A numerical simulation method for cable-beam-tower coupled vibration combining VFIFE and FEM

Abstract

The present invention relates to a numerical simulation method for cable-beam-tower coupled vibration combining VFIFE and FEM, which is applicable to the field of vibration simulation. The technical solution adopted by the present invention is as follows: A numerical simulation method for cable-beam-tower coupled vibration combining VFIFE and FEM is provided. Step 1: According to the structural stiffness of the components in the cable-beam-tower system, divide the components into VFIFE analysis components and FEM analysis components, and determine the connection point J i position to establish a hybrid numerical model; Step 2: Perform preprocessing operations on the VFIFE analysis components and the FEM analysis components in the hybrid numerical model respectively; Step 3: Define the integral time history and step size, and perform iterative solutions for the displacements and internal forces of the cable-beam-tower structural system within each integral step; Step 4: Determine whether the integral termination condition is satisfied. If the integral termination condition is satisfied, execute Step 5; otherwise, repeat Step 3; Step 5: Output the numerical simulation data.

Description

Technical Field

[0001] The present invention relates to the field of vibration simulation, and more specifically, to a cable-beam-tower coupled vibration numerical simulation method combining VFIFE and FEM. Background Art

[0002] Due to the relatively flexible stiffness of long-span cable-supported bridges, cable-beam-tower coupled vibrations are prone to occur during construction and subsequent operation and maintenance. This type of vibration is a nonlinear dynamic problem. When the vibration amplitude is large, it can easily lead to cable fatigue and fracture, compromising the overall structural safety. Structural vibration simulation should be performed during the bridge design process to optimize the design and formulate vibration reduction measures. Theoretical analytical methods for solving this coupled vibration problem have many variables and complex formulas, making them difficult to apply in engineering applications. Simulation experiments using scaled models are complex and involve many interfering factors, resulting in vibration characteristics that differ from the actual structure.

[0003] The traditional finite element method (FEM) is suitable for analyzing the overall mechanical properties of structures. However, the stiffness and damping coefficients of various components in a cable-beam-tower system vary greatly. When FEM is used for vibration simulation, the vibration results of each component are easily distorted. The vector form finite element method (VFIFE) is suitable for solving discontinuous or nonlinear mechanical behavior problems such as large structural deformation and collision. It provides more accurate vibration simulation results for flexible components such as cables. However, the analysis efficiency is low for relatively stiff components such as main beams and cable towers. Summary of the Invention

[0004] The purpose of the present invention is to overcome the deficiencies in the prior art and provide a cable-beam-tower coupled vibration numerical simulation method combining VFIFE and FEM;

[0005] In a first aspect, a method for numerical simulation of cable-beam-tower coupled vibration combining VFIFE and FEM is provided, comprising:

[0006] Step 1: According to the structural stiffness of the components in the cable-beam-tower system, the components are divided into VFIFE analysis components and FEM analysis components, and the connection point J of the VFIFE analysis components and the FEM analysis components is determined. i Position, establish a hybrid numerical model;

[0007] Step 2: performing pre-processing operations on the VFIFE analysis component and the FEM analysis component in the hybrid numerical model respectively;

[0008] Step 3: Define the integration time and step size, and iteratively solve the displacement and internal force of the cable-beam-tower structural system within each integration step;

[0009] Step 4: Determine whether the integration termination condition is met. If the integration termination condition is met, execute step 5; otherwise, repeat step 3.

[0010] Step 5: Output numerical simulation data.

[0011] Preferably, in step 1, the VFIFE analysis components include cables; and the FEM analysis components include main beams and cable towers.

[0012] Preferably, in step 2, the VFIFE analysis component is pre-processed, including:

[0013] Step 2.1: Discretize the VFIFE analysis component into a mass point group connected by massless elements, expressed as:

[0014] x={x 1,n ;x 2,n ;...;x N,n}={(x1,y1,z1);(x2,y2,z2);...;(x N ,y N ,z N )}

[0015] Step 2.2, obtain the material properties of the VFIFE analysis component, which include elastic modulus, cross-sectional area, material density and damping coefficient; select the type of massless unit, define the system damping coefficient, the spatial position x of each mass point at the initial time t0 N,0 , initial velocity Initial acceleration Point force f N,0 and external force P N,0 ;

[0016] Step 2.3, get the connection point J i Position and load information.

[0017] Preferably, in step 2, the FEM analysis component is pre-processed, including:

[0018] Step 2.4, divide the FEM analysis component into units, obtain the material properties of the FEM analysis component, and assemble the overall stiffness matrix [K], overall mass matrix [M], and overall damping matrix [C];

[0019] Step 2.5: Define the dynamic displacement matrix {δ(t0)} and velocity matrix of each unit obtained by FEM analysis component division in step 2.4 at the initial time t0 Acceleration Matrix and the overall external load matrix F(t0)];

[0020] Step 2.6, get the connection point J i Position and load information.

[0021] Preferably, in step 3, the iterative solution includes:

[0022] Step 3.1, connect point J i Consolidation constraint is performed, that is, at the two connected moments t n and t n+1 In the example, assume that the connection point J i The spatial position of is fixed and is expressed as:

[0023] x Jib,n+1 =x Jia,n

[0024] Among them, x Jib,n+1 For the connection point J i In t n+1 The assumed spatial position at the moment, x Jia,n For the connection point J i At time t n The real space position of the central difference method is used as the integration method in the VFIFE analysis process. According to the time t n The spatial position of the particle x N,n , point force f N,n and external force P N,n Solve time t n+1 The spatial position of the particle x N,n+1 ;

[0025] Step 3.2, solve the equation of each particle at time t by using the virtual reverse motion and the principle of virtual work. n+1 The point force f N,n+1 ;

[0026] Step 3.3, release connection point J i Consolidation constraint, the connection point J obtained in the VFIFE analysis process i The point force f Ji,n+1 and the corresponding external force P Ji,n+1 The overall external load matrix F(t n+1 )]middle;

[0027] Step 3.4: Use the step-by-step integration method as the integration method in the FEM analysis process to solve the time t n+1 The dynamic response of each unit obtained by FEM analysis component division includes the dynamic response at time t n+1 The dynamic displacement matrix {δ(t n+1)}, velocity matrix and the acceleration matrix

[0028] Step 3.5: Extract connection point J i Dynamic displacement δ Ji,n+1 , get the connection point J i At time t n+1 The real space position of is expressed as:

[0029] x Jia,n+1 =x Jia,n +δ Ji,n+1

[0030] The real space position is fed back as boundary information to the VFIFE analysis process at the next moment.

[0031] As a preference, in step 3.1, the central difference method is used as the integration method in the VFIFE analysis process, according to the time t n The spatial position of the particle x N,n , point force f N,n and external force P N,n Solve time t n+1 The spatial position of the particle x N,n+1 , expressed as:

[0032]

[0033] Among them, m N is the mass of particle N; h is the integration step; x N,n-1 is time t n-1 The spatial position of the particle; C is the damping coefficient matrix of the VFIFE analysis component.

[0034] As a preference, in step 3.2, the virtual reverse motion and the principle of virtual work are used to solve the problem of each particle at time t n+1 The point force f N,n+1 , expressed as:

[0035]

[0036]

[0037] Where i and j represent the numbers of the two mass points connected to the two ends of the massless unit; num represents the total number of massless units connected to mass point N; E c is the elastic modulus of the cable, A c is the cross-sectional area of ​​the cable, f e is the internal force generated by the massless element.

[0038] As a preference, in step 3.4, the stepwise integration method is selected as the integration method in the FEM analysis process to solve the time t n+1 The dynamic response of each unit obtained by FEM analysis component division is expressed as:

[0039]

[0040] In a second aspect, a computer storage medium is provided, wherein a computer program is stored in the computer storage medium; when the computer program is run on a computer, the computer executes the cable-beam-tower coupled vibration numerical simulation method combining VFIFE and FEM as described in any one of the first aspects.

[0041] In a third aspect, a computer program product is provided. When the computer program product is run on a computer, the computer is caused to execute the cable-beam-tower coupled vibration numerical simulation method combining VFIFE and FEM as described in any one of the first aspects.

[0042] The beneficial effects of the present invention are:

[0043] (1) The present invention aims at structural systems with large differences in stiffness among components such as cable-beam-tower. By integrating the respective advantages of FEM and VFIFE, the efficiency of solving such vibration problems is improved and the accuracy of numerical simulation solutions is enhanced.

[0044] (2) The present invention provides a solution program interface for hybrid experiments based on FEM and / or VFIFE numerical simulation methods, enriching the analysis methods of cable-beam-tower coupled vibration problems.

[0045] (3) The present invention simplifies the nonlinear vibration solution process and builds an analysis platform for monitoring and vibration reduction in bridge design, construction, operation and maintenance. BRIEF DESCRIPTION OF THE DRAWINGS

[0046] Figure 1 A flow chart of a numerical simulation method for cable-beam-tower coupled vibration combining VFIFE and FEM provided in this application;

[0047] Figure 2 A schematic diagram of the structure of the single inclined cable-single beam-single tower structure provided for this application;

[0048] Figure 3 Schematic diagram of the VFIFE analysis component solution provided in this application;

[0049] Figure 4 Schematic diagram of the FEM analysis component solution provided in this application;

[0050] Figure 5 The vibration time history diagram of the main beam midpoint provided for this application;

[0051] Figure 6 The midpoint vibration time history diagram of the cable provided for this application;

[0052] Figure 7 Vibration time history diagram of the main beam and cable connection point provided for this application. DETAILED DESCRIPTION

[0053] The present invention will be further described below with reference to the following examples. The following examples are provided only to facilitate understanding of the present invention. It should be noted that, without departing from the principles of the present invention, it is possible for a person skilled in the art to make various modifications to the present invention, and such improvements and modifications fall within the scope of the claims of the present invention.

[0054] Example 1:

[0055] In order to improve the solution efficiency and accuracy when conducting coupled vibration simulation analysis of structural systems such as cable-beam-tower with large differences in stiffness of various components, this application provides a cable-beam-tower coupled vibration numerical simulation method combining VFIFE and FEM. By combining the two finite element methods, FEM is used to analyze the main beam and cable tower units in the model, and VFIFE is used to simulate the cable units, which can fully utilize the advantages of the two finite element methods, such as Figure 1 Shown, including:

[0056] Step 1: According to the structural stiffness of the components in the cable-beam-tower system, the components are divided into VFIFE analysis components and FEM analysis components, and the connection point J between the VFIFE analysis components and the FEM analysis components is determined. i Position, establish a hybrid numerical model;

[0057] For example, Figure 2 As shown in the single inclined cable-single beam-single tower structure system, the inclined cable length L c =76.916m, inclination angle θ = 60°, cable axial stiffness E c A c =3.06×10 9 N, mass per unit length ρ c =133kg / m, initial cable force T c0 =7.08×10 6 N; main beam length L b =30m, beam in-plane stiffness E b I b =6.752×10 9 N·m 2 , mass per unit length ρ b =993kg / m; tower length L t =70m, tower in-plane stiffness E tI t =1×10 13 N·m 2 , mass per unit length ρ t = 2000kg / m. Assume that the first-order viscous damping ratio of the cable is 0.5%, which is defined by the damping coefficient in VFIFE. The first-order viscous damping ratio of the main beam and main tower is 2%, which is defined by Rayleigh damping in FEM analysis. A sudden concentrated load of 1s is applied to the midpoint of the beam. t =100kN, observe the free vibration process of the cables and main beams after the sudden load.

[0058] Step 2: Pre-process the VFIFE analysis components and FEM analysis components in the hybrid numerical model respectively;

[0059] Step 3: Define the integration time and step size, and iteratively solve the displacement and internal force of the cable-beam-tower structural system within each integration step;

[0060] Step 4: Determine whether the integral termination condition is met. If the integral termination condition is met, execute step 5, otherwise repeat step 3. For example, the integral termination condition is t=t end , where t end The set integration termination time.

[0061] Step 5: Output the numerical simulation data and save it. Other subsequent processing operations can be performed according to the needs of project analysis.

[0062] In step 1, the VFIFE analysis components include flexible components with low stiffness, such as cables, and the FEM analysis components include components with relatively high stiffness, such as main beams and cable towers. Figure 2 As shown in the figure, the VFIFE analysis component is discretized into 11 mass points and connected with massless rod elements. The mass of the cable is evenly distributed among each mass point. The initial cable force is used as the initial massless element internal force to obtain the initial mass point force f N,0 , set the initial velocity and acceleration of each mass point to 0; the main beam and tower are divided into 10 beam elements, the overall stiffness matrix [K] and the overall mass matrix [K] are assembled, the initial dynamic displacement, velocity and acceleration of each element are set to 0, and [F(t0)] J =100kN.

[0063] In step 2, pre-processing operations are performed on the VFIFE analysis component, including:

[0064] Step 2.1: Discretize the VFIFE analysis component into a mass point group connected by massless elements, expressed as:

[0065] x={x 1,n ;x 2,n;...;x N,n}={(x1,y1,z1);(x2,y2,z2);...;(x N ,y N ,z N )}

[0066] Step 2.2, obtain the material properties of the VFIFE analysis component, including elastic modulus, cross-sectional area, material density and damping coefficient; select the type of massless unit, define the system damping coefficient, the spatial position x of each mass point at the initial time t0 N,0 , initial velocity Initial acceleration Point force f N,0 and external force P N,0 ;

[0067] Step 2.3, get the connection point J i Position and load information.

[0068] In step 2, pre-processing operations are performed on the FEM analysis components, including:

[0069] Step 2.4, divide the FEM analysis component into units, obtain the material properties of the FEM analysis component, and assemble the overall stiffness matrix [K], overall mass matrix [M], and overall damping matrix [C];

[0070] Step 2.5: Define the dynamic displacement matrix {δ(t0)} and velocity matrix of each unit obtained by FEM analysis component division in step 2.4 at the initial time t0 Acceleration Matrix and the overall external load matrix F(t0)];

[0071] Step 2.6, get the connection point J i Position and load information.

[0072] It should be noted that this application does not limit the time sequence between steps 2.1 to 2.3 and steps 2.4 to 2.6. For example, the pre-processing operation of the VFIFE analysis component can be completed first, and then the pre-processing operation of the FEM analysis component can be performed; or the pre-processing operation of the FEM analysis component can be completed first, and then the pre-processing operation of the VFIFE analysis component can be performed; of course, both can also be performed simultaneously.

[0073] After step 2, for example, the initial coordinates of the connection point J1 between the main beam and the cable can be determined. Initial coordinates of the connection point J2 between the tower and the cable No external load.

[0074] In step 3, the iterative solution includes:

[0075] Step 3.1, connect point J i Consolidation constraint is performed, that is, at the two connected moments t n and t n+1 In the example, assume that the connection point J i The spatial position of is fixed and is expressed as:

[0076] x Jib,n+1 =x Jia,n

[0077] Among them, x Jib,n+1 For the connection point J i In t n+1 The assumed spatial position at the moment, x Jia,n For the connection point J i At time t n The real space position of the central difference method is used as the integration method in the VFIFE analysis process. According to the time t n The spatial position of the particle x N,n , point force f N,n and external force P N,n Solve time t n+1 The spatial position of the particle x N,n+1 ;

[0078] Step 3.2, solve the equation of each particle at time t by using the virtual reverse motion and the principle of virtual work. n+1 The point force f N,n+1 ;

[0079] Step 3.3, release connection point J i Consolidation constraint, the connection point J obtained in the VFIFE analysis process i The point force f Ji,n+1 and the corresponding external force P Ji,n+1 The overall external load matrix F(t n+1 )]middle;

[0080] Step 3.4: Select the stepwise integration method (such as Wilson-θ method, Newmark-β method, etc.) as the integration method in the FEM analysis process to solve the time t n+1 The dynamic response of each unit obtained by FEM analysis component division includes the dynamic response at time t n+1 The dynamic displacement matrix {δ(t n+1 )}, velocity matrix and the acceleration matrix

[0081] Step 3.5: Extract connection point J i Dynamic displacement δ Ji,n+1, get the connection point J i At time t n+1 The real space position of is expressed as:

[0082] x Jia,n+1 =x Jia,n +δ Ji,n+1

[0083] The real spatial position is fed back as boundary information to the VFIFE analysis process at the next moment.

[0084] For example, after the hybrid numerical model is established, the integration step h can be set to 1×10 -4 s, the integration time is 100 s, the central difference method is used as the integration method in the VFIFE analysis process, and the Wilson-θ method is used as the integration method in the FEM analysis process.

[0085] In step 3.1, the central difference method is used as the integration method in the VFIFE analysis process. n The spatial position of the particle x N,n , point force f N,n and external force P N,n Solve time t n+1 The spatial position of the particle x N,n+1 , expressed as:

[0086]

[0087] Among them, x N,n-1 is time t n-1 The spatial position of the particle; C is the damping coefficient matrix of the VFIFE analysis component.

[0088] In step 3.2, the virtual reverse motion and the principle of virtual work are used to solve the problem of each particle at time t n+1 The point force f N,n+1 , expressed as:

[0089]

[0090]

[0091] Where i and j represent the numbers of the two mass points connected to the two ends of the massless unit; num represents the total number of massless units connected to mass point N; E c is the elastic modulus of the cable, A c is the cross-sectional area of ​​the cable, f e is the internal force generated by the massless element.

[0092] Specifically, if Figure 3As shown, with While or For loop as the basic program structure, first enter the VFIFE solution module and set the connection point x Ji,n+1 =x Ji,n Constraints are performed, with both ends of the cable as constraint connection points. The particle displacement of the VFIFE analysis component at the next moment is solved, and the particle force at the next moment is solved based on the virtual reverse motion. After reading the particle force at the connection point, the FEM solution module is entered.

[0093] In step 3.4, the step-by-step integration method is selected as the integration method in the FEM analysis process to solve the time t n+1 The dynamic response of each unit obtained by FEM analysis component division is expressed as:

[0094]

[0095] like Figure 4 As shown, the connection point constraints are released, and the mass force and corresponding external force obtained by VFIFE are combined into the next moment overall external load matrix [F(t n+1 )], solve the dynamic displacement of each unit at the next moment {δ(t n+1 )},speed and acceleration Get the real space position x of the connection point Ji,n+1 , which is then fed back as boundary information to the VFIFE analysis process at the next moment. In this embodiment, a vertical downward force of 1 kN is applied to the midpoint of the main beam for 1 second and then removed, i.e. [F(t0)] J =0.

[0096] When the VFIFE and FEM solution module loop reaches the integration time, it jumps out of the loop solution step and stores the dynamic response of the structural node that needs to be viewed.

[0097] For example, Figure 5 The vertical free vibration time history diagram of the main beam at its midpoint after the sudden load is applied; Figure 6 This is the vertical free vibration time history diagram of the cable midpoint after the structure is subjected to the sudden load of the main beam; Figure 7 The vertical free vibration time history diagram of the connection point between the main beam and the cable after the structure is subjected to the sudden load of the main beam. Figures 5 to 7It can be seen that after the concentrated load is removed, the vibration of the main beam gradually decays to a stable state due to its high damping, while the cables, with their low damping, decay more slowly after being excited by the main beam vibration. The simulation results of the embodiment are consistent with the actual situation, verifying the accuracy of the numerical simulation of the cable-beam-tower coupled vibration proposed in this embodiment. This embodiment is based on a numerical simulation method for cable-beam-tower coupled vibration combining VFIFE and FEM proposed in this invention. The solution time for an integration time of 100 seconds is 27 seconds. On the same operating platform, the solution time using the VFIFE method is 100 seconds, verifying that the present invention can effectively improve the solution speed of such vibration problems.

[0098] In summary, this application combines the two finite element methods, FEM and VFIFE, to analyze the main beam and tower units in the model using FEM, and to simulate the cable units using VFIFE, making full use of the advantages of both methods and providing great possibilities for improving the efficiency and accuracy of numerical simulation of cable-beam-tower coupled vibration problems.

Claims

1. A cable-beam-tower coupled vibration numerical simulation method combining VFIFE and FEM, characterized in that: include: Step 1: According to the structural stiffness of the components in the cable-beam-tower system, the components are divided into VFIFE analysis components and FEM analysis components, and the connection point J of the VFIFE analysis components and the FEM analysis components is determined. i Position, establish a hybrid numerical model; Step 2, performing pre-processing operations on the VFIFE analysis component and the FEM analysis component in the hybrid numerical model respectively; Step 3: Define the integration time and step length, and iteratively solve the displacement and internal force of the cable-beam-tower structural system in each integration step; Step 4: determine whether the integral termination condition is met. If the integral termination condition is met, execute step 5, otherwise repeat step 3; Step 5: Output numerical simulation data; In step 3, the iterative solution includes: Step 3.1, connect point J i Consolidation constraint is performed, that is, at the two consecutive moments t n and t n+1 In the example, assume that the connection point J i The spatial position of is fixed, expressed as: x Jib,n+1 =x Jia,n Among them, x Jib,n+1 For the connection point J i In t n+1 The assumed spatial position at time, x Jia,n For the connection point J i At time t n The real spatial position of the VFIFE analysis process is based on the central difference method. n The spatial position of the particle x N,n , mass force f N,n and external force P N,n Solve for time t n+1 The spatial position of the particle x N,n+1 ; Step 3.2: Use the virtual reverse motion and the principle of virtual work to solve the equation for each particle at time t n+1 The mass force f N,n+1 ; Step 3.3, release connection point J i Consolidation constraints, the connection point J obtained during the VFIFE analysis i The mass force f Ji,n+1 and the corresponding external force P Ji,n+1 The overall external load matrix F(t n+1 )middle; Step 3.4: Use the step-by-step integration method as the integration method in the FEM analysis process to solve the time t n+1 The dynamic response of each unit obtained by FEM analysis component division includes the dynamic response at time t n+1 The dynamic displacement matrix {δ(t n+1 )}, velocity matrix and the acceleration matrix Step 3.5: Extract connection point J i The dynamic displacement δ Ji,n+1 , get the connection point J i At time t n+1 The real spatial position of is expressed as: x Jia,n+1 =x Jia,n +δ Ji,n+1 The real space position is fed back as boundary information to the VFIFE analysis process at the next moment.

2. The cable-beam-tower coupled vibration numerical simulation method combining VFIFE and FEM according to claim 1 is characterized in that: In step 1, the VFIFE analysis components include cables; the FEM analysis components include main beams and cable towers.

3. The cable-beam-tower coupled vibration numerical simulation method combining VFIFE and FEM according to claim 1 or 2, characterized in that: In step 2, a pre-processing operation is performed on the VFIFE analysis component, including: Step 2.1: Discretize the VFIFE analysis component into a group of mass points connected by massless units, expressed as: x={x 1,n ;x 2,n ;...;x N,n };(x1,y1,z1);(x2,y2,z2);...;(x N ,y N ,z N )} Step 2.2, obtain the material properties of the VFIFE analysis component, the material properties include elastic modulus, cross-sectional area, material density and damping coefficient; select the type of massless unit, the type of massless unit includes beam unit and rod unit; define the system damping coefficient, the spatial position x of each mass point at the initial time t0 N,0 , initial velocity Initial acceleration Mass force f N,0 and external force P N,0 ; Step 2.3, get the connection point J i Location and loading information.

4. The cable-beam-tower coupled vibration numerical simulation method combining VFIFE and FEM according to claim 3 is characterized in that: In step 2, a pre-processing operation is performed on the FEM analysis component, including: Step 2.4, divide the FEM analysis component into units, obtain the material properties of the FEM analysis component, and assemble the overall stiffness matrix K, the overall mass matrix M and the overall damping matrix C; Step 2.5: Define the dynamic displacement matrix {δ(t0)} and velocity matrix of each unit obtained by FEM analysis component division at the initial time t0 in step 2.4 Acceleration Matrix and the overall external load matrix F(t n+1 ); Step 2.6, get the connection point J i Location and loading information.

5. The cable-beam-tower coupled vibration numerical simulation method combining VFIFE and FEM according to claim 1, characterized in that: In step 3.1, the central difference method is used as the integration method in the VFIFE analysis process, according to the time t n The spatial position of the particle x N,n , mass force f N,n and external force P N,n Solve for time t n+1 The spatial position of the particle x N,n+1 , expressed as: Among them, m N is the mass of particle N; h is the integration step; x N,n-1 is time t n-1 The spatial position of the particle; C is the damping coefficient matrix of the VFIFE analysis component.

6. The cable-beam-tower coupled vibration numerical simulation method combining VFIFE and FEM according to claim 1, characterized in that: In step 3.2, the virtual reverse motion and the principle of virtual work are used to solve the problem of each particle at time t n+1 The mass force f N,n+1 , expressed as: Where i and j represent the numbers of the two mass points connected to the two ends of the massless unit; num represents the total number of massless units connected to mass point N; E c is the elastic modulus of the cable, A c is the cross-sectional area of ​​the cable, f e Internal forces generated by massless elements.

7. The cable-beam-tower coupled vibration numerical simulation method combining VFIFE and FEM according to claim 1, characterized in that: In step 3.4, the step-by-step integration method is used as the integration method in the FEM analysis process to solve the time t n+1 The dynamic response of each unit obtained by FEM analysis component division is expressed as:

8. A computer storage medium, characterized in that: The computer storage medium stores a computer program; when the computer program is executed on a computer, the computer executes the cable-beam-tower coupled vibration numerical simulation method combining VFIFE and FEM as described in any one of claims 1 to 7.

9. A computer program product, characterized in that When the computer program product is run on a computer, the computer is enabled to execute the cable-beam-tower coupled vibration numerical simulation method combining VFIFE and FEM according to any one of claims 1 to 7.

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