Super-large-span suspension bridge self-balancing system optimization method and system

Abstract

The invention discloses a method and a system for optimizing a self-balancing system of a super-large-span suspension bridge. The method comprises the following steps: establishing a finite element model of a super-large-span suspension bridge, and arranging a push rod at the top of a bridge tower or applying a forced balance force to construct a sliding model of a cable saddle; applying a design load, and adjusting the sliding model of the cable saddle; calculating the structural stress of the ultra-large-span suspension bridge and the eccentric pressure generated in the sliding process of the cable saddle; the sliding state of the cable saddle and the influence result of the sliding state on the structure stress of the super-large-span suspension bridge are obtained; and optimizing parameters of the self-balancing system. The method does not need special software support, has the characteristics of high calculation efficiency and strong universality, can obviously reduce the stress of the bridge tower, improves the overall rigidity and stability of the structure, and provides scientific basis and technical support for the design and construction of the super-large-span suspension bridge.

Description

Technical Field

[0001] The invention relates to the technical field of bridge engineering, and in particular to a method and system for optimizing a self-balancing system of a super-long span suspension bridge. Background Art

[0002] With the development of bridge engineering technology, the construction of super-long span suspension bridges is increasing. Such bridges usually have the characteristics of high bridge towers and large main cable spans, which leads to a large difference in the main cable force on both sides of the bridge tower, which in turn causes an increase in the bending moment of the bridge tower and affects the structural stability. In order to reduce the force on the bridge tower, a self-balancing system is introduced into the design of suspension bridges. By allowing the saddle to slide within a certain range on the top of the tower, the main cable force difference is released. However, in the prior art, the force calculation of the self-balancing system mostly relies on specialized software, which is complex and costly. Summary of the invention

[0003] In view of the above-mentioned deficiencies in the prior art, the present invention provides a method and system for optimizing the self-balancing system of a super-long span suspension bridge.

[0004] In order to achieve the above-mentioned object of the invention, the technical solution adopted by the present invention is:

[0005] A method for optimizing a self-balancing system of a super-long span suspension bridge comprises the following steps:

[0006] S1. Establish a finite element model of a super-long span suspension bridge. Based on the finite element model of the super-long span suspension bridge, set a push rod on the top of the bridge tower or apply a forced balancing force to construct a sliding model of the cable saddle;

[0007] S2. Applying a design load based on the finite element model of the super-long span suspension bridge to obtain a finite element model of the super-long span suspension bridge after the design load is applied, and adjusting the length of the jacking rod or the magnitude of the forced balancing force based on the sliding model of the saddle to obtain the sliding model of the adjusted saddle;

[0008] S3. Based on the finite element model of the super-long span suspension bridge after the design load is applied and the sliding model of the adjusted saddle, the structural force of the super-long span suspension bridge and the eccentric pressure generated by the saddle during the sliding process are calculated;

[0009] S4. Obtain the sliding state of the saddle, and based on the structural stress of the super-long span suspension bridge and the eccentric pressure generated by the saddle during the sliding process, obtain the effect of the sliding state of the saddle on the structural stress of the super-long span suspension bridge;

[0010] S5. Based on the influence of the sliding state of the saddle on the structural force of the super-long span suspension bridge, the parameters of the self-balancing system are optimized to obtain the optimized self-balancing system of the super-long span suspension bridge.

[0011] Furthermore, in step S1, the finite element model of the super-long span suspension bridge includes a stiffening beam model, a bridge tower model, a main cable model and a suspender cable model.

[0012] Furthermore, in step S1, a finite element model of a super-long span suspension bridge is established, including the following steps:

[0013] A1. Based on the geometric nonlinearity and material nonlinearity of the stiffening beam, the beam element is used to simulate the cross-sectional form and material properties of the stiffening beam to construct a stiffening beam model;

[0014] A2. Based on the geometric nonlinearity and material nonlinearity of the bridge tower, the beam unit is used to simulate the structural form of the bridge tower to construct the bridge tower model;

[0015] A3. Use cable-only units to simulate the sag effect and geometric nonlinearity of the main cable to construct the main cable model;

[0016] A4. Use cable-only units to connect the stiffening beam model and the main cable model to construct the sling model;

[0017] A5. Based on the stiffening beam model, bridge tower model, main cable model and suspender model, a finite element model of the super-long span suspension bridge is established.

[0018] Further, in step S2, the design load includes live load, temperature load and wind load.

[0019] Furthermore, in step S2, a design load is applied, specifically: according to the design data of the super-long span suspension bridge, the impact coefficient and the reduction coefficient of the moving vehicle load, the moving vehicle load value is obtained, and the moving vehicle load value is applied to the stiffening beam model through the influence line loading method to apply a live load; based on the influence of overall heating and cooling on the structure of the super-long span suspension bridge, the temperature load value is set according to the design data of the super-long span suspension bridge, and the temperature load value is uniformly applied to the finite element model of the super-long span suspension bridge to apply the temperature load; the wind load value is calculated according to the wind tunnel test method, and the wind load value is applied to the stiffening beam model and the bridge tower model to apply the wind load.

[0020] Furthermore, in step S3, the structural stress of the super-long span suspension bridge is calculated. The specific process is: static analysis is performed on the finite element model of the super-long span suspension bridge after the design load is applied, and the main cable tension and stiffening beam displacement of the super-long span suspension bridge structure after the design load is applied are calculated to calculate the structural stress of the super-long span suspension bridge.

[0021] Furthermore, in step S3, the eccentric pressure generated by the saddle during the sliding process is calculated. The specific process is: based on the adjusted sliding model of the saddle, the slip amount of the saddle and the vertical pressure of the saddle on the tower top are obtained, which are applied to the tower top node as additional bending moment and the bridge tower bending moment is extracted to calculate the eccentric pressure generated by the saddle during the sliding process.

[0022] Furthermore, in step S4, the sliding state of the saddle is obtained, and the specific process is: according to the internal force change of the top push rod or the relative displacement between the tower top and the saddle, the slip amount of the saddle is calculated; it is determined whether the slip amount of the saddle is a positive value, if so, the direction of the slip amount is determined as sliding toward the middle span, otherwise, the direction of the slip amount is determined as sliding toward the side span; the sliding state of the saddle is obtained according to the slip amount of the saddle and the direction of the slip amount.

[0023] Further, in step S5, the self-balancing system parameters include the friction coefficient and the maximum slip amount.

[0024] An optimization system for a self-balancing system of a super-long span suspension bridge using the above method, comprising a finite element model building module, a load application module, a force calculation module, a sliding state analysis module and a parameter optimization module;

[0025] The finite element model building module is used to build the finite element model of the super-long span suspension bridge. Based on the finite element model of the super-long span suspension bridge, a push rod is set on the top of the bridge tower or a forced balancing force is applied to build a sliding model of the cable saddle;

[0026] The load application module is used to apply the design load according to the finite element model of the super-long span suspension bridge to obtain the finite element model of the super-long span suspension bridge after the design load is applied, and adjust the length of the push rod or the magnitude of the forced balancing force based on the sliding model of the saddle to obtain the sliding model of the adjusted saddle;

[0027] The force calculation module is used to calculate the structural force of the super-long span suspension bridge and the eccentric pressure generated by the saddle during the sliding process according to the finite element model of the super-long span suspension bridge after the design load is applied and the sliding model of the adjusted saddle;

[0028] The sliding state analysis module is used to obtain the sliding state of the saddle and its influence on the structural stress of the super-span suspension bridge according to the structural stress of the super-span suspension bridge and the eccentric pressure generated by the saddle during the sliding process;

[0029] The parameter optimization module is used to optimize the parameters of the self-balancing system according to the sliding state of the saddle and its influence on the structural force of the super-long span suspension bridge, and obtain the optimized self-balancing system of the super-long span suspension bridge.

[0030] The present invention has the following beneficial effects:

[0031] (1) The present invention simulates the sliding of the cable saddle by arranging a push rod on the top of the bridge tower or applying a forced balancing force, calculates the structural force using finite element analysis software, and considers the influence of the eccentric pressure generated during the sliding process on the bridge tower structure. The whole process realizes the force analysis of the suspension bridge under the self-balancing system through conventional finite element analysis software, without the need for special software support, and has the characteristics of high calculation efficiency and strong versatility. In addition, the optimization method of the present invention can significantly reduce the force on the bridge tower, improve the overall stiffness and stability of the structure, and provide a scientific basis and technical support for the design and construction of ultra-large span suspension bridges;

[0032] (2) The present invention proposes an optimization system for the self-balancing system of a super-long span suspension bridge, comprising a finite element model building module, a load application module, a force calculation module, a sliding state analysis module and a parameter optimization module; the finite element model building module can be used to build a finite element model of the super-long span suspension bridge, and based on the finite element model of the super-long span suspension bridge, a push rod is set on the top of the bridge tower or a forced balancing force is applied to construct a sliding model of the saddle; the load application module can be used to apply a design load according to the finite element model of the super-long span suspension bridge to obtain the finite element model of the super-long span suspension bridge after the design load is applied, and adjust the length of the push rod or the size of the forced balancing force based on the sliding model of the saddle to obtain The sliding model of the adjusted saddle; the force calculation module can be used to calculate the structural force of the super-long span suspension bridge and the eccentric pressure generated by the saddle during the sliding process according to the finite element model of the super-long span suspension bridge after the design load is applied and the sliding model of the adjusted saddle; the sliding state analysis module can be used to obtain the sliding state of the saddle and its influence on the structural force of the super-long span suspension bridge according to the structural force of the super-long span suspension bridge and the eccentric pressure generated by the saddle during the sliding process; the parameter optimization module can be used to optimize the parameters of the self-balancing system according to the sliding state of the saddle and its influence on the structural force of the super-long span suspension bridge, and obtain the optimized self-balancing system of the super-long span suspension bridge. BRIEF DESCRIPTION OF THE DRAWINGS

[0033] Figure 1 It is a schematic diagram of a process flow of an optimization method for a self-balancing system of a super-long span suspension bridge;

[0034] Figure 2 This is a schematic diagram of the optimized system structure of a super-long span suspension bridge self-balancing system. DETAILED DESCRIPTION

[0035] The specific implementation modes of the present invention are described below so that those skilled in the art can understand the present invention. However, it should be clear that the present invention is not limited to the scope of the specific implementation modes. For those of ordinary skill in the art, as long as various changes are within the spirit and scope of the present invention as defined and determined by the attached claims, these changes are obvious, and all inventions and creations utilizing the concept of the present invention are protected.

[0036] like Figure 1 As shown, a method for optimizing the self-balancing system of a super-long span suspension bridge includes steps S1-S5, which are specifically as follows:

[0037] S1. Establish a finite element model of a super-long span suspension bridge. Based on the finite element model of the super-long span suspension bridge, set a push rod on the top of the bridge tower or apply a forced balancing force to construct a sliding model of the saddle.

[0038] In an optional embodiment of the present invention, the finite element model of the super-long span suspension bridge includes a stiffening beam model, a bridge tower model, a main cable model and a suspender cable model.

[0039] The present invention establishes a finite element model of a super-long span suspension bridge, comprising the following steps:

[0040] A1. Based on the geometric nonlinearity and material nonlinearity of the stiffening beam, the beam element is used to simulate the cross-sectional form and material properties of the stiffening beam to construct a stiffening beam model.

[0041] A2. Based on the geometric nonlinearity and material nonlinearity of the bridge tower, beam elements are used to simulate the structural form of the bridge tower to construct a bridge tower model.

[0042] A3. Use cable-only units to simulate the sag effect and geometric nonlinearity of the main cable to construct the main cable model.

[0043] A4. Use cable-only units to connect the stiffening beam model and the main cable model to construct the sling model.

[0044] A5. Based on the stiffening beam model, bridge tower model, main cable model and suspender model, a finite element model of the super-long span suspension bridge is established.

[0045] In the process of arranging a jacking rod on the top of a bridge tower or applying a forced balancing force to construct a sliding model of a cable saddle, the present invention simulates the size and direction of the jacking rod and the forced balancing force through the node force or unit force in the finite element software.

[0046] Specifically, the present invention sets special constraints at the top of the bridge tower to simulate the sliding of the cable saddle. For the push rod simulation method, it is necessary to establish a push rod unit between the tower top and the saddle, and set its initial length and stiffness. For the forced balancing force method, it is necessary to apply a force of corresponding magnitude on the tower top node.

[0047] S2. Applying a design load based on the finite element model of the super-long span suspension bridge to obtain the finite element model of the super-long span suspension bridge after the design load is applied, and adjusting the length of the push rod or the magnitude of the forced balancing force based on the sliding model of the saddle to obtain the sliding model of the adjusted saddle.

[0048] In an optional embodiment of the present invention, the design load includes live load, temperature load and wind load.

[0049] The present invention applies a design load, specifically: according to the design data of the super-long span suspension bridge, the impact coefficient and the reduction coefficient of the mobile vehicle load, the mobile vehicle load value is obtained, and the mobile vehicle load value is applied to the stiffening beam model through the influence line loading method to apply the live load; based on the influence of overall heating and cooling on the super-long span suspension bridge structure, the temperature load value is set according to the design data of the super-long span suspension bridge, and the temperature load value is uniformly applied to the finite element model of the super-long span suspension bridge to apply the temperature load; the wind load value is calculated according to the wind tunnel test method, and the wind load value is applied to the stiffening beam model and the bridge tower model to apply the wind load.

[0050] The present invention adjusts the length of the push rod or the size of the forced balancing force based on the sliding model of the saddle to obtain the sliding model of the adjusted saddle. Specifically, the length of the push rod or the size of the forced balancing force is adjusted according to actual needs, and the sliding of the saddle under different friction coefficients is simulated to obtain the sliding model of the adjusted saddle.

[0051] S3. Based on the finite element model of the super-long span suspension bridge after applying the design load and the sliding model of the adjusted saddle, the structural force of the super-long span suspension bridge and the eccentric pressure generated by the saddle during the sliding process are calculated.

[0052] In an optional embodiment of the present invention, the present invention calculates the structural force of a super-long span suspension bridge, and the specific process is: static analysis is performed on the finite element model of the super-long span suspension bridge after the design load is applied, and the main cable tension and stiffening beam displacement of the super-long span suspension bridge structure after the design load is applied are calculated to calculate the structural force of the super-long span suspension bridge.

[0053] The present invention calculates the eccentric pressure generated by the saddle during the sliding process. The specific process is: based on the adjusted sliding model of the saddle, the slip amount of the saddle and the vertical pressure of the saddle on the tower top are obtained, which are applied to the tower top node as additional bending moment and the bridge tower bending moment is extracted to calculate the eccentric pressure generated by the saddle during the sliding process.

[0054] S4. Obtain the sliding state of the saddle. Based on the structural stress of the super-long span suspension bridge and the eccentric pressure generated by the saddle during the sliding process, obtain the influence of the sliding state of the saddle on the structural stress of the super-long span suspension bridge.

[0055] In an optional embodiment of the present invention, the present invention obtains the sliding state of the saddle, and the specific process is: according to the internal force change of the top push rod or the relative displacement between the tower top and the saddle, the slip amount of the saddle is calculated; it is determined whether the slip amount of the saddle is a positive value, if so, the direction of the slip amount is determined as sliding toward the middle span, otherwise, the direction of the slip amount is determined as sliding toward the side span; the sliding state of the saddle is obtained according to the slip amount of the saddle and the direction of the slip amount.

[0056] The present invention is based on the structural stress of a super-long span suspension bridge and the eccentric pressure generated by the saddle during the sliding process, and obtains the influence of the sliding state of the saddle on the structural stress of the super-long span suspension bridge. Specifically, based on the structural stress of the super-long span suspension bridge and the eccentric pressure generated by the saddle during the sliding process, the structural stress of the super-long span suspension bridge under different sliding states is compared, and the influence of sliding on the main cable tension, stiffening beam displacement and bridge tower bending moment is determined, so as to obtain the influence of the sliding state of the saddle on the structural stress of the super-long span suspension bridge.

[0057] S5. Based on the influence of the sliding state of the saddle on the structural force of the super-long span suspension bridge, the parameters of the self-balancing system are optimized to obtain the optimized self-balancing system of the super-long span suspension bridge.

[0058] In an optional embodiment of the present invention, the self-balancing system parameters include friction coefficient and maximum slip.

[0059] The present invention optimizes the parameters of the self-balancing system based on the influence of the sliding state of the saddle on the structural force of the super-long span suspension bridge, and obtains the optimized self-balancing system of the super-long span suspension bridge. The specific process is: based on the influence of the sliding state of the saddle on the structural force of the super-long span suspension bridge, the friction coefficient and the maximum slip amount are gradually adjusted, and the structural force of the super-long span suspension bridge after the friction coefficient and the maximum slip amount are adjusted is calculated; the structural force of the super-long span suspension bridge after the friction coefficient and the maximum slip amount are compared, and the optimal parameter combination is selected; based on the stress condition of the super-long span suspension bridge structure after the optimal parameter combination is selected during the unloading process, the slip amount of the saddle and its influence on the structural stability of the super-long span suspension bridge are analyzed; according to the analysis results, the friction coefficient and the maximum slip amount are further adjusted to ensure that the saddle can return to the position before loading after unloading, the friction coefficient and the maximum slip amount at this time are determined, and the optimized self-balancing system of the super-long span suspension bridge is obtained.

[0060] like Figure 2 As shown, a self-balancing system optimization system for a super-long span suspension bridge using the above method includes a finite element model building module, a load application module, a force calculation module, a sliding state analysis module and a parameter optimization module.

[0061] In an optional embodiment of the present invention, the finite element model building module is used to build a finite element model of a super-long span suspension bridge. Based on the finite element model of the super-long span suspension bridge, a push rod is set at the top of the bridge tower or a forced balancing force is applied to construct a sliding model of the saddle.

[0062] In an optional embodiment of the present invention, the load application module is used to apply the design load according to the finite element model of the super-long span suspension bridge to obtain the finite element model of the super-long span suspension bridge after the design load is applied, and adjust the length of the push rod or the size of the forced balancing force based on the sliding model of the saddle to obtain the adjusted sliding model of the saddle.

[0063] In an optional embodiment of the present invention, the force calculation module is used to calculate the structural force of the super-long span suspension bridge and the eccentric pressure generated by the saddle during the sliding process based on the finite element model of the super-long span suspension bridge after the design load is applied and the sliding model of the adjusted saddle.

[0064] In an optional embodiment of the present invention, the sliding state analysis module is used to obtain the sliding state of the saddle and its impact on the structural force of the super-long span suspension bridge based on the structural force of the super-long span suspension bridge and the eccentric pressure generated by the saddle during the sliding process.

[0065] In an optional embodiment of the present invention, the parameter optimization module is used to optimize the self-balancing system parameters according to the sliding state of the saddle and its influence on the structural force of the super-long span suspension bridge, so as to obtain the optimized super-long span suspension bridge self-balancing system.

[0066] The present invention is described with reference to flowcharts and / or block diagrams of methods, devices (systems), and computer program products according to embodiments of the present invention. It should be understood that each process and / or block in the flowchart and / or block diagram, as well as the combination of processes and / or blocks in the flowchart and / or block diagram, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, a special-purpose computer, an embedded processor, or other programmable data processing device to produce a machine, so that the instructions executed by the processor of the computer or other programmable data processing device generate instructions for implementing the processes in the flowchart and / or block diagram. Figure 1 A process or multiple processes and / or boxes Figure 1 A device that provides the functions specified in a block or multiple blocks.

[0067] These computer program instructions may also be stored in a computer-readable memory capable of directing a computer or other programmable data processing device to operate in a specific manner, so that the instructions stored in the computer-readable memory produce an article of manufacture comprising an instruction device, which implements the process Figure 1 A process or multiple processes and / or boxes Figure 1A function specified in one or more boxes.

[0068] These computer program instructions can also be loaded onto a computer or other programmable data processing device so that a series of operating steps are executed on the computer or other programmable device to produce a computer-implemented process, thereby providing instructions for implementing the process. Figure 1 A process or multiple processes and / or boxes Figure 1 The steps for the functions specified in one or more boxes.

[0069] The present invention uses specific embodiments to illustrate the principles and implementation methods of the present invention. The description of the above embodiments is only used to help understand the method of the present invention and its core idea. At the same time, for those skilled in the art, according to the idea of ​​the present invention, there will be changes in the specific implementation methods and application scope. In summary, the content of this specification should not be understood as a limitation on the present invention.

[0070] Those skilled in the art will appreciate that the embodiments described herein are intended to help readers understand the principles of the present invention, and should be understood that the protection scope of the present invention is not limited to such specific statements and embodiments. Those skilled in the art can make various other specific variations and combinations that do not deviate from the essence of the present invention based on the technical revelations disclosed by the present invention, and these variations and combinations are still within the protection scope of the present invention.

Claims

1. A method for optimizing the self-balancing system of a super-long span suspension bridge, characterized in that: The following steps are involved: S1. Establish a finite element model of a super-long span suspension bridge. Based on the finite element model of the super-long span suspension bridge, set a push rod on the top of the bridge tower or apply a forced balancing force to construct a sliding model of the cable saddle; S2. Applying a design load based on the finite element model of the super-long span suspension bridge to obtain a finite element model of the super-long span suspension bridge after the design load is applied, and adjusting the length of the jacking rod or the magnitude of the forced balancing force based on the sliding model of the saddle to obtain the sliding model of the adjusted saddle; S3. Based on the finite element model of the super-long span suspension bridge after the design load is applied and the sliding model of the adjusted saddle, the structural force of the super-long span suspension bridge and the eccentric pressure generated by the saddle during the sliding process are calculated; S4. Obtain the sliding state of the saddle, and based on the structural stress of the super-long span suspension bridge and the eccentric pressure generated by the saddle during the sliding process, obtain the effect of the sliding state of the saddle on the structural stress of the super-long span suspension bridge; S5. Based on the influence of the sliding state of the saddle on the structural force of the super-long span suspension bridge, the parameters of the self-balancing system are optimized to obtain the optimized self-balancing system of the super-long span suspension bridge.

2. The method for optimizing the self-balancing system of a super-long-span suspension bridge according to claim 1, characterized in that: In step S1, the finite element model of the super-long span suspension bridge includes a stiffening beam model, a bridge tower model, a main cable model and a suspender cable model.

3. The method for optimizing the self-balancing system of a super-long span suspension bridge according to claim 1, characterized in that: In step S1, a finite element model of a super-long span suspension bridge is established, including the following steps: A1. Based on the geometric nonlinearity and material nonlinearity of the stiffening beam, the beam element is used to simulate the cross-sectional form and material properties of the stiffening beam to construct a stiffening beam model; A2. Based on the geometric nonlinearity and material nonlinearity of the bridge tower, the beam unit is used to simulate the structural form of the bridge tower to construct the bridge tower model; A3. Use cable-only units to simulate the sag effect and geometric nonlinearity of the main cable to construct the main cable model; A4. Use cable-only units to connect the stiffening beam model and the main cable model to construct the sling model; A5. Based on the stiffening beam model, bridge tower model, main cable model and suspender model, a finite element model of the super-long span suspension bridge is established.

4. The method for optimizing the self-balancing system of a super-long-span suspension bridge according to claim 1, characterized in that: In step S2, the design loads include live loads, temperature loads and wind loads.

5. The method for optimizing the self-balancing system of a super-long-span suspension bridge according to claim 4, characterized in that: In step S2, the design load is applied, specifically: according to the design data of the super-long span suspension bridge, the impact coefficient and the reduction coefficient of the mobile vehicle load, the mobile vehicle load value is obtained, and the mobile vehicle load value is applied to the stiffening beam model through the influence line loading method to apply the live load; based on the influence of overall heating and cooling on the super-long span suspension bridge structure, the temperature load value is set according to the design data of the super-long span suspension bridge, and the temperature load value is uniformly applied to the finite element model of the super-long span suspension bridge to apply the temperature load; the wind load value is calculated according to the wind tunnel test method, and the wind load value is applied to the stiffening beam model and the bridge tower model to apply the wind load.

6. The method for optimizing the self-balancing system of a super-long-span suspension bridge according to claim 1, characterized in that: In step S3, the structural stress of the super-long span suspension bridge is calculated. The specific process is: static analysis is performed on the finite element model of the super-long span suspension bridge after the design load is applied, and the main cable tension and stiffening beam displacement of the super-long span suspension bridge structure after the design load is applied are calculated to calculate the structural stress of the super-long span suspension bridge.

7. The method for optimizing the self-balancing system of a super-long span suspension bridge according to claim 1, characterized in that: In step S3, the eccentric pressure generated by the saddle during the sliding process is calculated. The specific process is: based on the adjusted sliding model of the saddle, the slip amount of the saddle and the vertical pressure of the saddle on the tower top are obtained, which are applied to the tower top node as additional bending moment and the bridge tower bending moment is extracted to calculate the eccentric pressure generated by the saddle during the sliding process.

8. The method for optimizing the self-balancing system of a super-long-span suspension bridge according to claim 1, characterized in that: In step S4, the sliding state of the saddle is obtained. The specific process is: according to the internal force change of the top push rod or the relative displacement between the tower top and the saddle, the sliding amount of the saddle is calculated; it is determined whether the sliding amount of the saddle is a positive value. If so, the direction of the sliding amount is determined to be sliding toward the middle span, otherwise, the direction of the sliding amount is determined to be sliding toward the side span; the sliding state of the saddle is obtained according to the sliding amount of the saddle and the direction of the sliding amount.

9. The method for optimizing the self-balancing system of a super-long span suspension bridge according to claim 1, characterized in that: In step S5, the self-balancing system parameters include the friction coefficient and the maximum slip amount.

10. A self-balancing system optimization system for a super-long span suspension bridge using the method described in any one of claims 1 to 9, characterized in that: It includes finite element model building module, load application module, force calculation module, sliding state analysis module and parameter optimization module; The finite element model building module is used to build the finite element model of the super-long span suspension bridge. Based on the finite element model of the super-long span suspension bridge, a push rod is set on the top of the bridge tower or a forced balancing force is applied to build a sliding model of the cable saddle; The load application module is used to apply the design load according to the finite element model of the super-long span suspension bridge to obtain the finite element model of the super-long span suspension bridge after the design load is applied, and adjust the length of the push rod or the magnitude of the forced balancing force based on the sliding model of the saddle to obtain the sliding model of the adjusted saddle; The force calculation module is used to calculate the structural force of the super-long span suspension bridge and the eccentric pressure generated by the saddle during the sliding process according to the finite element model of the super-long span suspension bridge after the design load is applied and the sliding model of the adjusted saddle; The sliding state analysis module is used to obtain the sliding state of the saddle and its influence on the structural stress of the super-span suspension bridge according to the structural stress of the super-span suspension bridge and the eccentric pressure generated by the saddle during the sliding process; The parameter optimization module is used to optimize the parameters of the self-balancing system according to the sliding state of the saddle and its influence on the structural force of the super-long span suspension bridge, and obtain the optimized self-balancing system of the super-long span suspension bridge.

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