Wind-induced vibration performance evaluation method and system for super-long span sea-crossing bridges in strong typhoon areas

Abstract

The present invention discloses a method and system for evaluating the wind-induced vibration performance of an ultra-large-span sea-crossing bridge in a strong typhoon sea area. The method comprises: obtaining bridge information and typhoon information, wherein the bridge information comprises: an effective cross-sectional area of the bridge, a natural frequency of the bridge structure, a mass of the bridge, a stiffness of the bridge structure, a natural frequency of the bridge structure and a damping ratio of the bridge structure, and the typhoon information comprises: a wind direction, a wind speed component, a wind speed and a frequency of the typhoon; setting a bridge wind load index simulation model, calculating the wind load index received by the bridge in a strong typhoon sea area at different times, performing three-dimensional modeling on the bridge, and performing wind field simulation, using the wind load index as a parameter to test the wind-induced vibration performance of the bridge; adjusting the wind load index so that the bridge performs wind field simulation under different wind load indices, thereby completing the wind-induced vibration performance evaluation of the bridge.

Description

Technical Field

[0001] The present invention belongs to the technical field of wind-induced vibration performance evaluation of bridges, and more specifically, relates to a method and system for evaluating the wind-induced vibration performance of ultra-long-span sea-crossing bridges in strong typhoon areas. Background Art

[0002] Bridge wind field simulation uses numerical simulation methods to simulate the characteristics of the wind field, including wind speed, wind direction, and typhoon movement path. The following are the general steps for bridge wind field simulation:

[0003] Determine the simulation area: Determine the specific geographical location of the bridge and the scope of the simulation area. This will affect the accuracy of the simulation and needs to include sufficient spatial range to account for the spatial variation of the wind field.

[0004] Obtaining meteorological data: Obtain the meteorological data required for simulation, including historical and / or real-time meteorological data. This data may include information such as wind speed, wind direction, temperature, and humidity. Common sources of data include weather stations, satellite observations, and meteorological models.

[0005] Select a wind model: Choose an appropriate numerical wind model to simulate the spatial and temporal distribution of the wind field. Common numerical models include computational fluid dynamics (CFD) models and atmospheric models. CFD models can simulate local details more accurately, while atmospheric models are suitable for larger-scale simulations.

[0006] Set boundary conditions: According to the needs of the simulation, set boundary conditions, including the boundaries of the simulation area, terrain, buildings, etc. These conditions will affect the accuracy of the simulation.

[0007] Perform numerical simulations: Use the selected wind field model and set boundary conditions to perform numerical simulations. This usually requires the use of professional numerical simulation software, which includes physical models such as convection equations and turbulence models.

[0008] However, the wind field simulation for bridges in the existing technology is too complicated and not easy to use. Summary of the Invention

[0009] To solve the above technical problems, the present invention proposes a method for evaluating the wind-induced vibration performance of a super-long-span sea-crossing bridge in a strong typhoon area, comprising:

[0010] Obtaining bridge information and typhoon information, wherein the bridge information includes: effective cross-sectional area of the bridge, natural frequency of the bridge structure, mass of the bridge, stiffness of the bridge structure, natural frequency of the bridge structure, and damping ratio of the bridge structure; and the typhoon information includes: wind direction, wind speed component, wind speed, and typhoon frequency;

[0011] Setting up a bridge wind load index simulation model, calculating the wind load index received by the bridge in strong typhoon sea areas at different times, and building a three-dimensional model of the bridge and conducting a wind field simulation. Using the wind load index as a parameter, the wind vibration performance of the bridge is tested.

[0012] The wind load index is adjusted so that the bridge can be subjected to wind field simulation under different wind load indices, thereby completing the wind-induced vibration performance evaluation of the bridge.

[0013] Furthermore, the bridge wind load index simulation model includes:

[0014]

[0015] Among them, F wind is the wind load index of the bridge, C d is the wind resistance coefficient of the bridge, ρ is the air density, A is the effective cross-sectional area of the bridge, V is the wind speed, S(θ, φ, t) is the displacement response function of the bridge structure, which depends on the wind direction θ, wind speed component φ and time t, T(I, α) is the typhoon response function, which depends on the typhoon intensity I and the moving direction α, F dynamic is the vibration response value of the bridge structure.

[0016] Furthermore, the bridge structure displacement response function S(θ, φ, t) includes:

[0017] S(θ,φ,t)=sin(θ)·cos(φ)·sin(ωt)

[0018] Where ω is the natural frequency of the bridge structure.

[0019] Furthermore, the typhoon response function T(I, α) includes:

[0020]

[0021] Among them, I0 is the standard intensity of the typhoon, α0 is the standard moving direction of the typhoon, and σ is the adjustment factor of the typhoon intensity distribution.

[0022] Furthermore, the vibration response value F of the bridge structure is calculated. dynamic include:

[0023]

[0024] Where M is the mass of the bridge, k is the stiffness of the bridge structure, ω is the natural frequency of the bridge structure, ζ is the damping ratio of the bridge structure, and f typhoon is the frequency of typhoons.

[0025] The present invention also proposes a wind-induced vibration performance evaluation system for ultra-long-span sea-crossing bridges in strong typhoon areas, comprising:

[0026] an information acquisition module, configured to acquire bridge information and typhoon information, wherein the bridge information includes: effective cross-sectional area of the bridge, natural frequency of the bridge structure, mass of the bridge, stiffness of the bridge structure, natural frequency of the bridge structure, and damping ratio of the bridge structure; and the typhoon information includes: wind direction, wind speed component, wind speed, and typhoon frequency;

[0027] Setting up a model module, used to set up a bridge wind load index simulation model, calculate the wind load index received by the bridge in a strong typhoon sea area at different times, perform three-dimensional modeling of the bridge, and perform wind field simulation, using the wind load index as a parameter to test the wind vibration performance of the bridge;

[0028] The evaluation module is used to adjust the wind load index so that the bridge can perform wind field simulation under different wind load indices, thereby completing the wind vibration performance evaluation of the bridge.

[0029] Furthermore, the bridge wind load index simulation model includes:

[0030]

[0031] Among them, F wind is the wind load index of the bridge, C d is the wind resistance coefficient of the bridge, ρ is the air density, A is the effective cross-sectional area of the bridge, V is the wind speed, S(θ, φ, t) is the displacement response function of the bridge structure, which depends on the wind direction θ, wind speed component φ and time t, T(I, α) is the typhoon response function, which depends on the typhoon intensity I and the moving direction α, F dynamic is the vibration response value of the bridge structure.

[0032] Furthermore, the bridge structure displacement response function S(θ, φ, t) includes:

[0033] S(θ,φ,t)=sin(θ)·cos(φ)·sin(ωt)

[0034] Where ω is the natural frequency of the bridge structure.

[0035] Furthermore, the typhoon response function T(I, α) includes:

[0036]

[0037] Among them, I0 is the standard intensity of the typhoon, α0 is the standard moving direction of the typhoon, and σ is the adjustment factor of the typhoon intensity distribution.

[0038] Furthermore, the vibration response value F of the bridge structure is calculated. dynamic include:

[0039]

[0040] Where M is the mass of the bridge, k is the stiffness of the bridge structure, ω is the natural frequency of the bridge structure, ζ is the damping ratio of the bridge structure, and f typhoon is the frequency of typhoons.

[0041] Compared with the prior art, the above technical solution conceived by the present invention has the following beneficial effects:

[0042] The present invention obtains bridge information and typhoon information, wherein the bridge information includes: the effective cross-sectional area of the bridge, the natural frequency of the bridge structure, the mass of the bridge, the stiffness of the bridge structure, the natural frequency of the bridge structure, and the damping ratio of the bridge structure; the typhoon information includes: wind direction, wind speed component, wind speed, and typhoon frequency; sets a bridge wind load index simulation model, calculates the wind load index received by the bridge in a strong typhoon sea area at different times, and performs three-dimensional modeling of the bridge and wind field simulation, using the wind load index as a parameter to test the wind vibration performance of the bridge; adjusts the wind load index so that the bridge performs wind field simulation under different wind load indices, thereby completing the wind vibration performance evaluation of the bridge. By calculating the wind load index and incorporating it into the wind vibration performance test of the bridge, the present invention can improve the accuracy of the bridge wind field simulation. BRIEF DESCRIPTION OF THE DRAWINGS

[0043] Figure 1 is a flow chart of the method of embodiment 1 of the present invention;

[0044] Figure 2 This is a system structure diagram of Example 2 of the present invention. DETAILED DESCRIPTION

[0045] In order to better understand the above technical solution, the above technical solution will be described in detail below with reference to the accompanying drawings and specific implementation methods.

[0046] The method provided by the present invention can be implemented in the following terminal environment, wherein the terminal may include one or more of the following components: a processor, a storage medium, and a display screen. The storage medium stores at least one instruction, which is loaded and executed by the processor to implement the method described in the following embodiments.

[0047] A processor can include one or more processing cores. It connects various components within the terminal using various interfaces and circuits. It executes instructions, programs, code sets, or instruction sets stored in storage media, and accesses data stored in storage media to perform various terminal functions and process data.

[0048] The storage medium may include a random access memory (RAM) or a read-only memory (ROM). The storage medium may be used to store instructions, programs, codes, code sets, or instructions.

[0049] The display screen is used to display the interactive interface of each application.

[0050] All subscripts in the formulas of the present invention are only used to distinguish parameters and have no actual meaning.

[0051] In addition, those skilled in the art will appreciate that the structure of the terminal described above does not limit the terminal. The terminal may include more or fewer components, or a combination of certain components, or a different arrangement of components. For example, the terminal may also include a radio frequency circuit, an input unit, a sensor, an audio circuit, a power supply, and other components, which will not be described in detail here.

[0052] Example 1

[0053] like Figure 1 As shown, an embodiment of the present invention provides a method for evaluating the wind-induced vibration performance of a super-long span sea-crossing bridge in a strong typhoon sea area, comprising:

[0054] Step 101: Acquire bridge information and typhoon information, wherein the bridge information includes: effective cross-sectional area of the bridge, natural frequency of the bridge structure, mass of the bridge, stiffness of the bridge structure, natural frequency of the bridge structure, and damping ratio of the bridge structure; and the typhoon information includes: wind direction, wind speed component, wind speed, and typhoon frequency;

[0055] Step 102: Setting a bridge wind load index simulation model, calculating the wind load index received by the bridge in a strong typhoon sea area at different times, performing three-dimensional modeling of the bridge, and performing wind field simulation. Using the wind load index as a parameter, the wind vibration performance of the bridge is tested.

[0056] Specifically, the bridge wind load index simulation model includes:

[0057]

[0058] Among them, F wind is the wind load index of the bridge, C d is the wind resistance coefficient of the bridge, ρ is the air density, A is the effective cross-sectional area of the bridge, V is the wind speed, S(θ, φ, t) is the displacement response function of the bridge structure, which depends on the wind direction θ, wind speed component φ and time t, T(I, α) is the typhoon response function, which depends on the typhoon intensity I and the moving direction α, F dynamic is the vibration response value of the bridge structure.

[0059] Specifically, the bridge structure displacement response function S(θ, φ, t) includes:

[0060] S(θ,φ,t)=sin(θ)·cos(φ)·sin(ωt)

[0061] Where ω is the natural frequency of the bridge structure.

[0062] Specifically, the typhoon response function T(I, α) includes:

[0063]

[0064] Among them, I0 is the standard intensity of the typhoon, α0 is the standard moving direction of the typhoon, and σ is the adjustment factor of the typhoon intensity distribution.

[0065] Specifically, the vibration response value F of the bridge structure is calculated dynamic include:

[0066]

[0067] Where M is the mass of the bridge, k is the stiffness of the bridge structure, ω is the natural frequency of the bridge structure, ζ is the damping ratio of the bridge structure, and f typhoon is the frequency of typhoons.

[0068] Step 103 , adjusting the wind load index so that the bridge performs wind field simulation under different wind load indices, thereby completing the wind-induced vibration performance evaluation of the bridge.

[0069] Example 2

[0070] like Figure 2 As shown, the embodiment of the present invention further proposes a wind-induced vibration performance evaluation system for ultra-long span sea-crossing bridges in strong typhoon areas, comprising:

[0071] an information acquisition module, configured to acquire bridge information and typhoon information, wherein the bridge information includes: effective cross-sectional area of the bridge, natural frequency of the bridge structure, mass of the bridge, stiffness of the bridge structure, natural frequency of the bridge structure, and damping ratio of the bridge structure; and the typhoon information includes: wind direction, wind speed component, wind speed, and typhoon frequency;

[0072] Setting up a model module, used to set up a bridge wind load index simulation model, calculate the wind load index received by the bridge in a strong typhoon sea area at different times, perform three-dimensional modeling of the bridge, and perform wind field simulation, using the wind load index as a parameter to test the wind vibration performance of the bridge;

[0073] Specifically, the bridge wind load index simulation model includes:

[0074]

[0075] Among them, F wind is the wind load index of the bridge, C d is the wind resistance coefficient of the bridge, ρ is the air density, A is the effective cross-sectional area of the bridge, V is the wind speed, S(θ, φ, t) is the displacement response function of the bridge structure, which depends on the wind direction θ, wind speed component φ and time t, T(I, α) is the typhoon response function, which depends on the typhoon intensity I and the moving direction α, F dynamic is the vibration response value of the bridge structure.

[0076] Specifically, the bridge structure displacement response function S(θ, φ, t) includes:

[0077] S(θ,φ,t)=sin(θ)·cos(φ)·sin(ωt)

[0078] Where ω is the natural frequency of the bridge structure.

[0079] Specifically, the typhoon response function T(I, α) includes:

[0080]

[0081] Among them, I0 is the standard intensity of the typhoon, α0 is the standard moving direction of the typhoon, and σ is the adjustment factor of the typhoon intensity distribution.

[0082] Specifically, the vibration response value F of the bridge structure is calculated dynamic include:

[0083]

[0084] Where M is the mass of the bridge, k is the stiffness of the bridge structure, ω is the natural frequency of the bridge structure, ζ is the damping ratio of the bridge structure, and f typhoon is the frequency of typhoons.

[0085] The evaluation module is used to adjust the wind load index so that the bridge can perform wind field simulation under different wind load indices, thereby completing the wind vibration performance evaluation of the bridge.

[0086] Example 3

[0087] An embodiment of the present invention further proposes a storage medium storing a plurality of instructions, wherein the instructions are used to implement the wind-induced vibration performance evaluation method for an ultra-long span sea-crossing bridge in a strong typhoon sea area.

[0088] Optionally, in this embodiment, the storage medium may be located in any computer terminal in a computer terminal group in a computer network, or in any mobile terminal in a mobile terminal group.

[0089] Optionally, in this embodiment, the storage medium is configured to store program codes for executing the following steps: Step 101, obtaining bridge information and typhoon information, wherein the bridge information includes: an effective cross-sectional area of the bridge, a natural frequency of the bridge structure, a mass of the bridge, a stiffness of the bridge structure, a natural frequency of the bridge structure, and a damping ratio of the bridge structure; and the typhoon information includes: a wind direction, a wind speed component, a wind speed, and a typhoon frequency;

[0090] Step 102: Setting a bridge wind load index simulation model, calculating the wind load index received by the bridge in a strong typhoon sea area at different times, performing three-dimensional modeling of the bridge, and performing wind field simulation. Using the wind load index as a parameter, the wind vibration performance of the bridge is tested.

[0091] Specifically, the bridge wind load index simulation model includes:

[0092]

[0093] Among them, F wind is the wind load index of the bridge, C d is the wind resistance coefficient of the bridge, ρ is the air density, A is the effective cross-sectional area of the bridge, V is the wind speed, S(θ, φ, t) is the displacement response function of the bridge structure, which depends on the wind direction θ, wind speed component φ and time t, T(I, α) is the typhoon response function, which depends on the typhoon intensity I and the moving direction α, F dynamic is the vibration response value of the bridge structure.

[0094] Specifically, the bridge structure displacement response function S(θ, φ, t) includes:

[0095] S(θ,φ,t)=sin(θ)·cos(φ)·sin(ωt)

[0096] Where ω is the natural frequency of the bridge structure.

[0097] Specifically, the typhoon response function T(I, α) includes:

[0098]

[0099] Among them, I0 is the standard intensity of the typhoon, α0 is the standard moving direction of the typhoon, and σ is the adjustment factor of the typhoon intensity distribution.

[0100] Specifically, the vibration response value F of the bridge structure is calculated dynamic include:

[0101]

[0102] Where M is the mass of the bridge, k is the stiffness of the bridge structure, ω is the natural frequency of the bridge structure, ζ is the damping ratio of the bridge structure, and f typhoon is the frequency of typhoons.

[0103] Step 103 , adjusting the wind load index so that the bridge performs wind field simulation under different wind load indices, thereby completing the wind-induced vibration performance evaluation of the bridge.

[0104] Example 4

[0105] An embodiment of the present invention also proposes an electronic device, including a processor and a storage medium connected to the processor, wherein the storage medium stores multiple instructions, which can be loaded and executed by the processor, so that the processor can execute a method for evaluating the wind-vibration performance of ultra-large span sea-crossing bridges in strong typhoon areas.

[0106] Specifically, the electronic device of this embodiment may be a computer terminal, which may include: one or more processors and a storage medium.

[0107] Among them, the storage medium can be used to store software programs and modules, such as a method for evaluating the wind-induced vibration performance of a super-long span sea-crossing bridge in a strong typhoon sea area in an embodiment of the present invention, and the corresponding program instructions / modules. The processor executes various functional applications and data processing by running the software programs and modules stored in the storage medium, that is, realizing the above-mentioned method for evaluating the wind-induced vibration performance of a super-long span sea-crossing bridge in a strong typhoon sea area. The storage medium may include high-speed random access storage media, and may also include non-volatile storage media, such as one or more magnetic storage systems, flash memory, or other non-volatile solid-state storage media. In some instances, the storage medium may further include storage media remotely located relative to the processor, and these remote storage media may be connected to the terminal via a network. Examples of the above-mentioned network include, but are not limited to, the Internet, corporate intranet, local area network, mobile communication network, and combinations thereof.

[0108] The processor may call information and an application stored in a storage medium through a transmission system to execute the following steps: Step 101: obtaining bridge information and typhoon information, wherein the bridge information includes: an effective cross-sectional area of the bridge, a natural frequency of the bridge structure, a mass of the bridge, a stiffness of the bridge structure, a natural frequency of the bridge structure, and a damping ratio of the bridge structure; and the typhoon information includes: a wind direction, a wind speed component, a wind speed, and a typhoon frequency;

[0109] Step 102: Setting a bridge wind load index simulation model, calculating the wind load index received by the bridge in a strong typhoon sea area at different times, performing three-dimensional modeling of the bridge, and performing wind field simulation. Using the wind load index as a parameter, the wind vibration performance of the bridge is tested.

[0110] Specifically, the bridge wind load index simulation model includes:

[0111]

[0112] Among them, F wind is the wind load index of the bridge, C d is the wind resistance coefficient of the bridge, ρ is the air density, A is the effective cross-sectional area of the bridge, V is the wind speed, S(θ, φ, t) is the displacement response function of the bridge structure, which depends on the wind direction θ, wind speed component φ and time t, T(I, α) is the typhoon response function, which depends on the typhoon intensity I and the moving direction α, F dynamic is the vibration response value of the bridge structure.

[0113] Specifically, the bridge structure displacement response function S(θ, φ, t) includes:

[0114] S(θ,φ,t)=sin(θ)·cos(φ)·sin(ωt)

[0115] Where ω is the natural frequency of the bridge structure.

[0116] Specifically, the typhoon response function T(I, α) includes:

[0117]

[0118] Among them, I0 is the standard intensity of the typhoon, α0 is the standard moving direction of the typhoon, and σ is the adjustment factor of the typhoon intensity distribution.

[0119] Specifically, the vibration response value F of the bridge structure is calculated dynamic include:

[0120]

[0121] Where M is the mass of the bridge, k is the stiffness of the bridge structure, ω is the natural frequency of the bridge structure, ζ is the damping ratio of the bridge structure, and f typhoon is the frequency of typhoons.

[0122] Step 103 , adjusting the wind load index so that the bridge performs wind field simulation under different wind load indices, thereby completing the wind-induced vibration performance evaluation of the bridge.

[0123] The serial numbers of the above embodiments of the present invention are for description only and do not represent the advantages or disadvantages of the embodiments.

[0124] In the above embodiments of the present invention, the description of each embodiment has its own focus. For parts that are not described in detail in a certain embodiment, reference can be made to the relevant descriptions of other embodiments.

[0125] In the several embodiments provided by the present invention, it should be understood that the disclosed technical content can be implemented in other ways. Among them, the system embodiments described above are merely illustrative. For example, the division of the units is only a logical function division. In actual implementation, there may be other division methods. For example, multiple units or components can be combined or integrated into another system, or some features can be ignored or not executed. In addition, the mutual coupling or direct coupling or communication connection shown or discussed can be through some interfaces, indirect coupling or communication connection of units or modules, and can be electrical or other forms.

[0126] The units described as separate components may or may not be physically separate, and the components shown as units may or may not be physical units, that is, they may be located in one place or distributed across multiple network units. Some or all of these units may be selected to achieve the purpose of this embodiment according to actual needs.

[0127] In addition, the functional units in the various embodiments of the present invention may be integrated into a single processing unit, each unit may exist physically separately, or two or more units may be integrated into a single unit. The aforementioned integrated units may be implemented in the form of hardware or software functional units.

[0128] If the integrated unit is implemented in the form of a software functional unit and sold or used as an independent product, it can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present invention, or the part that contributes to the prior art, or all or part of the technical solution can be embodied in the form of a software product. The computer software product is stored in a storage medium and includes several instructions for enabling a computer device (which can be a personal computer, server or network device, etc.) to execute all or part of the steps of the method described in each embodiment of the present invention. The aforementioned storage medium includes: U disk, read-only storage medium (ROM, Read-Only Memory), random access storage medium (RAM, Random Access Memory), mobile hard disk, magnetic disk or optical disk, and other media that can store program code.

[0129] Obviously, the above embodiments are merely examples for clarity of explanation and are not intended to limit the implementation methods. Those skilled in the art will readily appreciate that other variations or modifications based on the above descriptions are possible. It is not necessary and impossible to enumerate all implementation methods here. Obvious variations or modifications arising therefrom remain within the scope of protection of the present invention.

Claims

1. A method for evaluating the wind-induced vibration performance of a super-long-span sea-crossing bridge in a strong typhoon area, characterized in that: include: Acquiring bridge information and typhoon information, wherein the bridge information includes: effective cross-sectional area of the bridge, mass of the bridge, stiffness of the bridge structure, natural frequency of the bridge structure, and damping ratio of the bridge structure; and the typhoon information includes: wind direction, wind speed component, wind speed, and typhoon frequency; Setting up a bridge wind load index simulation model, calculating the wind load index received by the bridge in strong typhoon sea areas at different times, and building a three-dimensional model of the bridge and conducting a wind field simulation. Using the wind load index as a parameter, the wind vibration performance of the bridge is tested. The bridge wind load index simulation model includes: Among them, F wind is the wind load index of the bridge, C d is the wind resistance coefficient of the bridge, ρ is the air density, A is the effective cross-sectional area of the bridge, V is the wind speed, S(θ, φ, t) is the displacement response function of the bridge structure, which depends on the wind direction θ, wind speed component φ and time t, T(I, α) is the typhoon response function, which depends on the typhoon intensity I and the moving direction α, F dynamic is the vibration response value of the bridge structure; The bridge structure displacement response function S(θ, φ, t) includes: S(θ,φ,t)=sin(θ)·cos(φ)·sin(ωt) Where ω is the natural frequency of the bridge structure; The typhoon response function T(I, α) includes: Where I0 is the standard intensity of the typhoon, α0 is the standard moving direction of the typhoon, and σ is the adjustment factor of the typhoon intensity distribution; Calculate the vibration response value F of the bridge structure dynamic include: Where M is the mass of the bridge, k is the stiffness of the bridge structure, ω is the natural frequency of the bridge structure, ζ is the damping ratio of the bridge structure, and f typhoon is the frequency of typhoons; The wind load index is adjusted so that the bridge can be subjected to wind field simulation under different wind load indices, thereby completing the wind-induced vibration performance evaluation of the bridge.

2. A wind-induced vibration performance evaluation system for ultra-long span sea-crossing bridges in strong typhoon areas, characterized by: include: an information acquisition module, configured to acquire bridge information and typhoon information, wherein the bridge information includes: effective cross-sectional area of the bridge, mass of the bridge, stiffness of the bridge structure, natural frequency of the bridge structure, and damping ratio of the bridge structure; and the typhoon information includes: wind direction, wind speed component, wind speed, and typhoon frequency; Setting up a model module, used to set up a bridge wind load index simulation model, calculate the wind load index received by the bridge in a strong typhoon sea area at different times, perform three-dimensional modeling of the bridge, and perform wind field simulation, using the wind load index as a parameter to test the wind vibration performance of the bridge; The bridge wind load index simulation model includes: Among them, F wind is the wind load index of the bridge, C d is the wind resistance coefficient of the bridge, ρ is the air density, A is the effective cross-sectional area of the bridge, V is the wind speed, S(θ, φ, t) is the displacement response function of the bridge structure, which depends on the wind direction θ, wind speed component φ and time t, T(I, α) is the typhoon response function, which depends on the typhoon intensity I and the moving direction α, F dynamic is the vibration response value of the bridge structure; The bridge structure displacement response function S(θ, φ, t) includes: S(θ,φ,t)=sin(θ)·cos(φ)·sin(ωt) Where ω is the natural frequency of the bridge structure; The typhoon response function T(I, α) includes: Where I0 is the standard intensity of the typhoon, α0 is the standard moving direction of the typhoon, and σ is the adjustment factor of the typhoon intensity distribution; Calculate the vibration response value F of the bridge structure dynamic include: Where M is the mass of the bridge, k is the stiffness of the bridge structure, ω is the natural frequency of the bridge structure, ζ is the damping ratio of the bridge structure, and f typhoon is the frequency of typhoons; The evaluation module is used to adjust the wind load index so that the bridge can perform wind field simulation under different wind load indices, thereby completing the wind vibration performance evaluation of the bridge.

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