A construction method for large-span continuous beam arches in coastal strong typhoon areas

Abstract

The application relates to the field of bridge construction technology and discloses a large-span continuous beam arch construction method suitable for coastal strong typhoon areas, which comprises the following steps: executing lower structure construction and forming and pouring of a main beam zero block; executing normal symmetrical cantilever pouring circulation and suspender hanging; establishing a space finite element calculation model to solve optimal cable force control target values in each construction stage; when an equivalent static gust wind pressure prediction value is greater than an allowable wind resistance safety threshold value, activating a typhoon stress state to solve a compensation cable force increment vector, and executing a staged synchronous tensioning operation; after a full-bridge stress system conversion is completed, collecting measured data to perform temperature decoupling calculation and constructing a bridge steady-state benchmark database, and when a comprehensive deviation value is out of limit, solving a final cable adjustment increment vector to execute symmetrical staged tensioning adjustment. The application solves the safety risk caused by the lack of a dynamic cable adjustment mechanism under extreme wind load, overcomes secondary internal force mutation caused by temperature difference deformation, and guarantees that a final linear shape and a stress state strictly match a design target.

Description

Technical Field

[0001] This invention relates to the field of bridge construction technology, specifically to a method for constructing large-span continuous beam arches suitable for coastal areas prone to strong typhoons. Background Technology

[0002] When constructing long-span continuous beam arch bridges in coastal areas, the large span and long construction period make the cantilever construction phase significantly affected by complex meteorological conditions. In existing bridge construction methods, structural wind resistance primarily relies on initial static design reserves. However, when the bridge is in the most unfavorable wind resistance construction phase, such as the maximum double cantilever before the main span closure, existing technologies lack a dynamic cable adjustment mechanism based on real-time meteorological and on-site monitoring data to handle extreme wind loads such as strong typhoons. Existing control systems cannot calculate and compensate for cable forces based on actual wind pressure exceeding limits and perform stress-induced graded tension control, which can easily lead to torsional deformation of the main beam, structural damage, or construction safety accidents during extreme weather events.

[0003] During the transition from main girder closure to continuous load-bearing system, long-segment main girder is extremely sensitive to changes in ambient temperature. Traditional construction control methods are insufficient to accurately counteract the expansion and contraction deformation of the girder caused by complex temperature differences. During the rigid locking process of side span closure and main span closure, existing closure techniques often result in abrupt changes in secondary internal forces due to inadequate temperature deformation control, failing to guarantee a smooth transition of bridge structural forces during system transition.

[0004] In the bridge evaluation and final cable adjustment phases following the completion of the continuous load-bearing system transformation, conventional alignment and suspender cable force assessments directly utilize real-time on-site monitoring data. This monitoring data is contaminated with non-stress deformation interference caused by environmental temperature differences. Due to the lack of decoupling and filtering smoothing of the measured data for temperature effects, existing evaluation methods cannot construct accurate steady-state benchmark data for the completed bridge. This lack of benchmark data leads to distortions in the calculated stress, cable force, and alignment deviations, making it difficult for the final tension adjustment to ensure that the bridge's stress state strictly conforms to the design objectives. Summary of the Invention

[0005] To address the shortcomings of existing technologies, this invention provides a construction method for large-span continuous beam arches suitable for coastal areas experiencing severe typhoons. This method solves the problems of high construction safety risks due to the lack of a dynamic cable adjustment mechanism under extreme wind loads in existing bridge construction, the tendency for temperature-induced deformation during main beam closure and system transition to trigger sudden changes in secondary internal forces, and inaccurate final stress and alignment adjustments in bridge cable adjustment assessments due to the failure to eliminate temperature effects.

[0006] To achieve the above objectives, the present invention provides the following technical solution: This invention provides an intelligent construction method for long-span continuous beam arch bridges suitable for coastal areas prone to strong typhoons.

[0007] The intelligent construction method for long-span continuous beam arch bridges includes: performing substructure construction and casting of the main beam's zero-block to confirm that the structural bearing capacity meets construction requirements; performing normalized symmetrical cantilever casting cycles and suspender installation; establishing a spatial finite element calculation model to calculate the optimal cable force control target value for each construction stage; and performing typhoon-stressed dynamic cable adjustment linked to meteorological and on-site monitoring data. Specifically, during typhoon-stressed dynamic cable adjustment linked to meteorological and on-site monitoring data, equivalent static gust wind pressure prediction values ​​are extracted from meteorological forecast sequence data, and these prediction values ​​are compared with the allowable wind resistance safety threshold. When the equivalent static gust wind pressure prediction value exceeds the allowable wind resistance safety threshold, the normalized cable force multi-stage operation is interrupted. The optimized solution model is activated to perform typhoon stress state calculation and output compensation cable force increment vector. The hydraulic servo tensioning execution equipment receives the compensation cable force increment vector and performs staged synchronous tensioning operation. The main beam closure and system transformation are implemented. After the transformation of the continuous stress system of the whole bridge is completed, the whole bridge sensor network is activated to collect measured data, perform temperature decoupling calculation and build a bridge steady-state benchmark database. The data in the bridge steady-state benchmark database are extracted to calculate the comprehensive deviation value of the bridge state. When the stress deviation value, cable force deviation value or alignment deviation value is greater than the allowable stress deviation threshold, allowable cable force deviation threshold or allowable alignment deviation threshold, the final cable adjustment increment vector is calculated and the hydraulic servo tensioning execution equipment performs symmetrical staged tensioning adjustment.

[0008] Furthermore, in the substructure construction and main beam zero block casting steps, the steel reinforcement cages of the main pier and side piers are tied and the concrete of the main pier and side piers is poured; a temporary consolidation system is erected on the top of the main pier and prestressed anchorage is applied to construct a support platform; the zero block support is assembled on the support platform and a preload is applied to the zero block support, and the inelastic deformation of the zero block support is measured and eliminated; the zero block reinforcement is tied and prestressed ducts are arranged, cooling water pipes are embedded inside the zero block concrete, and circulating cooling water is injected for hydration heat cooling treatment to complete the casting of the main beam zero block; the structural parameters of the local anchorage zone and the main beam zero block are extracted to establish a local solid finite element model, the principal tensile stress of the local anchorage zone and the main beam zero block is calculated, and the principal tensile stress is compared with the standard value of concrete tensile strength.

[0009] Furthermore, in the routine symmetrical cantilever casting cycle and suspender installation steps, the upper-bearing intelligent cantilever bridge-building machine is symmetrically assembled on both sides of the zero block of the main beam. A progressively applied preload is applied to the upper-bearing intelligent cantilever bridge-building machine, and its inelastic deformation is measured and eliminated. Using the upper-bearing intelligent cantilever bridge-building machine as a working platform, standard segments of the main beam are symmetrically cast. After the standard segments of the main beam are formed, the traction equipment is used to precisely position and anchor the suspenders. The suspenders are tensioned and the formwork is removed, moving the upper-bearing intelligent cantilever bridge-building machine forward to the next segment to be cast.

[0010] Furthermore, in the steps of establishing a spatial finite element calculation model and a normal linear cable force optimization scheme, the engineering design database is read to establish a spatial finite element calculation model; the spatial stability coefficient and buckling mode characteristics of each construction stage are extracted using the spatial finite element calculation model; the theoretical precamber of each control point is calculated by combining the structural self-weight and construction load; a multi-objective optimization solution model for normal cable force is established, and the stress of the control section and the elevation of the main beam are extracted as constraint variables to solve the optimal cable force control target value for each construction stage.

[0011] Furthermore, in the typhoon-stressed dynamic cable adjustment step that links meteorological and on-site monitoring data, after activating the typhoon stress state, a stress compensation cable force inverse calculation model is established, and the compensation cable force increment vector is calculated and output. The compensation cable force increment vector is converted into pressure control parameters and sent to the hydraulic servo tensioning execution equipment, which then performs graded synchronous tensioning operations according to the preset tensioning order. After the typhoon subsides, the residual strain data of the structure is extracted, and the residual strain data is compared with the elastic deformation limit to perform post-disaster damage assessment. After confirming that the long-span continuous beam arch bridge has not suffered irreversible structural damage, the interruption and suspension state of the multi-objective optimization solution model for normal cable force is lifted.

[0012] Furthermore, in the main girder closure and system conversion steps, a full-span ground-supported steel pipe scaffold was erected on the side pier and a preload was applied. At the same time, counterweight water was discharged and concrete for the side span closure section was poured. The temporary support on the top of the main pier was removed, the temporary consolidation system was released, and the single cantilever load system conversion was completed. The longitudinal thrust was applied using longitudinal jacks to rigidly lock the main span closure opening before pouring concrete for the main span closure section, thus completing the conversion of the continuous load system of the entire bridge.

[0013] Furthermore, in the steady-state data acquisition and final cable adjustment steps of the completed bridge, after the transformation of the continuous stress system of the entire bridge is completed, the entire bridge sensor network, including intelligent strain gauges, intelligent cable force testers, alignment elevation control points, and intelligent temperature sensors, is activated; the initial measured concrete strain of the main beam and main arch rib control sections, the initial axial tension of the suspenders, the measured three-dimensional spatial coordinates of the alignment elevation control points, and the measured internal temperature of the structure are collected over multiple consecutive natural days; the initial structural state parameters of the completed bridge are decoupled and filtered for temperature effects, the steady-state strain of the control sections is calculated, and a steady-state benchmark database of the completed bridge is constructed; the data in the steady-state benchmark database of the completed bridge are extracted, and the stress deviation value, cable force deviation value, and alignment deviation value are calculated; when the stress deviation value is greater than the allowable stress deviation threshold, the cable force deviation value is greater than the allowable stress deviation threshold, and the cable force deviation value is greater than the allowable stress deviation threshold, the stress deviation value is calculated. When the allowable cable force deviation threshold or the linear deviation value exceeds the allowable linear deviation threshold, a linear superposition state equation is constructed using the cable force influence matrix. The linear superposition state equation is substituted into the quadratic programming objective function, and the quadratic programming objective function and physical boundary constraints are combined to solve for the final cable adjustment increment vector. The physical boundary constraints limit the total tension of the suspenders after applying the final cable adjustment increment vector to be between the lower limit of the anti-slackening tension and the upper limit of the allowable tensile strength of the suspenders, and the stress of the main beam section after applying the final cable adjustment increment vector is within the allowable stress range of the concrete material. The final cable adjustment increment vector is converted into pressure control parameters and sent to the hydraulic servo tensioning execution equipment. The hydraulic servo tensioning execution equipment performs tensioning or releasing operations on the target suspenders according to the control strategy of symmetry in the transverse direction and hierarchical control in the longitudinal direction.

[0014] This invention provides a construction method for large-span continuous beam arches suitable for coastal areas prone to strong typhoons. It offers the following advantages: 1. This invention establishes a dynamic cable adjustment mechanism for typhoon stress state that links meteorological and on-site monitoring data. It cross-validates the equivalent static gust wind pressure prediction value with the allowable wind resistance safety threshold. When the wind pressure exceeds the limit, the stress state is activated and the compensation cable force increment vector is calculated, driving the hydraulic servo tensioning execution equipment to perform staged synchronous tensioning operations. This dynamic cable adjustment mechanism avoids structural damage to long-span continuous beam arch bridges caused by extreme wind loads during the most unfavorable construction phase, improving construction safety in coastal strong typhoon environments.

[0015] 2. In the main girder closure and system transition stages, this invention simultaneously discharges counterweight water during the side span closure to maintain the stress balance of the main girders on both sides of the main pier. Before the main span closure, longitudinal jacks are used to apply longitudinal thrust to offset deformation deviations caused by environmental temperature differences. Subsequently, the main span closure joint is rigidly locked. These closure control methods overcome the interference of complex environmental temperatures on the expansion and contraction deformation of long-segment beams, avoid secondary internal force abrupt changes during the transition of the continuously stressed system, and ensure a smooth transition of the bridge structure's stress.

[0016] 3. After the continuous stress system of the entire bridge is transformed, this invention activates the entire bridge sensor network. It constructs a steady-state benchmark database of the completed bridge by decoupling from temperature effects and filtering and smoothing the collected measured data. When deviations exceed limits, it simultaneously solves the quadratic programming objective function and physical boundary constraints to calculate the final cable adjustment increment vector. The bridge steady-state data acquisition and evaluation process eliminates non-stress deformation interference caused by environmental temperature differences, ensuring the accuracy of the final suspender stress and alignment adjustment, and making the stress state of the completed bridge strictly conform to the design objectives. Attached Figure Description

[0017] Figure 1 This is a flowchart of the method of the present invention. Detailed Implementation

[0018] The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. 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 skilled in the art without creative effort are within the scope of protection of the present invention.

[0019] Please see the appendix Figure 1 This invention provides a construction method for large-span continuous beam arch bridges suitable for coastal areas prone to strong typhoons, specifically including steps S100 to S500.

[0020] S100 involves the construction of the substructure and the casting of the zero block of the main beam. The steel reinforcement cages for the main and side piers are tied, and the concrete for the main and side piers is poured. A temporary consolidation system is erected at the top of the main pier, and prestressed anchorage is applied, constructing a support platform. The zero block support is assembled on the support platform, and a preload is applied to the zero block support. The inelastic deformation of the zero block support is measured and eliminated. The steel reinforcement of the zero block is tied, and prestressed ducts are arranged. Cooling water pipes are embedded inside the zero block concrete, and circulating cooling water is injected for hydration heat cooling treatment, completing the casting and crack prevention control of the zero block. Structural parameters of the local anchorage zone and the zero block are extracted to establish a local solid finite element model. The principal tensile stresses of the local anchorage zone and the zero block are calculated, and the principal tensile stresses are compared with the standard value of concrete tensile strength to confirm that the structural bearing capacity meets the construction requirements.

[0021] S200 involves a routine symmetrical cantilever casting cycle and suspender installation. A top-bearing intelligent cantilever bridge-building machine is symmetrically assembled on both sides of the formed zero block. A progressively applied preload is applied to the top-bearing intelligent cantilever bridge-building machine, and its inelastic deformation is measured and eliminated. Using the top-bearing intelligent cantilever bridge-building machine as a working platform, standard segments of the main beam are symmetrically cast. After the standard segments of the main beam are formed, traction equipment is used to precisely position and anchor the suspenders. The suspenders are tensioned and the formwork is removed. The top-bearing intelligent cantilever bridge-building machine is then moved to the next segment to be cast, entering the routine symmetrical cantilever casting cycle.

[0022] S300: A spatial finite element method (FEM) model and a normal alignment cable force optimization scheme are established. The central analysis and early warning server reads the engineering design database to establish a spatial FEM model of the long-span continuous beam arch bridge. The spatial stability coefficients and buckling mode characteristics of each construction stage are extracted using the spatial FEM model. The theoretical precamber of each control point is calculated by combining the structure's self-weight and construction loads. A multi-objective optimization solution model for normal cable forces is established, extracting the stress of the control section and the main beam elevation as constraint variables to solve for the optimal cable force control target values ​​for each construction stage.

[0023] The S400 system performs dynamic cable adjustment under typhoon stress conditions, linking meteorological and on-site monitoring data. It acquires and analyzes real-time meteorological forecast sequences for the construction area. Forecast wind pressure is cross-validated with the structure's current most unfavorable wind resistance construction stage. When the forecast wind pressure exceeds the permissible wind resistance safety threshold, the multi-objective optimization solution model for normal cable force is blocked. The typhoon stress state is activated, and a stress compensation cable force inverse calculation model is established, outputting the compensation cable force increment vector. The hydraulic servo tensioning execution equipment receives the compensation cable force increment vector and performs graded synchronous tensioning operations according to the preset tensioning order. After the typhoon subsides, residual structural strain monitoring and post-disaster damage assessment are performed. Once safety is confirmed, dynamic recovery and restart of normal construction status are implemented.

[0024] S500 involves the main girder closure, system conversion, and final alignment control. A full-span, ground-supported steel pipe scaffold was erected on the side piers and preloaded. Water tank counterweights were used simultaneously with the pouring operation to complete the side span closure. Temporary supports at the top of the main piers were removed to release the temporary consolidation system, completing the single cantilever load-bearing system conversion. Longitudinal jacks were used to apply longitudinal thrust to offset deformation deviations caused by environmental temperature differences. After rigidly locking the main span closure joint, the main span closure section was poured, completing the continuous load-bearing system conversion for the entire bridge. After the entire bridge system conversion was completed, the entire bridge sensor network was activated to continuously collect measured data over multiple days. Temperature decoupling calculations were performed, and a steady-state benchmark database for the completed bridge was constructed. The comprehensive deviation value of the completed bridge state was calculated. When the stress deviation value, cable force deviation value, or alignment deviation value exceeded the allowable stress deviation threshold, allowable cable force deviation threshold, or allowable alignment deviation threshold, the final cable adjustment increment vector was calculated. The hydraulic servo tensioning actuator receives the final cable adjustment increment vector and performs symmetrical graded tensioning adjustment to complete the final alignment and suspender cable force control.

[0025] For the specifications for establishing spatial finite element calculation models and the principle of circulating cooling of large-volume concrete cooling water pipes, those skilled in the art can refer to the Structural Mechanics Analysis Manual and the Concrete Construction Specifications. The specifications for establishing spatial finite element calculation models and the principle of circulating cooling of large-volume concrete cooling water pipes are well-known technologies in this field and will not be elaborated here.

[0026] The execution of step S100 involves the construction of the foundation substructure and the overall pouring of the high-level large-volume zero block, as well as the local stress verification. Step S100 specifically includes sub-steps S110 to S140.

[0027] S110, Implement the construction of the foundation substructure and pre-embed components. Step S110 involves implementing the construction of the foundation substructure and pre-embedding components. Step S110 specifically includes sub-steps S111 to S113.

[0028] S111, Erect a steel cofferdam construction platform. Install the steel cofferdam structure in the waters at the bridge site to provide an underwater construction environment for the bridge foundation.

[0029] S112, Construction of the main pier bored piles and pile cap. The construction of the main pier bored piles is completed by drilling, lowering the reinforcing cage, and pouring concrete. The pile cap structure is then poured on top of the bored piles to connect the individual piles and form an integral foundation.

[0030] S113, pour the main pier body and install embedded parts. Tie the reinforcing bars in sections above the pier cap and pour the main pier body concrete. During the pouring of the main pier body concrete, embed the pier body bracket load-bearing embedded parts, temporary anchoring bars of the temporary fixed support pier, and related load-bearing steel components at the top of the main pier body.

[0031] For the specific assembly procedures of steel cofferdams and the drilling and casting process of bored piles, those skilled in the art can refer to the conventional bridge substructure construction specifications. The assembly procedures of steel cofferdams and the drilling and casting process of bored piles are well-known technologies in this field and will not be elaborated here.

[0032] S120, establish a temporary fixed structure between the pier body and the bottom of the main beam to form a temporary anti-overturning force system. Step S120 involves establishing the temporary fixed structure between the pier body and the bottom of the main beam, and specifically includes sub-steps S121 to S124.

[0033] S121, Temporary concrete supports of the same grade are installed. These temporary supports are installed before the construction of block zero. The temporary supports are cast from concrete of the same grade as the main pier body to match the load-bearing capacity of the substructure.

[0034] S122, Laying a plastic film isolation layer. To facilitate the future removal of the temporary support, a plastic film isolation layer is installed on the top and bottom surfaces of the temporary support. The plastic film isolation layer blocks the interfacial bonding between the concrete of the temporary support and the main pier body and the concrete of the main beam to be poured.

[0035] S123, connecting and anchoring temporary reinforcing bars. The temporary anchoring bars, pre-embedded inside the main pier body, are led upwards, penetrating the temporary support structure. The ends of the temporary anchoring bars that have penetrated the temporary support structure are extended into the formwork of the zero block to be poured, and finally anchored in the zero block concrete.

[0036] S124 forms the load-bearing system. After the No. 0 block concrete is poured and reaches the predetermined strength, it fixes the main pier body and the main beam together. The temporary fixing structure provides rigid support during the cantilever casting construction stage to withstand the unbalanced bending moment caused by the asymmetrical loads on both sides during the construction stage.

[0037] S130, Perform the overall casting and crack prevention control of the long segment large cross-section zero block and the local stress verification. Perform the overall casting and crack prevention control and local stress verification of the long segment large cross-section zero block as described in step S130. Step S130 specifically includes sub-steps S131 to S135.

[0038] S131. Install the main pier load-bearing bracket system and implement static load preloading. Assemble the load-bearing bracket system, made of structural steel, at the pre-embedded parts location on the side wall of the main pier. Apply static load preloading weight to the load-bearing bracket system using the jack reverse tension preloading method. Record the elevation deformation data of the load-bearing bracket system before and after preloading to eliminate the inelastic deformation of the load-bearing bracket system and measure the elastic deformation value, providing a data benchmark for setting the pre-camber of the subsequent formwork elevation.

[0039] S132, Install permanent supports and pour formwork on the pier top. Install permanent movable supports on the support pads at the top of the main pier. After completing the arrangement of temporary supports and temporary anchoring reinforcement, lay the bottom formwork, side formwork, and inner formwork of block zero above the load-bearing bracket system.

[0040] S133 involves pouring large-volume No. 0 block concrete and implementing hydration heat crack prevention control. Due to the structural characteristics of the No. 0 block, which has long segments and large cross-sections, the accumulation of internal hydration heat easily leads to structural cracking. A layered pouring process is adopted for pouring the No. 0 block concrete. When binding the internal steel mesh of the No. 0 block, cooling water pipes and intelligent temperature sensors are pre-embedded in the central area and surface area of ​​the No. 0 block concrete cross-section. During the pouring and curing period of the No. 0 block concrete, the core temperature and surface temperature of the No. 0 block concrete are collected in real time by the intelligent temperature sensors. The difference between the core temperature and the surface temperature of the No. 0 block concrete is calculated in real time to obtain the measured value of the internal and external temperature difference. A maximum allowable temperature difference limit is set based on the standard and specification limits of the initial tensile strength of concrete. When the measured value of the internal and external temperature difference approaches the maximum allowable temperature difference limit, the internal hydration heat of the No. 0 block concrete is removed by increasing the flow rate of cooling water in the cooling water pipes or reducing the inlet water temperature of the cooling water pipes, so that the measured value of the internal and external temperature difference is always less than or equal to the maximum allowable temperature difference limit.

[0041] S134 involves tensioning the longitudinal and transverse prestressed steel strands embedded inside the main beam. After the compressive strength and modulus of elasticity of the zero-block concrete test block cured under the same conditions reach the design requirements, the longitudinal and transverse prestressed steel strands embedded inside the zero-block concrete are symmetrically tensioned using hydraulic tensioning equipment. After the tensioning operation is completed, grouting and end anchoring operations are performed. For the conventional vibration process of large-volume concrete and the operation specifications for grouting and anchoring of ducts, those skilled in the art can refer to the bridge construction technical specifications. The conventional vibration process of large-volume concrete and the operation specifications for grouting and anchoring of ducts are well-known technologies in this field and will not be elaborated here.

[0042] S135, Perform local stress verification and allowable boundary setting for block zero. Extract the theoretical principal tensile and compressive stress distribution matrices of the block zero solid structure and prestressed tendon anchorage zone in the current large-volume cantilever casting state from the finite element simulation model. Combine the actual stress test data fed back by the intelligent strain gauges embedded inside block zero, compare the actual stress test data with the theoretical principal tensile and compressive stress distribution matrices, correct the finite element simulation model parameters, and then calibrate the upper and lower limits of the safety stress warning for the block zero structure in the subsequent cantilever assembly steps. This determines whether the overall casting structure state of the long-segment, large-section block zero meets the stress safety requirements for the subsequent cantilever assembly of the main beam.

[0043] S140, Perform complex stress calculations on the local anchorage zone and the zero block. Step S140 specifically includes sub-steps S141 to S144.

[0044] S141. Establish a three-dimensional solid finite element analysis model for the local structure. For areas with complex stress distribution within the long-span continuous beam arch bridge, an eight-node hexahedral spatial solid element is used to establish a local three-dimensional solid finite element analysis model. The areas with complex stress distribution specifically include the anchorage zone between the hangers and the main beam, the anchorage zone between the hangers and the main arch rib, the prestressing tendon anchorage zone, and the zero-block solid structure. For the application of conventional boundary conditions and the mesh generation of the three-dimensional solid finite element analysis model, those skilled in the art can refer to the Finite Element Numerical Analysis Handbook. The modeling and mesh generation of the three-dimensional solid finite element analysis model are well-known techniques in this field and will not be elaborated upon here.

[0045] S142, extract and apply the boundary loads from the overall analysis model to the three-dimensional solid finite element analysis model. Extract the calculated internal forces of the sections corresponding to the cantilever construction stage and the completed bridge stage from the overall finite element analysis model of the long-span continuous beam arch bridge. Apply the calculated internal forces of the sections as boundary moments and nodal loads to the corresponding section boundaries of the three-dimensional solid finite element analysis model. In the three-dimensional solid finite element analysis models of the prestressed tendon anchorage zone and the hanger anchorage zone, simultaneously apply the prestressed tendon tension and hanger tension as local concentrated loads corresponding to the construction stage.

[0046] S143, Solve for the principal tensile and compressive stress distribution data of the local structure. Solve the three-dimensional solid finite element analysis model after applying boundary loads and local concentrated loads, extracting the principal tensile and compressive stress distribution data under the most unfavorable construction load combination in the anchorage zones of the hangers and main beams, the hangers and main arch ribs, the prestressed tendon anchorage zones, and the zero block solid structure. Identify the concrete stress concentration area below the prestressed pad, and the peak stress coordinates at the junction of the transverse diaphragm and web inside the zero block.

[0047] S144. Compare on-site monitoring data and correct the safety stress control boundary. Obtain real strain test data from intelligent strain gauges pre-embedded in the anchorage zones of the hangers and main beams, the hangers and main arch ribs, the prestressed tendon anchorage zones, and the zero-block solid structure. Based on the measured elastic modulus of concrete, convert the real strain test data into measured stress values. Compare the residuals of the measured stress values ​​with the principal tensile stress distribution data and principal compressive stress distribution data output by the three-dimensional solid finite element analysis model. Using an inversion analysis method, with the goal of minimizing the sum of squared residuals between the measured stress values ​​and the theoretical stress values ​​calculated by the three-dimensional solid finite element analysis model, continuously iterate and correct the stiffness parameters and local load distribution coefficients of the three-dimensional solid finite element analysis model. Based on the corrected three-dimensional solid finite element analysis model, recalibrate the upper and lower limits of the safety stress warning for the local anchorage zones and the zero-block structure during subsequent cantilever assembly construction. When the measured stress value in subsequent construction steps approaches the upper limit of the safety stress warning, control the hydraulic servo tensioning actuator to lower the loading step of the hanger tensioning or prestressed steel strand tensioning.

[0048] The installation of the upper-bearing intelligent cantilever bridge building machine system and the normalized symmetrical cantilever pouring cycle construction described in step S200 are specifically sub-steps S210 to S230.

[0049] S210, assemble and statically preload the upper-bear intelligent cantilever bridge building machine system. Step S210 specifically includes sub-steps S211 to S214.

[0050] S211 is the main truss of the assembled upper-bear intelligent cantilever bridge-building machine system, with an added wind-resistant reinforcement system. The main truss of the upper-bear intelligent cantilever bridge-building machine system is symmetrically assembled on the cantilever sides at both ends of block zero. The main truss includes a load-bearing main beam, supporting columns, and a propulsion guide beam. Lateral wind-resistant cross-bracing steel tie rods are added between the supporting columns and the load-bearing main beam of the main truss, and these tie rods are fixed to the nodes between the supporting columns and the load-bearing main beam using pins. Vertical prestressed wind-resistant post-anchoring components are installed at the rear end of the main truss. The bottom end of these components is anchored inside the already poured top slab of block zero, and the top end is tensioned and locked to the rear of the main truss. The lateral wind-resistant cross-bracing steel tie rods and the vertical prestressed wind-resistant post-anchoring components together constitute a wind-resistant reinforcement system to resist wind loads.

[0051] S212, Install the CNC hydraulic hoisting system and traveling slide. The bottom formwork platform is suspended and installed below the main truss of the upper-bearing intelligent cantilever bridge-building machine system, and the CNC hydraulic hoisting system is deployed there. The CNC hydraulic hoisting system includes hydraulic servo cylinders and displacement sensors. The upper end of the hydraulic servo cylinder is connected to the main truss, and the lower end is connected to the bottom formwork platform. The displacement sensors provide feedback on the stroke of the hydraulic servo cylinders to adjust the spatial elevation of the bottom formwork platform. The traveling slide is anchored to the top surface of the already poured zero block to support the upper-bearing intelligent cantilever bridge-building machine system for overall forward movement.

[0052] S213, conduct static load preloading tests on the upper-bear intelligent cantilever bridge-building machine system. Test counterweights are loaded onto the bottom formwork platform. The test counterweights are water-filled tanks or sandbags, and the loaded weight is set to a preset multiple of the weight of the maximum cantilever beam segment. Test counterweights are applied in stages, and level instruments positioned on the main truss and bottom formwork platform are used to record the elevation settlement data of the upper-bear intelligent cantilever bridge-building machine system under each load level. The fully loaded test counterweights are maintained for a preset static observation time.

[0053] S214, extract deformation parameters and set the pre-camber of the upper-bear intelligent cantilever bridge-building machine system. Remove the test counterweights from the loading water tank or sandbags. Based on the elevation settlement data before loading, during full-load static loading, and after unloading, calculate the inelastic and elastic deformation of the main truss and bottom formwork platform of the upper-bear intelligent cantilever bridge-building machine system. The inelastic deformation has been permanently eliminated during the static load preloading test. Extract the elastic deformation recovered after unloading as the deformation compensation benchmark value. Superimpose the elastic deformation onto the design elevation of each cantilever casting segment, and calculate and output the pre-camber correction value of the corresponding cantilever casting segment.

[0054] S220 involves the positioning, symmetrical traction and installation, and anchoring tensioning of the boom. Step S220 specifically includes sub-steps S221 to S224.

[0055] S221. Locate the spatial orientation of the anchorage embedded parts on the main arch rib and the embedded sleeves on the main beam. Use a total station to measure the measured three-dimensional coordinates of the control points of the anchorage embedded parts on the main arch rib and the embedded sleeves on the main beam. Extract the theoretical design coordinates of the corresponding control points from the design drawings. Calculate the three-dimensional spatial distance deviation between the measured three-dimensional coordinates and the theoretical design coordinates. Use jacks and chain hoists to adjust the spatial orientation of the anchorage embedded parts and embedded sleeves in the longitudinal, transverse, and vertical directions of the bridge, continuously iterating the measurement and adjustment process until the three-dimensional spatial distance deviation is less than or equal to the set allowable deviation threshold. After the spatial elevation and alignment are qualified, weld and fix the anchorage embedded parts and embedded sleeves to the internal skeleton steel bars of the main arch rib and the main beam.

[0056] S222, Implement symmetrical deployment and traction installation of the suspenders. Deploy the suspenders on the bridge deck or level ground. Arrange winches and traction guide wheels at the ends of the main arch rib and main beam, respectively. Pass the traction wire rope through the anchorage pre-embedded parts of the main arch rib and the pre-embedded sleeves of the main beam, and connect it to the dedicated traction head at the end of the suspender. Control the winches to tighten the traction wire rope, pulling the suspender through the holes in the anchorage pre-embedded parts of the main arch rib and the pre-embedded sleeves of the main beam. During the traction installation of the suspenders, maintain symmetrical and synchronous traction movements of the suspenders on both sides of the main arch rib and the transverse sides of the main beam to prevent eccentric bending moments caused by unilateral eccentric loading on the main arch rib and main beam.

[0057] S223, Install anchoring components and intelligent monitoring elements. After the end of the suspender is pulled into place and penetrates the anchor plate, install the working anchor plate and wedge on the outside of the anchor plate of the main beam and main arch rib. Insert the intelligent cable force tester coaxially into the anchoring area at the end of the suspender. Install the intelligent cable force tester between the anchor plate and the working anchor plate, ensuring that the sensor force-bearing surface of the intelligent cable force tester is in close contact with the working anchor plate. This is used to collect the actual axial tension of the suspender during subsequent construction stages and in the completed bridge condition, and to transmit the actual axial tension data back to the central analysis and early warning server.

[0058] S224, Perform initial tensioning of the boom. A hydraulic servo tensioning actuator is installed on the outside of the working anchor plate. The central analysis and early warning server calculates and outputs the optimal initial tensioning force command for the current cantilever casting segment based on the normal cable force optimization model. The hydraulic servo tensioning actuator receives the optimal initial tensioning force command and drives the through-hole jack inside the actuator to perform symmetrical, staged tensioning of the boom. When the output tension of the hydraulic servo tensioning actuator reaches the optimal initial tensioning force calibration value, the clamping plate is locked into the conical hole of the working anchor plate using a limiting plate, completing the end anchoring of the boom.

[0059] For the specifications of winch traction operation and the internal structure of the foundation of the through-hole jack, those skilled in the art can refer to the specifications of bridge cable construction and the hydraulic machinery design manual. The specifications of winch traction operation and the internal structure of the foundation of the through-hole jack are well known technologies in this field and will not be described in detail here.

[0060] S230, Perform the normalized symmetrical cantilever casting cycle process. The normalized symmetrical cantilever casting cycle process described in step S230 specifically includes sub-steps S231 to S234.

[0061] S231, Bridge-building machine forward movement and formwork elevation adjustment. Release the vertical prestressed wind-resistant anchorage components of the upper-bearing intelligent cantilever bridge-building machine system. Using hydraulic propulsion jacks, synchronously move the upper-bearing intelligent cantilever bridge-building machine system on both sides of the main pier forward to the next beam segment to be poured on the traveling slide. Re-anchor the vertical prestressed wind-resistant anchorage components of the upper-bearing intelligent cantilever bridge-building machine system. Based on the formwork pre-camber correction value issued by the central analysis and early warning server, control the CNC hydraulic hoisting system to adjust the spatial elevation of the bottom formwork platform. Fix the bottom formwork platform, side formwork, and inner formwork into position.

[0062] S232: Reinforcing steel binding, installation of embedded parts, and symmetrical pouring of beam segment concrete. Within the space formed by the bottom formwork platform and side formwork, the bottom slab reinforcement, web reinforcement, and top slab reinforcement of the main beam are bound. Prestressed corrugated pipes, pre-embedded guide pipes for hangers, and intelligent strain gauges are positioned and installed inside the reinforcing steel cage. Concrete is pumped symmetrically to both sides of the main pier to pour the current beam segment. The volume and speed of concrete pouring on both sides of the main pier are controlled to ensure that the difference in weight between the two sides is always less than the set unbalanced load safety threshold.

[0063] S233, Concrete Curing and Prestressed Steel Tendon Tensioning. The concrete of the currently poured cantilever beam segment is kept moist and insulated for curing. After the compressive strength and elastic modulus of the concrete test blocks cured under the same conditions reach the standard values ​​specified in the design drawings, the inner and end molds are removed. The longitudinal and transverse prestressed steel tendons arranged inside the currently poured cantilever beam segment are tensioned using a hydraulic servo tensioning device. The prestressed ducts are vacuum grouted and anchored. For the conventional connection methods of prestressed corrugated pipes and the specific process flow of vacuum grouting, those skilled in the art can refer to the Technical Specifications for Prestressed Bridge Construction. The conventional connection methods of prestressed corrugated pipes and the specific process flow of vacuum grouting are well-known technologies in this field and will not be elaborated here.

[0064] S234, cyclically advance cantilever construction operations and status data acquisition. After the prestressed steel strand tensioning of the current cantilever beam segment is completed, the positioning, symmetrical traction installation, and anchoring tensioning of the hangers described in step S220 are executed. After the anchoring tensioning of the hangers for the current cantilever beam segment is completed, steps S231 to S233 are repeated to advance the cantilever construction of the next beam segment. In the normalized symmetrical cantilever construction cycle, the field data acquisition unit continuously acquires the actual strain data and structural spatial displacement data of each control section. The field data acquisition unit uploads the actual strain data and structural spatial displacement data to the central analysis and early warning server, providing measured reference data for cable force optimization calculation and pre-camber correction in subsequent construction stages.

[0065] S300 assesses structural stability during the construction phase and performs normal cable force optimization control. Step S300 specifically includes sub-steps S310 to S330.

[0066] S310, assess spatial stability and buckling modes during the construction phase. Step S310 involves assessing spatial stability and buckling modes during the construction phase, and specifically includes sub-steps S311 to S314.

[0067] S311. Establish a spatial finite element calculation model for the construction stage with the most unfavorable stress. The central analysis and early warning server runs its internal finite element simulation module to extract the construction stage with the most unfavorable stress based on the construction sequence of the long-span continuous beam arch bridge. Specifically, the construction stage with the most unfavorable stress is the maximum double cantilever construction stage before the main span closure and the maximum single cantilever construction stage after the side span closure. The finite element simulation module establishes corresponding spatial finite element calculation models for the above two construction stages and sets the consolidation boundary conditions at the bottom of the main arch rib and the bottom of the main pier.

[0068] S312 combines and applies dead load, construction eccentric load, and maximum design wind load. The structural self-weight of the main beam, main arch rib, and hangers is loaded into the spatial finite element calculation model, and the initial tension of the hangers and the prestressed steel strand tension at the corresponding construction stage are input. The self-weight of the upper-bearing intelligent cantilever bridge-building machine at the cantilever end of the main beam and the weight of the construction workers and equipment are applied as construction eccentric load node loads to the outermost node of the spatial finite element calculation model. The standard value of wind load in typhoon-prone coastal areas is introduced to calculate and apply the equivalent static wind load acting on the windward side of the bridge and main beam.

[0069] S313, Solve the eigenvalue buckling equation and extract the critical instability load factor. Based on the convergence of the static nonlinear calculation, the finite element simulation module considers the initial geometric imperfections and large displacement geometric nonlinear effects of the structure. It simultaneously establishes the structural elastic stiffness matrix of the spatial finite element calculation model and the structural geometric stiffness matrix generated after incorporating static loads to solve the eigenvalue buckling equation. The first-order eigenvalues ​​obtained from the solution are extracted as the first-order critical instability load factor, and the corresponding structural eigenvectors are extracted as the first-order buckling mode vectors.

[0070] S314 Extract buckling mode morphology and output spatial instability resistance assessment conclusion. Extract the in-plane or out-of-plane torsional instability morphology of the bridge indicated by the first-order buckling mode vector. Compare the first-order critical instability load coefficient with the allowable stability coefficient safety threshold set by the bridge design code. When the first-order critical instability load coefficient is greater than the allowable stability coefficient safety threshold, the spatial instability resistance of the current maximum cantilever construction stage is deemed qualified; when the first-order critical instability load coefficient is less than or equal to the allowable stability coefficient safety threshold, an early warning signal is generated and temporary wind-resistant cables are added at the cantilever end of the main beam. One end of the temporary wind-resistant cable is anchored to the cantilever end of the main beam, and the other end is tensioned and anchored to the main pier abutment or a pre-installed ground anchor pile to change the structural geometric stiffness matrix.

[0071] For the conventional node meshing rules of the spatial finite element calculation model and the specific calculation derivation process of the equivalent static wind load, those skilled in the art can refer to the bridge wind-resistant design code. The conventional node meshing rules of the spatial finite element calculation model and the specific calculation derivation process of the equivalent static wind load are well-known technologies in this field and will not be elaborated here.

[0072] S320, Perform control point pre-camber setting and error dynamic intervention. Step S320 specifically includes sub-steps S321 to S324.

[0073] S321. Establish alignment control points and extract the theoretical bridge alignment. Establish alignment control points on the top surface of each cantilevered casting segment of the main girder. Establish three symmetrical alignment control points at the cantilever front section of each segment to be cast, located on the left, center, and right sides of the main girder section, respectively. Extract the theoretical design elevation of each alignment control point in the final bridge configuration from the design drawings of the long-span continuous beam arch bridge.

[0074] S322, calculates multi-parameter sensitive deformation components. The central analysis and early warning server calls the finite element simulation module to calculate the vertical deflection deformation components of the main beam cantilever casting segment under various load conditions. The vertical deflection deformation components specifically include: the downward deflection deformation of the main beam caused by the self-weight of the newly cast beam segment and the self-weight of the upper-bearing intelligent cantilever bridge building machine; the thermal expansion and contraction deflection deformation of the main beam caused by the ambient temperature gradient load; the equivalent compressive upward deflection deformation caused by the tensioning of the longitudinal prestressed steel strands; the upward deflection deformation caused by the vertical component of the initial tensioning force of the hangers; and the long-term deflection deformation caused by concrete shrinkage and creep.

[0075] S323, Calculate and set the pre-camber of the formwork. Based on the deviation control equation between the predicted trajectory of the main beam cantilever casting and the theoretical alignment of the final bridge, and considering all vertical deflection deformation components, calculate the pre-camber of the formwork for each segment to be cast. Specifically, distinguish the positive and negative signs of the upward and downward deflection directions of each vertical deflection deformation component, algebraically sum the theoretical design elevation with each vertical deflection deformation component, and obtain the calculated pre-camber value for the corresponding segment to be cast. Convert the calculated pre-camber value into adjustment parameters for the bottom formwork platform and send them to the CNC hydraulic hoisting system of the upper-bearing intelligent cantilever bridge construction machine system for elevation positioning.

[0076] S324 implements dynamic intervention and correction of elevation errors. After the current cantilever casting segment is completed, the measured elevation of the alignment control points is measured using a total station. The elevation construction error between the measured elevation and the calculated pre-camber of the formwork is calculated. The elevation construction error sequence of the completed cantilever casting segment is input into a grey prediction model or artificial neural network model to deduce the elevation development trend of subsequent segments to be cast. The predicted trend error value is then superimposed on the calculated pre-camber of the formwork for the next segment to be cast to obtain the final formwork elevation command, which is then sent to the CNC hydraulic hoisting system for reverse compensation correction. Through the feedback mechanism of comparison, prediction, and correction, the cumulative alignment construction error of the main beam is controlled within the allowable range.

[0077] For the mathematical modeling process of the grey prediction model and the elevation coordinate measurement operation of the total station, those skilled in the art can refer to numerical analysis theory and engineering surveying specifications. The mathematical modeling process of the grey prediction model and the elevation coordinate measurement operation of the total station are well-known technologies in this field and will not be elaborated here.

[0078] S330, Execute the calculation of the normal cable force multi-objective optimization solution model. The calculation of the normal cable force multi-objective optimization solution model described in step S330 is performed. Step S330 specifically includes sub-steps S331 to S334.

[0079] S331. Construct the cable stress optimization control matrix and state objective set. Specify the main girder stress control sections and main arch rib displacement control nodes of the long-span continuous beam arch bridge within the central analysis and early warning server. Extract the theoretical target stresses for each stress control section and the theoretical target displacements for each displacement control node under reasonable bridge conditions from the completed bridge design scheme. Combine the theoretical target stresses and theoretical target displacements to construct the state objective set used to drive the optimization algorithm.

[0080] S332, Construct a multi-objective optimization function for normal cable forces. Establish an optimization model with the objective of minimizing the weighted sum of squared deviations. The multi-objective optimization solution model for normal cable forces quantifies the degree to which the internal forces and alignment parameters of the structure deviate from the theoretical targets under the current construction state. The calculation formula for the multi-objective optimization function for normal cable forces is: In the formula, The initial tension control vector of the boom to be optimized; To control the initial tension vector of the boom Optimize the objective function value under the influence of the action; This represents the total number of structural stress-controlled sections. This refers to the total number of displacement control nodes on the main structural beam and main arch rib. For the first The control section is at the initial tension control vector of the boom. The stress calculated by finite element simulation under action; For the first Theoretical target stress for each control section; For the first Each control node is in the initial tension control vector of the boom. Calculate spatial displacement using finite element simulation under action; For the first Theoretical target displacement of each control node; The set stress deviation penalty weighting coefficient; The set displacement deviation penalty weight coefficient.

[0081] S333 sets the physical boundary constraints for cable force optimization. To ensure structural safety, it defines the control vector for the initial tension of the hanger to be optimized. Set value boundaries. Extract the standard value of the tensile strength of the hanger material and multiply it by a preset safety reduction factor to set the upper limit of the allowable tension of the hanger. Extract the compressive and tensile strengths of the concrete material and set the upper limits of the allowable principal compressive stress and allowable principal tensile stress of the structural stress control section. Initial tension control vector of the hanger. The value space of the rod and the initial tension control vector of the boom The resulting structural response indices are all limited within the aforementioned physical boundary constraints.

[0082] S334 executes the optimization calculation and control command issuance using an artificial intelligence algorithm. The continuous beam arch bridge is a highly statically indeterminate structure; the initial tension control vector of the hangers... With calculated stress and calculation of spatial displacement There is a nonlinear mapping relationship between them. A genetic algorithm is used to perform the objective function optimization calculation. During the genetic algorithm's operation, the initial tension control vector of the boom to be optimized is... The chromosomes are converted into binary-coded individuals. For each generated chromosome, the central analysis and early warning server calls the finite element simulation module to perform forward stress calculations on the structure and obtain the calculated stress corresponding to that chromosome. With calculation of spatial displacement And calculate stress With calculation of spatial displacement Substitute into the objective function of multi-objective optimization of normal cable force In the middle, the objective function of multi-objective optimization of normal cable force will be... The reciprocal of is set as the fitness function. After a preset number of generations of crossover, mutation, and selection iterations, the output is such that the objective function... The optimal initial tension cable force control vector is obtained by minimizing the value. The central analysis and early warning server converts the optimal initial tension cable force control vector into an electrical signal control command, which is then sent to the hydraulic servo tensioning actuator to control the hydraulic pressure of the jacks.

[0083] For specific mathematical operators in genetic algorithms, such as fitness ratio selection, single-point crossover, and basic bit mutation, those skilled in the art can refer to relevant literature on artificial intelligence algorithms. The specific mathematical operators of genetic algorithms are well-known technologies in this field and will not be elaborated here.

[0084] S400 involves performing dynamic adjustments in typhoon response by linking meteorological and field monitoring data. Step S400 specifically includes sub-steps S410 to S430.

[0085] S410, Perform typhoon stress state trigger determination by cross-validating meteorological data and construction status. Step S410 specifically includes sub-steps S411 to S414.

[0086] S411 acquires and analyzes meteorological forecast sequence data in real time. The meteorological data direct connection gateway connects to the regional meteorological station database through a data interface to continuously acquire the on-site environmental wind field forecast sequence for the construction area. The environmental wind field forecast sequence includes average wind speed, maximum wind speed, and wind direction angle data for a future set time period. The central analysis and early warning server analyzes the environmental wind field forecast sequence and, based on the ground roughness category of the terrain where the bridge site is located, converts the maximum wind speed into the equivalent static gust wind pressure prediction value acting on the surface of the main beam of the long-span continuous beam arch bridge. For the specific aerodynamic calculation formula for converting the maximum wind speed into the equivalent static gust wind pressure prediction value, those skilled in the art can refer to the bridge wind-resistant design code. The calculation principle for converting the maximum wind speed into the equivalent static gust wind pressure prediction value is a well-known technology in this field and will not be elaborated here.

[0087] S412, real-time determination of the most unfavorable construction stage for structural wind resistance. The central analysis and early warning server reads the project construction progress log and the main girder cantilever length data fed back by the on-site data acquisition unit to determine whether the long-span continuous beam arch bridge is in the most unfavorable construction stage for wind resistance. The most unfavorable construction stage for wind resistance is specifically defined as the maximum double cantilever construction stage before the main span closure, the maximum single cantilever construction stage after the side span closure, and the asymmetric stress stage at the end of the main girder cantilever during the forward movement operation of the upper-bearing intelligent cantilever bridge building machine.

[0088] S413, Perform dual-condition cross-threshold verification. The central analysis and early warning server establishes cross-verification logic between meteorological wind pressure and structural status. The central analysis and early warning server extracts the critical instability load coefficient of the spatial finite element calculation model corresponding to the construction stage established in step S310 above, and converts the critical instability load coefficient into the allowable wind pressure threshold for the structure corresponding to the most unfavorable wind resistance construction stage. The equivalent static gust wind pressure prediction value is compared with the allowable wind pressure threshold for the structure.

[0089] S414, interrupting the normal optimization model and activating the typhoon stress state. When the predicted equivalent static gust wind pressure exceeds the structural allowable wind resistance safety threshold, and the structure is determined to be in the most unfavorable construction stage, the central analysis and early warning server generates a typhoon early warning interruption command. The typhoon early warning interruption command forcibly suspends the computation process of the normal cable force multi-objective optimization solution model. The central analysis and early warning server triggers and activates the typhoon stress state, locking the current measured stress state data fed back by the intelligent strain gauge and intelligent cable force tester, and storing the current measured stress state data in the central analysis and early warning server's database as the initial physical input condition for subsequent temporary compensation cable force increment inverse calculation.

[0090] S420, Establish the stress compensation cable force inverse calculation model and calculate the compensation cable force increment. Step S420 involves establishing the stress compensation cable force inverse calculation model and calculating the compensation cable force increment. Step S420 specifically includes sub-steps S421 to S424.

[0091] S421, Set the structural wind resistance stress control target under typhoon stress conditions. The central analysis and early warning server extracts the currently measured stress state data from storage. The current measured stress state data includes the initial measured stress vector of each control section and the measured initial axial tension of each hanger. Set the structural wind resistance stress control target under typhoon stress conditions. The structural wind resistance stress control target is: under the action of the equivalent static gust wind pressure prediction value, the final calculated stress of the control section is within the allowable stress range of the concrete material.

[0092] S422, Construct the cable force influence matrix. Establish a cable force influence matrix reflecting the linear relationship between cable force changes and cross-sectional stress changes. The central analysis and early warning server calls the spatial finite element calculation model, and sequentially applies unit cable force changes to each suspender in the spatial finite element calculation model. Extract the stress changes in the control section caused by each unit cable force change, and assemble them to form the cable force influence matrix. For the specific operations of applying unit loads and extracting response data in the spatial finite element calculation model, those skilled in the art can refer to the finite element analysis theory of structural mechanics. The specific operations of applying unit loads and extracting response data in the spatial finite element calculation model are well-known techniques in this field and will not be elaborated here.

[0093] S423, Establish a stress-compensation cable force inverse calculation model and set physical boundary constraints. Based on the cable force influence matrix and the structural wind resistance control target, establish a stress-compensation cable force inverse calculation model. The stress state equation of the stress-compensation cable force inverse calculation model is: In the formula, This represents the final calculated stress vector of the structural control section under typhoon stress conditions. This refers to the initial measured stress vector of the structural control section extracted from the measured stress state data. The force influence matrix formed during assembly; Let be the vector of the incremental force of the suspender compensation cable to be solved; This refers to the wind load stress vector generated at the structural control section when the equivalent static gust wind pressure prediction is applied alone to the spatial finite element calculation model. The final calculated stress vector is constrained. Each element in the formula is less than or equal to the standard values ​​of concrete tensile strength and compressive strength. A vector for the incremental force of the compensating cable in the hanger is set. The physical boundary constraints are as follows: Specifically, the physical boundary constraints are: applying the incremental vector of the compensating cable force on the suspender. The total tension of the suspender rod shall not be less than the lower limit of the anti-slackening cable force, and shall not be greater than the upper limit of the standard value of the suspender rod tensile strength multiplied by the safety factor.

[0094] S424 solves for the optimal compensation cable force increment and outputs the target tension control force. The central analysis and early warning server uses a quadratic programming algorithm to solve the stress compensation cable force inverse calculation model. A model is constructed to minimize the boom compensation cable force increment vector. The quadratic programming objective function is defined by the square of the second norm of the target. By simultaneously applying the stress state equations and physical boundary constraints, a quadratic programming algorithm is run to calculate the optimal suspender compensation cable force increment vector that satisfies both the structural wind resistance control objective and the physical boundary constraints. The components of the optimal suspender compensation cable force increment vector are algebraically added to the corresponding measured initial axial tension of the suspender to obtain the target tension control force for each suspender under typhoon stress. The central analysis and early warning server converts the target tension control force into pressure control parameters and sends them to the hydraulic servo tensioning actuator to perform the tensioning adjustment operation.

[0095] S430, Perform active defense tension adjustment and post-disaster dynamic recovery. The active defense tension adjustment and post-disaster dynamic recovery described in step S430 are specifically comprised of sub-steps S431 to S434.

[0096] S431: Issue and execute the stress compensation cable tensioning command. The central analysis and early warning server converts the target tension control force calculated in step S420 into pressure control parameters and sends them to the hydraulic servo tensioning actuators located at the anchorage ends of the main arch rib and main beam. To prevent sudden adjustments on one side or a single hanger from causing torsional deformation of the main beam, the hydraulic servo tensioning actuators adopt a graded synchronous tensioning control strategy, driving the through-hole jacks to gradually adjust the axial tension of each hanger to the target tension control force synchronously according to the preset tensioning steps. After adjustment, the clamps are relocked using limit plates.

[0097] S432 involves monitoring the structural condition during typhoon passage. During the typhoon, the central analysis and early warning server sends a command to the field data acquisition unit to increase the sampling frequency. The field data acquisition unit continuously records the measured stress time history data of each control section of the main beam and main arch rib, as well as the dynamic cable force data of each suspender, throughout the entire typhoon passage period.

[0098] S433, Post-Disaster Damage Assessment and Structural Safety Confirmation. After the typhoon weather warning is lifted, the central analysis and early warning server extracts the measured stress time history data recorded throughout the typhoon's passage and filters out the stress peak values. The stress peak values ​​are compared with the standard values ​​of compressive strength and tensile strength of concrete materials. Simultaneously, the central analysis and early warning server extracts the structural residual strain data after the typhoon has completely subsided to determine whether the structural residual strain data exceeds the elastic deformation limit. If the structural residual strain data does not exceed the elastic deformation limit, and the stress peak value is within the safety limit range of concrete materials, it is determined that the long-span continuous beam arch bridge has not suffered irreversible structural damage.

[0099] S434, execute post-disaster dynamic recovery and restart normal construction status. After confirming that the long-span continuous beam arch bridge has no structural damage, the central analysis and early warning server extracts the current measured stress state data locked and stored in step S414. The current measured stress state data includes the measured initial axial tension of each hanger before the typhoon. Calculate the difference between the target tension control force and the measured initial axial tension, and generate a reverse cable force correction command. The hydraulic servo tensioning execution equipment receives the cable force correction command and restores the axial tension of each hanger to the measured initial axial tension. After the cable force correction is completed, the central analysis and early warning server releases the interrupted suspension state of the normal cable force multi-objective optimization solution model, reactivates the normal cable force multi-objective optimization solution model, and continues to execute the normalized symmetrical cantilever casting cycle construction of the next segment to be poured.

[0100] For the design of the graded synchronous control circuit of the hydraulic servo tensioning actuator and the operation of the sampling frequency setting of the data acquisition instrument, those skilled in the art can refer to the electromechanical-hydraulic integrated control manual. The design of the graded synchronous control circuit of the hydraulic servo tensioning actuator and the operation of the sampling frequency setting of the data acquisition instrument are well known technologies in this field and will not be described in detail here.

[0101] S500 involves the closure of the main beam, system conversion, and final alignment control. Step S500 specifically includes sub-steps S510 to S540.

[0102] S510, Perform the conversion between the side span closure and the single cantilever system. The conversion between the side span closure and the single cantilever system described in step S510 is performed. Step S510 specifically includes sub-steps S511 to S514.

[0103] S511, Erect the scaffolding for the cast-in-place section of the side span and apply a counterweight. Erect a full-span, ground-supported steel pipe scaffolding on the side pier. Apply a preload to the full-span, ground-supported steel pipe scaffolding to eliminate its inelastic deformation and measure the elastic deformation value. After preloading, tie reinforcing bars to the full-span, ground-supported steel pipe scaffolding and pour the cast-in-place concrete for the side span. To maintain the stress balance of the main beams on both sides of the main pier, install water tanks at the cantilever ends on the main span side and inject counterweight water into the tanks. The weight of the counterweight water is equal to the weight of the concrete to be poured for the side span closure section.

[0104] S512, locking the side span closure segment and simultaneously pouring concrete. During the period of lowest ambient temperature, a rigid frame made of steel sections is welded to the embedded steel plates at the cast-in-place side span section and the cantilever end of the side span, achieving rigid locking of the side span closure segment. Temporary prestressed steel strands for the side span closure segment are tensioned. Concrete for the side span closure segment is poured. During the concrete pouring process, counterweight water in the water tank at the cantilever end of the main span is simultaneously and equally discharged according to the pouring progress of the side span closure segment concrete, keeping the spatial elevation of the cantilever end of the main beam constant.

[0105] S513, tensioning the prestressed steel strands and releasing the temporary consolidation system. After the compressive strength and elastic modulus of the concrete test blocks of the side span closure section under the same curing conditions reach the standard values ​​specified in the design drawings, tension the longitudinal prestressed steel strands of the bottom and top slabs of the side span. Vacuum grouting and end anchoring are performed on the prestressed ducts. Using rock drills and cutting equipment, the temporary concrete supports of the same grade as the main pier body at the top of the main pier are removed, and the temporary anchoring steel bars inside the main pier body are cut. After releasing the temporary consolidation system, the structural stress system of the long-span continuous beam arch bridge changes from a double cantilever T-shaped rigid frame state to a single cantilever stress state supported by both the main pier and the side pier.

[0106] S514, Perform stress verification of the main beam root section after system conversion. System conversion will cause redistribution of internal forces in the structure. Extract the internal force calculation results of the main beam root section under single cantilever loading from the spatial finite element calculation model, and verify the normal stress of the main beam root section. The specific calculation method is as follows: divide the axial force borne by the main beam root section under single cantilever loading by the physical cross-sectional area of ​​the main beam root section, add the bending stress caused by the bending moment borne by the main beam root section, and calculate the normal stress value of the control edge of the main beam root section under single cantilever loading. Compare the calculated normal stress value with the allowable stress standard value of concrete material to confirm the stress safety of the main beam root section under single cantilever loading.

[0107] For the erection process, pre-stressing process, and specific welding specifications of the rigid frame of the full-span ground-supported steel pipe scaffold, those skilled in the art can refer to the design specifications for bridge construction scaffolds and the welding standards for steel structures. The erection process, pre-stressing process, and specific welding specifications of the rigid frame of the full-span ground-supported steel pipe scaffold are well-known technologies in this field and will not be elaborated here.

[0108] S520, Perform mid-span jacking closure with stiffness and temperature difference coupling. Step S520 specifically includes sub-steps S521 to S524.

[0109] S521, Deploy the jacking equipment and collect environmental temperature difference parameters. Longitudinal jacking jacks and jacking reaction frames are symmetrically installed at the cantilever ends of the main beams on both sides of the main span closure joint. Intelligent temperature sensors are pre-embedded inside the concrete of the main beams on both sides of the main span closure joint. These intelligent temperature sensors continuously collect real-time data on the internal temperature of the main beam concrete and the external ambient temperature, extracting the range of environmental temperature difference changes at the main span closure joint during the planned closure period.

[0110] S522, Calculate the theoretical jacking force coupled with stiffness and temperature difference. Extract the longitudinal jacking stiffness of the main pier and main beam composite structure after system transformation from the previously established spatial finite element calculation model. Combine the longitudinal jacking stiffness with the amplitude of environmental temperature difference changes to calculate the theoretical jacking force required to offset the shrinkage or elongation deformation at the main span closure joint caused by environmental temperature changes. Specifically, calculate the temperature difference between the actual closure environment temperature and the design theoretical closure temperature; multiply the effective temperature-receiving length of the single-sided cantilever from the main span closure joint to the centerline of the main pier, the linear expansion coefficient of the main beam concrete material, and the calculated temperature difference to obtain the theoretical deformation caused by the environmental temperature difference; then multiply the theoretical deformation by the longitudinal jacking stiffness to obtain the theoretical jacking force.

[0111] S523 implements intelligent jacking operations and rigid locking of the closure joint. The central analysis and early warning server converts the theoretical jacking force into electronically controlled pressure parameters and sends them to the hydraulic control pump station of the longitudinal jacking jacks. The hydraulic control pump station drives the longitudinal jacking jacks to apply longitudinal thrust to the main beams on both sides of the main span closure joint. Simultaneously, displacement sensors deployed at the main span closure joint monitor the actual width of the closure joint in real time and feed the actual width back to the central analysis and early warning server, forming a closed-loop control of displacement and pressure. The longitudinal thrust eliminates the displacement deviation of the main beams on both sides of the main span closure joint caused by temperature differences, adjusting the main span closure joint to the design target width. While maintaining the theoretical jacking force output of the longitudinal jacking jacks, a rigid locking frame made of structural steel is welded to the embedded steel plates on both sides of the main beams of the main span closure joint. The rigid locking frame connects the main beams on both sides of the main span closure joint into an integral structure, restricting the relative displacement of the main span closure joint during subsequent concrete pouring.

[0112] S524, pouring concrete for the mid-span closure section and completing the overall bridge system conversion. After the rigid locking frame at the main span closure joint is welded, the internal reinforcement bars and prestressed ducts of the main span closure section are tied. The main span closure section concrete is poured during the nighttime period when the ambient temperature is lowest and temperature changes are gradual. After the compressive strength and elastic modulus of the concrete test blocks cured under the same conditions reach the standard values ​​specified in the design drawings, the longitudinal and transverse prestressed steel strands of the main span closure section are tensioned and the ducts are grouted. The longitudinal jacking jacks are released and removed. The rigid locking frame is poured along with the main span closure section concrete and remains inside the structure, completing the final closure of the large-span continuous beam arch bridge and the conversion of the entire bridge's continuous load-bearing system.

[0113] For the internal mechanical structure of the longitudinal jacking jack and the basic working principle of the hydraulic control pump station, those skilled in the art can refer to the design manual for special equipment for bridge construction. The internal mechanical structure of the longitudinal jacking jack and the basic working principle of the hydraulic control pump station are well-known technologies in this field and will not be described in detail here.

[0114] S530, Perform bridge steady-state data acquisition. Step S530 specifically includes sub-steps S531 to S534.

[0115] S531, Configure the bridge's completed state sensor network and set the data acquisition period. After the entire bridge system of the long-span continuous beam arch bridge is converted and temporary construction loads are removed, the central analysis and early warning server activates the entire bridge sensor network. The entire bridge sensor network includes intelligent strain gauges embedded in the control sections of the main beams and main arch ribs, intelligent cable force testers fitted onto the anchoring ends of the hangers, linear elevation control points arranged on the top plate of the main beams, and intelligent temperature sensors embedded in the concrete. The data acquisition period for the bridge's steady-state data is set to multiple consecutive natural days. The central analysis and early warning server calculates the real-time temperature change rate fed back by the intelligent temperature sensors. When the real-time temperature change rate is continuously less than the set stability threshold, it is determined that the ambient temperature is in a period of stability, triggering the effective extraction of the bridge's steady-state data.

[0116] S532 collects multi-dimensional initial structural state parameters of the completed bridge. Within a set acquisition period, the on-site data acquisition unit continuously reads data signals fed back from the entire bridge's sensor network. The acquired initial structural state parameters include the initial measured concrete strain of the main beam and main arch rib control sections, the initial axial tension of each hanger, the measured three-dimensional spatial coordinates of each alignment elevation control point of the entire bridge, and the measured internal temperature of each control section.

[0117] S533 performs temperature decoupling and steady-state mean calculation of the collected data. The material properties and structural stiffness of concrete are affected by ambient temperature. The central analysis and early warning server performs temperature effect decoupling and filtering smoothing on the initial structural state parameters of the completed bridge to eliminate non-stress deformation caused by thermal expansion and contraction. The specific calculation method is as follows: calculate the temperature difference between the measured internal temperature of each control section and the reference temperature; multiply the temperature difference by the temperature-strain coupling coefficient pre-calibrated by the linear expansion test of the concrete material to obtain the temperature-coupled deformation; subtract the temperature-coupled deformation from the initial measured concrete strain at each sampling point to obtain the temperature-decoupled strain; and arithmetically average all temperature-decoupled strains acquired during the stable period within the acquisition cycle to calculate the steady-state strain value of the control section. Through temperature decoupling and steady-state mean calculation, the steady-state physical reference value of the completed bridge after eliminating environmental interference is obtained.

[0118] S534, constructing a bridge steady-state benchmark database. The central analysis and early warning server stores the calculated steady-state strain values ​​of the control sections, the axial tension of the hangers after eliminating the influence of temperature differences, and the spatial coordinates of the alignment in the database, constructing a bridge steady-state benchmark database for long-span continuous beam-arch bridges. The bridge steady-state benchmark database serves as the initial benchmark state matrix for structural health monitoring, long-term alignment evolution analysis, and damage identification during the bridge's life cycle.

[0119] For the hardware wiring method and underlying analog-to-digital conversion principle of intelligent strain gauges and intelligent cable force testers, those skilled in the art can refer to the electronic measuring instrument specifications. The hardware wiring method and underlying analog-to-digital conversion principle of intelligent strain gauges and intelligent cable force testers are well-known technologies in this field and will not be elaborated here.

[0120] S540, Perform the final search operation. The final search operation described in step S540 is performed. Step S540 specifically includes sub-steps S541 to S544.

[0121] S541, Calculate the comprehensive deviation value of the completed bridge state. The central analysis and early warning server extracts the calculated steady-state strain value of the control section, the axial tension of the suspenders, and the spatial coordinates of the alignment from the bridge's steady-state benchmark database. The calculated steady-state strain value of the control section is multiplied by the elastic modulus of the main beam concrete to obtain the measured steady-state stress. The central analysis and early warning server retrieves the theoretical target stress, theoretical target cable force, and theoretical target alignment of the completed bridge as specified in the design drawings from the pre-set engineering design database. The measured steady-state stress, suspender axial tension, and alignment spatial coordinates are algebraically subtracted from the theoretical target stress, theoretical target cable force, and theoretical target alignment to obtain the stress deviation value, cable force deviation value, and alignment deviation value.

[0122] S542, assess deviations and determine cable adjustment trigger conditions. The central analysis and early warning server extracts the allowable stress deviation threshold, allowable cable force deviation threshold, and allowable alignment deviation threshold set in the bridge acceptance specifications. The stress deviation value, cable force deviation value, and alignment deviation value are compared numerically with the allowable stress deviation threshold, allowable cable force deviation threshold, and allowable alignment deviation threshold, respectively. When the stress deviation value is less than or equal to the allowable stress deviation threshold, the cable force deviation value is less than or equal to the allowable cable force deviation threshold, and the alignment deviation value is less than or equal to the allowable alignment deviation threshold, the current bridge condition of the long-span continuous beam arch bridge is deemed acceptable, and physical cable adjustment is not performed. When the stress deviation value is greater than the allowable stress deviation threshold, the cable force deviation value is greater than the allowable cable force deviation threshold, or the alignment deviation value is greater than the allowable alignment deviation threshold, the final cable adjustment calculation procedure is triggered.

[0123] S543, Solve for the final cable adjustment increment vector. The central analysis and early warning server calls the spatial finite element calculation model to extract the cable force influence matrix of the structural internal forces and displacements on cable force changes under the completed bridge state. Using the cable force influence matrix, a linear superposition state equation reflecting the relationship between cable force adjustment and predicted stress and predicted alignment is constructed. A quadratic programming objective function is established with the goal of minimizing the sum of squares of stress deviation and alignment deviation values. The changes in suspender cable forces that need to be adjusted for the entire bridge are combined into the final cable adjustment increment vector, and this final cable adjustment increment vector is set as the optimization variable of the quadratic programming objective function. The linear superposition state equation is substituted into the quadratic programming objective function. Physical boundary constraints are set for the final cable adjustment increment vector. Specifically, the total tension of the suspenders after applying the final cable adjustment increment vector is between the lower limit of the anti-slack tension and the upper limit of the allowable tensile strength of the suspenders, and the stress of the main beam section after applying the final cable adjustment increment vector is within the allowable stress range of the concrete material. By combining the quadratic programming objective function with the physical boundary constraints, and running quadratic programming solution algorithms such as the interior point method or the effective set method, the final adjustment increment vector that minimizes the quadratic programming objective function is calculated and output.

[0124] S544, symmetrical graded tensioning adjustment is implemented. The central analysis and early warning server converts the final cable adjustment increment vector into pressure control parameters, which are then sent to the hydraulic servo tensioning actuators located at the anchorage ends of the main arch rib and main beam. To prevent eccentric torsional deformation of the main beam, the hydraulic servo tensioning actuators drive the through-hole jacks to tension or release the target hangers according to a symmetrical tensioning control strategy in the transverse direction and graded tensioning in the longitudinal direction. After the tensioning or releasing operation reaches the set pressure control parameters, the anchor clamps are re-inserted into the anchor plate cone holes using limit plates for rigid locking, completing the final cable force adjustment.

[0125] For the mechanical clamping structure of the through-hole jack and the fatigue strength characteristics of the high-strength steel wire, those skilled in the art can refer to the instructions for use of prestressed tensioning equipment and engineering materials manuals. The mechanical clamping structure of the through-hole jack and the fatigue strength characteristics of the high-strength steel wire are well-known technologies in this field and will not be elaborated here.

[0126] 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 construction method for large-span continuous beam arches suitable for coastal areas prone to strong typhoons, characterized in that, Includes the following steps: The construction of the substructure and the casting of the zero block of the main beam were carried out to confirm that the structural bearing capacity met the construction requirements. Implement routine symmetrical cantilever casting cycles and hanger installation; A spatial finite element calculation model was established to calculate the optimal cable force control target value for each construction stage; The system performs dynamic typhoon stress adjustment by linking meteorological and field monitoring data. It obtains the equivalent static gust wind pressure prediction value from meteorological forecast sequence data and compares the equivalent static gust wind pressure prediction value with the allowable wind resistance safety threshold. When the equivalent static gust wind pressure prediction value is greater than the allowable wind resistance safety threshold, the system blocks the normal cable force multi-objective optimization solution model, activates the typhoon stress state, and calculates and outputs the compensation cable force increment vector. The hydraulic servo tensioning execution equipment receives the compensation cable force increment vector and performs graded synchronous tensioning operations. After the main girder closure and system conversion are implemented, the entire bridge's continuous stress system conversion is completed, and the entire bridge's sensor network is activated. Measured data is collected, temperature decoupling calculations are performed, and a bridge steady-state benchmark database is constructed. Data from the bridge steady-state benchmark database is extracted to calculate the comprehensive deviation value of the bridge's state. When the stress deviation value, cable force deviation value, or alignment deviation value is greater than the allowable stress deviation threshold, allowable cable force deviation threshold, or allowable alignment deviation threshold, the final cable adjustment increment vector is calculated, and symmetrical graded tensioning adjustment is performed by the hydraulic servo tensioning execution equipment.

2. The construction method for large-span continuous beam arches applicable to coastal areas prone to strong typhoons, as described in claim 1, is characterized in that... The steps for carrying out the substructure construction and the casting of the main beam's zero block include: Tie the steel reinforcement cage of the main pier and the side pier and pour the concrete of the main pier and the side pier; A temporary consolidation system was erected on the top of the main pier and prestressed anchoring was applied to construct a support platform; Assemble the zero block support on the support platform and apply a preload to the zero block support, then measure and eliminate the inelastic deformation of the zero block support; The steel bars of the No. 0 block are tied and prestressed ducts are arranged. Cooling water pipes are embedded in the concrete of the No. 0 block, and circulating cooling water is injected to cool down the hydration heat, thus completing the pouring of the No. 0 block of the main beam. Structural parameters of the local anchorage zone and the zero block of the main beam are extracted to establish a local solid finite element model. The principal tensile stress of the local anchorage zone and the zero block of the main beam is calculated, and the principal tensile stress is compared with the standard value of concrete tensile strength.

3. The construction method for large-span continuous beam arches applicable to coastal areas prone to strong typhoons, as described in claim 1, is characterized in that... The steps for implementing a routine symmetrical cantilever casting cycle and suspension rod installation include: The improved diamond-shaped hanging baskets are symmetrically assembled on both sides of the zero block of the main beam. The improved diamond-shaped hanging baskets are subjected to step-by-step preload, and the inelastic deformation of the improved diamond-shaped hanging baskets is measured and eliminated. The improved rhomboid hanging basket was used as a working platform to symmetrically cast standard segments of the main beam; After the standard segments of the main beam are formed, traction equipment is used to perform precise positioning and cable anchoring of the hangers; Tension the suspension rods and remove the formwork, then move the improved diamond-shaped hanging basket to the next segment to be poured.

4. The construction method for large-span continuous beam arches applicable to coastal areas prone to strong typhoons, as described in claim 1, is characterized in that... The steps for establishing a spatial finite element calculation model and a normal linear cable force optimization scheme include: Read the engineering design database and establish a spatial finite element calculation model; Spatial stability coefficients and buckling mode characteristics of each construction stage were extracted using a spatial finite element calculation model. Calculate the theoretical precamber at each control point by combining the structure's self-weight and construction load; A multi-objective optimization solution model for normal cable force was established, and the stress of the control section and the elevation of the main beam were extracted as constraint variables to calculate the optimal cable force control target value for each construction stage.

5. The construction method for large-span continuous beam arches applicable to coastal areas prone to strong typhoons, as described in claim 1, is characterized in that... The steps for implementing dynamic typhoon stress response by linking meteorological and field monitoring data include: Acquire and analyze meteorological forecast sequence data of the construction area, and extract equivalent static gust wind pressure prediction values; The equivalent static gust wind pressure prediction value is compared with the structural allowable wind resistance safety wind pressure threshold corresponding to the most unfavorable construction stage of the structure. When the predicted equivalent static gust wind pressure exceeds the structural allowable wind pressure threshold, the normal cable force multi-objective optimization solution model is blocked, and the typhoon stress state is activated.

6. The construction method for large-span continuous beam arches applicable to coastal areas prone to strong typhoons, as described in claim 5, is characterized in that... The steps to be taken after activating typhoon stress response include: Establish a stress compensation cable force inverse calculation model and output the compensation cable force increment vector; The compensation cable force increment vector is converted into pressure control parameters and sent to the hydraulic servo tensioning execution device. The hydraulic servo tensioning execution device performs graded synchronous tensioning operations according to the preset tensioning order. After the typhoon subsides, residual strain data of the structure is extracted, and the residual strain data is compared with the elastic deformation limit to perform post-disaster damage assessment. After confirming that no irreversible structural damage has occurred to the long-span continuous beam arch bridge, the interruption and suspension of the multi-objective optimization solution model for normal cable forces is lifted.

7. The construction method for large-span continuous beam arches applicable to coastal areas prone to strong typhoons, as described in claim 1, is characterized in that... The steps for implementing the main girder closure and system conversion include: A full-span ground-mounted steel pipe support was erected on the side of the pier and a preload was applied. At the same time, counterweight water was discharged and concrete was poured for the side span closure section. Remove the temporary supports on the top of the main pier, release the temporary consolidation system, and complete the conversion of the single cantilever load-bearing system; By using longitudinal jacks to apply longitudinal thrust, the main span closure joint is rigidly locked before the main span closure section concrete is poured, thus completing the transformation of the continuous force system of the entire bridge.

8. The construction method for large-span continuous beam arches applicable to coastal areas prone to strong typhoons, as described in claim 1, is characterized in that... The steps for acquiring steady-state data of the bridge in the final linear control include: After the transformation of the continuous stress system of the entire bridge is completed, the entire bridge sensor network, which includes intelligent strain gauges, intelligent cable force testers, linear elevation control points, and intelligent temperature sensors, is activated. The initial measured concrete strain of the main beam and arch rib control sections, the initial axial tension of the suspenders, the measured three-dimensional spatial coordinates of the bridge-completed bridge, and the measured internal temperature of the structure were collected over several consecutive natural days. Temperature effect decoupling and filtering smoothing were applied to the initial structural state parameters of the completed bridge. The steady-state strain of the control section was calculated, and a steady-state reference database for the completed bridge was constructed.

9. A construction method for large-span continuous beam arches applicable to coastal areas prone to strong typhoons, as described in claim 8, is characterized in that... The final tuning steps in final linear control include: Extract data from the bridge's steady-state reference database and calculate stress deviation, cable force deviation, and alignment deviation. When the stress deviation value is greater than the allowable stress deviation threshold, the cable force deviation value is greater than the allowable cable force deviation threshold, or the linear deviation value is greater than the allowable linear deviation threshold, the linear superposition state equation is constructed using the cable force influence matrix. Substituting the linear superposition state equations into the quadratic programming objective function, and simultaneously solving the quadratic programming objective function and the physical boundary constraints, the final adjustment increment vector is calculated.

10. A construction method for large-span continuous beam arches applicable to coastal areas prone to strong typhoons, as described in claim 9, is characterized in that... The specific constraints of the physical boundary conditions and the tensioning steps include: The physical boundary constraints limit the total tension of the suspenders after the final cable adjustment increment vector is applied to be between the lower limit of the anti-slack cable force and the upper limit of the allowable tensile strength of the suspenders, and the stress of the main beam section after the final cable adjustment increment vector is within the allowable stress range of the concrete material. The final cable adjustment increment vector is converted into pressure control parameters and sent to the hydraulic servo tensioning actuator. The hydraulic servo tensioning actuator performs tensioning or releasing operations on the target suspender according to the control strategy of symmetry in the transverse direction and hierarchical control in the longitudinal direction.

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