Method for calculating wind vibration coefficient of roof structure

Abstract

The present application relates to the field of roof structure design, in order to improve the calculation precision of wind vibration coefficient, provide roof structure wind vibration coefficient calculation method, through the load combination method and the measuring point arrangement method, the numerical simulation and the physical wind tunnel test two methods are combined to be used for wind load response research together, avoids the inherent defects of two methods, combines the advantages of both, so that the calculation precision of wind vibration coefficient is higher.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of roof structure design, and particularly relates to a roof structure wind vibration coefficient calculation method. BACKGROUND

[0002] Complex large-span roof structures are prone to large amplitude vibration under wind load due to their large roof flexibility. The most significant impact on structural safety is the instantaneous damage caused by short-time over-amplitude vibration under non-stationary fluctuating wind. However, it is difficult to obtain wind load data under fluctuating wind, and it is even more difficult to obtain structural response under fluctuating wind. Therefore, the concept of wind vibration coefficient is proposed. The wind vibration coefficient is the ratio of the total response of the structure under fluctuating wind to the response of the structure caused by the average wind load. It is mainly used to quantify the relationship between the displacement or deformation of the structure under fluctuating wind and the displacement of the structure under steady wind. With the help of wind vibration coefficient, the fluctuating wind response can be quickly converted according to the easily obtained average wind load.

[0003] In the prior art, wind tunnel test is usually used to calculate the wind vibration coefficient for structures with solid wind tunnel test conditions. However, rigid model test is generally used in wind tunnel test, which cannot truly reflect the elastic-plasticity of the structure, so that only the wind pressure distribution on the surface of the structure model can be obtained, and the deformation response data of the structure under wind load cannot be obtained. In order to save time and economic cost, numerical simulation method is more commonly used. The data resolution of numerical simulation is higher, and the accuracy of the obtained data is also higher. However, numerical simulation also has the same defect as wind tunnel test, that is, it cannot consider the elastic-plastic deformation of the structure material.

[0004] Ansys APDL software can be used for finite element dynamic response calculation. However, the load data input during analysis using this software is the pressure measurement data obtained by wind tunnel test. Due to the limitation of wind tunnel test model, the number of pressure measurement holes that can be set is limited, and the distribution position is not completely reasonable. For example, the distance between the upper and lower surfaces of the outer eaves at the edge is very small, and it is impossible to punch and install the pressure measurement tube equipment, so the measurement points that should be theoretically arranged at the edge are often moved inward during the test, which greatly affects the accuracy of the results. In addition, since each structural element is divided into a finite number of small elements during finite element analysis, the model is not continuous after being discretized in space. Specifically, the finite element model is composed of many nodes and bar elements. Therefore, the position of the pressure measurement point on the surface of the structure during wind tunnel test may not have a node to which the load can be applied in the same position of the finite element model. Even if there is a node, there is a small gap in the position. Therefore, in the existing research, the node closest to the measurement point position is usually selected as the load application point. The above defects will bring an unavoidable deviation to the analysis results. SUMMARY

[0005] In order to improve the calculation accuracy of the wind vibration coefficient, the application provides a roof structure wind vibration coefficient calculation method.

[0006] The application solves the above problems by adopting the technical scheme of:

[0007] The roof structure wind vibration coefficient calculation method comprises:

[0008] Step 1, obtain the geometric parameters and material characteristic data of the building model;

[0009] Step 2, establish a finite element elastic-plastic model according to the geometric parameters and material characteristic data;

[0010] Step 3, establish a numerical model and a physical rigid model according to the geometric parameters;

[0011] Step 4, perform mesh division on the numerical model;

[0012] Step 5, extract the node coordinates in the finite element elastic-plastic model;

[0013] Step 6, arrange the monitoring points in the numerical model according to the node coordinates;

[0014] Step 7, perform numerical simulation calculation based on the monitoring points;

[0015] Step 8, obtain the wind pressure time history 1 of each monitoring point in the numerical model;

[0016] Step 9, arrange the measuring points on the physical rigid model according to the structural characteristics and record the measuring point coordinates;

[0017] Step 10, perform a wind tunnel test on the physical rigid model;

[0018] Step 11, obtain the surface wind load of the physical rigid model roof under different direction inflows, and obtain the wind pressure time history data 2;

[0019] Step 12, superimpose and combine the numerical model monitoring points and the physical rigid model measuring points, and for two measuring points close in position, retain the monitoring point of the numerical model and remove the measuring point of the physical rigid model;

[0020] Step 13, respectively correspond the wind pressure time history data of the corresponding measuring points, and for the points close in position and retained, select the corresponding wind pressure time history data of the physical rigid model, thereby obtaining the wind pressure time history data 3;

[0021] Step 14, respectively import the wind pressure time history 1, the wind pressure time history 2 and the wind pressure time history 3 into the finite element analysis software and apply them to the corresponding points, and utilize the modal iteration method to perform wind-induced vibration elastic-plastic analysis to obtain three groups of structure displacement time history curves;

[0022] Step 15, based on three groups of structural displacement time history curves, displacement fluctuation values and average values at each node are obtained;

[0023] Step 16, wind vibration coefficients 1, wind vibration coefficients 2 and wind vibration coefficients 3 are respectively calculated based on the data obtained in step 15;

[0024] Step 17, wind vibration coefficients 1 and wind vibration coefficients 2 are superimposed to obtain wind vibration coefficients 4, wherein the overlapping point positions take weighted average values;

[0025] Step 18, wind vibration coefficients 3 and wind vibration coefficients 4 are combined to obtain envelope values to obtain wind vibration coefficients 5, and the wind vibration coefficients 5 are the final wind vibration coefficients.

[0026] Further, the step 2 further comprises: simplifying the finite element elastic-plastic model, omitting the lower body part, and taking the connecting part of the roof and the lower body part as the constraint boundary condition of the finite element elastic-plastic model.

[0027] Further, the step 4 further comprises: performing encryption processing on the grid where fluid separation is severe.

[0028] Further, the step 6 is according to the wind tunnel test measuring point arrangement principle and encryption processing when selecting the monitoring points.

[0029] Further, the encryption processing refers to: the spacing between the measuring points in the flat area should be kept within 1m corresponding to the original building size; for the local morphological mutation part, the measuring points are arranged at a spacing of not greater than 0.1m on both sides of the top of the protrusion; for the curved surface area, the measuring points are arranged at a spacing of not greater than 0.5m along the two-dimensional curve, and the measuring points are arranged at the wave crest and wave trough vertices; the measuring points are arranged at a spacing of not greater than 1m in the linear change direction.

[0030] Further, the step 7 is based on transient calculation and LES large eddy simulation turbulence model to perform numerical simulation calculation.

[0031] Further, in the step 9, the measuring point arrangement principle is to encrypt the edge and local mutation part, and the remaining positions are uniformly distributed.

[0032] Further, it further comprises step 19: converting the point distribution wind vibration coefficient into a partition surface distribution wind vibration coefficient according to the coverage area weighted average.

[0033] The present application has the beneficial effects compared with the prior art:

[0034] The two methods of numerical simulation and physical wind tunnel test are combined to study the wind load response by the method of measuring point arrangement and the method of load combination, which avoids the inherent defects of the two methods, combines the advantages of the two methods, and makes the calculation accuracy of wind-induced vibration coefficient higher. The measuring point arrangement method is to extract the element node coordinates of the building finite element model, and select the point as the measuring point from the element node according to the measuring point arrangement principle. The load response combination method is to first superimpose the pressure measuring points to superimpose the load, and then load the superimposed load data to the finite element model for dynamic analysis; secondly, load the load data of numerical simulation and wind tunnel test to the finite element model for dynamic analysis, and then superimpose the calculated wind load response; finally, combine the wind load responses obtained by the two methods to get the envelope value of the final response result.

[0035] In terms of measuring point arrangement, the element coordinates of the finite element model and the geometric shape characteristics of the wind tunnel physical model are combined, so that the measuring point arrangement is more reasonable and the coverage density is higher.

[0036] When performing finite element elastoplastic dynamic analysis, the load loading position is more reasonable and accurate, and the load loaded by most loading points is the wind load data at the same position, and the approximately equivalent loading points are greatly reduced.

[0037] The denser measuring points and more accurate loading positions make the dynamic response results obtained by finite element calculation more accurate, and the wind load response parameters obtained thereby have higher effectiveness and usability.

[0038] Combining the high-density and high-precision data of numerical simulation and the high-credibility characteristics of wind tunnel test, and by exchanging the order of load superposition and response superposition, the result error is corrected. BRIEF DESCRIPTION OF DRAWINGS

[0039] Figure 1 It is a flow chart of roof structure wind-induced vibration coefficient calculation method;

[0040] Figure 2 It is a top view of a certain large-span roof structure finite element model;

[0041] Figure 3 It is a schematic diagram of finite element model simplification and constraint condition;

[0042] Figure 4 It is a schematic diagram of preliminary arrangement of measuring points on a certain ridge line according to the measuring point arrangement principle;

[0043] Figure 5 It is a schematic diagram of the combination of preliminary arrangement of measuring points and element nodes;

[0044] Figure 6 It is a schematic diagram of the combination of preliminary arrangement of measuring points and element nodes;

[0045] Figure 7 Arrangement of measuring points for curved variation region;

[0046] Figure 8 Arrangement of measuring points for different regions;

[0047] Figure 9 Arrangement of measuring points for linear variation roof in vertical curved variation direction;

[0048] Figure 10 Arrangement of measuring points for wind tunnel test. DETAILED DESCRIPTION

[0049] In order to make the objects, technical solutions and advantages of the present application clearer, further detailed description will be made to the present application in combination with embodiments. It should be understood that the specific embodiments described herein are only used to explain the present application and should not be used to limit the present application.

[0050] As shown in Figure 1 , the roof structure wind vibration coefficient calculation method comprises:

[0051] Step 1, using structural design software (such as PKPM, YJK, etc.) to establish a complete target complex large-span roof structure building model, and the main force components such as beams, slabs and columns are completely restored in the model and the material properties are defined. The geometric parameters and material properties of the building model are exported for subsequent numerical simulation and dynamic calculation.

[0052] Step 2, according to the exported building geometric parameters and material properties, using ANSYS APDL to establish an elastic-plastic finite element model, in which the roof force bar is used as a bar element and is positioned according to the spatial coordinates in the building model, as shown in Figure 2 . Since the upper roof part of the large-span roof structure is mainly affected by wind load, and the lower main structure has less influence. Therefore, the finite element model can be simplified, and the lower main part is omitted, and the connecting part of the roof and the lower structure is taken as the constraint boundary condition of the finite element model, as shown in Figure 3 . Since the elastic-plastic model considers material deformation and other dynamic responses, not only geometric information is needed, but also material properties are needed, while computational fluid dynamics and wind tunnel test are more concerned about the load condition of the structure surface, and therefore a rigid model is mostly used, so only geometric information is needed for modeling.

[0053] Step 3, numerical model and physical rigid model are established according to geometric parameters. Unlike finite element dynamic analysis which only needs to construct the model of the roof part of the component, the numerical simulation and physical wind tunnel test need to measure the load caused by the flow field movement on the building surface in the wind field environment, at this time the building form will have a great influence on the action of the flow field, so the complete building geometric parameters are needed to establish the model. The geometric file is exported by using the structural design software or the iges file of the three-dimensional model is exported by using CAD, and the geometric file is imported into the commonly used numerical modeling software (such as Gambit, ICEM, Meshing, etc.) to generate a numerical model. At the same time, the physical model after scaling is manufactured by using 3D printing technology.

[0054] Step 4, numerical model meshing is carried out by using modeling software. In order to measure the accurate wind pressure on the building surface, the grid in the place where the fluid separation is severe needs to be encrypted.

[0055] Step 5, the node coordinates of the rod element end points, junction points and the like in the finite element model are extracted. Since the concentrated load needs to be loaded on the node in the finite element analysis, the monitoring points need to be arranged according to the element node coordinates.

[0056] Step 6, the monitoring points in the numerical model are arranged according to the node coordinates, and the wind pressure data is monitored. Taking the roof ridge line of the typical part as an example, the position of the preliminary arrangement of the measuring point is preliminarily predicted as shown in Figure 4 , the element nodes on the roof ridge line in the finite element model are shown as Figure 5 , the position of the preliminary arrangement of the measuring point is combined with the element nodes of the finite element model as shown in Figure 6 , and the element node closest to the position of the preliminary arrangement of the measuring point is selected as the position of the final arrangement of the measuring point.

[0057] Since all the loads need to be loaded on the element nodes when the finite element dynamic calculation is finally carried out, when the numerical simulation calculation of the wind load on the roof surface is carried out, the points selected from the element nodes of the finite element model as the measuring points according to the measuring point arrangement principle can ensure the complete accuracy of the load loading position in the subsequent finite element analysis.

[0058] Further, since the number of rod element nodes of the roof is much larger than the number of measuring points arranged in the conventional wind tunnel test, when the monitoring points are selected, the measuring point arrangement principle of the wind tunnel test should be followed and the encryption should be appropriately increased. In this embodiment, for the large area flat region without obvious change of the structure form, the spacing between the measuring points corresponding to the original building size should be kept within 1m, while for the local form mutation part, the measuring points should be arranged at the top of the protrusion on both sides with a spacing of not more than 0.1m, for the curved surface region, the measuring points should be arranged along the two-dimensional curve with a spacing of not more than 0.5m, and the measuring points should be arranged at the vertexes of the wave crest and trough as shown in Figure 7 , and the measuring point arrangement principles of different regions are shown in Figure 8The test points are arranged at intervals of not more than 1 m in the linearly changing direction, as shown in FIG. 6. Figure 9

[0059] Step 7, import the numerical model grid file in step 4 into Fluent for numerical calculation, add monitoring points in Fluent according to the test point coordinates arranged in step 6 and select pressure as the monitoring sampling data, use transient calculation to obtain the change of monitoring data over time, and use LES large eddy simulation turbulence model for simulation calculation to obtain more accurate data results.

[0060] Step 8, obtain the wind pressure time history 1 of each monitoring point through numerical simulation calculation.

[0061] Step 9, arrange the test points on the physical rigid model made in step 3 according to the structural characteristics, the basic arrangement principle is to increase the density at the edge and local mutation, and to uniformly arrange the rest positions, and record the test point coordinates to determine the load application position in the subsequent finite element analysis. Since the test model in the wind tunnel test is usually scaled within 1:50-1:200, the internal space of the scaled model is small, and the test points need to be punched on the building surface to insert pressure measuring tubes and connect pressure measuring valves, the small space and the large number of pressure measuring tubes and pressure measuring valves inside limit the number of test points. Therefore, when arranging the test points of the test model, only a few test points at each typical position can be selected, such as the middle ridge part commonly seen in large-span curved roof, usually only one test point is arranged at the highest point of the ridge, and one test point is arranged at the middle part of the slope on each side, which is considered as local encryption. For the flat area which accounts for most of the roof area, 3-5 test points are usually arranged, as shown in FIG. 7. However, the size of each type of cavity vortex generated by the flow separation on the roof surface is extremely small, and the low density of test point arrangement may not be able to identify the occurrence of roof wind load extreme value. Therefore, the accuracy of the result of using the wind tunnel test data for finite element analysis in the prior art needs to be improved. Figure 10

[0062] Step 10, place the physical rigid model in the atmospheric boundary layer wind tunnel for wind tunnel scale test. Different terrains are selected according to the topographic conditions of the site where the target building is to be built. Class B terrain is usually used in cities and towns. According to the selected terrain, the turbulence vane and the ground friction roughness element at the front end of the wind tunnel wind channel are arranged to generate incoming flow that meets the terrain wind field characteristics.

[0063] ​​Step 11, due to the complex geometry of large-span roof structure, usually not symmetrical, so that the flow of the roof surface wind in different directions under the wind field is very different, so it is necessary to obtain the surface wind load of the roof under different directions. Combined with the characteristics of the structure form, the physical model is rotated, in this embodiment, every 10° rotation, 10°-360° for 36 angles, wind pressure time history data 2 is obtained.

[0064] Step 12, superimpose and combine the numerical model measuring points with the wind tunnel test model measuring points. For two measuring points close in position, the measuring point of the numerical model is retained and the measuring point of the test model is removed, thereby obtaining a measuring point distribution with higher coverage density.

[0065] Step 13, respectively corresponding to the wind pressure time history data of the corresponding measuring points, for the points close in position and retained, the wind pressure time history data measured by the wind tunnel test is selected, thereby obtaining wind pressure time history data 3 with higher data density. Through the superposition of steps 12 and 13, the accuracy of the numerical simulation measuring point position and the high reliability of the wind tunnel test data are retained, thereby improving the calculation accuracy of the subsequent wind-induced vibration coefficient.

[0066] Step 14, respectively import the three groups of wind pressure time history data into ansys and apply them to the corresponding points, and use modal iteration method for wind-induced vibration elastoplastic analysis. Among them, wind pressure time history data 1 can directly find the corresponding node for load loading because the measuring point coordinates are arranged according to the finite element model element node coordinates. Wind pressure time history data 2 is determined according to the measuring point coordinates of the large-span roof structure form, which is almost impossible to be consistent with the element node coordinates of the finite element model, so only the element node closest to the measuring point position can be selected as the approximate substitute, which is also the error defect of the traditional method. Wind pressure time history data 3 is a combination of wind pressure time history data 1 and wind pressure time history data 2. For wind pressure time history data 3, the numerical model measuring points are directly applied, and the measuring points of the wind tunnel test are also used in the approximate substitute method. This group of data has the highest point density, and the response calculation result obtained is also the highest in accuracy.

[0067] Step 15, obtain three groups of structure displacement time history curves, since the initial load has a mutation in response, which has no statistical significance, and needs to be gradually stabilized, the displacement fluctuation value and average value of each node are taken from the stable section time history data.

[0068] Step 16, the load effect of the average wind is Rs, the load effect of the equivalent wind-induced vibration force caused by the fluctuating wind is Rd, and the total response of the structure under the action of the wind load is Ra = Rs + Rd. Three groups of wind-induced vibration coefficients are calculated. The wind-induced vibration coefficient is the ratio of the total wind-induced vibration response to the response caused by the average wind, βz = (Rs + Rd) / Rs = 1 + Rd / Rs. The response concerned by the method is the displacement of the structure, and the displacement wind-induced vibration coefficient can be obtained by replacing the load effect with the position. For large-span roof structures, the dynamic wind load on the structure can be more accurately reflected by using the displacement wind-induced vibration coefficient due to the large number of modes participating in vibration. The wind-induced vibration coefficients of each node are calculated according to the fluctuating value and the average value of the displacement of each node obtained in step 15. The wind-induced vibration coefficients 1, 2 and 3 are calculated from the three groups of displacement time history data 1, 2 and 3, respectively.

[0069] Step 17, the arrangement of the measuring points in method 1 and method 2 is logically different. In method 1, the measuring points and the load loading points are all based on the coordinates of the element interface nodes of the finite element model, and each element is basically subjected to end force. In method 2, the load is loaded on the nearest element node by approximation substitution. Since each large component element is divided into a limited number of small elements in the finite element model, the approximate substitution node is mostly the middle position of the component bar element, and at this time each element behaves as if subjected to a central concentrated load. The two force characteristics of the two methods make the load responses of the structure different. However, both methods have their advantages and disadvantages. Method 1 is therefore accurate in load loading, and the response results obtained should be more accurate. However, since the load used is calculated by CFD numerical simulation, the reliability is lower than the test results. The load used in method 2 is the wind tunnel test measurement result, and the reliability is higher, but there is an error in the load loading. The wind-induced vibration coefficient 1 and the wind-induced vibration coefficient 2 obtained by the two methods are superimposed to obtain the wind-induced vibration coefficient 4, wherein the overlapping points are weighted and averaged according to 0.5 and 0.5. Thus, the advantages of the two methods are combined together to improve the accuracy and feasibility of the results.

[0070] Step 18, wind-induced vibration coefficient 3 and wind-induced vibration coefficient 4 are both obtained by combining the two advantages of numerical simulation loading accuracy and wind tunnel test data reliability. However, the core ideas of the two methods are different. Wind-induced vibration coefficient 3 is to load and then calculate the response, while wind-induced vibration coefficient 4 is to calculate the load and then superimpose the response. Regardless of the order of superposition, the data points of wind-induced vibration coefficient 3 and wind-induced vibration coefficient 4 are the same. In view of the safety consideration in engineering application, the envelope value of wind-induced vibration coefficient 3 and wind-induced vibration coefficient 4 is obtained by combining wind-induced vibration coefficient 3 and wind-induced vibration coefficient 4 to obtain wind-induced vibration coefficient 5, which is the final wind-induced vibration coefficient.

[0071] Further, due to the large number of points, it is not convenient for practical engineering application. At the same time, due to the large size of the large-span roof structure plane, the wind load and wind-induced response of the structure in a large area close in geometric shape are often close, at this time, the data of all the measurement points is no longer characteristic. According to the geometric shape characteristics, the roof surface is divided into zones, the basic principle is that the same surface area is in the same zone, the curved surface changes are divided, and the corners are divided. The shape of the region is best in square, and for irregular curved surfaces, it should be divided into four equal-length regions as much as possible. The typical load on the same region is similar (for example, for the obvious protruding part in the middle of the roof, when one side is impacted by the flow and shows positive pressure wind pressure, the other side will show negative pressure wind suction due to the flow separation at the top. Therefore, when zoning, the top ridge line should be used as the boundary to divide it). In order to provide simple and easy-to-use data, the point distribution wind vibration coefficient βzi is converted to the partition surface distribution wind vibration coefficient βA according to the weighted average of the covered area. βA = ΣβziAi / ΣAi, where: Ai is the area covered by each measurement point, ΣAi is the total of the area belonging to each measurement point in the partition, and βzi is the wind vibration coefficient calculated by each measurement point.

[0072] Through the above research method, the wind vibration coefficient of different parts of the complex large-span roof structure surface under different incoming flow wind direction angles can be obtained. When using the wind vibration coefficient obtained by this method to calculate the key control indicators such as equivalent static wind load for wind-resistant design of large-span roof structure, more accurate wind load response results can be obtained, which can significantly improve the performance of structural wind-resistant design.

Claims

1. A method for calculating a wind-induced vibration coefficient of a roof structure, characterized by, The method comprises the following steps: Step 1, obtaining the geometric parameters and material characteristics data of the building model; Step 2, establishing a finite element elastoplastic model according to the geometric parameters and material characteristics data; Step 3, establishing a numerical model and a physical rigid model according to the geometric parameters; Step 4, meshing the numerical model; Step 5, extracting the node coordinates in the finite element elastoplastic model; Step 6, arranging monitoring points in the numerical model according to the node coordinates; Step 7, performing numerical simulation calculation based on the monitoring points; Step 8, obtaining wind pressure time history 1 of each monitoring point in the numerical model; Step 9, arranging measuring points on the physical rigid model according to the structural characteristics and recording the coordinates of the measuring points; Step 10, performing wind tunnel test on the physical rigid model; Step 11, obtaining the surface wind load of the roof of the physical rigid model under different direction inflows, and obtaining wind pressure time history data 2; Step 12, superimposing and merging the monitoring points of the numerical model and the measuring points of the physical rigid model, and for two measuring points close in position, retaining the monitoring point of the numerical model and removing the measuring point of the physical rigid model; Step 13, corresponding the wind pressure time history data of the corresponding measuring points one by one, and for the points close in position and retained, selecting the corresponding wind pressure time history data of the physical rigid model, thereby obtaining wind pressure time history data 3; Step 14, importing the wind pressure time history 1, the wind pressure time history 2 and the wind pressure time history 3 into a finite element analysis software and applying them to the corresponding points, and performing wind-induced vibration elastoplastic analysis by using a modal iteration method to obtain three groups of structure displacement time history curves; Step 15, obtaining the displacement fluctuation value and the average value of each node based on the three groups of structure displacement time history curves; Step 16, calculating wind vibration coefficients 1, 2 and 3 based on the data obtained in step 15, respectively; Step 17, superimposing the wind vibration coefficients 1 and 2 to obtain wind vibration coefficient 4, wherein the overlapping points are weighted average values; Step 18, merging the wind vibration coefficient 3 and the wind vibration coefficient 4 to obtain the envelope value of the wind vibration coefficient 5, and the wind vibration coefficient 5 is the final wind vibration coefficient.

2. The method of claim 1, wherein The step 2 further comprises: simplifying the finite element elastoplastic model, omitting the lower main body part, and taking the connecting part of the roof and the lower main body part as the constraint boundary condition of the finite element elastoplastic model.

3. The method of claim 1, wherein The step 4 further comprises: performing encryption processing on the grid at a place where fluid separation is severe.

4. The method of claim 1, wherein The step 6 performs encryption processing according to the wind tunnel test measuring point arrangement principle when selecting the monitoring points.

5. The method of claim 4, wherein The encryption processing refers to: the measuring point arrangement interval in the flat area should be kept within 1m corresponding to the original building size; for the local morphological mutation part, the measuring points are arranged at both sides of the top of the protrusion part with an interval of not more than 0.1m; for the curved surface area, the measuring points are arranged along the two-dimensional curve with an interval of not more than 0.5m, and the measuring points are arranged at the vertexes of the wave crest and trough; the measuring points are arranged with an interval of not more than 1m in the linear change direction.

6. The method of claim 1, wherein The step 7 performs numerical simulation calculation based on transient calculation and LES large eddy simulation turbulence model.

7. The method of claim 1, wherein In the step 9, the measuring point arrangement principle is to encrypt the edge and local mutation part, and the remaining positions are uniformly distributed.

8. The method of claim 1-7, wherein The method further comprises step 19: converting the point distribution wind vibration coefficient into partition surface distribution wind vibration coefficient by weighted average according to the coverage area.

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