A semi-analytical simplified calculation method for dynamic characteristics of cable-stayed suspension bridge

Abstract

The invention relates to the technical field of bridge design, and discloses a semi-analytical simplified calculation method for the dynamic characteristics of a cable-stayed suspension cooperative system bridge, comprising the following steps: regarding a hanger as a massless spring connection, integrating the nodal forces on all nodes including the hanger connection into a matrix form and arranging the influence matrix of the hanger connection; calculating the overall dynamic stiffness matrix considering the hanger connection; calculating the vertical support stiffness of the cable-stayed cable at the anchor point; integrating the nodal forces generated by the displacement of all the cables at the main beam anchor point into a matrix form to form a first cable-stayed stiffness influence matrix; calculating the second cable-stayed stiffness influence matrix corresponding to the cable-stayed suspension cooperative system bridge; adding the diagonal matrix corresponding to the second cable-stayed stiffness influence matrix and the influence matrix of the hanger connection and the overall dynamic stiffness matrix of the main cable and the main beam without considering the hanger and the cable-stayed cable connection, to obtain the overall dynamic stiffness matrix of the cable-stayed suspension cooperative system bridge.

Description

Technical Field

[0001] The invention relates to the technical field of bridge design, and in particular to a semi-analytical simplified calculation method for dynamic characteristics of a cable-stayed suspension cooperative system bridge. Background Art

[0002] The cable-stayed suspension bridge is a new type of bridge structure that combines the advantages of a suspension bridge and a cable-stayed bridge. This bridge structure achieves efficient load-bearing and stability through the hangers between the main cable and the main beam and the cable-stayed connection between the main beam and the bridge tower. However, this complex structural form brings challenges to the analysis of its dynamic characteristics.

[0003] The existing analysis of the dynamic characteristics of cable-stayed suspension bridges is mostly carried out using the finite element method. The finite element method can simulate the nonlinear behavior of the structure in detail, but there are the following problems in practical application:

[0004] 1. It is necessary to conduct form-finding and complex finite element modeling analysis for the cable-stayed suspension system bridge. The modeling process is relatively complicated, especially in the preliminary design stage where a large number of parameter analyses are required. The modeling time cost is high, which greatly increases the complexity of the dynamic characteristics analysis and reduces the analysis efficiency.

[0005] 2. In the process of analyzing or semi-analyzing the model, although the initial equilibrium state analysis can be performed wirelessly to determine the key design parameters that affect the dynamic characteristics of the bridge, errors are prone to occur during processing, resulting in low accuracy of the analysis results.

[0006] Based on this, there is an urgent need for a semi-analytical simplified calculation method for the dynamic characteristics of a cable-stayed suspension cooperative system bridge, which can solve the need for form-finding of a cable-stayed suspension cooperative system bridge in the existing technology and quickly and accurately calculate the dynamic characteristics of the cable-stayed suspension cooperative system bridge directly from the unit scale. Summary of the invention

[0007] One of the purposes of the present invention is to provide a semi-analytical simplified calculation method for the dynamic characteristics of a cable-stayed and cable-suspended cooperative system bridge, which can solve the need for form-finding of a cable-stayed and cable-suspended cooperative system bridge in the existing technology, and can quickly and accurately calculate the dynamic characteristics of the cable-stayed and cable-suspended cooperative system bridge directly from the unit scale.

[0008] In order to achieve the above object, a semi-analytical simplified calculation method for the dynamic characteristics of a cable-stayed suspension system bridge is provided, comprising the following steps:

[0009] S1. Based on the overall dynamic stiffness matrix of the main cable and the overall dynamic stiffness matrix of the main beam, the overall dynamic stiffness matrix of the main cable and the main beam without considering the connection between the hanger and the inclined cable is calculated. ;

[0010] S2. When considering the hanger connection, the hanger is regarded as a massless spring connection. The axial stiffness of the hanger at , is the node displacement, then the main cable and main beam at the node are calculated The vertical force generated by the elastic stretching of the hanger rod is integrated into a matrix form to obtain the influence matrix of the hanger rod connection. ;

[0011] S3, based on the overall dynamic stiffness matrix of the main cable and main beam without considering the connection between the hanger and the inclined cable and the influence matrix of the boom connection , calculate the overall dynamic stiffness matrix considering the hanger connection;

[0012] S4. When considering the cable connection, the axial displacement of the main beam is ignored and the cable is regarded as a massless spring. Its connection with the main beam is regarded as an elastic support. Then the cable at the anchor point is calculated. Vertical support stiffness at , the vertical support stiffness is the change of vertical support force With vertical displacement The ratio of

[0013] S5. According to the calculated stay cable at the anchor point Vertical support stiffness at , calculate the node force of the corresponding inclined cable at the main beam anchor point due to displacement, and integrate the node forces of all inclined cables at the main beam anchor point due to displacement into a matrix form to form the first inclined cable stiffness influence matrix , the first stay cable stiffness influence matrix for The matrix of is the total number of nodes of the main beam;

[0014] S6, according to the first inclined cable stiffness influence matrix, and the corresponding inclined cable at the anchor point Vertical support stiffness at , it is calculated that there are 4 vertical constraints at the side span beam end and the main tower, The stiffness influence matrix of the second cable corresponding to the semi-floating system of the cable-stayed suspension system bridge ;

[0015] S7, the second cable stiffness influence matrix The influence matrix of the connection with the suspender The overall dynamic stiffness matrix of the main cables and main beams without considering the hanger rods and inclined cables The corresponding diagonal matrices are added together to obtain the overall dynamic stiffness matrix of the cable-stayed suspension system bridge. .

[0016] Technical principles and effects of this scheme: In this scheme, the dynamic stiffness matrices of the main cables and main beams are first combined into an overall dynamic stiffness matrix of the main cables and main beams without considering the connections between the hangers and the inclined cables, thereby realizing the establishment of the dynamic stiffness matrix of the foundation and providing a basic dynamic stiffness framework for the follow-up.

[0017] Then, the hanger is regarded as a massless spring connection, and the axial stiffness of the hanger at each node is calculated and integrated into the influence matrix of the hanger connection. By introducing the elastic effect of the hanger, the overall dynamic stiffness matrix is ​​corrected. That is, the elastic effect of the hanger is accurately considered, which improves the accuracy of the overall stiffness matrix. Then, combined with the influence of the hanger, a more accurate overall dynamic stiffness matrix is ​​obtained.

[0018] Then the elastic support effect of the cable is introduced, and the cable is regarded as a massless spring to calculate its elastic support effect at the anchor point. The vertical support stiffness at the point is calculated, thereby realizing the introduction of the corresponding elastic support parameters of the inclined cable and preparing for the next step of calculation.

[0019] Afterwards, the elastic support effect of the inclined cable is integrated into the overall dynamic stiffness matrix. That is, by calculating the nodal force generated by the displacement of each inclined cable at the main beam anchor point and integrating it into the first inclined cable stiffness influence matrix, it is possible to fully consider the elastic support effect of the inclined cable while considering the hanger, further improving the accuracy of the overall dynamic stiffness matrix.

[0020] In order to further refine the stiffness influence of the cable, especially the constraints at the side span beam end and the main tower, the first cable stiffness influence matrix and the corresponding cable at the anchor point are used to calculate the influence matrix of the first cable stiffness. The vertical support stiffness at the side span beam end and the main tower is calculated to have a total of 4 vertical constraints: The stiffness influence matrix of the second cable corresponding to the cable-stayed suspension cooperative system bridge of the semi-floating system of the cable-stayed cable fully considers the constraint conditions at the specific position, and further improves the accuracy of the overall dynamic stiffness matrix.

[0021] Finally, all the influences of the main cables, main beams, hangers and stay cables will be comprehensively considered. The overall dynamic stiffness matrix of the cable-stayed suspension cooperative system bridge is obtained by adding the diagonal matrix corresponding to the second cable stiffness influence matrix and the hanger connection influence matrix with the overall dynamic stiffness matrix of the main cables and main beams without considering the hanger and cable connections. That is, the overall dynamic stiffness matrix of the cable-stayed suspension cooperative system bridge with high precision is finally obtained.

[0022] 1. In this scheme, the dynamic characteristics of the cable-stayed and cable-suspended cooperative system bridge can be calculated without the need for form-finding and complex finite element modeling analysis. The method is simple and convenient.

[0023] 2. It is possible to calculate the dynamic characteristics of cable-stayed suspension system bridges from the unit scale with higher accuracy.

[0024] 3. The overall dynamic stiffness matrix of the foundation is established, the stiffness influence matrix corresponding to the hanger is calculated, the stiffness influence matrix corresponding to the cable is calculated, and the stiffness influence matrix of the cable corresponding to the constraint conditions at a specific position is calculated in sequence, and then the final high-precision overall dynamic stiffness matrix is ​​obtained. Compared with the existing process from model construction to model analysis, the whole process is not only comprehensive, so that the calculated overall dynamic stiffness matrix has high accuracy and reliability, but also has clear steps and concise methods, which greatly improves the efficiency of the entire dynamic characteristic analysis.

[0025] Furthermore, the overall dynamic stiffness matrix of the main cable and main beam without considering the connection between the hanger and the inclined cable in S1 is The corresponding matrix expression is:

[0026]

[0027] In the formula, and are the overall dynamic stiffness matrices of the main cable and main beam, respectively.

[0028] Beneficial effects: The calculation provides a basic dynamic stiffness matrix, which lays the foundation for the subsequent consideration of the influence of the hanger and the inclined cable. The dynamic stiffness matrix of the main cable and the main beam can be calculated independently, reducing the complexity of the calculation. By calculating the dynamic stiffness matrix of the main cable and the main beam separately, the dynamic characteristics of each can be reflected more accurately.

[0029] In subsequent steps, the global stiffness matrix can be gradually improved by adding the influence matrices of the hangers and cables, maintaining the flexibility of the calculation.

[0030] Without considering the connection between the hanger and the inclined cable, it can be directly calculated , there is no need to perform complex initial equilibrium state analysis, saving time and computing resources.

[0031] Furthermore, the main cable and the main beam are at the node The expression of the vertical force generated by the elastic stretching of the hanger at is:

[0032]

[0033]

[0034] In the formula, Main cable at the node The vertical force generated by the elastic stretching of the hanger rod is For main beam at node The vertical force generated by the elastic stretching of the hanger rod is For main beam at node The vertical displacement at Main cable at the node The vertical displacement at ;

[0035] The influence matrix of the suspender connection is obtained by the arrangement The corresponding matrix expression is:

[0036]

[0037] In the formula, for The diagonal matrix of is, whose main diagonal elements are Arranged in sequence with 0; for The matrix of Elements of a row In the The rest of the elements are 0.

[0038] Beneficial effect: In this scheme, the influence matrix of the suspension rod connection is The calculation can accurately consider the coupling effect between the main cables and the main beams and improve the accuracy of the overall stiffness matrix.

[0039] The influence of each hanger is limited to the node to which it is connected and does not affect other nodes, ensuring accurate modeling of local effects.

[0040] Through the detailed matrix form, the elastic stretching effect of each hanger at the node can be accurately described, improving the accuracy of the overall stiffness matrix.

[0041] Furthermore, the cable is fixed at the anchor point Vertical support stiffness at The expression is:

[0042]

[0043] In the formula, , , , Respectively The axial stiffness of the root cable, the height from the main tower to the main beam anchorage point, the inclination angle from the main tower to the main beam anchorage point, and the length from the main tower to the main beam anchorage point.

[0044] Beneficial effect: By The calculation of the vertical support stiffness at the anchor point A can accurately describe the vertical support stiffness of each cable at the anchor point A, ensuring the accuracy of the model. The axial stiffness, height, inclination and length of the cable are fully considered, which can more realistically reflect the nonlinear effect of the cable. At the same time, it also avoids complex numerical simulation and simplifies the calculation process.

[0045] The calculation formula can be flexibly adjusted according to different cable parameters (such as diameter, material, length, etc.), and is applicable to cable-stayed suspension bridges of different types and sizes. It is applicable to various complex bridge structures and has strong adaptability.

[0046] Furthermore, the stiffness influence matrix of the second cable corresponding to the semi-floating system cable-stayed suspension cooperative system bridge is The matrix expression of is:

[0047]

[0048]

[0049]

[0050] In the formula, and The side span and the middle span are The vertical support stiffness of a stay cable.

[0051] Beneficial effects: In this solution, the vertical support stiffness of each cable at the anchor point of the main beam can be accurately described, ensuring the accuracy of the model. The vertical support stiffness of each cable is taken into account in the formula, which can more accurately reflect the actual stiffness of the cable. It avoids the errors caused by some basic assumptions and simplifications in traditional analytical methods, and improves the reliability of the calculation results.

[0052] Furthermore, the overall dynamic stiffness matrix of the cable-stayed suspension bridge is The matrix expression of is:

[0053] .

[0054] Beneficial effect: In this scheme, the overall dynamic stiffness matrix of the cable-stayed suspension system bridge is The setting of the matrix expression comprehensively considers the stiffness effects of the main cables, main beams, hangers and cables, which can more comprehensively describe the dynamic characteristics of the cable-stayed suspension bridge system, accurately consider the coupling effect between the main cables and main beams, and improve the accuracy of the model.

[0055] The matrix is ​​composed of multiple sub-matrices, each of which can be calculated independently, simplifying the overall calculation process. BRIEF DESCRIPTION OF THE DRAWINGS

[0056] Figure 1 It is a logic block diagram of a semi-analytical simplified calculation method for the dynamic characteristics of a cable-stayed suspension system bridge in the first embodiment of the present invention;

[0057] Figure 2 This is a schematic diagram of the structure of the connection between the main cable and the hanger rod of the main beam in the first embodiment of the present invention;

[0058] Figure 3 Schematic diagram of calculation of vertical support stiffness of the inclined cable in the first embodiment of the present invention. DETAILED DESCRIPTION

[0059] The following is further described in detail through specific implementation methods:

[0060] Embodiment 1

[0061] A semi-analytical simplified calculation method for the dynamic characteristics of a cable-stayed suspension bridge is basically as follows: Figure 1 As shown, the following steps are included:

[0062] S1. Based on the overall dynamic stiffness matrix of the main cable and the overall dynamic stiffness matrix of the main beam, the overall dynamic stiffness matrix of the main cable and the main beam without considering the connection between the hanger and the inclined cable is calculated. ;

[0063] The overall dynamic stiffness matrix of the main cable and main beam connected by the hanger and the inclined cable is not considered in S1. The corresponding matrix expression is:

[0064]

[0065] In the formula, and are the overall dynamic stiffness matrices of the main cable and main beam, respectively.

[0066] In this embodiment, first and The specific calculation logic is as follows:

[0067] By establishing and solving the vertical vibration differential equation of the beam unit, the amplitude function of the vertical vibration of the main beam is obtained. By differentiating the amplitude function, the relationship between the beam unit node displacement vector and the node displacement matrix is ​​obtained. Next, the unit node force matrix is ​​obtained according to the shear force and bending moment expression of the beam unit, and the relationship between the node displacement and the node force can be obtained, that is, the unit dynamic stiffness matrix of the main beam.

[0068] Based on the parabola assumption, the vertical free vibration differential equation of the main cable is established and solved to obtain the amplitude function of the vertical displacement of the main cable. Considering the influence of the additional horizontal force at the end of the main cable, the dynamic stiffness matrix of the main cable is established.

[0069] Through the above content, the corresponding overall dynamic stiffness matrix of the main cable and main beam can be realized and , the two are combined into a block diagonal matrix to obtain the overall dynamic stiffness matrix without considering the connection between the hanger and the inclined cable :

[0070]

[0071] S2. When considering the hanger connection, the hanger is regarded as a massless spring connection. The axial stiffness of the hanger at , is the node displacement, then the main cable and main beam at the node are calculated The vertical force generated by the elastic stretching of the hanger rod is integrated into a matrix form to obtain the influence matrix of the hanger rod connection. ;

[0072] The main cable and the main beam are at the node The expression of the vertical force generated by the elastic stretching of the hanger at is:

[0073]

[0074]

[0075] In the formula, Main cable at the node The vertical force generated by the elastic stretching of the hanger rod is For main beam at node The vertical force generated by the elastic stretching of the hanger rod is For main beam at node The vertical displacement at Main cable at the node The vertical displacement at ;

[0076] The influence matrix of the suspender connection is obtained by the arrangement The corresponding matrix expression is:

[0077]

[0078] In the formula, for The diagonal matrix of is, whose main diagonal elements are Arranged in sequence with 0; for The matrix of Elements of a row In the The rest of the elements are 0.

[0079] When considering introducing the stiffness of the hanger into the overall dynamic stiffness matrix, such as Figure 2 As shown, the hanger is considered as a massless spring connection with The axial stiffness of the hanger at , then the main cable and main beam are at the node The vertical forces generated by the elastic stretching of the hanger at

[0080] (3-205)

[0081] Shared Based on the assumption that the main cable is a parabola, the first Axial stiffness of the hanger rod for

[0082] (3-206)

[0083] In the formula It is the height from the vertical point of the mid-span main cable to the main beam.

[0084] After integrating the nodal forces of all nodes connected with hangers into a matrix form, the nodal force vectors of the main cables and main beams are and They are

[0085] (3-207)

[0086] Since the displacement vector of the main beam contains the angular displacement, and its overall dynamic stiffness matrix and the overall nodal displacement vector have OK, Only In order to facilitate the introduction of the influence of the hanger into the overall stiffness matrix In , the following matrix is ​​defined:

[0087] (3-208)

[0088] In the above formula, the diagonal matrix for The matrix whose main diagonal elements are Arranged in sequence with 0; for The matrix of Elements of a row In the The remaining elements are all 0. Use the above two matrices to transform equation (3-207) into

[0089] (3-209)

[0090] There is the following relationship between the node displacement and the node force:

[0091] (3-210)

[0092] Substituting formula (3-209) into the above formula, we have

[0093] (3-211)

[0094] After moving the item, you can get

[0095] (3-212)

[0096] Then the influence matrix of the suspender can be obtained for

[0097] (3-213)

[0098] Similarly, for the main cable nodes, the main beam contains nodes (the unit is divided symmetrically, and are all odd numbers), the mid-span cable section is arranged with Root suspenders (suspenders are arranged symmetrically about the vertical point of the middle cable, and there are suspenders at the vertical point, is an odd number), the influence matrix of the hanger stiffness is

[0099] (3-214)

[0100] (3-215)

[0101] (3-216)

[0102] The dimension of the zero matrix in the above formula is , .

[0103] S3, based on the overall dynamic stiffness matrix of the main cable and main beam without considering the connection between the hanger and the inclined cable and the influence matrix of the boom connection , calculate the overall dynamic stiffness matrix considering the hanger connection;

[0104] Then the overall dynamic stiffness matrix considering the hanger connection stiffness can be obtained:

[0105] (3-217)

[0106] S4. When considering the cable connection, ignore the axial displacement of the main beam and regard the cable as a massless spring. Its connection with the main beam is regarded as an elastic support. Then the cable can be calculated at the anchor point. Vertical support stiffness at , the vertical support stiffness is the change of vertical support force With vertical displacement The ratio of

[0107] The inclined cable is at the anchor point Vertical support stiffness at The expression is:

[0108]

[0109] In the formula, , , , Respectively The axial stiffness of the root cable, the height from the main tower to the main beam anchorage point, the inclination angle from the main tower to the main beam anchorage point, and the length from the main tower to the main beam anchorage point.

[0110] like Figure 3 As shown in the figure, the node force generated by the displacement of the cable at the anchor point of the main beam is:

[0111] (3-219)

[0112] After forming a matrix of the nodal forces generated by all the inclined cables, substitute it into equation (3-210) and move the terms to obtain

[0113] (3-220)

[0114] (3-221)

[0115] The influence matrix of the cable stiffness in the above formula is for ( The main diagonal element of the vertical displacement encoding of the cable anchor node is the vertical support stiffness of the cable. .

[0116] S5. According to the calculated stay cable at the anchor point Vertical support stiffness at , calculate the node force of the corresponding inclined cable at the main beam anchor point due to displacement, and integrate the node forces of all inclined cables at the main beam anchor point due to displacement into a matrix form to form the first inclined cable stiffness influence matrix , the first stay cable stiffness influence matrix for The matrix of is the total number of nodes of the main beam;

[0117] S6, according to the first inclined cable stiffness influence matrix, and the corresponding inclined cable at the anchor point Vertical support stiffness at , it is calculated that there are 4 vertical constraints at the side span beam end and the main tower, The stiffness influence matrix of the second cable corresponding to the semi-floating cable-stayed suspension bridge with cable-stayed cables (the cables are numbered from the outermost cable) ;

[0118] There are 4 vertical constraints at the side span beam ends and the main tower: For a semi-floating cable-stayed suspension bridge with cable stays (the cables are numbered from the outermost cable), the stiffness influence matrix of the cable stays is for

[0119] (3-222)

[0120] (3-223)

[0121] (3-224)

[0122] In the above formula and The side span and the middle span are The vertical support stiffness of a stay cable.

[0123] S7, the stiffness influence matrix of the second inclined cable The influence matrix of the connection with the suspender The overall dynamic stiffness matrix of the main cables and main beams without considering the hanger rods and inclined cables The corresponding diagonal matrices are added together to obtain the overall dynamic stiffness matrix of the cable-stayed suspension system bridge. .

[0124] The overall dynamic stiffness matrix of the cable-stayed suspension system bridge is The matrix expression of is:

[0125] .

[0126] At this point, the overall dynamic stiffness matrix of the cable-stayed suspension system bridge has been completely established.

[0127] The above is only an embodiment of the present invention. The common sense such as the known specific structure and characteristics in the scheme is described too much here. The ordinary technicians in the relevant field know all the common technical knowledge in the technical field of the invention before the application date or priority date, can know all the existing technologies in the field, and have the ability to apply the conventional experimental means before that date. The ordinary technicians in the relevant field can improve and implement this scheme in combination with their own abilities under the enlightenment given by this application. Some typical known structures or known methods should not become obstacles for ordinary technicians in the relevant field to implement this application. It should be pointed out that for those skilled in the art, without departing from the structure of the present invention, several deformations and improvements can be made, which should also be regarded as the protection scope of the present invention, which will not affect the effect of the implementation of the present invention and the practicality of the patent. The protection scope required by this application shall be based on the content of its claims, and the specific implementation methods and other records in the specification can be used to interpret the content of the claims.

Claims

1. A semi-analytical simplified calculation method for the dynamic characteristics of a cable-stayed suspension bridge system, characterized in that: The following steps are involved: S1. Based on the overall dynamic stiffness matrix of the main cable and the overall dynamic stiffness matrix of the main beam, the overall dynamic stiffness matrix of the main cable and the main beam without considering the connection between the hanger and the inclined cable is calculated. ; S2. When considering the hanger connection, the hanger is regarded as a massless spring connection. The axial stiffness of the hanger at , is the node displacement, then the main cable and main beam at the node are calculated The vertical force generated by the elastic stretching of the hanger rod is integrated into a matrix form to obtain the influence matrix of the hanger rod connection. ; S3, based on the overall dynamic stiffness matrix of the main cable and main beam without considering the connection between the hanger and the inclined cable and the influence matrix of the boom connection , calculate the overall dynamic stiffness matrix considering the hanger connection; S4. When considering the cable connection, the axial displacement of the main beam is ignored and the cable is regarded as a massless spring. Its connection with the main beam is regarded as an elastic support. Then the cable at the anchor point is calculated. Vertical support stiffness at , the vertical support stiffness is the change of vertical support force With vertical displacement The ratio of S5. According to the calculated stay cable at the anchor point Vertical support stiffness at , calculate the node force of the corresponding inclined cable at the main beam anchor point due to displacement, and integrate the node forces of all inclined cables at the main beam anchor point due to displacement into a matrix form to form the first inclined cable stiffness influence matrix , the first stay cable stiffness influence matrix for The matrix of is the total number of nodes of the main beam; S6, according to the first inclined cable stiffness influence matrix, and the corresponding inclined cable at the anchor point Vertical support stiffness at , it is calculated that there are 4 vertical constraints at the side span beam end and the main tower, The stiffness influence matrix of the second cable corresponding to the semi-floating system of the cable-stayed suspension system bridge ; S7, the second cable stiffness influence matrix The influence matrix of the connection with the suspender The overall dynamic stiffness matrix of the main cables and main beams without considering the hanger rods and inclined cables The corresponding diagonal matrices are added together to obtain the overall dynamic stiffness matrix of the cable-stayed suspension system bridge. .

2. The semi-analytical simplified calculation method for the dynamic characteristics of a cable-stayed suspension bridge according to claim 1 is characterized by: The overall dynamic stiffness matrix of the main cable and main beam connected by the hanger and the inclined cable is not considered in S1. The corresponding matrix expression is: In the formula, and are the overall dynamic stiffness matrices of the main cable and main beam, respectively.

3. The semi-analytical simplified calculation method for the dynamic characteristics of a cable-stayed suspension system bridge according to claim 2 is characterized by: The main cable and the main beam are at the node The expression of the vertical force generated by the elastic stretching of the hanger at is: In the formula, Main cable at the node The vertical force generated by the elastic stretching of the hanger rod is For main beam at node The vertical force generated by the elastic stretching of the hanger rod is For main beam at node The vertical displacement at Main cable at the node The vertical displacement at ; The influence matrix of the suspender connection is obtained by the arrangement The corresponding matrix expression is: In the formula, for The diagonal matrix of is, whose main diagonal elements are Arranged in sequence with 0; for The matrix of Elements of a row In the The rest of the elements are 0.

4. The semi-analytical simplified calculation method for the dynamic characteristics of a cable-stayed suspension system bridge according to claim 3 is characterized by: The inclined cable is at the anchor point Vertical support stiffness at The expression is: In the formula, , , , Respectively The axial stiffness of the root cable, the height from the main tower to the main beam anchorage point, the inclination angle from the main tower to the main beam anchorage point, and the length from the main tower to the main beam anchorage point.

5. The semi-analytical simplified calculation method for the dynamic characteristics of a cable-stayed suspension system bridge according to claim 4 is characterized by: The stiffness influence matrix of the second cable corresponding to the semi-floating system cable-stayed suspension cooperative system bridge is The matrix expression of is: In the formula, and The side span and the middle span are The vertical support stiffness of a stay cable.

6. A semi-analytical simplified calculation method for the dynamic characteristics of a cable-stayed suspension system bridge according to claim 5, characterized in that: The overall dynamic stiffness matrix of the cable-stayed suspension system bridge is The matrix expression of is: 。

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