Self-balancing anchoring compensation method and system for cable-stayed buckle-hanging system of steel box girder truss arch bridge

Abstract

The application discloses a self-balancing anchoring compensation method and system for a cable-stayed buckle hanging system of a steel box girder truss arch bridge. The method comprises the following steps: acquiring state data of a cable system in operation in real time through a sensor arranged on the steel box girder truss arch bridge, and clustering the state data to a preset disturbance type, wherein the state data comprises tension of a cable-stayed cable and environmental information of an environment in which the steel box girder truss arch bridge is located; calculating a tension change amount of the cable-stayed cable caused by the preset disturbance type, and calculating an imbalance risk factor according to the tension change amount; when the imbalance risk factor exceeds a preset imbalance threshold, performing tension dynamic compensation on a corresponding cable-stayed cable; setting a target function of dynamic compensation, outputting a target tension of each cable-stayed cable through an iterative calculation mode, adjusting the tension of the corresponding cable-stayed cable to the target tension through an anchor, and completing dynamic compensation of the cable-stayed cable.

Description

Self-balancing anchorage compensation method and system for cable-stayed anti-strain systems of steel box girder truss arch bridges Technical Field

[0001] This invention belongs to the field of self-balancing anchorage technology for steel box girder truss arch bridges, and more specifically, relates to a self-balancing anchorage compensation method and system for a cable-stayed suspension system of a steel box girder truss arch bridge. Background Technology

[0002] The steel box girder truss arch bridge, constructed using a cable-stayed connection method, is a bridge type that integrates the characteristics of steel box girders and truss arch structures. It is widely used to span long-span rivers, canyons, or busy traffic areas. This bridge type typically uses steel as the main structural material. The bridge deck system transfers loads through the steel box girders, while the arch ribs are arranged in a truss configuration to support and stabilize the main span structure. The steel box girder possesses excellent torsional resistance and efficient cross-section utilization, making it suitable for bearing complex conditions such as traffic loads and wind loads. The truss arch structure, through the geometric rigidity of triangular units, effectively disperses and transfers pressure from the bridge deck to the arch foot foundations, improving overall stress rationality and material economy. Construction of this bridge type can employ segmented hoisting, overall sliding, or rotation methods to adapt to complex terrain and construction conditions.

[0003] However, currently, the cable stays of steel box girder truss arch bridges are monitored and tension adjusted manually, resulting in low bridge construction and maintenance rates and high costs. Summary of the Invention

[0004] To address the above technical problems, this invention proposes a self-balancing anchorage compensation method for a cable-stayed suspension system of a steel box girder truss arch bridge, comprising:

[0005] Sensors deployed on the steel box girder truss arch bridge are used to acquire real-time status data of the cable system during operation, and the status data is clustered into a preset disturbance type. The status data includes the tension of the cable and environmental information of the environment in which the steel box girder truss arch bridge is located.

[0006] Calculate the tension change of the cable-stayed cable caused by the preset disturbance type, and calculate the imbalance risk factor based on the tension change. When the imbalance risk factor exceeds the preset imbalance threshold, perform dynamic tension compensation on the corresponding cable-stayed cable.

[0007] The objective function for dynamic compensation is set, and the target tension of each cable is output through iterative calculation. The tension of the corresponding cable is adjusted to the target tension through the anchorage to complete the dynamic compensation of the cable.

[0008] Furthermore, clustering the state data into a preset perturbation type includes: reducing the dimensionality of the state data through PCA principal component analysis, and clustering the dimensionality-reduced state data into the preset perturbation type using the K-Means method.

[0009] Furthermore, the preset disturbance types include: disturbance types of tension sway caused by wind, disturbance types of differential movement between bridge towers and cables caused by thermal differences, and disturbance types of pulse impact generated by sudden loads.

[0010] Furthermore, calculating the tension change in the cable-stayed cable caused by the preset disturbance type includes:

[0011]

[0012] in, For time The time was the The change in tension of a single cable-stayed cable. For time wind speed and time The disturbance function for the type of tension oscillation caused by wind with wind direction as a parameter. For time Overall temperature rise along the cable segment of the inclined cable and time Temperature difference between the two ends of the cable of the inclined cable The disturbance function is the type of disturbance caused by the thermal difference between the bridge tower and cable, representing the disturbance type of the bridge tower-cable differential. For time Traffic flow load and vehicle location The disturbance function is a disturbance type of pulse impact generated by a sudden load with parameters.

[0013] The imbalance risk factor is calculated based on the aforementioned tension change, including:

[0014]

[0015] in, For the first One of the risk factors for imbalance in a cable-stayed bridge. For the first The design tension of the inclined cable.

[0016] Furthermore, the objective function of the dynamic compensation is:

[0017]

[0018] in, For the first The target tension of the cable-stayed bridge For the first The design tension of the cable-stayed bridge To adjust the factor, For time Time Adjustment amount of each anchor.

[0019] Furthermore, the first The target tension of the cableway The mapping is applied to the axial displacement of the corresponding anchoring end, and the stay cable is adjusted according to the axial displacement using the anchorage. The mapping method is as follows:

[0020]

[0021] in, For the first Axial displacement of the corresponding anchorage end of each stay cable For the first The length of the cable-stayed cable The elastic modulus of the cable is given by [reference]. For the first The cross-sectional area of ​​a cable-stayed cable. For time Time The tension of a cable-stayed bridge.

[0022] Furthermore, the first Axial displacement of the corresponding anchorage end of each cable-stayed cable Less than or equal to the maximum adjustable stroke limit of the anchor to prevent anchor overload.

[0023] Furthermore, axial displacement The displacement is divided into multiple segments. The anchor is adjusted according to each segment of displacement, and the tension of the cable is immediately read back after each adjustment to ensure that the error is within the preset error range, until the axial displacement is adjusted. At that time, stop adjusting the cable-stayed cable.

[0024] This invention also proposes a self-balancing anchorage compensation system for a steel box girder truss arch bridge cable-stayed suspension system, comprising:

[0025] The information acquisition module is used to acquire the status data of the cable system in real time through sensors deployed on the steel box girder truss arch bridge, and to cluster the status data into a preset disturbance type. The status data includes the tension of the cable and the environmental information of the environment in which the steel box girder truss arch bridge is located.

[0026] The imbalance risk calculation module is used to calculate the tension change of the cable-stayed cable caused by the preset disturbance type, and calculate the imbalance risk factor based on the tension change. When the imbalance risk factor exceeds the preset imbalance threshold, dynamic tension compensation is performed on the corresponding cable-stayed cable.

[0027] The dynamic compensation module is used to set the objective function for dynamic compensation. Through iterative calculation, it outputs the target tension of each cable and adjusts the tension of the corresponding cable to the target tension through the anchors to complete the dynamic compensation of the cable.

[0028] Furthermore, clustering the state data into a preset perturbation type includes: reducing the dimensionality of the state data through PCA principal component analysis, and clustering the dimensionality-reduced state data into the preset perturbation type using the K-Means method.

[0029] In summary, the technical solutions conceived by this invention have the following beneficial effects compared with the prior art:

[0030] Through the above technical solutions, this invention can provide precise dynamic compensation for cable-stayed bridges, saving labor costs and improving bridge operation and maintenance efficiency. Attached Figure Description

[0031] Figure 1 is a flowchart of the method according to Embodiment 1 of the present invention;

[0032] Figure 2 is a system structure diagram of Embodiment 2 of the present invention. Detailed Implementation

[0033] To better understand the above technical solutions, the following will provide a detailed explanation of the technical solutions in conjunction with the accompanying drawings and specific implementation methods.

[0034] The method provided by this invention can be implemented in a terminal environment that may include one or more of the following components: a processor, a storage medium, and a display screen. The storage medium stores at least one instruction, which is loaded and executed by the processor to implement the method described in the following embodiments.

[0035] A processor may include one or more processing cores. The processor uses various interfaces and lines to connect various parts of the terminal, and performs various functions and processes data by running or executing instructions, programs, code sets or instruction sets stored in the storage medium, and by calling data stored in the storage medium.

[0036] Storage media can include random access memory (RAM) or read-only memory (ROM). Storage media can be used to store instructions, programs, code, code sets, or instructions.

[0037] The display screen is used to show the user interface of each application.

[0038] In addition, those skilled in the art will understand that the structure of the terminal described above does not constitute a limitation on the terminal. The terminal may include more or fewer components, or combine certain components, or have different component arrangements. For example, the terminal may also include radio frequency circuits, input units, sensors, audio circuits, power supplies, and other components, which will not be described in detail here.

[0039] Example 1

[0040] As shown in Figure 1, this embodiment proposes a self-balancing anchorage compensation method for the cable-stayed suspension system of a steel box girder truss arch bridge, including:

[0041] Step 101: By using sensors deployed on the steel box girder truss arch bridge, the status data of the cable system during operation is acquired in real time, and the status data is clustered into preset disturbance types. The status data includes the tension of the cable stays and environmental information of the environment in which the steel box girder truss arch bridge is located. The preset disturbance types include: disturbance types of tension swing caused by wind, disturbance types of differential movement between bridge towers and cables caused by thermal differences, and disturbance types of pulse impact generated by sudden loads.

[0042] Preferably, tension fiber Bragg sensors (FBG) are installed on each cable, and triaxial strain gauges and displacement sensing units are installed at the anchorage ends; environmental disturbance detectors (wind speed, temperature difference, and load sensors) are deployed simultaneously on the bridge towers, anchorages, and bridge deck to obtain status data of the cable system during operation.

[0043] Specifically, clustering the state data into a preset perturbation type includes: reducing the dimensionality of the state data using PCA principal component analysis, and clustering the dimensionality-reduced state data into the preset perturbation type using the K-Means method.

[0044] Step 102: Calculate the tension change of the cable-stayed cable caused by the preset disturbance type, and calculate the imbalance risk factor based on the tension change. When the imbalance risk factor exceeds the preset imbalance threshold, perform dynamic tension compensation on the corresponding cable-stayed cable.

[0045] Specifically, calculating the tension change in the cable-stayed cable caused by the preset disturbance type includes:

[0046]

[0047] in, For time The time was the The change in tension of a single cable-stayed cable. For time wind speed and time Wind direction Let be the disturbance function of the type of wind-induced tension oscillation, and let be the value of the tension change of the cable-stayed cable due to the wind-induced tension oscillation disturbance. For time Overall temperature rise along the cable segment of the inclined cable and time Temperature difference between the two ends of the cable of the inclined cable Let be the disturbance function representing the type of disturbance caused by the thermal difference between the bridge tower and the cable, and let be the tension change of the cable-stayed cable in the disturbance type caused by the thermal difference between the bridge tower and the cable. For time Traffic flow load and vehicle location The disturbance function is the disturbance type of the pulse impact generated by the sudden load with parameter , and its value is the tension change of the cable-stayed cable caused by the pulse impact of the sudden load due to thermal difference.

[0048] Preferably, the disturbance function is of the type of wind-induced tension oscillation. Specifically:

[0049]

[0050] in, For the first The drag coefficient of a cable-stayed bridge. air density, For the first The cross-sectional area of ​​a cable-stayed cable. For the first The angle between the cable-stayed cable and the wind direction.

[0051] Preferably, the disturbance function for the type of disturbance caused by thermal difference between the bridge tower and cable Specifically:

[0052]

[0053] in, For the first The coefficient of thermal expansion of a cable-stayed bridge For the first Adjustment factor for the temperature difference between the two ends of a cable-stayed cable.

[0054] Regarding how to obtain the first Adjustment factor for temperature difference between the two ends of a cable-stayed bridge As shown below:

[0055] Step 1, construct the finite element model of the whole bridge: The model includes the main components such as bridge deck beams, cables, towers, and anchorages, and the bridge deck is constructed as a combination of continuous beams and suspension or cable-stayed systems;

[0056] Step 2, apply two temperature fields respectively: Temperature field 1: uniform heating → The cableway is heating up. No temperature difference at both ends ( =0), Temperature field 2: Linear gradient temperature field → 20°C at one end, 35°C at the other end, forming =15, Overall It can also be calculated (through integration). );

[0057] Step 3, extract tension changes under two temperature field conditions: extract tension increments respectively. and ,make and Ultimately, it was deduced that... .

[0058] Preferably, the disturbance function is for the type of disturbance caused by a sudden load-induced pulse impact. Specifically:

[0059]

[0060] in, For the first The coupling coefficient of each cable-stayed bridge to the bridge deck. For time Traffic load during the day The total length of the bridge deck, For vehicle location For the The propagation weight of the influence of a single cable-stayed cable.

[0061] Regarding how to obtain the first The coupling coefficient of each cable-stayed bridge deck As shown below:

[0062] Step 1, construct the finite element model of the whole bridge: The model includes the main components such as bridge deck beams, cables, towers, and anchorages, and the bridge deck is constructed as a combination of continuous beams and suspension or cable-stayed systems;

[0063] Step 2: Construct an expression to calculate the coupling coefficient. : ,in, For the first The angle between the cable and the vertical direction, For the first The horizontal distance from the anchor point of each cable-stayed cable to the main beam.

[0064] How to obtain vehicle location For the The propagation weight of the influence of a single cable-stayed cable As shown below:

[0065] Step 1, construct the finite element model of the whole bridge: The model includes the main components such as bridge deck beams, cables, towers, and anchorages, and the bridge deck is constructed as a combination of continuous beams and suspension or cable-stayed systems;

[0066] Step 2, apply a concentrated unit load P=1kN: from the starting point x=0 on the bridge deck to the ending point x= The unit load is moved at regular intervals, such as applying a unit load every 1 meter.

[0067] Step 3, extract the first position of each location. The tension change of the cable-stayed bridge: For each position x, record the tension change of the first cable-stayed bridge. The tension change ΔTᵢ(x) of a single cable-stayed bridge;

[0068] Step 4, Construction : We obtain a curve: x → Used to describe the effect of a vehicle passing through position x on the first... The influence of the tension of the cable.

[0069] Preferably, the historical tension changes of the cable-stayed cable are obtained for the disturbance types of tension sway caused by wind, the disturbance types of differential tower-cable movement caused by thermal differences, and the disturbance types of cable-stayed cable caused by pulse impacts from sudden loads due to thermal differences. , and Fit the data to the corresponding historical tension changes respectively, so that... , and The value is the precise amount of tension change.

[0070] The imbalance risk factor is calculated based on the aforementioned tension change, including:

[0071]

[0072] in, For the first One of the risk factors for imbalance in a cable-stayed bridge. For the first The design tension of the inclined cable.

[0073] Step 103: Set the objective function for dynamic compensation, and output the target tension of each cable through iterative calculation (using Adam optimizer and L-BFGS). Adjust the tension of the corresponding cable to the target tension through the anchor to complete the dynamic compensation of the cable.

[0074] Specifically, the objective function of the dynamic compensation is:

[0075]

[0076] in, For the first The target tension of the cable-stayed bridge For the first The design tension of the cable-stayed bridge To adjust the factor, For time Time Adjustment amount of each anchor.

[0077] Specifically, the first The target tension of the cableway The mapping is applied to the axial displacement of the corresponding anchoring end, and the stay cable is adjusted according to the axial displacement using the anchorage. The mapping method is as follows:

[0078]

[0079] in, For the first Axial displacement of the corresponding anchorage end of each stay cable For the first The length of the cable-stayed cable The elastic modulus of the cable is given by [reference]. For the first The cross-sectional area of ​​a cable-stayed cable. For time Time The tension of a cable-stayed bridge.

[0080] Specifically, the first Axial displacement of the corresponding anchorage end of each cable-stayed cable Less than or equal to the maximum adjustable stroke limit of the anchor to prevent anchor overload.

[0081] Specifically, axial displacement The displacement is divided into multiple segments. The anchor is adjusted according to each segment of displacement, and the tension of the cable is immediately read back after each adjustment to ensure that the error is within the preset error range, until the axial displacement is adjusted. At that time, stop adjusting the cable-stayed cable.

[0082] Example 2

[0083] As shown in Figure 2, this embodiment proposes a self-balancing anchorage compensation system for the cable-stayed suspension system of a steel box girder truss arch bridge. The system specifically includes:

[0084] The information acquisition module is used to acquire the status data of the cable system in real time through sensors deployed on the steel box girder truss arch bridge, and to cluster the status data into preset disturbance types. The status data includes the tension of the cable stays and the environmental information of the environment in which the steel box girder truss arch bridge is located. The preset disturbance types include: the disturbance type of tension swing caused by wind, the disturbance type of differential movement between bridge tower and cable caused by thermal difference, and the disturbance type of pulse impact generated by sudden load.

[0085] Specifically, clustering the state data into a preset perturbation type includes: reducing the dimensionality of the state data using PCA principal component analysis, and clustering the dimensionality-reduced state data into the preset perturbation type using the K-Means method.

[0086] The imbalance risk calculation module is used to calculate the tension change of the cable-stayed cable caused by the preset disturbance type, and calculate the imbalance risk factor based on the tension change. When the imbalance risk factor exceeds the preset imbalance threshold, dynamic tension compensation is performed on the corresponding cable-stayed cable.

[0087] Specifically, calculating the tension change in the cable-stayed cable caused by the preset disturbance type includes:

[0088]

[0089] in, For time The time was the The change in tension of a single cable-stayed cable. For time wind speed and time The disturbance function for the type of tension oscillation caused by wind with wind direction as a parameter. For time Overall temperature rise along the cable segment of the inclined cable and time Temperature difference between the two ends of the cable of the inclined cable The disturbance function is the type of disturbance caused by the thermal difference between the bridge tower and cable, representing the disturbance type of the bridge tower-cable differential. For time Traffic flow load and vehicle location The disturbance function is a disturbance type of pulse impact generated by a sudden load with parameters.

[0090] The imbalance risk factor is calculated based on the aforementioned tension change, including:

[0091]

[0092] in, For the first One of the risk factors for imbalance in a cable-stayed bridge. For the first The design tension of the inclined cable.

[0093] The dynamic compensation module is used to set the objective function for dynamic compensation. Through iterative calculation, it outputs the target tension of each cable and adjusts the tension of the corresponding cable to the target tension through the anchors to complete the dynamic compensation of the cable.

[0094] Specifically, the objective function of the dynamic compensation is:

[0095]

[0096] in, For the first The target tension of the cable-stayed bridge For the first The design tension of the cable-stayed bridge To adjust the factor, For time Time Adjustment amount of each anchor.

[0097] Specifically, the first The target tension of the cableway The mapping is applied to the axial displacement of the corresponding anchoring end, and the stay cable is adjusted according to the axial displacement using the anchorage. The mapping method is as follows:

[0098]

[0099] in, For the first Axial displacement of the corresponding anchorage end of each stay cable For the first The length of the cable-stayed cable The elastic modulus of the cable is given by [reference]. For the first The cross-sectional area of ​​a cable-stayed cable. For time Time The tension of a cable-stayed bridge.

[0100] Specifically, the first Axial displacement of the corresponding anchorage end of each cable-stayed cable Less than or equal to the maximum adjustable stroke limit of the anchor to prevent anchor overload.

[0101] Specifically, axial displacement The displacement is divided into multiple segments. The anchor is adjusted according to each segment of displacement, and the tension of the cable is immediately read back after each adjustment to ensure that the error is within the preset error range, until the axial displacement is adjusted. At that time, stop adjusting the cable-stayed cable.

[0102] Example 3

[0103] This invention also proposes a storage medium storing multiple instructions for implementing the self-balancing anchorage compensation method for a steel box girder truss arch bridge cable-stayed suspension system.

[0104] Optionally, in this embodiment, the storage medium may be located in any computer terminal in a group of computer terminals in a computer network, or in any mobile terminal in a group of mobile terminals.

[0105] Optionally, in this embodiment, the storage medium is configured to store program code for performing the following steps: Step 101, by using sensors deployed on the steel box girder truss arch bridge, the status data of the cable system during operation is acquired in real time, and the status data is clustered into preset disturbance types, wherein the status data includes the tension of the cable stays and environmental information of the environment in which the steel box girder truss arch bridge is located, and the preset disturbance types include: the disturbance type of tension swing caused by wind, the disturbance type of differential movement between bridge tower and cable caused by thermal difference, and the disturbance type of pulse impact generated by sudden load;

[0106] Specifically, clustering the state data into a preset perturbation type includes: reducing the dimensionality of the state data using PCA principal component analysis, and clustering the dimensionality-reduced state data into the preset perturbation type using the K-Means method.

[0107] Step 102: Calculate the tension change of the cable-stayed cable caused by the preset disturbance type, and calculate the imbalance risk factor based on the tension change. When the imbalance risk factor exceeds the preset imbalance threshold, perform dynamic tension compensation on the corresponding cable-stayed cable.

[0108] Specifically, calculating the tension change in the cable-stayed cable caused by the preset disturbance type includes:

[0109]

[0110] in, For time The time was the The change in tension of a single cable-stayed cable. For time wind speed and time The disturbance function for the type of tension oscillation caused by wind with wind direction as a parameter. For time Overall temperature rise along the cable segment of the inclined cable and time Temperature difference between the two ends of the cable of the inclined cable The disturbance function is the type of disturbance caused by the thermal difference between the bridge tower and cable, representing the disturbance type of the bridge tower-cable differential. For time Traffic flow load and vehicle location The disturbance function is a disturbance type of pulse impact generated by a sudden load with parameters.

[0111] The imbalance risk factor is calculated based on the aforementioned tension change, including:

[0112]

[0113] in, For the first One of the risk factors for imbalance in a cable-stayed bridge. For the first The design tension of the inclined cable.

[0114] Step 103: Set the objective function for dynamic compensation, output the target tension of each cable through iterative calculation, and adjust the tension of the corresponding cable to the target tension through the anchor to complete the dynamic compensation of the cable.

[0115] Specifically, the objective function of the dynamic compensation is:

[0116]

[0117] in, For the first The target tension of the cable-stayed bridge For the first The design tension of the cable-stayed bridge To adjust the factor, For time Time Adjustment amount of each anchor.

[0118] Specifically, the first The target tension of the cableway The mapping is applied to the axial displacement of the corresponding anchoring end, and the stay cable is adjusted according to the axial displacement using the anchorage. The mapping method is as follows:

[0119]

[0120] in, For the first Axial displacement of the corresponding anchorage end of each stay cable For the first The length of the cable-stayed cable The elastic modulus of the cable is given by [reference]. For the first The cross-sectional area of ​​a cable-stayed cable. For time Time The tension of a cable-stayed bridge.

[0121] Specifically, the first Axial displacement of the corresponding anchorage end of each cable-stayed cable Less than or equal to the maximum adjustable stroke limit of the anchor to prevent anchor overload.

[0122] Specifically, axial displacement The displacement is divided into multiple segments. The anchor is adjusted according to each segment of displacement, and the tension of the cable is immediately read back after each adjustment to ensure that the error is within the preset error range, until the axial displacement is adjusted. At that time, stop adjusting the cable-stayed cable.

[0123] Example 4

[0124] This invention also proposes an electronic device, including a processor and a storage medium connected to the processor. The storage medium stores multiple instructions, which can be loaded and executed by the processor to enable the processor to execute the self-balancing anchorage compensation method for a steel box girder truss arch bridge cable-stayed suspension system.

[0125] Specifically, the electronic device in this embodiment can be a computer terminal, which may include one or more processors and a storage medium.

[0126] The storage medium can be used to store software programs and modules, such as the self-balancing anchorage compensation method for a cable-stayed system of a steel box girder truss arch bridge in this embodiment of the invention. The processor executes the software programs and modules stored in the storage medium to perform various functional applications and data processing, thus realizing the aforementioned self-balancing anchorage compensation method for a cable-stayed system of a steel box girder truss arch bridge. The storage medium may include high-speed random access storage media, and may also include non-volatile storage media, such as one or more magnetic storage systems, flash memory, or other non-volatile solid-state storage media. In some instances, the storage medium may further include storage media remotely configured relative to the processor, which can be connected to the terminal via a network. Examples of such networks include, but are not limited to, the Internet, corporate intranets, local area networks, mobile communication networks, and combinations thereof.

[0127] The processor can call the information and application stored in the storage medium through the transmission system to execute the following steps: Step 101, by using sensors deployed on the steel box girder truss arch bridge, the status data of the cable system during operation is acquired in real time, and the status data is clustered into preset disturbance types. The status data includes the tension of the cable stays and the environmental information of the environment in which the steel box girder truss arch bridge is located. The preset disturbance types include: the disturbance type of tension swing caused by wind, the disturbance type of differential movement between bridge tower and cable caused by thermal difference, and the disturbance type of pulse impact generated by sudden load.

[0128] Specifically, clustering the state data into a preset perturbation type includes: reducing the dimensionality of the state data using PCA principal component analysis, and clustering the dimensionality-reduced state data into the preset perturbation type using the K-Means method.

[0129] Step 102: Calculate the tension change of the cable-stayed cable caused by the preset disturbance type, and calculate the imbalance risk factor based on the tension change. When the imbalance risk factor exceeds the preset imbalance threshold, perform dynamic tension compensation on the corresponding cable-stayed cable.

[0130] Specifically, calculating the tension change in the cable-stayed cable caused by the preset disturbance type includes:

[0131]

[0132] in, For time The time was the The change in tension of a single cable-stayed cable. For time wind speed and time The disturbance function for the type of tension oscillation caused by wind with wind direction as a parameter. For time Overall temperature rise along the cable segment of the inclined cable and time Temperature difference between the two ends of the cable of the inclined cable The disturbance function is the type of disturbance caused by the thermal difference between the bridge tower and cable, representing the disturbance type of the bridge tower-cable differential. For time Traffic flow load and vehicle location The disturbance function is a disturbance type of pulse impact generated by a sudden load with parameters.

[0133] The imbalance risk factor is calculated based on the aforementioned tension change, including:

[0134]

[0135] in, For the first One of the risk factors for imbalance in a cable-stayed bridge. For the first The design tension of the inclined cable.

[0136] Step 103: Set the objective function for dynamic compensation, output the target tension of each cable through iterative calculation, and adjust the tension of the corresponding cable to the target tension through the anchor to complete the dynamic compensation of the cable.

[0137] Specifically, the objective function of the dynamic compensation is:

[0138]

[0139] in, For the first The target tension of the cable-stayed bridge For the first The design tension of the cable-stayed bridge To adjust the factor, For time Time Adjustment amount of each anchor.

[0140] Specifically, the first The target tension of the cableway The mapping is applied to the axial displacement of the corresponding anchoring end, and the stay cable is adjusted according to the axial displacement using the anchorage. The mapping method is as follows:

[0141]

[0142] in, For the first Axial displacement of the corresponding anchorage end of each stay cable For the first The length of the cable-stayed cable The elastic modulus of the cable is given by [reference]. For the first The cross-sectional area of ​​a cable-stayed cable. For time Time The tension of a cable-stayed bridge.

[0143] Specifically, the first Axial displacement of the corresponding anchorage end of each cable-stayed cable Less than or equal to the maximum adjustable stroke limit of the anchor to prevent anchor overload.

[0144] Specifically, axial displacement The displacement is divided into multiple segments. The anchor is adjusted according to each segment of displacement, and the tension of the cable is immediately read back after each adjustment to ensure that the error is within the preset error range, until the axial displacement is adjusted. At that time, stop adjusting the cable-stayed cable.

[0145] The sequence numbers of the above embodiments of the present invention are for descriptive purposes only and do not represent the superiority or inferiority of the embodiments.

[0146] In the above embodiments of the present invention, the descriptions of each embodiment have different focuses. For parts not described in detail in a certain embodiment, please refer to the relevant descriptions of other embodiments.

[0147] In the several embodiments provided by this invention, it should be understood that the disclosed technical content can be implemented in other ways. The system embodiments described above are merely illustrative; for example, the division of units is only a logical functional division, and in actual implementation, there may be other division methods. For example, multiple units or components may be combined or integrated into another system, or some features may be ignored or not executed. Furthermore, the coupling or direct coupling or communication connection shown or discussed may be through some interfaces, indirect coupling or communication connection between units or modules, and may be electrical or other forms.

[0148] The units described as separate components may or may not be physically separate. The components shown as units may or may not be physical units; that is, they may be located in one place or distributed across multiple network units. Some or all of the units can be selected to achieve the purpose of this embodiment according to actual needs.

[0149] Furthermore, the functional units in the various embodiments of the present invention can be integrated into one processing unit, or each unit can exist physically separately, or two or more units can be integrated into one unit. The integrated unit can be implemented in hardware or as a software functional unit.

[0150] If the integrated unit is implemented as a software functional unit and sold or used as an independent product, it can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present invention, in essence, or the part that contributes to the prior art, or all or part of the technical solution, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute all or part of the steps of the methods described in the various embodiments of the present invention. The aforementioned storage medium includes: USB flash drives, read-only memory (ROM), random access memory (RAM), portable hard drives, magnetic disks, optical disks, and other media capable of storing program code.

[0151] Obviously, the above embodiments are merely illustrative examples for clear explanation and are not intended to limit the implementation. Those skilled in the art will recognize that other variations or modifications can be made based on the above description. It is neither necessary nor possible to exhaustively list all possible implementations here. However, obvious variations or modifications derived therefrom are still within the scope of protection of this invention.

Claims

1. A self-balancing anchorage compensation method for a cable-stayed suspension system of a steel box girder truss arch bridge, characterized in that, include: Sensors deployed on the steel box girder truss arch bridge acquire real-time status data of the cable system during operation, and cluster this status data into preset disturbance types. The status data includes the tension of the stay cables and environmental information about the environment in which the steel box girder truss arch bridge is located. The amount of tension change in the stay cables caused by the preset disturbance type is calculated, and an imbalance risk factor is calculated based on this tension change. When the imbalance risk factor exceeds a preset imbalance threshold, dynamic tension compensation is performed on the corresponding stay cables. The calculation of the tension change in the stay cables caused by the preset disturbance type includes: ,in, For time Time The change in tension of a single cable-stayed cable. For time wind speed and time Wind direction The disturbance function is a type of disturbance caused by wind-induced tension oscillation, with parameters. For time Overall temperature rise along the cable segment of the inclined cable and time Temperature difference between the two ends of the cable of the inclined cable The disturbance function is the type of disturbance caused by the thermal difference between the bridge tower and cable, representing the disturbance type of the bridge tower-cable differential. For time Traffic flow load and vehicle location The disturbance function is defined as the disturbance type of a sudden load-induced pulse impact, with parameters specified. The imbalance risk factor is calculated based on the tension change, including: ,in, For the first One of the risk factors for imbalance in a cable-stayed bridge. For the first The design tension of each stay cable is determined; a dynamic compensation objective function is set, and the target tension of each stay cable is output through iterative calculation. The tension of the corresponding stay cable is adjusted to the target tension using anchors to complete the dynamic compensation of the stay cables; the objective function of the dynamic compensation is: ,in, For the first The target tension of the cable-stayed bridge For the first The design tension of the cable-stayed bridge To adjust the factor, For time Time The adjustment amount of the first anchor; will the first The target tension of the cableway The mapping is applied to the axial displacement of the corresponding anchoring end, and the stay cable is adjusted according to the axial displacement using the anchorage. The mapping method is as follows: ,in, For the first Axial displacement of the corresponding anchorage end of each stay cable For the first The length of the cable-stayed cable The elastic modulus of the cable is given by [reference]. For the first The cross-sectional area of ​​a cable-stayed cable. For time Time The tension of a cable-stayed bridge.

2. The self-balancing anchorage compensation method for the cable-stayed suspension system of a steel box girder truss arch bridge as described in claim 1, characterized in that, Clustering the state data into a preset perturbation type includes: reducing the dimensionality of the state data using PCA principal component analysis, and clustering the dimensionality-reduced state data into the preset perturbation type using the K-Means method.

3. The self-balancing anchorage compensation method for the cable-stayed suspension system of a steel box girder truss arch bridge as described in claim 1, characterized in that, No. Axial displacement of the corresponding anchorage end of each cable-stayed cable Less than or equal to the maximum adjustable stroke limit of the anchor to prevent anchor overload.

4. The self-balancing anchorage compensation method for the cable-stayed suspension system of a steel box girder truss arch bridge as described in claim 3, characterized in that, axial displacement The displacement is divided into multiple segments. The anchor is adjusted according to each segment of displacement, and the tension of the cable is immediately read back after each adjustment to ensure that the error is within the preset error range, until the axial displacement is reached. At that time, stop adjusting the cable-stayed cable.

5. A self-balancing anchoring compensation system for a steel box girder truss arch bridge cable-stayed suspension system, characterized in that, include: The information acquisition module is used to acquire real-time status data of the cable system during operation through sensors deployed on the steel box girder truss arch bridge, and cluster the status data into preset disturbance types. The status data includes the tension of the stay cables and environmental information of the steel box girder truss arch bridge's location. The imbalance risk calculation module is used to calculate the tension change of the stay cables caused by the preset disturbance types, and calculate an imbalance risk factor based on the tension change. When the imbalance risk factor exceeds a preset imbalance threshold, dynamic tension compensation is performed on the corresponding stay cables. The calculation of the tension change of the stay cables caused by the preset disturbance types includes: ,in, For time Time The change in tension of a single cable-stayed cable. For time wind speed and time Wind direction The disturbance function is a type of disturbance caused by wind-induced tension oscillation, with parameters. For time Overall temperature rise along the cable segment of the inclined cable and time Temperature difference between the two ends of the cable of the inclined cable The disturbance function is the type of disturbance caused by the thermal difference between the bridge tower and cable, representing the disturbance type of the bridge tower-cable differential. For time Traffic flow load and vehicle location The disturbance function is defined as the disturbance type of a sudden load-induced pulse impact, with parameters specified. The imbalance risk factor is calculated based on the tension change, including: ,in, For the first One of the risk factors for imbalance in a cable-stayed bridge. For the first The design tension of each stay cable; a dynamic compensation module, used to set the objective function for dynamic compensation, outputs the target tension of each stay cable through iterative calculation, and adjusts the tension of the corresponding stay cable to the target tension through anchors to complete the dynamic compensation of the stay cables; the objective function for dynamic compensation is: ,in, For the first The target tension of the cable-stayed bridge For the first The design tension of the cable-stayed bridge To adjust the factor, For time Time The adjustment amount of the first anchor; will the first The target tension of the cableway The mapping is applied to the axial displacement of the corresponding anchoring end, and the stay cable is adjusted according to the axial displacement using the anchorage. The mapping method is as follows: ,in, For the first Axial displacement of the corresponding anchorage end of each stay cable For the first The length of the cable-stayed cable The elastic modulus of the cable is given by [reference]. For the first The cross-sectional area of ​​a cable-stayed cable. For time Time The tension of a cable-stayed bridge.

6. The self-balancing anchoring compensation system for the cable-stayed suspension system of a steel box girder truss arch bridge as described in claim 5, characterized in that, Clustering the state data into a preset perturbation type includes: reducing the dimensionality of the state data using PCA principal component analysis, and clustering the dimensionality-reduced state data into the preset perturbation type using the K-Means method.

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