An optimization method and system for a self-balanced system of an ultra-long-span suspension bridge

Abstract

The application discloses a self-balanced system optimization method and system for an ultra-large-span suspension bridge. The method comprises the following steps: establishing a finite element model of the ultra-large-span suspension bridge, setting a pushing rod on 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 structural stress of the ultra-large-span suspension bridge and eccentric pressure generated by the cable saddle in the sliding process; obtaining a sliding state of the cable saddle and an influence result of the sliding state on the structural stress of the ultra-large-span suspension bridge; and optimizing self-balanced system parameters. The application does not need special software support, has the characteristics of high calculation efficiency and strong universality, and can significantly reduce the stress of the bridge tower, improve the overall rigidity and stability of the structure, and provide scientific basis and technical support for the design and construction of the ultra-large-span suspension bridge.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of bridge engineering, in particular to a super-long-span suspension bridge self-balancing system optimization method and system. BACKGROUND

[0002] With the development of bridge engineering technology, the construction of super-long-span suspension bridges is increasing. Such bridges usually have high pylons and large main cable spans, resulting in large force differences in the main cables on both sides of the pylon, which in turn increases the bending moment of the pylon and affects the structural stability. To reduce the stress on the pylon, a self-balancing system is introduced into the design of suspension bridges, which allows the saddle to slide within a certain range at the top of the tower to release the main cable force difference. However, the stress calculation of the self-balancing system in the prior art relies on specialized software, which is complex and costly. SUMMARY

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

[0004] To achieve the above-mentioned application purposes, the technical solution adopted by the present application is as follows:

[0005] A super-long-span suspension bridge self-balancing system optimization method, comprising the following steps:

[0006] S1, establishing a finite element model of a super-long-span suspension bridge, and based on the finite element model of the super-long-span suspension bridge, setting a jacking rod or applying a forced balancing force at the top of the pylon to construct a sliding model of the 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 applying the design load, and adjusting the length of the jacking rod or the size of the forced balancing force based on the sliding model of the saddle to obtain an adjusted sliding model of the saddle;

[0008] S3, based on the finite element model of the super-long-span suspension bridge after applying the design load and the adjusted sliding model of the saddle, calculating the structural stress of the super-long-span suspension bridge and the eccentric pressure generated by the saddle during sliding;

[0009] S4, obtaining 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 sliding, obtaining the influence 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 stress of the super-long-span suspension bridge, optimizing the parameters of the self-balancing system to obtain an optimized super-long-span suspension bridge self-balancing system.

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

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

[0013] A1, based on the geometric nonlinearity and material nonlinearity of the stiffening beam, the cross section form and material properties of the stiffening beam are simulated by beam element to construct the stiffening beam model;

[0014] A2, based on the geometric nonlinearity and material nonlinearity of the tower, the construction form of the tower is simulated by beam element to construct the tower model;

[0015] A3, the sag effect and geometric nonlinearity of the main cable are simulated by only pulling element to construct the main cable model;

[0016] A4, the only pulling element is used to connect the stiffening beam model and the main cable model to construct the suspension cable model;

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

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

[0019] Further, 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 moving vehicle load, the moving vehicle load value is obtained, and the moving vehicle load value is applied to the stiffening beam model by the influence line loading method to apply the 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 tower model to apply the wind load.

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

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

[0022] Further, in step S4, the sliding state of the cable saddle is obtained, and the specific process is as follows: the sliding amount of the cable saddle is calculated according to the internal force change of the jacking rod or the relative displacement between the tower top and the saddle base; it is judged whether the sliding amount of the cable saddle is a positive value, if yes, the direction of the sliding amount is determined as sliding to the midspan, otherwise, the direction of the sliding amount is determined as sliding to the side span; the sliding state of the cable saddle is obtained according to the sliding amount of the cable saddle and the direction of the sliding amount.

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

[0024] A self-balancing system optimization system of a super-long-span suspension bridge applying the above method, comprising a finite element model establishing module, a load applying module, a stress calculation module, a sliding state analysis module and a parameter optimization module;

[0025] The finite element model establishing module is used to establish the finite element model of the super-long-span suspension bridge, and based on the finite element model of the super-long-span suspension bridge, the jacking rod is set at the top of the bridge tower or the forced balance force is applied to construct the sliding model of the cable saddle;

[0026] The load applying 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 jacking rod or the size of the forced balance force based on the sliding model of the cable saddle to obtain the adjusted sliding model of the cable saddle;

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

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

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

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

[0031] (1) The present application simulates the sliding of the cable saddle by setting a pushing rod on the top of the pylon or applying a forced balance force, calculates the stress of the structure by using finite element analysis software, and considers the influence of the eccentric pressure generated in the sliding process on the pylon structure, so that the stress analysis of the suspension bridge under the self-balancing system is realized through the conventional finite element analysis software, without the support of special software, and the present application has the characteristics of high calculation efficiency and strong universality, and the optimization method of the present application can significantly reduce the stress of the pylon and improve the overall rigidity and stability of the structure, thereby providing scientific basis and technical support for the design and construction of the super-long-span suspension bridge.

[0032] (2) The present application provides a super-long-span suspension bridge self-balancing system optimization system, which comprises a finite element model establishing module, a load applying module, a stress calculating module, a sliding state analyzing module and a parameter optimizing module; the finite element model establishing module can be used to establish 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 pushing rod is set on the top of the pylon or a forced balance force is applied to construct a sliding model of the cable saddle; the load applying module can be used to apply a design load according to 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 based on the sliding model of the cable saddle, the length of the pushing rod or the size of the forced balance force is adjusted to obtain an adjusted sliding model of the cable saddle; the stress calculating module can be used to calculate the structural stress of the super-long-span suspension bridge and the eccentric pressure generated in the sliding process of the cable saddle according to the finite element model of the super-long-span suspension bridge after the design load is applied and the adjusted sliding model of the cable saddle; the sliding state analyzing module can be used to obtain the sliding state of the cable saddle and the influence result of the sliding state on the structural stress of the super-long-span suspension bridge according to the structural stress of the super-long-span suspension bridge and the eccentric pressure generated in the sliding process of the cable saddle; and the parameter optimizing module can be used to optimize the self-balancing system parameters according to the sliding state of the cable saddle and the influence result of the sliding state on the structural stress of the super-long-span suspension bridge to obtain an optimized super-long-span suspension bridge self-balancing system. BRIEF DESCRIPTION OF DRAWINGS

[0033] Figure 1 It is a super-long-span suspension bridge self-balancing system optimization method flowchart;

[0034] Figure 2 It is a super-long-span suspension bridge self-balancing system optimization system structure diagram. DETAILED DESCRIPTION

[0035] The specific embodiments of the present invention are described below to facilitate understanding of the present invention by those skilled in the art. However, it should be clear that the present invention is not limited to the scope of the specific embodiments. For those skilled in the art, as long as various changes are within the spirit and scope of the present invention as defined and determined by the appended claims, these changes are obvious, and all inventions and creations utilizing the concepts 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 the 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, beam elements are 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 elements to simulate the sag effect and geometric nonlinearity of the main cable to construct the main cable model.

[0043] A4. Use cable-only elements 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 setting a jacking rod on the top of the bridge tower or applying a forced balancing force to construct a sliding model of the 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 imposes special constraints at the tower top to simulate the sliding of the cable saddle. For the push rod simulation method, a push rod unit is established between the tower top and the saddle, and its initial length and stiffness are set. For the forced balancing force method, a corresponding force is applied to the tower top node.

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

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

[0049] The present application applies a design load, specifically: according to the super-long span suspension bridge design data, the impact factor and the reduction factor of the moving vehicle load, the moving vehicle load value is obtained, and the moving vehicle load value is applied to the stiffened beam model by the influence line loading method to apply the 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 super-long span suspension bridge design data, 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 stiffened beam model and the tower model to apply the wind load.

[0050] The present application adjusts the length of the pushing rod or the size of the forced balance force based on the sliding model of the cable saddle to obtain the adjusted sliding model of the cable saddle, specifically: the length of the pushing rod or the size of the forced balance force is adjusted according to actual needs, the sliding of the cable saddle under different friction coefficients is simulated to obtain the adjusted sliding model of the cable saddle.

[0051] S3, based on the finite element model of the super-long span suspension bridge after the design load is applied and the adjusted sliding model of the cable saddle, the structural stress of the super-long span suspension bridge and the eccentric pressure generated by the cable saddle in the sliding process are calculated.

[0052] In an optional embodiment of the present application, the present application calculates the structural stress of the super-long span suspension bridge, and the specific process is: the finite element model of the super-long span suspension bridge after the design load is applied is analyzed statically, the main cable tension and the stiffened beam displacement of the super-long span suspension bridge structure after the design load is applied are calculated, and the structural stress of the super-long span suspension bridge is calculated.

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

[0054] S4, the sliding state of the cable saddle is obtained, and based on the structural stress of the super-long span suspension bridge and the eccentric pressure generated by the cable saddle in the sliding process, the influence result of the sliding state of the cable saddle on the structural stress of the super-long span suspension bridge is obtained.

[0055] In an optional embodiment of the present application, the present application acquires the sliding state of the cable saddle, and the specific process is as follows: the cable saddle sliding amount is calculated according to the internal force change of the pushing rod or the relative displacement between the tower top and the saddle; it is judged whether the cable saddle sliding amount is positive, if yes, the direction of the sliding amount is determined as sliding to the midspan, otherwise, the direction of the sliding amount is determined as sliding to the side span; and the sliding state of the cable saddle is acquired according to the sliding amount of the cable saddle and the direction of the sliding amount.

[0056] The present application acquires the influence result of the sliding state of the cable saddle on the structural stress of the super-long-span suspension bridge based on the structural stress of the super-long-span suspension bridge and the eccentric pressure generated by the cable saddle in the sliding process, and the specific process is as follows: the structural stress of the super-long-span suspension bridge under different sliding states is compared based on the structural stress of the super-long-span suspension bridge and the eccentric pressure generated by the cable saddle in the sliding process, the influence of the sliding on the main cable tension, the stiffening beam displacement and the bridge tower bending moment is determined, and the influence result of the sliding state of the cable saddle on the structural stress of the super-long-span suspension bridge is acquired.

[0057] S5, based on the influence result of the sliding state of the cable saddle on the structural stress of the super-long-span suspension bridge, the self-balancing system parameters are optimized to acquire the optimized super-long-span suspension bridge self-balancing system.

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

[0059] The present application acquires the influence result of the sliding state of the cable saddle on the structural stress of the super-long-span suspension bridge based on the structural stress of the super-long-span suspension bridge and the eccentric pressure generated by the cable saddle in the sliding process, and the specific process is as follows: the structural stress of the super-long-span suspension bridge under different sliding states is compared based on the structural stress of the super-long-span suspension bridge and the eccentric pressure generated by the cable saddle in the sliding process, the influence of the sliding on the main cable tension, the stiffening beam displacement and the bridge tower bending moment is determined, and the influence result of the sliding state of the cable saddle on the structural stress of the super-long-span suspension bridge is acquired.

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

[0061] In an optional embodiment of the present application, the finite element model establishing module is configured to establish a finite element model of the long-span suspension bridge, and based on the finite element model of the long-span suspension bridge, a pushing rod is arranged on the top of the tower or a forced balance force is applied to build a sliding model of the cable saddle.

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

[0063] In an optional embodiment of the present application, the stress calculating module is configured to calculate the structural stress of the long-span suspension bridge and the eccentric pressure generated by the cable saddle in the sliding process according to the finite element model of the long-span suspension bridge after the design load is applied and the adjusted sliding model of the cable saddle.

[0064] In an optional embodiment of the present application, the sliding state analyzing module is configured to obtain the sliding state of the cable saddle and the influence result of the sliding state on the structural stress of the long-span suspension bridge according to the structural stress of the long-span suspension bridge and the eccentric pressure generated by the cable saddle in the sliding process.

[0065] In an optional embodiment of the present application, the parameter optimizing module is configured to optimize the self-balancing system parameters according to the sliding state of the cable saddle and the influence result of the sliding state on the structural stress of the long-span suspension bridge to obtain an optimized self-balancing system of the long-span suspension bridge.

[0066] The present application is described in reference to flowcharts and / or block diagrams of the methods, devices (systems), and computer program products according to embodiments of the present application. It should be understood that each flow and / or block in the flowcharts and / or block diagrams, and the combination of flows and / or blocks in the flowcharts and / or block diagrams 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 devices to produce a machine, so that the instructions executed by the processor of the computer or other programmable data processing devices generate a means for implementing the functions specified in the flowcharts and / or block diagrams. Figure 1 The functions specified in one flow or multiple flows and / or blocks Figure 1 The devices for implementing the functions specified in one block or multiple blocks.

[0067] These computer program instructions can also be stored in a computer-readable memory capable of guiding the computer or other programmable data processing devices to work in a specific manner, so that the instructions stored in the computer-readable memory produce a product including instruction devices, which implement the functions specified in the flowcharts and / or block diagrams. Figure 1 The functions specified in one flow or multiple flows and / or blocks Figure 1the function specified in the one or more blocks.

[0068] These computer program instructions can also be loaded into computer or other programmable data processing devices, so that a series of operation steps are performed on the computer or other programmable data processing devices to generate computer-implemented processes, so that the instructions executed on the computer or other programmable devices provide processes for implementing the flow Figure 1 the flow or flows and / or blocks Figure 1 the function specified in the one or more blocks.

[0069] The principles and implementation manners of the present application are described in the embodiments, and the above embodiment descriptions are only used to help understand the method of the present application and its core idea; meanwhile, for those skilled in the art, according to the idea of the present application, the specific implementation manners and application scopes can be changed, and the above descriptions should not be understood as limitations to the present application.

[0070] Those skilled in the art will understand that the embodiments described herein are for the purpose of understanding the principles of the present application and should be understood as the protection scope of the present application not being limited to such specific descriptions and embodiments. Those skilled in the art can make various other specific modifications and combinations according to the technical inspirations disclosed in the present application without departing from the essence of the present application, and these modifications and combinations still fall within the protection scope of the present application.

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 the 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; 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 an adjusted sliding model of the 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, calculate the structural force of the super-long span suspension bridge and the eccentric pressure generated by the saddle during the sliding process; S4. Obtaining 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, obtaining the results of the influence of the sliding state of the saddle on the structural stress of the super-long span suspension bridge; S5. Based on the results of the influence of the sliding state of the saddle on the structural stress 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, beam elements are 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, beam elements are used to simulate the structural form of the bridge tower to construct a bridge tower model; A3. Use cable-only elements to simulate the sag effect and geometric nonlinearity of the main cable to construct the main cable model; A4. Use cable-only elements 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 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 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 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 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 according to 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 construct a sliding model of the 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 adjusted sliding model of the 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 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 sliding state analysis module is used to obtain the sliding state of the saddle and its impact on the structural stress of the super-long span suspension bridge 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 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 stress 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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