Photovoltaic support foundation design method based on wind energy simulation calculation

Abstract

The invention relates to the technical field of simulation calculation, and discloses a photovoltaic support foundation design method based on wind energy simulation calculation, and the method comprises the steps: introducing a self-spectral density function in a random vibration theory to describe the turbulence intensity of a single-point wind speed based on specific meteorological and topographic data of a photovoltaic support target site; outputting a three-dimensional fluctuating wind field model containing complete information of spatial and temporal distribution of wind pressure; taking the obtained three-dimensional fluctuating wind field model as a fluid domain boundary condition, acting on a parameterized photovoltaic array overall structure model, and performing complete transient fluid-solid coupling simulation calculation; outputting the substrate dynamic response time history of the reaction force and the torque of six degrees of freedom at the top connection part of each support foundation along with the time change; and outputting the most unfavorable design internal force and long-term displacement of the foundation after the influence of the quantized wind-induced vibration second-order effect. According to the method, the structural response envelope value of the whole wind vibration process is directly obtained through time-history analysis.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of simulation calculation, and particularly relates to a photovoltaic support foundation design method based on wind energy simulation calculation. BACKGROUND

[0002] As an important part of clean energy, the stability of the support structure of photovoltaic power generation directly relates to the operation safety of the whole life cycle of the power station. The traditional photovoltaic support foundation design mainly considers static load and simple wind pressure model, but in actual operation, the following challenges are often faced: the wind field distribution under complex terrain has significant three-dimensional characteristics, and single static calculation cannot reflect the turbulence effect; the fluid-structure coupling effect under extreme wind conditions (such as typhoon and tornado) lacks accurate simulation; there is a strong coupling relationship between the foundation design and the dynamic response of the upper structure, and the error of the traditional decoupling calculation method is large.

[0003] Prior art one, Chinese patent, application number: 202310272602.1 discloses a design method and structure of a rock area photovoltaic support circular truncated cone foundation, which comprises the following steps: determining an implementation area; obtaining the standard value P of the downward pressure, the standard value T of the uplift force, the standard value V of the horizontal force and the bending moment M acting on the circular truncated cone foundation; determining the initial parameters of the circular truncated cone foundation according to the structure of the photovoltaic support and the load size acting on the circular truncated cone foundation, combining the design specifications of the foundation slab and the anchor rod; calculating the comprehensive bearing capacity of the circular truncated cone foundation according to the initial parameters of the circular truncated cone foundation; checking the parameters of the circular truncated cone foundation. Although the stress characteristics of the photovoltaic support structure are utilized to provide sufficient uplift, horizontal, compression and shear bearing capacity for the photovoltaic support pillar, ensure the safety of the bearing capacity of the foundation, reduce the foundation engineering cost, and shorten the construction period of the photovoltaic support steel column and foundation integration construction; however, the static standard value is used for design, the time-space fluctuation characteristics of wind load and structural dynamic response are not considered, which may lead to underestimation of the additional internal force caused by wind-induced vibration in the foundation design; the influence of fluid-structure coupling and structural vibration on the foundation stress is not involved, and the amplification effect of the second-order effect of wind vibration on the long-term displacement of the foundation cannot be quantified.

[0004] Prior art two, Chinese patent, application number: 202411031482.7 discloses a rigid pile single pile horizontal limit load and rotating point position calculation method and system, the method comprises: obtaining the original data of the rigid pile, obtaining the original data of the foundation soil, the original data of the foundation soil including the foundation soil action depth H and the undrained shear strength of each layer of soil; based on the original data of the rigid pile and the foundation soil action depth H, the processing data of the rigid pile is calculated; a model for solving the distance between the rotating point and the bottom of the soil layer where the rotating point is located is obtained, and the distance between the rotating point and the bottom of the soil layer where the rotating point is located and the horizontal limit load of the rigid pile are solved according to different situations of the total number n of rigid piles entering the soil layer. Although the calculation method supplements the classification calculation method of the horizontal limit load and the rotating point position of the rigid pile single pile, it is beneficial to the design optimization of the rigid pile, reduces the error caused by inaccurate calculation, and is beneficial to the design of the photovoltaic support foundation and the safe operation in the later period; but only based on the static soil-pile interaction to calculate the horizontal limit load, without considering the dynamic base reaction time history transmitted by the upper structure in the wind vibration process; without covering the overall dynamic response of the structure caused by wind-induced vibration, resulting in that the rotating point position calculation does not contain the real dynamic working condition.

[0005] Prior art three, Chinese patent, application number: 202310752565.4 discloses a design method and construction method of a cable-stayed foundation of a photovoltaic flexible support, the design method comprising: calculating a load standard combination of the cable-stayed foundation; based on the load standard combination, calculating a maximum tensile force standard value in the cable of the cable-stayed foundation by a nonlinear algorithm, and calculating load standard values in vertical and horizontal directions borne by the cable-stayed foundation; setting a plurality of size parameters corresponding to the cable-stayed foundation according to the geological exploration report information and the maximum tensile force standard value, and calculating characteristic values of bearing capacity of the cable-stayed foundation in the vertical and horizontal directions; comparing each bearing capacity characteristic value with the load standard value in the corresponding direction, and adjusting the plurality of size parameters corresponding to the cable-stayed foundation according to the comparison result, until each updated bearing capacity characteristic value is greater than the load standard value in the corresponding direction. Although the vertical uplift resistance and horizontal load bearing capacity of the cable-stayed foundation are improved, the adaptability is strong; but the full-coupling dynamic model of wind load-structure-foundation is not established, and the complex energy exchange process between the turbulent wind field and the flexible support cannot be reflected; the design checking only compares the static bearing capacity with the load standard value, and does not evaluate the influence of the cumulative displacement under the long-term action of wind vibration on the safety of the foundation.

[0006] At present, prior art one, prior art two and prior art three have the problems of incomplete dynamic wind load transmission, insufficient quantification of dynamic effects and lack of long-term cumulative displacement prediction. Therefore, the present application provides a photovoltaic support foundation design method based on wind energy simulation calculation. SUMMARY

[0007] The main purpose of the present application is to provide a photovoltaic support foundation design method based on wind energy simulation calculation, so as to solve the problems of incomplete dynamic wind load transmission, insufficient dynamic effect quantization and missing long-term cumulative displacement prediction in the prior art.

[0008] In order to achieve the above-mentioned purpose, the present application provides the following technical scheme: The photovoltaic support foundation design method based on wind energy simulation calculation comprises the following steps: The obtained three-dimensional fluctuating wind field model is used as a fluid domain boundary condition, and is applied to a parameterized photovoltaic array overall structure model to perform complete transient fluid-structure coupling simulation calculation; the complex energy exchange process between the wind field and the flexible structure is captured, and the vibration process of the photovoltaic array overall structure under real wind excitation is solved; and the time-varying six-degree-of-freedom counterforce and torque base dynamic response time history of each support foundation top connection is output, which contains all dynamic effects generated by structure vibration; The obtained base dynamic response time history is used as an input load, and is directly applied to an overall finite element model containing the upper structure of the support and the foundation; the geometric nonlinearity option is enabled to automatically consider the additional bending moment generated by the combined action of the horizontal displacement of the structure and the vertical load; the additional lateral displacement caused by the effect of the additional bending moment and the real amplification of the internal force of the component in the whole wind-induced vibration process are automatically iteratively calculated; and finally, the foundation most unfavorable design internal force and long-term displacement after the influence of the second-order effect of wind-induced vibration is quantized are output.

[0009] As a further improvement of the present application, the process of outputting the time-varying six-degree-of-freedom counterforce and torque base dynamic response time history of each support foundation top connection comprises the following steps: A flexible multi-body system parameterization program representing the entire photovoltaic array is established to allow quick definition of panel size, inclination angle, support layout and cross-section properties, and to represent the overall stiffness, mass distribution and damping characteristics of the photovoltaic array as a continuum; A two-way data exchange channel is established by enabling a complete transient fluid-structure coupling solver: at each time step, the distributed wind pressure acting on the structure surface output by the three-dimensional fluctuating wind field model is transmitted to the structure domain as a load; the structure domain deforms and moves under the load; the updated deformation and movement speed information of the structure is fed back to the three-dimensional fluctuating wind field model, the three-dimensional fluctuating wind field model updates its flow field grid and boundary conditions to obtain new wind pressure; and the vibration process of the photovoltaic array overall structure under real wind excitation is output; The vibration process is processed to output the time-varying six-degree-of-freedom counterforce and torque base dynamic response time history of each support foundation top connection.

[0010] As a further improvement of the present invention, the process of handling the vibration process, comprising the following steps: For each beam, rod or shell element in the photovoltaic support structure system, read the complete dynamic response time history of its two end nodes; according to the elastic modulus and cross-sectional moment of inertia of the element, calculate the elastic force due to the relative deformation of its two end nodes, the inertial force due to the acceleration of the nodes, and the damping force due to the velocity of the nodes through the element stiffness matrix, mass matrix and damping matrix; the vector sum of the three forces is the real dynamic internal force of the element acting on its two end nodes at each time; Aggregate the node forces and locate to the foundation top: traverse all the elements connected to the target support foundation top connection point; for each element, extract its real dynamic internal force acting on the connection point at each time step; vector superimpose the dynamic internal forces generated by all elements connected to this connection point at the point to obtain a resultant force and resultant moment acting on the connection point and varying with time; Decompose and define the resultant force and resultant moment acting on the foundation top connection point according to the positive and negative sign convention of force and moment in statics on three orthogonal translational degrees of freedom and three rotational degrees of freedom; continuously in the entire simulation time domain, obtain a six-dimensional, complete description of the time series data of the foundation top constraint force required to eliminate the point motion, and finally output the base dynamic response time history of the six degrees of freedom of the reaction force and moment at the connection of each support foundation top varying with time.

[0011] As a further improvement of the present invention, the process of additional lateral displacement caused by the effect of additional bending moment and its real amplification to the internal force of the member, comprising the following steps: Apply the input base dynamic response time history to a whole finite element model containing the support superstructure and foundation; turn on the geometric nonlinearity option to allow the system to automatically update the geometric configuration and stiffness characteristics of the structure according to the current displacement state in each step of calculation, capturing the structure softening or hardening effect caused by large displacement; At each time step, read the base dynamic load at the current time and apply it to the whole finite element model; based on the calculated structure geometry, solve the current dynamic equilibrium equation to obtain the node acceleration, velocity and displacement increment at this time step; superimpose the calculated displacement increment on the cumulative displacement of the structure to automatically update the coordinate orientation and internal force state of all elements; so that the lateral displacement accumulated by all previous time steps, together with the vertical load of the current step, automatically generates additional bending moment; In each time step, several iterations are needed to reach convergence; the additional lateral displacement caused by the changing geometry and the sustained load throughout the wind-induced vibration process is calculated, as well as the real amplification of the internal force of the member.

[0012] As a further improvement of the present application, the process of automatically generating additional bending moment includes the following steps: Read the cumulative displacement of all nodes at present, and vector superimpose it with the displacement increment of the current time step to generate a node cumulative displacement dataset; superimpose the node cumulative displacement vector with the node initial coordinate vector to obtain the latest position coordinates of all nodes in space; According to the latest position coordinates, recalculate the direction vector, length and corresponding local coordinate system of each element in the current deformed configuration; Based on the updated length and direction of the element, the latest geometric properties and material constitutive relationship, recalculate the stiffness contribution and internal force carried by the element in the current deformed state; through the collaborative update of geometry and internal force state, additional bending moment is automatically generated; the additional bending moment will be used in the dynamic equilibrium equation solving of the next time step or the next iteration, as part of the internal force, to amplify the lateral displacement response and member internal force of the structure, and to capture the amplification of the second-order effect on the system dynamic behavior.

[0013] As a further improvement of the present application, the process of collaborative update of geometry and internal force state includes the following steps: According to the latest geometric properties of the element, recalculate the strain distribution of the element in the current deformed state; Input the obtained strain field distribution data into the material constitutive relationship to obtain the corresponding stress field inside the element that satisfies the current physical law; Integrate the obtained stress field on the geometry of the element after deformation to solve the resultant force and moment at the nodes of the element, i.e. the latest internal force state of the element; through the stress-strain remapping and internal force integration process on the updated configuration, additional bending moment is finally automatically generated.

[0014] As a further improvement of the present application, the column element subjected to significant axial compression has different moment contributions to the nodes under the old and new configurations; due to the relative lateral displacement of the element nodes, the axial force of the element generates an additional bending moment component around the nodes at the updated geometric position after the shift; As a further improvement of the present application, the process of stress-strain remapping and internal force integration on the updated configuration includes the following steps: According to the current deformed unit geometry, a predefined mapping rule is called to map the continuously distributed stress field in the unit to each node of the unit through a set of interpolation relations associated with the unit geometry; In the latest spatial region occupied by the unit, the mapping relation is integrated; each microelement in the unit volume is traversed, and the stress state at the microelement is calculated; the micro force contribution of the node associated with the microelement by the mapping rule is calculated; all the thousands of micro contributions throughout the unit are respectively vector superimposed according to the corresponding node number; After the integral synthesis of the whole unit volume is completed, a set of concentrated forces and concentrated moments acting on all nodes of the unit is obtained; it is called equivalent node force.

[0015] As a further improvement of the application, the statics is equivalent to the overall effect of the real stress field in the unit on the nodes; the pair of equal size and opposite direction forces and moments borne by the nodes at both ends of the unit are defined as the latest internal force state of the unit.

[0016] As a further improvement of the application, based on the specific meteorological and topographic data of the target site of the photovoltaic support, the self-spectral density function in the random vibration theory is introduced to describe the turbulence intensity of the wind speed at a single point, and the cross-spectral density function matrix is used to quantify the correlation and phase lag of the wind pressure at different spatial positions, and a three-dimensional fluctuating wind field model containing complete information of the wind pressure space-time distribution is output.

[0017] The application directly obtains the envelope value of the structure response of the whole wind vibration process through time history analysis, and the technical advantages are as follows: ① automatically capturing the extreme value phase of transient response; ② synchronously considering the interactive influence of the structure dynamic characteristics and the space-time variability of the load; ③ the output design internal force has contained the coupling effect results of the dynamic amplification coefficient and the second-order effect. The closed-loop integration of each step technical chain finally realizes the multi-scale coupling calculation from the micro turbulence fluctuation to the macro structure response, so that the basic design internal force covers three kinds of core influencing factors: turbulence fluctuation energy, structure dynamic characteristics and geometric nonlinearity, and forms a design load system with strict dynamics basis. BRIEF DESCRIPTION OF DRAWINGS

[0018] Figure 1 It is a step flowchart schematic diagram of an embodiment of the photovoltaic support foundation design method based on wind energy simulation calculation of the application; Figure 2 It is a step flowchart schematic diagram of an embodiment of the photovoltaic support foundation design method based on wind energy simulation calculation of the application, which outputs a three-dimensional fluctuating wind field model containing complete information of the wind pressure space-time distribution; Figure 3A step flow chart diagram of a time-varying six-degree-of-freedom base dynamic response time history of the reaction forces and moments at the top connection of each support foundation for an embodiment of the photovoltaic support foundation design method based on wind energy simulation calculation of the present application is outputted; Figure 4 A step flow chart diagram of additional lateral displacement caused by the effect of additional bending moment and its real amplification to the internal force of the member for an embodiment of the photovoltaic support foundation design method based on wind energy simulation calculation of the present application is outputted; Figure 5 A structural schematic diagram of an embodiment of the electronic device of the present application is shown in FIG. 1. Figure 6 A structural schematic diagram of an embodiment of the storage medium of the present application is shown in FIG. 2. DETAILED DESCRIPTION

[0019] The technical solutions in the embodiments of the present application will be described clearly and completely below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments of the present application. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative work fall within the scope of protection of the present application.

[0020] The terms "first", "second", "third" in the present application are only used for description purpose, and cannot be understood as indicating or implying relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined with "first", "second", "third" can explicitly or implicitly include at least one of the features. In the description of the present application, the meaning of "a plurality of" is at least two, such as two, three, etc., unless otherwise explicitly and specifically limited. All directional indications (such as up, down, left, right, front, back, etc.) in the embodiments of the present application are only used to explain the relative position relationship, movement condition, etc. between the components in a certain posture (as shown in the drawings), and if the certain posture changes, the directional indications also change accordingly. In addition, the terms "include" and "have" and any variations thereof are intended to cover non-exclusive inclusion. For example, a process, method, system, product or device including a series of steps or units is not limited to the listed steps or units, but can optionally include steps or units not listed, or can optionally include other steps or units inherent to the process, method, product or device.

[0021] Reference to an "embodiment" herein means that a particular feature, structure, or characteristic described in connection with the embodiment can be included in at least one embodiment of the application. The appearances of the phrase in various places in the specification are not necessarily all referring to the same embodiment, nor are separate or alternative embodiments mutually exclusive of other embodiments. As will be apparent to those of ordinary skill in the art, embodiments described herein can be combined with other embodiments.

[0022] The application aims to completely solve the problem of missing evaluation of the second-order effect (P-Δ effect) caused by ignoring wind-induced vibration in the design of photovoltaic support foundation. The core is to establish a full-process, nonlinear, dynamic response simulation and suppression chain from wind load excitation to the final cumulative deformation of the structural system; completely abandoning the conventional means based on static force equivalent or empirical amplification coefficient.

[0023] As shown in Figure 1 The embodiment provides an embodiment of a photovoltaic support foundation design method based on wind energy simulation calculation. In the embodiment, the photovoltaic support foundation design method based on wind energy simulation calculation specifically includes the following steps: S1: Based on the specific meteorological and terrain data of the target site of the photovoltaic support, the autospectral density function in the random vibration theory is introduced to describe the turbulence intensity of the single-point wind speed, and the cross-spectral density function matrix is used to quantify the correlation and phase lag of the wind pressure at different spatial positions, and a three-dimensional fluctuating wind field model containing complete information of the wind pressure space-time distribution is output; S2: The obtained three-dimensional fluctuating wind field model is used as the boundary condition of the fluid domain, and is applied to the parameterized photovoltaic array overall structure model to perform complete transient fluid-structure coupling simulation calculation; the complex energy exchange process between the wind field and the flexible structure is captured, and the vibration process of the photovoltaic array overall structure under real wind excitation is solved; the base dynamic response time history of the six degrees of freedom of the top connection of each support foundation changing with time is output, including all dynamic effects generated by the structure vibration; S3: The obtained base dynamic response time history is used as the input load and is directly applied to an overall finite element model including the upper structure of the support and the foundation; the geometric nonlinear option is enabled to automatically consider the additional bending moment generated by the combined action of the horizontal displacement and the vertical load; the additional lateral displacement and the real amplification of the internal force of the component caused by the effect of the additional bending moment in the whole wind vibration process are automatically iteratively calculated; and finally the most unfavorable design internal force and long-term displacement of the foundation after quantifying the influence of the wind-induced vibration second-order effect are output.

[0024] Preferably, this embodiment achieves refined quantification of wind-induced dynamic response in photovoltaic support foundation design through multi-step coupling. The three-dimensional pulsating wind field model constructed based on random vibration theory in S1 achieves mathematical characterization of the spatiotemporal characteristics of turbulent wind pressure. Combined with the transient fluid-structure interaction simulation in S2, the unsteady spatial correlation of wind load is fully transferred to the structural response. The coupling mechanism overcomes the limitations of traditional quasi-static wind pressure coefficients, accurately capturing the energy transfer path between turbulent pulsation and structural vibration. The six-degree-of-freedom foundation dynamic response time history output by S2 retains all frequency domain components of structural vibration, including rigid displacement and elastic modal response. Through the direct load mapping technique in S3, the dynamic reduction error in the traditional equivalent static method is avoided, ensuring the integrity of the time-varying load's internal force transfer to the foundation. S3 employs a geometrically nonlinear finite element solution strategy, autonomously identifying and quantifying the additional bending moment and lateral displacement amplification phenomena caused by the P-Δ effect; eliminating the risk of underestimation of second-order effects in conventional linear analysis, and accurately reflecting the coupling mechanism between dynamic response and geometric nonlinearity.

[0025] This embodiment directly obtains the structural response envelope value of the entire wind-induced vibration process through time history analysis. Its technical advantages are reflected in: ① automatically capturing the extreme phase of the transient response; ② simultaneously considering the interactive influence of structural dynamic characteristics and load spatiotemporal variability; ③ the output design internal force already includes the coupling effect of dynamic amplification factor and second-order effect. The closed-loop integration of each step of the technical chain ultimately realizes multi-scale coupled calculation from microscopic turbulent fluctuations to macroscopic structural response, so that the foundation design internal force simultaneously covers three core influencing factors: turbulent fluctuation energy, structural dynamic characteristics, and geometric nonlinearity, forming a design load system with strict dynamic basis.

[0026] like Figure 2 As shown, step S1, which outputs a three-dimensional fluctuating wind field model containing complete information on the spatiotemporal distribution of wind pressure, specifically includes the following steps: S11: Each predefined grid point in the wind field at the target site of the photovoltaic support is assigned a self-spectral density function. The parameters of the self-spectral density function are determined by the average wind speed and turbulence intensity in the target site data of the photovoltaic support, that is, to quantify the contribution of turbulence intensity in different frequency components. The expression for the autospectral density function is as follows:

[0027] In the formula, It is a downwind wind speed pulsation ; It is the frequency of the pulsating wind; It is the friction speed, which is related to the shear stress of the ground surface and can be estimated by the surface roughness length and the wind speed at the reference height. These are Morning coordinates; is the integral scale of turbulence, describing the average size of large eddies in turbulence; is the height is the average wind speed at the height S12: Calculate the cross-spectral density function between all pairs of grid points in the wind field, forming a cross-spectral density function matrix that quantifies the correlation and phase lag of wind pressure at different spatial locations, describing the joint energy distribution of wind pressure fluctuations between any two grid points, capturing the phase lag that exists when wind pressure waves propagate from upstream points to downstream points; where the cross-spectral density function expression is: For any two points in space and , the cross-spectral density function between their along-wind wind speed fluctuations and is a complex number, which can be expressed as:

[0028] In the formula, represents the geometric mean of the auto-spectral density functions of the two points and , representing the joint energy amplitude that the wind speed fluctuations of the two points can have at frequency when spatial correlation is ignored; is a dimensionless real function that quantifies the degree of correlation (or coherence) of wind speed fluctuations between the two points at frequency ; its value is between 0 (completely unrelated) and 1 (completely related). The most commonly used is the Davenport coherence model:

[0029] In the formula, represents the horizontal distance between the two points; represents the attenuation coefficient (an empirical constant, usually taken as 7-10), the greater the value, the faster the coherence decays; describes the decay effect of wind vortex flow energy during transmission due to the existence of spatial distance. The farther the distance, the higher the frequency (i.e. the smaller the vortex scale), the weaker the coherence; represents the phase factor, which is a complex exponential function, where is the imaginary unit, derived from the Taylor frozen turbulence hypothesis, which assumes that the turbulent vortex structure is blown by the average wind without deformation. represents the phase angle;

[0030]

[0031] where τ is the time it takes for the wind to propagate from point j to point k ​the required time lag, is the distance component of two points in the wind direction; the key to capture the phase lag. It ensures that the fluctuation of the leeside point has a correct time delay relative to the fluctuation of the windward point, thus truly simulating the physical process of "propagation" of wind pressure wave; S13: Synthesize the wind speed time history of all grid points by harmonic superposition; the auto-spectral density function ensures the statistical characteristics of the single-point wind speed time history to be correct, and the cross-spectral density function matrix ensures the correlation and phase relationship of the wind speed time history at each point in space to be correct; output a three-dimensional fluctuating wind field model containing complete information of wind pressure spatiotemporal distribution, which is a three-dimensional spatial coordinate plus time dimension, and each spatial point at each time step corresponds to a wind vector with a clear size and direction.

[0032] Preferably, the construction process of the three-dimensional fluctuating wind field model of the present embodiment realizes the complete characterization of wind pressure spatiotemporal distribution through the systematic combination of the following technical features: by configuring a parameterized auto-spectral density function for each grid point, the accurate mathematical description of the frequency domain distribution of turbulent energy is realized; the function is parameterized according to the target site measured average wind speed and turbulence intensity, ensuring that the power spectrum characteristics of the single-point wind speed time history are consistent with the statistical characteristics of the real wind field; the key technical feature is to establish a dynamic coupling relationship between the frequency energy distribution and the site wind parameters. By constructing a cross-spectral density function matrix, the two-point correlation characteristics of wind pressure fluctuations in three-dimensional space are completely characterized. The matrix contains both the amplitude coherence function (real part) and the phase spectrum (imaginary part), the former quantifies the statistical correlation of the fluctuating wind pressure between two points in space, and the latter accurately reflects the propagation delay effect of turbulent vortices along the average wind speed direction; the key technical feature is to establish a spatial transfer function system in the complex domain. When using the harmonic superposition method for multi-dimensional joint inversion, two constraint conditions are met simultaneously: the power spectrum of each node time history matches the preset auto-spectral density function; the cross-spectral characteristics of any two node time histories are consistent with the cross-spectral density function matrix. The key technical feature is to realize the faithful conversion of frequency domain statistical characteristics to four-dimensional spatiotemporal data field.

[0033] In summary, the present embodiment exhibits the generated wind field model simultaneously with: the statistical characteristics accuracy of single-point wind speed time history (constrained by auto-spectrum), the physical reality of spatial coherence and phase propagation (constrained by cross-spectrum matrix), the time evolution continuity of three-dimensional spatial vector field (characterized by four-dimensional coordinate + vector field); through the spectral matrix system, the space-time correlation characteristics of the wind field are decoupled into frequency domain operable mathematical objects, and then reconstructed into a four-dimensional spatiotemporal data field with strict statistical guarantee through random process theory, finally realizing the high-fidelity numerical simulation of engineering wind field.

[0034] Further, the process of assigning an auto-spectral density function to each pre-defined grid point in the wind field of the target address of the photovoltaic support in step S11 specifically includes the following steps: S111: Determine the reference energy profile, select a mathematical function form that conforms to the physical law of atmospheric boundary layer as the reference template for each grid point, which contains the basic form of the distribution of turbulent energy with frequency; S112: Inject target site individuality parameters, use the average wind speed parameter in specific meteorological and terrain data to calibrate the master frequency scale of the template function, to ensure that the energy peak frequency of the wind spectrum matches the dominant frequency of vortex shedding corresponding to the actual average wind speed of the site; S113: Quantize the energy level distribution, use the turbulent intensity parameter in specific meteorological and terrain data to calibrate the overall energy amplitude of the template function, thereby quantizing the specific distribution intensity of the total turbulent energy at different frequencies at this point.

[0035] Preferably, the embodiment realizes the refinement of the wind field turbulent energy distribution through multi-level parameterized modeling; a general frequency spectrum framework that conforms to the atmospheric boundary layer turbulence theory is established through the reference energy profile, ensuring the physical rationality of the energy distribution form; the master frequency scale is dynamically adjusted in combination with the average wind speed parameter, so that the peak frequency of the spectrum forms a dynamic mapping relationship with the vortex characteristic scale under the local wind speed; the energy amplitude distribution is accurately controlled using the turbulent intensity parameter, realizing the quantitative allocation of the total turbulent kinetic energy in the frequency domain. A three-level calibration structure of form-scale-amplitude is formed: the function form is constrained by the atmospheric boundary layer physics, the characteristic frequency is calibrated by the average wind speed, and the energy density is calibrated by the turbulent intensity, there is strict physical correlation between the parameter levels, ensuring the dynamic consistency of the calibration results.

[0036] In summary, the embodiment converts the continuous wind field into a calculable matrix structure through the discretization processing of the pre-defined grid points, the selection of the reference template function balances the demand for calculation efficiency and physical accuracy, and the parameter injection process realizes the standardized conversion of meteorological observation data to frequency spectrum parameters; ultimately, it realizes: under the premise of ensuring the physical authenticity of the turbulent frequency spectrum, the meteorological observation data of a specific site are converted into a grid wind spectrum model through parameterization method, which provides load input spectrum in line with the actual wind field characteristics for subsequent structural dynamic response analysis.

[0037] Further, the process of forming a cross-spectral density function matrix of the quantized wind pressure correlation and phase lag at different spatial positions in step S12 specifically includes the following steps: S121: For any pair of grid points in the up-down wind relationship, the modulus of the cross-spectral density function is determined by a function related to the self-spectrum of the two points; the construction principle of the function is: the correlation of wind pressure fluctuations between two points decreases with the increase of the distance between the two points, and increases with the increase of the turbulent integral scale; the specific amplitude is determined by the wind spectrum identity of the two points, i.e. the self-spectrum density function, and the relative position relationship between the two points; S122: In the calculation of the cross-spectral density function, a complex exponential phase factor based on the Taylor frozen turbulence hypothesis is introduced; the complex exponential phase factor depends on the mean wind speed of the incoming flow and the projection distance of the line connecting the two points in the wind direction, quantifying the time difference required for the wind pressure vortex to advection from the upstream point to the downstream point, which is mathematically expressed as the cross-spectral density function is a complex number containing real and imaginary parts, and the amplitude angle is the phase lag angle between the two points; S123: Traverse all possible grid point pairs in the wind field, repeat the above process; the complex number form of the cross-spectral density function calculated for each pair of grid points is systematically filled into the corresponding position of a high-order matrix according to its corresponding grid point number index; output a cross-spectral density function matrix encapsulating the spatial dynamic correlation information of the wind field.

[0038] Preferably, the embodiment constructs a complete mathematical representation of the spatial dynamic correlation characteristics of the wind field; the spatial correlation characteristics of the wind pressure fluctuation are established through the two-point spectral density function and its relative position relationship, which satisfies the following physical laws: the correlation decreases with the increase of the distance, and the correlation increases with the increase of the integral scale of turbulence; the amplitude correlation of the two-point wind pressure fluctuation is quantified by the cross-spectral modulus function, which ensures that the energy transfer conforms to the actual wind field observation characteristics. Based on the Taylor frozen turbulence hypothesis, the advection effect of vortex is accurately described by the complex exponential phase factor: the phase factor depends on the mean wind speed and the projection distance of the two points in the flow direction, and the complex number form (real part + imaginary part) completely retains the amplitude and phase information; the time difference of wind pressure fluctuation propagation is expressed in frequency domain, reflecting the spatiotemporal continuity of upstream and downstream vortex evolution; by traversing all grid point pairs, a high-order cross-spectral matrix is constructed, and its technical features include: the matrix elements are complex number form cross-spectral functions, and the row and column indices correspond to the grid point space number; a complete system matrix containing amplitude correlation and phase lag characteristics is formed. Finally, the dynamic coupling relationship between any two points in the wind field is completely characterized in the frequency domain, providing a load cross-spectral input containing spatial correlation and time lag effect for structural wind vibration analysis.

[0039] Further, as shown in Figure 3 the process of outputting the time-varying base reaction and moment of each support foundation top connection in step S2 includes the following steps: S21: Establish a flexible multi-body system parameterization program representing the entire photovoltaic array, allowing rapid definition of panel size, inclination, support layout, and cross-section properties, etc., and representing the overall stiffness, mass distribution, and damping characteristics of the system as a continuum; S22: start the full transient fluid-structure coupling solver, establish a two-way data exchange channel: at each time step, the distributed wind pressure on the surface of the structure output by the three-dimensional fluctuating wind field model is transmitted to the structure domain as a load; the structure domain deforms and moves under the load; the updated deformation and velocity information of the structure is fed back to the three-dimensional fluctuating wind field model, the three-dimensional fluctuating wind field model updates its flow field grid and boundary conditions, and obtains a new wind pressure; output the vibration process of the overall structure of the photovoltaic array under real wind excitation; S23: output the time-varying six-degree-of-freedom base reaction force and torque at the top of each support foundation by processing the vibration process.

[0040] Preferably, the embodiment realizes rapid parameter definition of the geometric and mechanical properties of the photovoltaic array through a parameterization program, constructs a continuum-level stiffness-mass-damping coupling model; preserves the overall dynamic characteristics of the structure, avoids the modal truncation error of traditional discrete modeling; establishes a real-time data exchange channel between wind pressure load and structural response, and realizes closed-loop solving of wind field pressure load, structural deformation, updated flow field boundary, and new load by using an explicit time step advancing strategy; accurately captures the aeroelastic effect in wind-induced vibration; based on the time-domain vibration solution, the reaction force / torque time history is obtained, and the dynamic coupling effect between degrees of freedom is maintained.

[0041] In summary, the embodiment provides a continuum dynamics description through flexible multi-body system modeling, and forms a closed solving loop with the structure motion state obtained by two-way coupling solving, ensuring that the nonlinear coupling effect between degrees of freedom is completely preserved when extracting the base reaction force, and the time history result contains the contribution of all participating modes; end-to-end closed-loop solving from wind field excitation to base dynamic response is realized, and the core value lies in eliminating the theoretical error of traditional decoupling analysis method in interface force transmission and dynamic coupling effect.

[0042] Further, the process of processing the vibration process in step S23 includes the following steps: S231: for each beam, rod or shell element in the photovoltaic support structure system, read the complete dynamic response time history of its two end nodes; according to the elastic modulus and sectional inertia moment of the element, calculate the elastic force generated by the relative deformation of the two end nodes of the element, the inertial force generated by the acceleration of the nodes, and the damping force generated by the velocity of the nodes through the element stiffness matrix, mass matrix and damping matrix; the vector sum of the three parts of force is the real dynamic internal force of the element acting on its two end nodes at each time; S232: The aggregation node forces and positions to the top of the foundation: traverse all the units connected to the target support foundation top connection point; for each unit, extract its real dynamic internal force acting on the connection point at each time step; vector superposition of all the dynamic internal forces generated by the units connected to this connection point at the point to get a force and torque acting on the connection point and changing with time; S233: The calculated and acting on the foundation top connection point of the resultant force and torque, according to the sign convention of force and torque in statics, decompose and define on three orthogonal translational degrees of freedom and three rotational degrees of freedom; continuously in the entire simulation time domain, get a six-dimensional, complete description of the foundation top constraint as the elimination point motion required to apply the time series data of the action force, finally output the six degrees of freedom of each support foundation top connection place with time varying base dynamic response time history of the reaction force and torque.

[0043] Preferably, the embodiment fully characterizes the three force balance relationship (elastic force, inertial force, damping force) of the unit dynamic internal force through the collaborative calculation of the stiffness matrix, mass matrix and damping matrix, ensures the physical consistency of the node dynamic response time history and the unit internal force solution. Based on the topological connection relationship, the vector superposition of the unit internal force is realized, the distributed unit internal force is converted into concentrated node load, and the mechanical transmission path from component local response to structure key node (foundation top) is established. The statics decomposition rule is used to decouple the spatial resultant force / torque in the time domain to six orthogonal degrees of freedom, forming the boundary reaction force time history that strictly satisfies the dynamic balance condition, providing a complete mechanical boundary description for the base dynamic response. Through time step iteration, the time sequence correlation of dynamic internal force calculation is maintained, ensuring that the six-dimensional reaction force time history meets the kinematic constraint equation in the entire simulation period, and realizing the frame-by-frame accurate transmission of nonlinear dynamic response.

[0044] In summary, the embodiment realizes the three-level progressive processing of unit internal force calculation-node force aggregation-degree of freedom decoupling, builds a complete closed-loop solution system from component micro dynamic response to foundation boundary macro load, and provides a strict theoretical decoupling method for structure system dynamic interaction analysis.

[0045] Further, the process of obtaining real dynamic internal force in step S231 specifically includes the following steps: S2311: According to the material elastic modulus and cross-sectional moment of inertia and other properties of the unit, the stiffness matrix of the unit is defined. The stiffness matrix is a mathematical relationship established based on material mechanics and elasticity theory, and its physical meaning is to describe the force required to produce unit deformation; at each time step, read the current displacement response of the nodes at both ends of the unit to get its relative deformation; then, multiply the relative deformation by the stiffness matrix of the unit to get the elastic force acting on the node due to elastic deformation; S2312: According to the density and geometric properties of the unit, the property defines the mass matrix of the unit; the mass matrix is a mathematical relationship established based on the principle of D'Alembert, and its physical meaning is to describe the force required to exert a unit acceleration; at each time step, read the current acceleration response of the unit node; then, multiply the acceleration response by the mass matrix of the unit to obtain the inertial force generated by the acceleration motion of this part of the mass; S2313: According to the set material Rayleigh damping coefficient, the mass and stiffness matrix of the unit are used to define the damping matrix of the unit; the damping matrix is a mathematical relationship established based on viscous damping theory, which is used to quantify energy dissipation; at each time step, read the current velocity response of the unit node; then, multiply the velocity response by the damping matrix of the unit to obtain the damping force generated by the movement resistance; S2314: After completing the independent calculation of the three component forces at each time step, the elastic force, inertial force and damping force calculated at the same time are vector superimposed; the vector sum is the real dynamic internal force of the unit acting on the nodes at the current time.

[0046] Preferably, the embodiment realizes the coupled solution of elastic deformation, inertial effect and energy dissipation in structural dynamics through the joint definition and calculation of the stiffness matrix or elastic force, the mass matrix or inertial force, and the damping matrix or damping force; this coupling relationship completely covers the stiffness term, mass term and damping term in the motion equation, which conforms to the mechanical framework of Newton's second law and D'Alembert's principle. At each time step, the dynamic internal force is calculated by independently calculating the three types of component forces and performing vector superposition, which ensures that the time-domain solution of the dynamic internal force meets the dynamic balance; this process realizes the discrete recursive solution of the structure transient response, and provides basic data support for explicit or implicit time integration algorithms. The introduction of the damping matrix quantifies the dissipation process of the system kinetic energy into heat energy, which forms a closed energy transfer path with the elastic deformation energy or the stiffness matrix and the kinetic energy or the mass matrix; this mechanism guarantees the physical reality of dynamic scenarios such as vibration attenuation and impact load; through the mapping of node displacement, velocity and acceleration response and matrix operation, the macroscopic motion quantity is converted into the dynamic internal force distribution inside the unit; this technical path provides high spatiotemporal resolution load input data for structure local strength checking and fatigue analysis.

[0047] In summary, the embodiment realizes high-fidelity numerical reconstruction of the dynamic internal force of the structure, and the technical essence is the core link of the discrete solution of continuous medium mechanics, which supports the prediction accuracy and engineering applicability of the dynamic response in the time domain.

[0048] Further, the process of vector superposition of the elastic force, inertial force and damping force calculated at the same time in step S2314 specifically includes the following steps: Step S23141: For each of any two nodes in the unit, three independent force storage spaces are established in its local coordinate system to temporarily store the force vectors generated by the node at the time step; each force vector contains three translational components and three rotational components. Step S23142: For each degree of freedom of a node, extract the component of the degree of freedom from the elastic force, extract the component of the same degree of freedom from the inertial force, and extract the component of the same degree of freedom from the damping force; according to d'Alembert's principle, under dynamic conditions, the vector sum of all forces acting on a particle, including inertial forces, should be zero at any time; vectorly add the elastic and damping forces acting on the node, and then vectorly superimpose them with the inertial forces; the composition operation is performed vector-wise for each degree of freedom; Step S23143: Generate nodal forces that satisfy instantaneous dynamic equilibrium. The force and torque results obtained after synthesis on all six degrees of freedom are recombined into a resultant force vector of a node; that is, the real dynamic internal forces acting on the two end nodes of the element at the current moment.

[0049] Preferably, in this embodiment, under the local coordinate system of the nodes, the components of elastic force, inertial force, and damping force are independently extracted for each degree of freedom (three translational and three rotational), and vector superposition is performed to ensure the accurate satisfaction of the transient dynamic equilibrium equations. By superimposing the components of each degree of freedom, numerical interference between coupled degrees of freedom is avoided, ensuring that the dynamic internal force calculations in each direction (translation / rotation) are independent of each other. This mechanism effectively suppresses the accumulation of numerical errors caused by degree-of-freedom coupling and improves the stability of time-domain integration. The synthesized six degree-of-freedom components are recombined into a complete nodal resultant force vector (including force and moment), accurately representing the dynamic effect of the element on the node. The internal force data output in this step can be directly used for subsequent boundary condition transfer, structural strength assessment, or fatigue analysis. Performing superposition operations based on the local coordinate system of the nodes avoids the loss of numerical accuracy introduced by global coordinate system transformation, and is particularly suitable for internal force calculation under large rotation or nonlinear deformation conditions.

[0050] In summary, this embodiment achieves high-precision synthesis of dynamic internal forces at nodes. Its core value lies in ensuring that the numerical solution of transient dynamic response satisfies the mechanical equilibrium condition and providing load boundaries that conform to physical laws for the time-domain dynamic analysis of structural systems.

[0051] Furthermore, such as Figure 4 As shown, step S3, which involves the additional lateral displacement caused by the additional bending moment and its actual amplification of the internal forces of the member, specifically includes the following steps: S31: Apply the input base dynamic response history to a global finite element model containing the superstructure and the foundation; turn on the geometric nonlinearity option, allowing the system to automatically update the geometry and stiffness of the structure at each step according to the current displacement state, capturing the structural softening or hardening effects caused by large displacements; S32: At each time step, read the base dynamic load at the current time and apply it to the global finite element model; based on the calculated structure geometry, solve the current dynamic equilibrium equation to obtain the node acceleration, velocity, and displacement increment at that time step; add the calculated displacement increment to the cumulative displacement of the structure to automatically update the coordinates and internal force state of all elements; allow the cumulative lateral displacement from all previous time steps to automatically generate additional bending moments under the action of the current vertical load; S33: At each time step, several iterations are required to achieve convergence; this process is automatically and cyclically executed to calculate the additional lateral displacement caused by the changing geometry and the continuously acting load during the entire wind-induced vibration process, as well as the true amplification of the internal force of the member due to this displacement; the internal force amplification is reflected in that for the same time input load, the internal force of the member obtained in the geometric nonlinear analysis is significantly larger than that obtained in the geometric linear analysis; the output is the foundation design internal force and long-term displacement after quantifying the influence of wind-induced vibration second-order effects.

[0052] Preferably, the present embodiment forms a complete geometric nonlinear dynamic time history analysis method system; by inputting the base dynamic response history into the global finite element model and enabling the geometric nonlinearity option, the system establishes a dynamic coupling relationship between the time-varying load and the real-time updated structure stiffness; this mechanism can accurately reflect the instantaneous geometric configuration change of the structure under dynamic load and the stiffness matrix reconstruction process triggered thereby. Using the displacement increment superposition within the time step and the iterative convergence calculation framework, the following technical correlations are achieved: the current step displacement increment is fed back to the stiffness matrix of the next time step through coordinate updating, the coupling effect of historical cumulative displacement and vertical load is automatically converted into an additional bending moment term, and the decoupling and reconstruction of the dynamic equilibrium equation are completed through the Newton-Raphson algorithm; the entire chain effect from initial geometric defects, lateral displacement accumulation, additional bending moment generation, and internal force redistribution is captured, specifically: the interactive amplification of member axial force and bending moment is accurately taken into account, the P-Δ effect is automatically embedded in the solution process through the real-time updated geometric stiffness matrix, and the final output of the most unfavorable internal force includes the increase of displacement-related terms on the cross-section demand; the result reliability is improved through the following features: eliminating the system error introduced by the small deformation assumption, accurately reflecting the stiffness degradation law in the structure softening / hardening stage, and realizing the true simulation of the energy dissipation path in the wind vibration process.

[0053] In summary, the embodiment forms a nonlinear dynamic response solution capability with path dependence characteristics, and the core value lies in breaking through the limitation of linear superposition principle, and establishing a complete nonlinear mapping relationship among load-displacement-internal force.

[0054] Further, the process of automatically generating additional bending moment in step S32 specifically includes the following steps: S321: read the cumulative displacement of all nodes at present, and perform vector superposition with the displacement increment of the current time step to generate a node cumulative displacement dataset; superimpose the node cumulative displacement vector and the node initial coordinate vector to obtain the latest position coordinates of all nodes in space; S322: according to the latest position coordinates, re-calculate the direction vector, length and corresponding local coordinate system of each element under the current deformed configuration; the internal forces such as axial force and bending moment are defined and expressed in the constantly changing local coordinate system; S323: based on the updated length and direction of the element, and the latest geometric properties and material constitutive relationship, re-calculate the stiffness contribution of the element and the internal force borne by it under the current deformed state; through the cooperative updating of geometric configuration and internal force state, additional bending moment is automatically generated; the additional bending moment will be used in the solution of the dynamic equilibrium equation of the next time step or the next iteration, as part of the internal force term, to amplify the lateral displacement response and member internal force of the structure, and completely capture the amplification effect of the second-order effect on the system dynamic behavior.

[0055] Preferably, the embodiment constitutes a complete additional bending moment self-consistent solution process in geometric nonlinear dynamic analysis; through the incremental superposition of node displacement vectors, high-precision tracking of the structure configuration is realized, the coordinate updating algorithm ensures the geometric continuity and topological consistency before and after deformation, and eliminates the accumulation of geometric errors caused by small deformation assumption; based on the updated node coordinates, the element direction vector and length are automatically recalculated, the dynamic local coordinate system is established to ensure that the internal force expression corresponds to the deformed state, and accurate mapping from global displacement to field variables is realized; the element stiffness matrix is dynamically updated according to real-time geometric parameters, the material constitutive relationship is accurately evaluated in the deformed configuration space, and the geometric stiffness term generated by the interaction of axial force and bending moment is automatically counted; the additional bending moment is automatically fed back to the system response through the balance equation iteration, the displacement-internal force coupling amplification effect is strictly satisfied with the convergence condition, and a complete P-Δ effect numerical implementation closed loop is formed.

[0056] In summary, the embodiment establishes a displacement-driven nonlinear solution paradigm, and realizes strict mathematical description and numerical implementation of geometric nonlinear effects in dynamic response through three-stage processing of configuration updating, parameter reconstruction and coupled solution.

[0057] Further, the process of the collaborative updating of the geometric configuration and the internal force state in step S323 specifically includes the following steps: S3231: reacquire the strain distribution of the unit in the current deformation state according to the latest geometric properties of the unit; S3232: input the obtained strain field distribution data into the constitutive relationship of the material to obtain the stress field corresponding to the unit inside that satisfies the current physical law; S3233: integrate the obtained stress field on the geometric configuration of the unit after the current deformation to solve the resultant force and the resultant moment borne by the nodes at both ends of the unit, i.e., the latest internal force state of the unit; for the column unit bearing significant axial pressure, the axial force has different moment contributions to the nodes in the new and old configurations; due to the relative lateral displacement of the unit nodes, the axial force of the unit generates an additional bending moment component around the nodes at the updated geometric position after the displacement; through the stress-strain remapping and internal force integration processing on the updated configuration, the additional bending moment is finally automatically generated.

[0058] Preferably, the embodiment first establishes a deformation mapping reference through geometric property reconstruction, takes the node displacement difference value of the unit as the input quantity, constructs a continuous strain field in the current curvature space through a nonlinear shape function, and obtains the non-uniform strain distribution at this time as the original driving force for subsequent stress solving. Based on the updated strain field, the system calls the material level response module to reconstruct the stress; this process uses the differential form of the energy conservation criterion to convert the strain energy density gradient into the stress tensor component; it is particularly worth noting that the stress field formed at this stage has implicitly considered the geometric nonlinear effect, and the stress distribution pattern is topologically consistent with the deformed unit configuration. When entering the internal force synthesis stage, the system performs the curvature integration of the stress field in the deformed spatial configuration. For column units, the axial stress component will produce an asymmetric moment contribution at the updated spatial position: the original axial force automatically generates an additional bending moment through vector cross multiplication under the action of the new position vector of the node after displacement; this internal force-geometric coupling effect is completely determined by the stress field spatial distribution characteristics obtained in the previous stage, and the self-consistent moment balance adjustment is realized without external intervention.

[0059] Further, the process of the stress-strain remapping and internal force integration processing on the updated configuration in step S3233 specifically includes the following steps: Step S32331: according to the geometric configuration of the unit after the current deformation, call the pre-defined mapping rule to systematically and uniquely map the continuously distributed stress field inside the unit to each node of the unit through a set of interpolation relationships associated with the geometric shape of the unit; Step S32332: In the latest space region occupied by the unit, the mapping relationship is integrated. Each microelement in the unit volume is traversed, and the stress state at the microelement is calculated. The micro force contribution of the nodes associated with the microelement by the mapping rule is calculated. All these thousands of micro contributions throughout the unit are vector superimposed according to the corresponding node number. Step S32333: After the integral synthesis of the entire unit volume is completed, a set of concentrated forces and concentrated moments acting on all nodes of the unit is obtained. It is called equivalent node force, which is equivalent to the real stress field inside the unit to the overall effect of the node. For the unit, the pair of equal and opposite forces and moments acting on the two end nodes are defined as the latest internal force state of the unit.

[0060] Preferably, the embodiment forms a complete stress-internal force conversion mechanism. The mechanism ensures the accurate correspondence between the continuous stress distribution inside the unit and the discrete node force by establishing a system mapping relationship from the stress field to the node on the deformed configuration. The integral operation based on the updated geometry realizes the conservation conversion from the stress field to the node force, and the core is to maintain the strict vector balance between the microelement stress contribution and the node force. The final equivalent node force synthesis establishes the direct correlation between the unit stress state and the structure node force, reflecting two key characteristics: one is the overall mechanical effect of the complex stress distribution inside the unit, and the other is the correction effect of the deformed geometry on the internal force transmission path. The technical effect of the whole process is that the stress-internal force conversion relationship conforming to the current configuration can be established at any deformation state, ensuring that the structure balance analysis is always based on the real stress state and geometry.

[0061] As shown in Figure 5 The embodiment provides an embodiment of an electronic device, and in the embodiment, the electronic device includes a processor and a memory coupled to the processor.

[0062] The memory stores program instructions for implementing the photovoltaic support foundation design method based on wind energy simulation calculation of any of the above embodiments.

[0063] The processor is configured to execute the program instructions stored in the memory to perform the photovoltaic support foundation design based on wind energy simulation calculation.

[0064] The processor can also be called a CPU (Central Processing Unit). The processor can be an integrated circuit chip that has the processing capability of signals. The processor can also be a general-purpose processor, a digital signal processor (DSP), an application-specific integrated circuit (ASIC), a field programmable gate array (FPGA), or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components. The general-purpose processor can be a microprocessor or the processor can also be any conventional processor.

[0065] Further, Figure 6 For a structural diagram of the storage medium of an embodiment of the present application, the storage medium of the embodiment of the present application stores program instructions capable of implementing all the methods described above. The program instructions can be stored in the storage medium in the form of a software product, including a plurality of instructions for causing a computer device (which can be a personal computer, a server, or a network device, etc.) or a processor to execute all or part of the steps of the method described in various embodiments of the present application. The aforementioned storage medium includes: a U disk, a mobile hard disk, a read-only memory (ROM), a random access memory (RAM), a magnetic disk or an optical disk, and various media that can store program codes, or a terminal device such as a computer, a server, a mobile phone, and a tablet.

[0066] In several embodiments provided in the present application, it should be understood that the disclosed system, device and method can be implemented in other ways. For example, the device embodiments described above are only schematic. For example, the division of units is only a logical function division. Actual implementation can have another division manner. For example, a plurality of units or components can be combined or integrated into another system, or some features can be ignored or not executed. In addition, the coupling or direct coupling or communication connection between the units shown or discussed can be indirect coupling or communication connection through some interface, device or unit, and can be electrical, mechanical or other forms.

[0067] In addition, each functional unit in each embodiment of the present application can be integrated into a processing unit, or each unit can exist physically, or two or more units can be integrated into one unit. The integrated unit can be realized in the form of hardware or in the form of a software functional unit. The above is only an embodiment of the present application, and does not limit the patent scope of the present application. Any equivalent structure or equivalent process conversion using the contents of the specification and drawings of the present application, or direct or indirect application in other related technical fields, is also included in the patent protection scope of the present application.

[0068] The foregoing detailed description of the application has been presented for purposes of illustration and description. It is not intended to be exhaustive or to limit the application to the precise form disclosed, and obviously many modifications and variations are possible in light of the above teaching. It is intended that the scope of the application be governed by the claims and their equivalents.

Claims

1. A method for designing a foundation of a photovoltaic support based on wind energy simulation calculation, characterized in that, The photovoltaic support foundation design method comprises: The obtained three-dimensional fluctuating wind field model is used as a fluid domain boundary condition, and is applied to a parameterized photovoltaic array overall structure model to perform complete transient fluid-structure coupling simulation calculation; a complex energy exchange process between the wind field and the flexible structure is captured, and vibration processes of the photovoltaic array overall structure under real wind excitation are solved; and a time-varying six-degree-of-freedom counterforce and torque base dynamic response time history of each support foundation top connection is output, and all dynamic effects generated by structure vibration are included. The obtained base dynamic response time history is directly applied as an input load to a whole finite element model including the support upper structure and the foundation; a geometric nonlinearity option is enabled to automatically consider additional bending moments generated by the combined action of structure horizontal displacement and vertical load; additional lateral displacement and real amplification of internal forces of a component caused by the effect of the additional bending moments in the whole wind vibration process are automatically iteratively calculated; and finally, the foundation most unfavorable design internal force and long-term displacement after the influence of wind-induced vibration second-order effects are quantified are output.

2. The method for designing a foundation of a photovoltaic support based on wind energy simulation calculation according to claim 1, characterized in that, The process of outputting the time-varying six-degree-of-freedom counterforce and torque base dynamic response time history of each support foundation top connection comprises the following steps: A flexible multi-body system parameterization program representing the whole photovoltaic array is established to allow quick definition of panel size, inclination angle, support layout and cross-section properties, and to represent the overall stiffness, mass distribution and damping characteristics of the photovoltaic array as a continuum; A complete transient fluid-structure coupling solver is enabled to establish a two-way data exchange channel: in each time step, the distributed wind pressure acting on the structure surface output by the three-dimensional fluctuating wind field model is transmitted to the structure domain as a load; the structure domain deforms and moves under the load; the updated deformation and movement speed information of the structure is fed back to the three-dimensional fluctuating wind field model, the three-dimensional fluctuating wind field model updates its flow field grid and boundary conditions to obtain new wind pressure; and the vibration process of the photovoltaic array overall structure under real wind excitation is output. The vibration process is processed to output the time-varying six-degree-of-freedom counterforce and torque base dynamic response time history of each support foundation top connection.

3. The method for designing a foundation of a photovoltaic support based on wind energy simulation calculation according to claim 2, characterized in that, The process of processing the vibration process comprises the following steps: For each beam, rod or shell element in the photovoltaic support structure system, the complete dynamic response time history of the two end nodes is read; according to the elastic modulus and cross-section moment of inertia of the element, the elastic force generated by the relative deformation of the two end nodes of the element, the inertial force generated by the acceleration of the nodes, and the damping force generated by the velocity of the nodes are respectively calculated through the element stiffness matrix, mass matrix and damping matrix; and the vector sum of the three forces is the real dynamic internal force of the element acting on the two end nodes at each time. The polymeric node forces and positions to the foundation top: traverse all the units connected to the target support foundation top connection point; for each unit, extract its real dynamic internal force acting on the connection point at each time step; vector superposition of all the dynamic internal forces generated by the units connected to this connection point at the point to obtain a force and torque acting on the connection point and changing with time; The calculated and acting on the foundation top connection point of the force and torque, according to the positive and negative sign convention of force and torque in statics, is decomposed and defined on three orthogonal translational degrees of freedom and three rotational degrees of freedom; continuously in the entire simulation time domain, obtain a six-dimensional, complete description of the foundation top constraint as the elimination point motion required to apply the time series data of the action force, finally output the six degrees of freedom of the base dynamic response time history of the reaction force and torque of each support foundation top connection with time.

4. The method for designing a foundation of a photovoltaic support based on wind energy simulation calculation according to claim 1, characterized in that, The process of additional lateral displacement caused by the effect of additional bending moment and its real amplification of internal force of the member includes the following steps: Apply the input base dynamic response time history to a whole finite element model including the support superstructure and foundation; turn on the geometric nonlinear option to allow the system to automatically update the geometric configuration and stiffness characteristics of the structure according to the current displacement state at each step of calculation, capture the structure softening or hardening effect caused by large displacement; At each time step, read the base dynamic load at the current time and apply it to the whole finite element model; based on the calculated structure geometry, solve the current dynamic equilibrium equation to obtain the node acceleration, velocity and displacement increment at this time step; superimpose the calculated displacement increment on the cumulative displacement of the structure to automatically update the coordinates and internal force state of all elements; so that the lateral displacement accumulated by all previous time steps, together with the vertical load of the current step, automatically generates additional bending moment; At each time step, several iterations are required to achieve convergence; calculate the additional lateral displacement caused by the constantly changing geometry and continuously acting load during the whole wind vibration process, as well as the real amplification of internal force of the member caused by the displacement.

5. The method for designing a foundation of a photovoltaic support based on wind energy simulation calculation according to claim 4, characterized in that, The process of automatically generating additional bending moment includes the following steps: Read the cumulative displacement of all nodes at the current time and superimpose it with the displacement increment at the current time step to generate a node cumulative displacement dataset; superimpose the node cumulative displacement vector and the node initial coordinate vector to obtain the latest position coordinates of all nodes in space; According to the latest position coordinates, recalculate the direction vector, length and corresponding local coordinate system of each element under the current deformed configuration; Based on the updated length and direction of the latest geometry properties and material constitutive relations, the stiffness contribution and the internal force of the element in the current deformation state are recalculated; through the collaborative update of the geometric configuration and the internal force state, the additional bending moment is automatically generated; the additional bending moment will be used in the next time step or the next iteration of the dynamic equilibrium equation solution as part of the internal force term, which amplifies the lateral displacement response and the internal force of the structure, and fully captures the amplification of the second-order effect on the system dynamic behavior.

6. The method for designing a foundation of a photovoltaic support based on wind energy simulation calculation according to claim 5, characterized in that, The process of collaborative update of the geometric configuration and the internal force state includes the following steps: According to the latest geometric properties of the element, the strain distribution of the element in the current deformation state is reacquired; The obtained strain field distribution data is input into the constitutive relation of the material to obtain the corresponding stress field inside the element that satisfies the current physical law; The obtained stress field is integrated on the current deformed element geometry to solve the forces and moments acting on the nodes at both ends of the element, i.e., the latest internal force state of the element; through the stress-strain remapping and internal force integration on the updated configuration, the additional bending moment is finally automatically generated.

7. The method for designing a foundation of a photovoltaic support based on wind energy simulation calculation according to claim 6, characterized in that, The column element subjected to significant axial compression has different moment contributions to the nodes under the new and old configurations; due to the relative lateral displacement of the element nodes, the axial force of the element generates an additional bending moment component around the nodes at the updated and offset geometric position.

8. The photovoltaic support foundation design method based on wind energy simulation calculation according to claim 6, characterized in that, The process of stress-strain remapping and internal force integration on the updated configuration includes the following steps: According to the current deformed element geometry, the pre-defined mapping rule is called to map the continuously distributed stress field inside the element to each node of the element through a set of interpolation relationships associated with the element geometry; The mapping relationship is integrated in the latest spatial region occupied by the element; each microelement in the element volume is calculated to calculate the stress state of the microelement, and the micro force contribution of the microelement to the nodes associated with the mapping rule is calculated, and all the thousands of micro contributions throughout the element are vector superimposed according to the corresponding node number; After completing the integral synthesis of the entire element volume, a set of concentrated forces and concentrated moments acting on all nodes of the element are obtained; called equivalent node force.

9. The method for designing a foundation of a photovoltaic support based on wind energy simulation calculation according to claim 8, characterized in that, Static equivalent to the real stress field inside the element acting on the nodes; for the element, the pair of forces and moments acting on the nodes at both ends of the element, i.e., the latest internal force state of the element, is defined.

10. The photovoltaic support foundation design method based on wind energy simulation calculation according to claim 1, characterized in that, It also contains specific meteorological and topographic data based on the target site of the photovoltaic support, introduces the self-spectral density function in the random vibration theory to describe the turbulence intensity of single-point wind speed, and uses the mutual spectral density function matrix to quantify the correlation and phase lag of wind pressure at different spatial positions, outputting a three-dimensional fluctuating wind field model containing complete information of wind pressure spatial and temporal distribution.

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