A design method and manufacturing method for an aeroelastic model of a steel truss arch rib arch bridge

Abstract

The present invention relates to the technical field of wind-resistant design of bridges, and in particular to a design method and a manufacturing method for an aeroelastic model of a steel truss arch rib arch bridge. A design method for an aeroelastic model of a steel truss arch rib arch bridge comprises the following steps: determining the geometric scale ratio and wind speed ratio of the arch bridge aeroelastic model and the actual bridge to obtain the design model, and calculating the expected values ​​of the arch rib parameters of the design model respectively; using the equivalent discrete method to divide the design model into a plurality of segments according to mass, and setting compression springs and damping elements between two adjacent segments; calculating the equivalent values ​​of the arch rib parameters of the design model respectively; calculating the arch rib parameter correlation index and the natural frequency correlation index of each segment between the arch rib parameter equivalent value and the corresponding arch rib parameter expected value. This design method enables the designed aeroelastic model to simulate the multi-order vibration of the actual bridge vibration, which is conducive to improving the accuracy of the wind tunnel test.

Description

Technical Field

[0001] The invention relates to the technical field of wind-resistant design of bridges, and in particular to a design method and a manufacturing method for an aeroelastic model of a steel truss arch rib arch bridge. Background Art

[0002] In civil engineering, in order to achieve a longer span, such as across a wide river, a deep valley, etc., compared to the construction of beam bridges, cable-stayed bridges, and suspension bridges, arch bridges are very competitive in the construction of large-span bridges due to their beautiful shape and low economic cost. As a classic structural form, arch bridges are simple to bear force. When the arch ribs are in the form of steel trusses, the various components that make up the arch ribs are mainly subjected to tension / compression forces, which has a high utilization rate of material properties, has a large spanning capacity, and has a light structure, is easy to assemble, and has a beautiful appearance. This type of bridge plays a very important role in civil engineering.

[0003] However, as a long-span flexible structure, steel truss arch rib bridge is more sensitive to wind loads. Considering the low damping coefficient of the steel structure itself, steel truss arch rib bridges erected in open waters or river valleys are prone to large vibration responses if they encounter strong winds. In the current industry design specifications, no relevant design details for the wind resistance of steel truss arch rib arch bridges have been given. In practice, design verification is usually carried out with reference to Japanese and European specifications, but this will lead to overly conservative design parameter values, which is not conducive to the economic efficiency of the wind resistance design of steel truss arch rib arch bridges. Therefore, wind tunnel tests are currently used as a means to study the wind-induced response performance of steel truss arch rib arch bridges, in order to test and evaluate the wind resistance performance of such arch bridge structures and design corresponding vibration reduction measures.

[0004] When using an aeroelastic model (full name: aeroelastic model) for wind tunnel testing, since the aeroelastic model is an equivalent scaled-down version of the entire bridge structure, it is necessary to consider the simulation results of multiple parameters at the same time, such as how to keep the aerodynamic shape consistent with the original structure, how to achieve similarity in mass and stiffness distribution, and how to achieve equivalence in modal frequency and vibration mode, especially for the equivalent simulation of the aeroelastic model and the original structure in frequency and vibration mode. In traditional aeroelastic model design, the model parameters are usually designed based on the first-order vertical bending frequency and the first-order torsional frequency, resulting in the aeroelastic model of the arch bridge being able to simulate only the first-order vertical bending frequency and the first-order torsional frequency of the actual bridge vibration, and not the multi-order vibration of the actual bridge vibration. Summary of the invention

[0005] The purpose of the present invention is to solve the problem that the aeroelastic model of an arch bridge in the prior art only arranges an additional curved core beam inside the arch rib of the truss to simulate the stiffness of the arch rib, resulting in that the aeroelastic model of the arch bridge can only simulate the first-order vertical bending frequency and the first-order torsional frequency of the actual bridge vibration, but cannot simulate the multi-order vibration of the actual bridge. A design method and a manufacturing method for an aeroelastic model of a steel truss arch rib arch bridge are provided.

[0006] In order to achieve the above object, the technical solution adopted by the present invention is:

[0007] A design method for an aeroelastic model of a steel truss arch rib arch bridge includes the following steps:

[0008] S1. Determine the geometric scale ratio between the aeroelastic model of the arch bridge and the actual bridge And wind speed ratio Get the design model, calculate the expected values ​​of the arch rib parameters of the design model, and the expected values ​​of the arch rib parameters include the expected values ​​of the arch rib bending stiffness , Expected value of arch rib torsional stiffness , Expected value of arch rib quality , Expected value of arch rib mass moment and the expected value of the arch rib damping ;

[0009] S2, using the equivalent discrete method to divide the design model in step S1 into multiple segments according to mass, and set a compression spring and a damping element between two adjacent segments. The compression spring is set with 4 root, , 4 The root compression springs are arranged in a rectangular array;

[0010] S3. Calculate the equivalent values ​​of the arch rib parameters of the design model respectively. The equivalent values ​​of the arch rib parameters include the equivalent values ​​of the arch rib bending stiffness. , Equivalent value of arch rib torsional stiffness , Segmental mass equivalent value of arch rib and arch rib damping equivalent value ;

[0011] S4. Calculate the rib parameter correlation index of the rib parameter equivalent value and the corresponding rib parameter expected value ; Calculate the natural frequency correlation index of each segment ; When the correlation index of arch rib parameters and natural frequency correlation index When both are less than or equal to the corresponding threshold, the design of the aeroelastic model of the arch bridge is completed.

[0012] Geometric Scale Ratio That is, the ratio of the size of the aeroelastic model of the arch bridge to the size of the actual bridge, the wind speed ratio That is, the ratio of the wind speed in the wind tunnel test to the wind speed in the actual bridge environment. The aerodynamic shape of the arch bridge aeroelastic model is no different from that of the actual bridge according to the geometric scale ratio of the size of the arch bridge aeroelastic model. The expected value of the arch rib parameter of the aeroelastic model is the minimum requirement that the relevant parameters of the arch rib of the aeroelastic model must meet.

[0013] A compression spring is a compression spring. The pneumatic elastic model of an arch bridge is divided into multiple sections, and four compression springs are arranged on average between two adjacent sections. The vibration form of the pneumatic elastic model can be determined by the deformation of the four compression springs: when the two springs on one side are compressed or elongated relative to the two springs on the other side, the arch rib exhibits vertical bending vibration or transverse bending vibration; when the four springs are relatively compressed or elongated relative to each other, the arch rib exhibits torsional vibration. Compared with the prior art that only an additional curved core beam is arranged inside the arch rib, the present application does not limit the vibration direction of the pneumatic elastic model by arranging a compression spring, so that the vibration of the pneumatic elastic model can simulate the multi-order frequency vibration of a real bridge. The vibration of the pneumatic elastic model can also be visualized through the spring.

[0014] The equivalent value of the arch rib parameter is the calculated value of the arch rib related parameters after the aeroelastic model is divided into segments and the compression springs and damping elements are set. The equivalent value of the arch rib parameter must be greater than or equal to the expected value of the arch rib parameter. However, when the equivalent value of the arch rib parameter exceeds the corresponding threshold, it will affect the vibration of the aeroelastic model, making the vibration of the aeroelastic model not as close to the vibration of the actual bridge as possible. Therefore, the correlation index of the arch rib parameter and natural frequency correlation index They all need to be smaller than the relevant thresholds, which is beneficial to improving the accuracy of wind tunnel tests.

[0015] As a preferred solution of the present invention, the expected value of the arch rib parameter of the design model in step S1 is calculated by the following formula:

[0016]

[0017]

[0018]

[0019]

[0020]

[0021] in, is the flexural stiffness of the arch rib of the real bridge, is the torsional stiffness of the arch rib of the real bridge, is the arch rib mass of the actual bridge, is the arch rib mass moment of the real bridge, is the damping of the real bridge.

[0022] In order to make the vibration of the aeroelastic model in the wind tunnel test closer to the vibration of the real bridge, the expected value of the arch rib damping is the same as that of the real bridge.

[0023] As a preferred solution of the present invention, when calculating the equivalent value of the arch rib parameter in step S3, a finite element model of a discretized aeroelastic model is first established in the software, in which each segment is set as a rigid body, and two adjacent rigid bodies are connected by spring units, so as to obtain the reference value of the arch rib bending stiffness of the design model when each segment is a rigid body. Reference value of arch rib torsional stiffness based on aeroelastic model ,according to , Wire diameter of compression spring , the middle diameter of the compression spring And the effective number of coils of the compression spring Calculate ;according to , Wire diameter of compression spring , the middle diameter of the compression spring And the effective number of coils of the compression spring Calculate .

[0024] Equivalent value of rib bending stiffness Equivalent value of torsional stiffness of arch rib The calculation formula is determined according to the actual situation. The wire diameter of the compression spring is the diameter of the steel wire used to manufacture the compression spring; the median diameter of the compression spring is the average of the inner diameter and outer diameter of the compression spring; the effective number of coils of the compression spring is the number of coils that maintain equal pitch. Because in the finite element model, each segment is set as a rigid body, and spring units are set between adjacent rigid bodies, but the spring unit in the software is a spring in an ideal state, so the wire diameter, median diameter and effective number of coils of the compression spring must also be considered.

[0025] As a preferred solution of the present invention, the segment mass equivalent value of the arch rib in step S3 is and arch rib damping equivalent value Calculated by the following formula:

[0026]

[0027]

[0028] in, is the number of segments after the design model is discretized.

[0029] As a preferred solution of the present invention, the rib parameter correlation index in step S4 Contains flexural stiffness correlation index Correlation index with torsional stiffness , and Calculated by the following formula:

[0030]

[0031]

[0032] The rib parameter correlation index can be used to evaluate the difference between the relevant parameters of the designed aeroelastic model and the expected aeroelastic model. and The closer it is to 0, the better the correlation. The correlation index between the arch rib segment mass and the arch rib damping is not calculated here because and are respectively equal to and .

[0033] As a preferred solution of the present invention, the natural frequency correlation index is calculated in step S4. When calculated by the following formula:

[0034]

[0035] in, Design model steel truss arch rib The expected value of the natural frequency of the order vibration mode can be calculated by the natural frequency of the actual bridge; Design model steel truss arch rib The equivalent value of the natural frequency of the order vibration mode can be calculated through the design model.

[0036] When a structural system is stimulated by external forces and moves, it will vibrate naturally at a specific frequency. This specific frequency is called the natural frequency of the structure. , can determine the difference between the vibration parameters of the currently designed aeroelastic model and the vibration parameters of the expected aeroelastic model, The closer it is to 0, the better the correlation. The natural frequency can be directly calculated based on the size and material of the vibrating object.

[0037] As a preferred solution of the present invention, in step S3, when the rib parameter correlation index When the threshold is exceeded, at least one of the internal structure of the segment, the design parameters of the compression spring, and the range of action of the damping element is adjusted until the rib parameter correlation index Less than or equal to the threshold;

[0038] If the natural frequency correlation index is and modal assurance criteria If the natural frequency correlation index is less than or equal to the corresponding threshold, the design is completed; and modal assurance criteria If at least one of them exceeds the corresponding threshold, the design parameters of the compression spring are adjusted until the natural frequency correlation index and modal assurance criteria are all less than or equal to the relevant threshold.

[0039] As a preferred solution of the present invention, the modal assurance criterion is calculated in step S4. It can further improve the accuracy of the modified design model. Calculated by the following formula:

[0040]

[0041] in, It indicates that The order vibration mode, For each segment In the case of the order vibration mode, the vibration mode expectation value matrix is: for The transpose of For the The modal equivalent value matrix of each segment in the case of the order modal, for The transpose of For the Modal assurance criteria calculated for the order vibration mode .

[0042] Modal Assurance Criteria is the correlation of the vibration modes of each segment under a certain vibration mode. The closer it is to 1, the better the correlation of vibration modes of each segment is in this order mode. If the value is greater than or equal to 0.98, it is considered that the correlation between the vibration modes of each segment is good.

[0043] As a preferred embodiment of the present invention, in step S4, the modal assurance criterion is calculated. Then, the following formula is used to calculate Residuals in the case of order modes :

[0044]

[0045] Calculate Afterwards, A corresponding function curve graph is made with the vibration mode order as the Y-axis and the vibration mode order as the X-axis to determine the correlation between the vibration mode expected value and the vibration mode equivalent value of the design model.

[0046] The smoother the function curve is, the better the correlation between the expected value of the vibration mode and the equivalent value of the vibration mode of the aeroelastic model as a whole.

[0047] A method for manufacturing an aeroelastic model applicable to a steel truss arch rib arch bridge, wherein the aeroelastic model is designed by the above-mentioned design method for an aeroelastic model applicable to a steel truss arch rib arch bridge;

[0048] First, the segments of the aeroelastic model are made. The main truss arch ribs and cross beams of each segment are made of core beams wrapped with plastic outer shells. The remaining truss members of each segment are made of plastic outer shells only to make a structure similar to that of a real bridge.

[0049] Then assemble the segments, and connect two adjacent segments through compression springs.

[0050] The plastic coat can be ABS plastic, or PP plastic, PC plastic, PVC plastic, PA plastic, PBT plastic, etc., all of which are lightweight components. Since the main truss arch frame and cross beam are the main load-bearing components of the steel truss arch rib arch bridge, the main truss arch frame and cross beam are made of plastic coat wrapped around the core beam when making the segment, and the remaining truss rods are only plastic coats to simulate the shape of the actual bridge, so that the actual mass of each segment of the aeroelastic model can be made as small as possible as less than the expected value, which is convenient for subsequent adjustments.

[0051] In summary, due to the adoption of the above technical solution, the beneficial effects of the present invention are:

[0052] 1. A design method for an aeroelastic model of a steel truss arch rib arch bridge, first determine the scale ratio and wind speed ratio of the aeroelastic model, and calculate the expected value of the arch rib parameter according to the scale ratio and wind speed ratio of the aeroelastic model; then divide the aeroelastic model into multiple segments according to mass by the equivalent discrete method, set four compression springs and damping units between two adjacent segments, simulate damping, and then calculate the equivalent value of the arch rib parameter according to the existing designed aeroelastic model, and then calculate the correlation index of the arch rib parameter, the correlation index of the natural frequency and the modal assurance criterion, so as to verify the correlation between the existing designed aeroelastic model and the expected aeroelastic model. By setting four compression springs between two adjacent segments, the aeroelastic model can simulate the multi-order vibration of the real bridge, which is conducive to improving the stability of the wind tunnel test. The invention solves the problem that the aeroelastic model of the arch bridge in the prior art only arranges an additional curved core beam inside the arch rib of the truss to simulate the stiffness of the arch rib, resulting in that the aeroelastic model of the arch bridge can only simulate the first-order vertical bending frequency and the first-order torsional frequency of the actual bridge vibration, but cannot simulate the multi-order vibration of the actual bridge.

[0053] 2. A method for making an aeroelastic model of a steel truss arch rib arch bridge, wherein a compression spring is arranged between two adjacent segments, and each segment is provided with a core beam only inside the main truss arch frame and the cross beam, so that the actual mass of each segment of the aeroelastic model can be made as small as possible as less than the expected value, which is convenient for subsequent adjustments and helps to improve the accuracy of subsequent wind tunnel simulation experiments. BRIEF DESCRIPTION OF THE DRAWINGS

[0054] Figure 1 is a flow chart of a design method for an aeroelastic model of a steel truss arch rib arch bridge in Example 1;

[0055] Figure 2 is a front view of the design model in Example 1;

[0056] Figure 3 is a top view of the design model in Example 1;

[0057] Figure 4 is a schematic diagram of a compression spring in Example 1 that does not generate vibration;

[0058] Figure 5 is a schematic diagram of the compression spring under bending vibration in Example 1;

[0059] Figure 6 Schematic diagram of the compression spring under torsional vibration in Example 1.

[0060] Icon: 1-segment, 2-compression spring. DETAILED DESCRIPTION

[0061] The present invention will be described in detail below in conjunction with the accompanying drawings.

[0062] In order to make the purpose, technical solution and advantages of the present invention more clearly understood, the present invention is further described in detail below in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention.

[0063] Example 1

[0064] like Figure 1 As shown in FIG. 1 , a design method for an aeroelastic model of a steel truss arch rib arch bridge includes the following steps:

[0065] S1. Determine the geometric scale ratio between the aeroelastic model of the arch bridge and the actual bridge And wind speed ratio The design model is obtained, and the aerodynamic shape of the design model is similar to that of the actual bridge. Determine the wind speed ratio When calculating the wind speed, it is necessary to consider the maximum wind speed that may be reached in the wind tunnel, the actual required natural wind speed and the estimated maximum wind speed that the structure can withstand.

[0066] Calculate the expected values ​​of the arch rib parameters of the design model respectively. The expected values ​​of the arch rib parameters include the expected values ​​of the arch rib bending stiffness. , Expected value of arch rib torsional stiffness , Expected value of arch rib quality , Expected value of arch rib mass moment and the expected value of the arch rib damping , the specific calculation formula is as follows:

[0067]

[0068]

[0069]

[0070]

[0071]

[0072] in, is the flexural stiffness of the arch rib of the real bridge, is the torsional stiffness of the arch rib of the real bridge, is the arch rib mass of the actual bridge, is the arch rib mass moment of the real bridge, is the damping of the real bridge.

[0073] S2. Use the equivalent discrete method to divide the design model in step S1 into multiple segments 1 according to mass. A compression spring 2 and a damping element are set between two adjacent segments 1. Four compression springs 2 are arranged in a rectangular array at the four corners of the cross section of the segment 1, such as Figure 2-Figure 3 In this embodiment, the damping element is a rubber tape, which is wound around the compression spring 2. It can also be replaced by an interlaced rubber rod. Figure 4-6 As shown, when the two springs on one side are compressed or extended relative to the two springs on the other side, the arch rib exhibits vertical bending vibration or lateral bending vibration; when the four springs are compressed or extended relative to each other, the arch rib exhibits torsional vibration.

[0074] S3. Calculate the equivalent values ​​of the arch rib parameters of the design model respectively. The equivalent values ​​of the arch rib parameters include the equivalent values ​​of the arch rib bending stiffness. , Equivalent value of arch rib torsional stiffness , Segmental mass equivalent value of arch rib and arch rib damping equivalent value :

[0075] During the calculation, a finite element model of the discretized aeroelastic model is first established in the software. In the finite element model of the discretized aeroelastic model, each segment 1 is set as a rigid body, and two adjacent rigid bodies are connected by four spring units. The reference value of the arch rib bending stiffness of the design model when each segment 1 is a rigid body is obtained. Reference value of arch rib torsional stiffness based on aeroelastic model ,according to , Wire diameter of compression spring 2 , the middle diameter of compression spring 2 and the effective circle of compression spring 2 Calculate , the specific calculation formula depends on different situations; according to , Wire diameter of compression spring 2 , the middle diameter of compression spring 2 And the effective number of coils of compression spring 2 Calculate , the specific calculation formula depends on different situations;

[0076] Equivalent value of segmental mass of arch rib and arch rib damping equivalent value Calculated by the following formula:

[0077]

[0078]

[0079] in, is the number of segments 1 after the discretization of the design model;

[0080] S4. Calculate the rib parameter correlation index of the rib parameter equivalent value and the corresponding rib parameter expected value ; Calculate the natural frequency correlation index of each segment 1 and modal assurance criteria ;

[0081] Arch rib parameter correlation index Contains flexural stiffness correlation index Correlation index with torsional stiffness , and Calculated by the following formula:

[0082]

[0083]

[0084] Calculate the natural frequency correlation index When calculated by the following formula:

[0085]

[0086] in, Design model steel truss arch rib The expected value of the natural frequency of the order vibration mode can be calculated by the natural frequency of the actual bridge; Design model steel truss arch rib The equivalent value of the natural frequency of the order vibration mode can be calculated through the design model;

[0087] Calculation of modal assurance criteria When calculated by the following formula:

[0088]

[0089] in, It indicates that The order vibration mode, For each segment 1 in the In the case of the order vibration mode, the vibration mode expectation value matrix is: for The transpose of For the The modal equivalent value matrix of each segment 1 in the case of the order modal, for The transpose of For the Modal assurance criteria calculated for the order vibration mode ; Modal assurance criteria The vibration mode can be standardized.

[0090] When the correlation index of arch rib parameters Less than or equal to 5%, natural frequency correlation index Less than or equal to 5% and modal assurance criteria Between 0.8 and 1;

[0091] When the correlation index of arch rib parameters When the threshold is exceeded, at least one of the internal structure of the segment 1, the design parameters of the compression spring 2, and the range of action of the damping element is adjusted until the rib parameter correlation index reaches Less than or equal to 5%; if it is a natural frequency correlation index and modal assurance criteria If the natural frequency correlation index is less than or equal to the corresponding threshold, the design is completed; and modal assurance criteria If at least one of them exceeds the corresponding threshold, the design parameters of the compression spring 2 are adjusted until the natural frequency correlation index and modal assurance criteria are all less than or equal to the relevant threshold;

[0092] Calculate the modal assurance criterion Then, the following formula is used to calculate Residuals in the case of order modes :

[0093]

[0094] Calculate Afterwards, The function curve is drawn with the Y axis and the order of the vibration mode as the X axis to determine the correlation between the vibration mode expectation value and the vibration mode equivalent value of the design model. If the function curve is flat, the correlation between the expected value and the equivalent value is better. The function curve can not only obtain the overall spatial information of the steel truss arch rib of the design model, but also provide the local information of the steel truss arch rib of the design model.

[0095] Example 2

[0096] A method for manufacturing an aeroelastic model for a steel truss arch rib arch bridge, wherein the aeroelastic model is designed by a design method for an aeroelastic model for a steel truss arch rib arch bridge in Example 1;

[0097] First, each segment 1 of the aeroelastic model is made. The main truss arch ribs and cross beams of each segment 1 are made of a core beam wrapped with a 3D printed ABS material coat. The remaining truss rods of each segment 1 are made of only a 3D printed ABS material coat to make a structure similar to that of a real bridge.

[0098] Then, the segments 1 are assembled, and two adjacent segments 1 are connected via compression springs 2 .

[0099] The main truss arch ribs and cross beams are the main load-bearing components, so core beams are set. The connection between the assembled segment rods adopts the mortise and tenon type supplemented by adhesive connection. The connection between the main truss arch ribs and the core beam inside the cross beam adopts the prefabricated welding method. Considering that the core beam is mostly made of materials including but not limited to stainless steel or aluminum alloy, its density is much greater than that of ABS material. Therefore, the mass and mass moment of each assembled segment are mostly provided by the core beam skeleton. When using the equivalent discrete method, the mass and mass moment ratio of the core beam (and the mass and mass moment ratio of the ABS outer shell) must be fully considered, and appropriate margins must be left for later adjustments.

[0100] The above are only preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. A design method for an aeroelastic model of a steel truss arch rib arch bridge, characterized in that: The following steps are included: S1. Determine the geometric scale ratio between the aeroelastic model of the arch bridge and the actual bridge And wind speed ratio Get the design model, calculate the expected values ​​of the arch rib parameters of the design model, and the expected values ​​of the arch rib parameters include the expected values ​​of the arch rib bending stiffness , Expected value of arch rib torsional stiffness , Expected value of arch rib quality , Expected value of arch rib mass moment and the expected value of arch rib damping ; Among them, the expected value of the arch rib parameter of the design model is calculated by the following formula: in, is the flexural stiffness of the arch rib of the real bridge, is the torsional stiffness of the arch rib of the real bridge, is the arch rib mass of the actual bridge, is the arch rib mass moment of the real bridge, is the damping of the real bridge; S2. Using an equivalent discrete method, the design model in step S1 is divided into a plurality of segments (1) according to mass, and a compression spring (2) and a damping element are arranged between two adjacent segments (1). The compression spring (2) is provided with 4 root, , 4 The root compression springs (2) are arranged in a rectangular array; S3. Calculate the equivalent values ​​of the arch rib parameters of the design model respectively. The equivalent values ​​of the arch rib parameters include the equivalent values ​​of the arch rib bending stiffness. , Equivalent value of arch rib torsional stiffness , Segmental mass equivalent value of arch rib and arch rib damping equivalent value ; When calculating the equivalent value of the arch rib parameter in step S3, a finite element model of a discretized aeroelastic model is first established in the software. In the finite element model of the discretized aeroelastic model, each segment (1) is set as a rigid body, and two adjacent rigid bodies are connected by spring units. The reference value of the arch rib bending stiffness of the design model when each segment (1) is a rigid body is obtained. Reference value of arch rib torsional stiffness based on aeroelastic model ,according to , Wire diameter of compression spring (2) , the median diameter of the compression spring (2) and the effective number of turns of the compression spring (2) Calculate ;according to , Wire diameter of compression spring (2) , the median diameter of the compression spring (2) and the effective number of turns of the compression spring (2) Calculate ; The equivalent value of the segmental mass of the arch rib in step S3 and arch rib damping equivalent value Calculated by the following formula: in, is the number of segments (1) after the design model is discretized; S4. Calculate the rib parameter correlation index of the rib parameter equivalent value and the corresponding rib parameter expected value ; Calculate the natural frequency correlation index of each segment (1) ; When the correlation index of arch rib parameters and natural frequency correlation index When both are less than or equal to the corresponding threshold, the design of the aeroelastic model of the arch bridge is completed; Among them, the correlation index of the arch rib parameters in step S4 is Contains flexural stiffness correlation index Correlation index with torsional stiffness , and Calculated by the following formula: In step S4, the natural frequency correlation index is calculated. When calculated by the following formula: in, Design model steel truss arch rib The expected value of the natural frequency of the order vibration mode can be obtained by calculating the natural frequency of the actual bridge; Design model steel truss arch rib The equivalent value of the natural frequency of the order vibration mode can be calculated through the design model.

2. The design method of an aeroelastic model for a steel truss arch rib arch bridge according to claim 1, characterized in that: In step S4, when the rib parameter correlation index When the threshold is exceeded, at least one of the internal structure of the segment (1), the design parameters of the compression spring (2) and the range of action of the damping element is adjusted until the rib parameter correlation index reaches Less than or equal to the threshold; If the natural frequency correlation index is and modal assurance criteria If the natural frequency correlation index is less than or equal to the corresponding threshold, the design is completed; and modal assurance criteria If at least one of them exceeds the corresponding threshold, the design parameters of the compression spring (2) are adjusted until the natural frequency correlation index and modal assurance criteria are all less than or equal to the relevant threshold.

3. The design method of an aeroelastic model for a steel truss arch rib arch bridge according to claim 2, characterized in that: Computational Modal Assurance Criteria It can further improve the accuracy of the modified design model. Calculated by the following formula: in, It indicates that The order vibration mode, For each segment (1) in the In the case of the order vibration mode, the vibration mode expectation value matrix is: for The transpose of For the The modal equivalent value matrix of each segment (1) in the case of the order modal, for The transpose of For the Modal assurance criteria calculated for the order vibration mode .

4. The design method of an aeroelastic model for a steel truss arch rib arch bridge according to claim 3, characterized in that: Calculate the modal assurance criterion Then, the following formula is used to calculate Residuals in the case of order modes : Calculate Afterwards, A corresponding function curve graph is made with the vibration mode order as the Y-axis and the vibration mode order as the X-axis to determine the correlation between the vibration mode expected value and the vibration mode equivalent value of the design model.

5. A method for making an aeroelastic model of a steel truss arch rib arch bridge, characterized in that: The aeroelastic model is designed by a design method for an aeroelastic model of a steel truss arch rib arch bridge as described in any one of claims 1 to 4; First, each segment (1) of the aeroelastic model is manufactured. The main truss arch ribs and cross beams of each segment (1) are manufactured by wrapping the core beam with a plastic outer layer. The remaining truss rods of each segment (1) are manufactured by only using the plastic outer layer to have a structure similar to that of a real bridge. The segments (1) are then assembled, and two adjacent segments (1) are connected via compression springs (2).

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