model of the target catenary anchor system model until t is more than t end, and terminating the calculation.
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| CN117521556A (en) * | 2023-11-27 | 2024-02-06 | 中国民用航空飞行学院 | Submarine attitude prediction method under influence of internal solitary waves |
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