Installation and construction method for profile steel tower of cable hoisting system

Abstract

The invention relates to the technical field of arch bridge construction, and discloses a cable hoisting system profile steel tower mounting construction method which comprises the following steps: S1, adopting H-shaped steel as a tower stand column, and bolting the H-shaped steel through a gusset plate and a high-strength bolt; and S2, the tower stand columns are assembled in a different-position mode, the standard sections and the non-standard sections are combined, so that the flange connecting faces of the adjacent stand column sections are not located on the same horizontal plane, and the height difference is formed. H-shaped steel is adopted as a tower stand column, lattice type transverse connection and inclined connection are formed through channel steel and angle steel, a space lattice type bearing system is formed, the structural rigidity is large, the overall stability is good, the core innovation is that the dislocation splicing technology is adopted, and the standard sections and the non-standard sections with different lengths are combined, so that the space lattice type bearing system is formed. And the flange connecting surfaces of the adjacent stand columns naturally form height difference, so that the weak anti-shearing link caused by the fact that all flanges of a traditional tower are located on the same horizontal plane is eliminated, and the overall anti-shearing capacity, safety and reliability of the tower are greatly improved.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of arch bridge construction, in particular to a steel tower installation construction method of a cable hoisting system. BACKGROUND

[0002] In the construction of long-span steel pipe concrete arch bridges, the technology of "cable hoisting combined with cable-stayed buckling" without support has become the mainstream method. The core of this technology is the cable hoisting system, and the strength, stiffness, stability and installation efficiency of the key bearing structure-tower are directly related to the construction safety, quality and period of the entire bridge project.

[0003] At present, the tower structure form used in the cable hoisting system in the prior art mainly includes a universal bar tower and a large circular pipe tower. The universal bar tower has a high standardization degree of components, but its overall stiffness and carrying capacity are limited, and it is usually only suitable for arch bridge construction with a span of less than 300 meters and a segment hoisting weight of not more than 100 tons, and it is difficult to meet the demand of large-tonnage hoisting. The large circular pipe tower has a large hoisting capacity, but it has significant defects: first, the steel consumption is huge, and the processing and transportation costs are high, which is poor in economy; second, the construction period is long, flange plates are used to connect between column segments, and all flange joints are on the same horizontal plane, which forms a weak link of structural shear. In order to ensure safety, a large amount of manpower, material resources and time must be invested to additionally reinforce these weak links, which not only increases the difficulty and risk of high-altitude operation, but also further slows down the construction progress. SUMMARY

[0004] The purpose of the present application is to provide a steel tower installation construction method of a cable hoisting system to solve the problems raised in the background technology.

[0005] To achieve the above purpose, the present application provides the following technical solution: a steel tower installation construction method of a cable hoisting system, comprising the following steps: S1, using H-shaped steel as the tower column and connecting through a node plate and high-strength bolts; S2, using an off-site assembly method for the tower column, combining standard segments and non-standard segments to make the flange connection surfaces of adjacent column segments not on the same horizontal plane, and forming a height difference; S3, setting an adjustable cable wind system at the waist and top of the tower, and connecting the cable wind system with the tower column joint through a cable wind anchoring device; S4, assembling tower unit elements on the ground and installing them in a segmented hoisting manner, and connecting the unit elements through bolting without reinforcing the flange joints; S5, using finite element software to simulate and calculate the tower structure, the cable wind system and the hoisting working condition to ensure the safety of the structure; S6. During the tower installation process, a digital twin intelligent monitoring system is used to monitor the tower stress, deformation, ground anchor displacement, and arch rib linearity in real time.

[0006] As a preferred embodiment of the present invention, the dislocation assembly method specifically includes: S21. The first segment is installed by combining a 4m non-standard segment with an 8m standard segment to form a 4m height difference. S22. Subsequent sections are all installed using 8m standard sections, so that the flange connection surfaces are displaced sequentially. S23. The elevation difference at the top of the tower is adjusted back through non-standard segments to make the top of the tower level.

[0007] As a preferred embodiment of the present invention, the adjustable cable wind system includes longitudinal waist wind, top wind and transverse side wind, and the tensioning end of the wind rope is provided with a three-stage tensioning mechanism.

[0008] As a preferred embodiment of the present invention, the flange width of the H-shaped steel column is ≥300mm, the web thickness is ≥12mm, the node plate thickness is ≥20mm, and the preload of the high-strength bolts is ≥255kN.

[0009] As a preferred technical solution of the present invention, the cable anchoring device is an open-hole type or a clamp type structure, which is directly connected to the open hole of the H-shaped steel wing plate to avoid welding defects.

[0010] As a preferred technical solution of the present invention, the digital twin intelligent monitoring system is used to collect and analyze the stress and displacement data of the tower during the hoisting process in real time, and compare and verify them with the finite element model.

[0011] As a preferred technical solution of the present invention, the comparative verification process includes the following steps: S71. Establish a benchmark finite element model: Based on the final design drawings, material properties and boundary conditions of the tower, use ANSYS to establish a high-precision benchmark finite element model of the tower structure before construction. This model should be able to simulate the static and dynamic response of the tower under its own weight, wind load and design hoisting load. S72. Define key monitoring parameters and alarm thresholds: Based on the simulation calculation results of the benchmark finite element model under different working conditions, determine the allowable range of stress, displacement and vibration frequency of tower foot, node plate, cable anchor point and tower top, and set three levels of safety monitoring thresholds: normal, early warning and alarm. S73. Real-time data acquisition and transmission: Structural response data is acquired in real time by stress strain gauges, inclinometers, GPS displacement monitoring stations and accelerometers deployed at key parts of the tower, and the data is transmitted to the central data processing system wirelessly. S74. Data Synchronization and Mapping: The central data processing system receives real-time monitoring data and synchronizes and aligns it with the calculated values ​​at the corresponding positions in the benchmark finite element model in terms of time and space. S75. Real-time comparison and visualization: The real-time monitoring data is compared with the theoretical calculation values ​​of the benchmark finite element model in real time, and the comparison results are visualized on the monitoring interface to intuitively show the difference between the actual behavior of the structure and the theoretical expectation. The comparison results are a data curve overlay graph and a deviation cloud map. S76. Deviation Analysis and Evaluation: When the deviation between real-time data and theoretical values ​​exceeds the preset first-level warning threshold, the system automatically analyzes the cause of the deviation and determines whether it is due to normal fluctuations such as changes in construction load and wind conditions, or early signs of potential structural connection loosening and local yielding. S77. Model Update and Prediction: In special cases, if the deviation persists and is determined to be due to discrepancies between material properties or boundary conditions and design assumptions, the key parameters of the benchmark finite element model can be fine-tuned and updated using the back analysis method to improve the model's prediction accuracy for the structural response in the future construction phase. S78. Feedback and Decision Support: Based on the comparative verification results, the system generates an evaluation report and early warning information, and pushes the information to construction management personnel in real time, providing data support and decision-making basis for continuing, suspending, adjusting or taking reinforcement measures for hoisting operations.

[0012] As a preferred embodiment of the present invention, the specific steps of the inverse analysis method are as follows: S81. Deviation Data Screening and Working Condition Consolidation: From historical monitoring data, select highly reliable datasets collected under specific construction working conditions with clear loads and stable states as the basis for back analysis. Specific construction working conditions include no-load state and after specific segments are hoisted and stationary. S82. Key Parameter Identification and Sensitivity Analysis: Based on engineering judgment and preliminary calculation, a few key parameters to be inverted that are most likely to cause the current deviation are identified. Among them, the parameters to be inverted include the overall elastic modulus of the structure, the stiffness reduction factor of the main connection nodes, the spring stiffness of the foundation, and the wind load factor. S83. Parameter range setting: Set a reasonable physical possible range for each parameter to be inverted; S84. Iterative calculation and comparison: Within the set parameter range, the key parameter values ​​in the benchmark finite element model are systematically adjusted to form multiple candidate models. The calculation results of each candidate model under the specific working condition are automatically compared with the measured data selected in step S771. S85. Determination of the optimal parameter set: By comparison, a set of key parameter values ​​is found that makes the calculation results of the candidate model match the measured data to the highest degree. S86. Model Update: Update the optimal parameter set obtained above into the reference finite element model to obtain a calibrated model that conforms to the actual structural state. S87. Prediction Verification: Use the updated model to make a new round of predictions on the structural response of the next hoisting segment, and verify the prediction accuracy of the calibrated model through subsequent actual monitoring data. If the prediction accuracy is significantly improved, the model update is confirmed to be effective. S88. Decision Application: The calibrated model is used for more accurate safety warnings and decision support in subsequent construction processes until a new round of reverse analysis is triggered when significant deviations occur again.

[0013] As a preferred embodiment of the present invention, the tensioning process of the guy rope adopts a staged tensioning method, specifically including: S91, First-stage tensioning: After the initial installation of the guy rope system, all guy ropes are pre-tensioned to eliminate inelastic deformation of the ropes. S92. Second-stage tensioning: When the tower installation height reaches 50%-70% of the design height, the guy ropes are tensioned and leveled in an intermediate stage based on the finite element model to control the tower deviation within the allowable range. S93. After the tower is fully installed and the top box girder is closed, perform final tensioning to adjust the guy wire tension to the design pretension target value.

[0014] As a preferred technical solution of the present invention, the horizontal and diagonal bracing of the tower structure adopts a lattice truss structure composed of channel steel and angle steel, which is connected to the H-shaped steel columns through node plates and high-strength bolts to form a spatial lattice load-bearing system.

[0015] Compared with the prior art, the beneficial effects of the present invention are: 1. This invention uses H-beams as tower columns and forms a lattice-type horizontal and diagonal bracing system using channel steel and angle steel, creating a spatial lattice-type load-bearing system with high structural rigidity and good overall stability. The core innovation lies in the adoption of the "displacement assembly" process, which combines standard and non-standard sections of different lengths to naturally create a height difference between the flange connection surfaces of adjacent columns. This eliminates the weak shear resistance caused by all flanges being on the same horizontal plane in traditional towers, greatly improving the overall shear resistance and safety reliability of the tower.

[0016] 2. This invention assembles tower units into an off-site structure on the ground, requiring only bolting for high-altitude operations. This eliminates the cumbersome process of reinforcing flange joints at high altitudes in traditional methods, reducing the amount of high-altitude work and safety risks. This method shortens the installation and construction period of two towers from more than 58 days in traditional methods to 45 days, improving efficiency by more than 22%, and can strictly meet the tight schedule requirements of projects.

[0017] 3. The use of H-beams and steel lattice connections instead of large round pipes results in higher material utilization efficiency. The steel consumption of a single tower is approximately 580 tons, which saves 140 tons of steel compared to traditional large round pipe towers. At the same time, it saves a significant amount of flange reinforcement materials and labor costs. According to calculations, the construction costs of the two towers are reduced by approximately 750,000 yuan, resulting in extremely significant economic benefits.

[0018] 4. This invention integrates digital technology. Before construction, finite element software is used to accurately simulate and verify various working conditions. During construction, a digital twin intelligent monitoring system is used to monitor tower stress and deformation in real time and compare and verify with theoretical models to achieve early warning of anomalies and provide data support for construction decisions. Combined with an adjustable cable wind system and its anchoring device, a closed-loop safety management system of "pre-construction simulation - in-construction monitoring - feedback control" is formed, making the entire process safe and controllable. Detailed Implementation

[0019] The technical solutions of the present invention will be clearly and completely described below with reference to the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present invention. Example

[0020] This invention provides a method for installing steel towers using a cable-stayed hoisting system, comprising the following steps: S1. H-beams are used as tower columns and are bolted together with gusset plates and high-strength bolts; S2. The tower columns adopt an off-site assembly method, which combines standard and non-standard sections so that the flange connection surfaces of adjacent column sections are not on the same horizontal plane, thus creating a height difference. S3. An adjustable cable wind system is installed at the waist and top of the tower. The cable wind system is connected to the tower column joint through the cable wind anchoring device. S4. Assemble tower units on the ground and install them using a segmented hoisting method. Units are connected by bolts, eliminating the need for flange joint reinforcement. S5. Use finite element software to simulate and verify the tower structure, cable wind system and hoisting conditions to ensure structural safety; S6. During the tower installation process, a digital twin intelligent monitoring system is used to monitor the tower stress, deformation, ground anchor displacement and arch rib linearity in real time. Furthermore, the displaced assembly method specifically includes: S21. The first segment is installed by combining a 4m non-standard segment with an 8m standard segment to form a 4m height difference. S22. Subsequent sections are all installed using 8m standard sections, so that the flange connection surfaces are displaced sequentially. S23. The elevation difference at the top of the tower is adjusted back through non-standard segments to make the top of the tower level.

[0021] Furthermore, the adjustable guy rope system includes longitudinal waist guy rope, top guy rope and transverse side guy rope, and the guy rope tensioning end is equipped with a three-stage tensioning mechanism.

[0022] Furthermore, the flange width of the H-beam steel column is ≥300mm, the web thickness is ≥12mm, the node plate thickness is ≥20mm, and the preload of the high-strength bolts is ≥255kN.

[0023] Furthermore, the cable anchoring device is an open-hole or clamp-type structure that connects directly to the opening in the H-beam steel flange, avoiding welding defects.

[0024] Furthermore, the digital twin intelligent monitoring system is used to collect and analyze the stress and displacement data of the tower during the hoisting process in real time, and compare and verify it with the finite element model.

[0025] Furthermore, the comparative verification process includes the following steps: S71. Establish a benchmark finite element model: Based on the final design drawings, material properties and boundary conditions of the tower, use ANSYS to establish a high-precision benchmark finite element model of the tower structure before construction. This model should be able to simulate the static and dynamic response of the tower under its own weight, wind load and design hoisting load. S72. Define key monitoring parameters and alarm thresholds: Based on the simulation calculation results of the benchmark finite element model under different working conditions, determine the allowable range of stress, displacement and vibration frequency of tower foot, node plate, cable anchor point and tower top, and set three levels of safety monitoring thresholds: normal, early warning and alarm. S73. Real-time data acquisition and transmission: Structural response data is acquired in real time by stress strain gauges, inclinometers, GPS displacement monitoring stations and accelerometers deployed at key parts of the tower, and the data is transmitted to the central data processing system wirelessly. S74. Data Synchronization and Mapping: The central data processing system receives real-time monitoring data and synchronizes and aligns it with the calculated values ​​at the corresponding positions in the benchmark finite element model in terms of time and space. S75. Real-time comparison and visualization: The real-time monitoring data is compared with the theoretical calculation values ​​of the benchmark finite element model in real time, and the comparison results are visualized on the monitoring interface to intuitively show the difference between the actual behavior of the structure and the theoretical expectation. The comparison results are a data curve overlay graph and a deviation cloud map. S76. Deviation Analysis and Evaluation: When the deviation between real-time data and theoretical values ​​exceeds the preset first-level warning threshold, the system automatically analyzes the cause of the deviation and determines whether it is due to normal fluctuations such as changes in construction load and wind conditions, or early signs of potential structural connection loosening and local yielding. S77. Model Update and Prediction: In special cases, if the deviation persists and is determined to be due to discrepancies between material properties or boundary conditions and design assumptions, the key parameters of the benchmark finite element model can be fine-tuned and updated using the back analysis method to improve the model's prediction accuracy for the structural response in the future construction phase. S78. Feedback and Decision Support: Based on the comparative verification results, the system generates an evaluation report and early warning information, and pushes the information to construction management personnel in real time, providing data support and decision-making basis for continuing, suspending, adjusting or taking reinforcement measures for hoisting operations; Furthermore, the specific steps of the reverse analysis method are as follows: S81. Deviation Data Screening and Working Condition Consolidation: From historical monitoring data, select highly reliable datasets collected under specific construction working conditions with clear loads and stable states as the basis for back analysis. Specific construction working conditions include no-load state and after specific segments are hoisted and stationary. S82. Key Parameter Identification and Sensitivity Analysis: Based on engineering judgment and preliminary calculation, a few key parameters to be inverted that are most likely to cause the current deviation are identified. Among them, the parameters to be inverted include the overall elastic modulus of the structure, the stiffness reduction factor of the main connection nodes, the spring stiffness of the foundation, and the wind load factor. S83. Parameter range setting: Set a reasonable physical possible range for each parameter to be inverted; S84. Iterative calculation and comparison: Within the set parameter range, the key parameter values ​​in the benchmark finite element model are systematically adjusted to form multiple candidate models. The calculation results of each candidate model under the specific working condition are automatically compared with the measured data selected in step S771. S85. Determination of the optimal parameter set: By comparison, a set of key parameter values ​​is found that makes the calculation results of the candidate model match the measured data to the highest degree. S86. Model Update: Update the optimal parameter set obtained above into the reference finite element model to obtain a calibrated model that conforms to the actual structural state. S87. Prediction Verification: Use the updated model to make a new round of predictions on the structural response of the next hoisting segment, and verify the prediction accuracy of the calibrated model through subsequent actual monitoring data. If the prediction accuracy is significantly improved, the model update is confirmed to be effective. S88. Decision Application: The calibrated model is used for more accurate safety warnings and decision support in subsequent construction processes until a new round of reverse analysis is triggered when significant deviations occur again.

[0026] Furthermore, the tensioning process of the guy ropes adopts a staged tensioning method, specifically including: S91, First-stage tensioning: After the initial installation of the guy rope system, all guy ropes are pre-tensioned to eliminate inelastic deformation of the ropes. S92. Second-stage tensioning: When the tower installation height reaches 50%-70% of the design height, the guy ropes are tensioned and leveled in an intermediate stage based on the finite element model to control the tower deviation within the allowable range. S93. After the tower is fully installed and the top box girder is closed, perform final tensioning to adjust the guy wire tension to the design pretension target value.

[0027] Furthermore, the horizontal and diagonal bracing of the tower structure adopts a lattice truss structure composed of channel steel and angle steel, which is connected to the H-shaped steel columns through node plates and high-strength bolts to form a spatial lattice load-bearing system.

[0028] Comparative Example (Traditional Large Circular Tube Tower Method) To objectively evaluate the effectiveness of this invention, a conventional large circular tube tower installation method was selected from another project during the same period (or the data derived from the traditional construction method in this project) as a control. This method uses large circular tubes with a diameter of more than 1000mm as columns, all sections are standard sections, the flange connection surfaces are at the same level, and after installation, all weak surfaces of the flange joints need to be reinforced with channel steel in a "star" or "grid" shape. The cable wind system is connected with conventional steel wire ropes and welded ear plate anchoring devices.

[0029] Experimental Data and Results Analysis The key indicators of the embodiments of the present invention and the control examples are compared, and the data are shown in the table below:

[0030] Results analysis: The data comparison above clearly shows that the cable hoisting system steel tower installation method provided by this invention is significantly superior to traditional construction methods in terms of construction efficiency, economy, structural safety performance, and controllability of the construction process.

[0031] 1. Efficiency and economic benefits: This invention significantly shortens the construction period and reduces material and labor costs by using H-beams, displaced assembly, ground assembly, and no reinforcement required, thus meeting the stringent requirements of modern bridge construction for construction period and cost.

[0032] 2. Structural performance: Displacement assembly fundamentally solves the problem of shear weakness of flange joints on the same plane. Combined with finite element optimization design, it makes the stress distribution of the tower structure more uniform, deformation control more effective, and the structural safety and reliability achieve a qualitative leap.

[0033] 3. Safety and controllability: The introduction of the digital twin intelligent monitoring system has realized the transformation from "passive inspection" to "proactive early warning", forming a closed-loop safety and quality management system, which greatly reduces construction risks. At the same time, it avoids a large number of high-altitude reinforcement operations, fundamentally reducing the safety hazards of high-altitude operations.

[0034] Although embodiments of the invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A method for installing a steel tower using a cable-stayed hoisting system, characterized in that, Includes the following steps: S1. H-beams are used as tower columns and are bolted together with gusset plates and high-strength bolts; S2. The tower columns adopt an off-site assembly method, which combines standard and non-standard sections so that the flange connection surfaces of adjacent column sections are not on the same horizontal plane, thus creating a height difference. S3. An adjustable cable wind system is installed at the waist and top of the tower, and the cable wind system is connected to the tower column joint through a cable wind anchoring device. S4. Assemble the tower units on the ground and install them using a segmented hoisting method. The units are connected by bolts, and there is no need to reinforce the flange joints. S5. Use finite element software to simulate and verify the tower structure, cable wind system and hoisting conditions to ensure structural safety; S6. During the tower installation process, a digital twin intelligent monitoring system is used to monitor the tower stress, deformation, ground anchor displacement, and arch rib linearity in real time.

2. The method for installing a steel tower using a cable-stayed hoisting system according to claim 1, characterized in that, The displaced assembly method specifically includes: S21. The first segment is installed by combining a 4m non-standard segment with an 8m standard segment to form a 4m height difference. S22. Subsequent sections are all installed using 8m standard sections, so that the flange connection surfaces are displaced sequentially. S23. The height difference at the top of the tower is adjusted back through non-standard sections to make the top of the tower level.

3. The method for installing a steel tower using a cable-stayed hoisting system according to claim 2, characterized in that, The adjustable cable wind system includes longitudinal waist wind, top wind and transverse side wind, and the tensioning end of the wind rope is equipped with a three-stage tensioning mechanism.

4. The method for installing a steel tower in a cable-stayed hoisting system according to claim 3, characterized in that, The flange width of the H-beam steel column is ≥300mm, the web thickness is ≥12mm, the node plate thickness is ≥20mm, and the preload of the high-strength bolts is ≥255kN.

5. The method for installing a steel tower using a cable-stayed hoisting system according to claim 4, characterized in that, The cable anchoring device is an open-hole or clamp-type structure that connects directly to the opening of the H-shaped steel flange, avoiding welding defects.

6. The method for installing a steel tower in a cable-stayed hoisting system according to claim 5, characterized in that, The digital twin intelligent monitoring system is used to collect and analyze the stress and displacement data of the tower during the hoisting process in real time, and compare and verify it with the finite element model.

7. The method for installing a steel tower in a cable-stayed hoisting system according to claim 6, characterized in that, The comparison and verification process includes the following steps: S71. Establish a benchmark finite element model: Based on the final design drawings, material properties and boundary conditions of the tower, use ANSYS to establish a high-precision benchmark finite element model of the tower structure before construction. This model should be able to simulate the static and dynamic response of the tower under its own weight, wind load and design hoisting load. S72. Define key monitoring parameters and alarm thresholds: Based on the simulation calculation results of the benchmark finite element model under different working conditions, determine the allowable range of stress, displacement and vibration frequency of tower foot, node plate, cable anchor point and tower top, and set three levels of safety monitoring thresholds: normal, early warning and alarm. S73. Real-time data acquisition and transmission: Structural response data is acquired in real time by stress strain gauges, inclinometers, GPS displacement monitoring stations and accelerometers deployed at key parts of the tower, and the data is transmitted to the central data processing system wirelessly. S74. Data Synchronization and Mapping: The central data processing system receives real-time monitoring data and synchronizes and aligns it with the calculated values ​​at the corresponding positions in the benchmark finite element model in terms of time and space. S75. Real-time comparison and visualization: The real-time monitoring data is compared with the theoretical calculation values ​​of the benchmark finite element model in real time, and the comparison results are visualized on the monitoring interface to intuitively show the difference between the actual behavior of the structure and the theoretical expectation. The comparison results are a data curve overlay graph and a deviation cloud map. S76. Deviation Analysis and Evaluation: When the deviation between real-time data and theoretical values ​​exceeds the preset first-level warning threshold, the system automatically analyzes the cause of the deviation and determines whether it is due to normal fluctuations such as changes in construction load and wind conditions, or early signs of potential structural connection loosening and local yielding. S77. Model Update and Prediction: In special cases, if the deviation persists and is determined to be due to discrepancies between material properties or boundary conditions and design assumptions, the key parameters of the benchmark finite element model can be fine-tuned and updated using the back analysis method to improve the model's prediction accuracy for the structural response in the future construction phase. S78. Feedback and Decision Support: Based on the comparative verification results, the system generates an evaluation report and early warning information, and pushes the information to construction management personnel in real time, providing data support and decision-making basis for continuing, suspending, adjusting or taking reinforcement measures for hoisting operations.

8. The method for installing a steel tower in a cable-stayed hoisting system according to claim 7, characterized in that, The specific steps of the inverse analysis method are as follows: S81. Deviation Data Screening and Working Condition Consolidation: From historical monitoring data, select highly reliable datasets collected under specific construction working conditions with clear loads and stable states as the basis for back analysis. Specific construction working conditions include no-load state and after specific segments are hoisted and stationary. S82. Key Parameter Identification and Sensitivity Analysis: Based on engineering judgment and preliminary calculation, a few key parameters to be inverted that are most likely to cause the current deviation are identified. Among them, the parameters to be inverted include the overall elastic modulus of the structure, the stiffness reduction factor of the main connection nodes, the spring stiffness of the foundation, and the wind load factor. S83. Parameter range setting: Set a reasonable physical possible range for each parameter to be inverted; S84. Iterative calculation and comparison: Within the set parameter range, the key parameter values ​​in the benchmark finite element model are systematically adjusted to form multiple candidate models. The calculation results of each candidate model under the specific working condition are automatically compared with the measured data selected in step S771. S85. Determination of the optimal parameter set: By comparison, a set of key parameter values ​​is found that makes the calculation results of the candidate model match the measured data to the highest degree. S86. Model Update: Update the optimal parameter set obtained above into the reference finite element model to obtain a calibrated model that conforms to the actual structural state. S87. Prediction Verification: Use the updated model to make a new round of predictions on the structural response of the next hoisting segment, and verify the prediction accuracy of the calibrated model through subsequent actual monitoring data. If the prediction accuracy is significantly improved, the model update is confirmed to be effective. S88. Decision Application: The calibrated model is used for more accurate safety warnings and decision support in subsequent construction processes until a new round of reverse analysis is triggered when significant deviations occur again.

9. The method for installing a steel tower in a cable-stayed hoisting system according to claim 1, characterized in that, The tensioning process of the guy rope adopts a staged tensioning method, specifically including: S91, First-stage tensioning: After the initial installation of the guy rope system, all guy ropes are pre-tensioned to eliminate inelastic deformation of the ropes. S92. Second-stage tensioning: When the tower installation height reaches 50%-70% of the design height, the guy ropes are tensioned and leveled in an intermediate stage based on the finite element model to control the tower deviation within the allowable range. S93. After the tower is fully installed and the top box girder is closed, perform final tensioning to adjust the guy wire tension to the design pretension target value.

10. The method for installing a steel tower in a cable-stayed hoisting system according to claim 1, characterized in that, The horizontal and diagonal bracing of the tower structure adopts a lattice truss structure composed of channel steel and angle steel, which is connected to the H-shaped steel columns through node plates and high-strength bolts to form a spatial lattice load-bearing system.

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