Meteorological parameter-based netted suspension arch bridge linear control method

Abstract

The application relates to the technical field of bridge construction and discloses a netted sling arch bridge linear control method based on meteorological parameters, which comprises the following steps: a dynamic coupling model of multi-source meteorological parameters and a non-uniform temperature field of a steel box arch rib is established; temperature field distribution data of key sections of the steel box arch rib and multi-source meteorological parameters are collected in real time through a wireless sensor network; a temperature deformation prediction value of the steel box arch rib is calculated by using the dynamic coupling model and based on the real-time collected multi-source meteorological parameters; according to the temperature deformation prediction value, sling force pre-compensation instructions of each sling are output for slings with different horizontal angles in the netted sling; and the future linear change trend of the steel box arch rib is predicted based on the dynamic coupling model, and an optimal closing window is recommended. The application establishes a real-time dynamic coupling model of meteorological parameters, a temperature field, structural deformation and sling force, realizes real-time dynamic control of the arch rib linear shape, proposes a differentiated sling force regulation strategy for slings with different horizontal angles, and improves the linear control precision of the arch rib.

Description

Technical Field

[0001] This invention relates to the field of bridge construction technology, and more specifically, to a method for controlling the alignment of a mesh cable-stayed arch bridge based on meteorological parameters. Background Technology

[0002] Long-span tied arch bridges mainly adopt steel box arch rib structures. During the closure construction stage, the structural system will change. The closure accuracy directly affects the degree of coincidence between the permanent load pressure line and the ideal arch axis, which is crucial to the safety and durability of the bridge in long-term operation.

[0003] In existing technologies, the construction of long-span arch bridges typically uses a fixed closure temperature value as a control benchmark. However, meteorological parameters such as solar radiation, air temperature, and wind speed have significant time-varying characteristics, which can lead to a real-time changing and spatially uneven temperature field inside the steel box arch ribs. This non-uniform temperature field can cause complex temperature deformation of the arch ribs, which is one of the key factors leading to closure errors. Using a fixed closure temperature value cannot adapt to dynamically changing meteorological conditions, and may lead to forced closure when the temperature field is unfavorable, leaving structural hidden dangers.

[0004] For cable-stayed arch bridges, the cable arrangement has unique characteristics. Taking a 160m span cable-stayed arch bridge as an example, the entire bridge has 44 cables. Among them, the horizontal angle between cables Z1 and Y11 is 57°, and the horizontal angle between the remaining cables is 65°. The cables are cross-anchored. Temperature deformation has different effects on the cable force of cables at different positions and angles. Existing technologies lack a linear control method that takes into account meteorological parameters in real time and makes differentiated adjustments for this type of cable-stayed structure.

[0005] Therefore, it is necessary to propose a method for controlling the alignment of a mesh cable-stayed arch bridge based on meteorological parameters, in order to at least partially solve the problems existing in the prior art. Summary of the Invention

[0006] The summary section introduces a series of simplified concepts, which will be further explained in detail in the detailed description section. The summary section of this invention is not intended to limit the key features and essential technical features of the claimed technical solution, nor is it intended to determine the scope of protection of the claimed technical solution.

[0007] To at least partially solve the above problems, the present invention provides a method for controlling the alignment of a mesh cable-stayed arch bridge based on meteorological parameters, comprising: S1. Establish a dynamic coupling model between multi-source meteorological parameters and the non-uniform temperature field of the steel box arch rib; S2. Real-time acquisition of temperature field distribution data and multi-source meteorological parameters at key sections of the steel box arch rib via wireless sensor network; among which, multi-source meteorological parameters include solar radiation intensity, ambient temperature, and wind speed data of the construction area; S3. Using the dynamic coupling model, calculate the predicted temperature deformation value of the steel box arch rib based on the real-time collected multi-source meteorological parameters; S4. Based on the predicted temperature deformation value, output the cable force pre-compensation command for each cable with different horizontal angles in the mesh cable. S5. Based on the dynamic coupling model, predict the future trend of the steel box arch rib shape change and recommend the optimal closing window.

[0008] Preferably, step S1 includes: S11. Establish a transient thermal analysis finite element model that considers the combined effects of solar radiation intensity, component shading, ambient temperature, and wind speed. S12. Use the structural parameters of the steel box arch rib, the thermal properties of the material, and the component occlusion relationship during the construction stage as inputs to the model. S13. Establish a thermo-mechanical coupling analysis module for the instantaneous temperature field and structural deformation of the steel box arch rib, which is used for real-time calculation of the instantaneous temperature field and structural deformation of the steel box arch rib. S14. Establish a module to transfer the influence of steel box arch rib structure deformation and cable force, which is used to calculate the influence of steel box arch rib structure deformation on cable force.

[0009] Preferably, the arrangement of the wireless sensor network in step S2 includes: At least three rows of temperature sensors are arranged at preset intervals along the height of the steel box arch rib section to obtain the vertical temperature gradient of the section. At least two rows of temperature sensors are arranged in the width direction of the steel box arch rib section to obtain the transverse temperature gradient of the section; Radiation temperature monitoring sections are set at the arch foot, 1 / 4 span, arch top, and 3 / 4 span along the longitudinal direction of the steel box arch rib. Solar radiation sensors are arranged on the sun-facing and shadow-facing surfaces of the outer surface of the steel box at each radiation temperature monitoring section.

[0010] Preferably, the step S3 of calculating the predicted temperature deformation value of the steel box arch rib includes: S31. Input the real-time collected solar radiation intensity data into the transient thermal analysis finite element model to calculate the radiative heat flux density on each surface of the steel box arch rib. S32. Calculate the convective heat transfer coefficient based on the real-time collected wind speed data, and use it as the convective boundary condition for the transient thermal analysis finite element model. S33. Set the reference temperature boundary of the transient thermal analysis finite element model based on the real-time collected ambient temperature data; S34. Based on the actual spatial shape of the steel box arch rib and the temporary component shading relationship during the construction stage, calculate the shadow area and effective radiation area of ​​each surface of the steel box arch rib. S35. Solve the transient heat conduction equation and output the instantaneous temperature field at any position of the steel box arch rib; S36. Input the instantaneous temperature field of the steel box arch rib as a load into the thermo-mechanical coupling analysis module and calculate the predicted temperature deformation value of the steel box arch rib; wherein, the predicted temperature deformation value is the vertical displacement, lateral displacement and longitudinal displacement of each node of the steel box arch rib.

[0011] Preferably, step S4 includes: S41. Obtain the current design cable force value and the measured cable force value for each sling; S42. Based on the predicted temperature deformation value, use the influence matrix method to calculate the cable force adjustment amount required for each sling of the steel box arch rib to offset the temperature deformation. S43. Calculate the cable force pre-compensation amount using different adjustment coefficients based on the cable force adjustment amount of each sling; S44. Based on the current design cable force value, measured cable force value, and cable force pre-compensation amount, generate cable force pre-compensation instructions for each sling.

[0012] Preferably, the determination of the adjustment coefficient includes: Establish a finite element model of an arch bridge with suspension cables at different horizontal angles; Apply unit cable force increments to the suspenders at different horizontal angles and calculate the displacement response at each control point of the steel box arch rib. Based on the displacement response results, the stiffness contribution ratio of suspenders with different horizontal angles to the vertical and lateral displacements of the steel box arch ribs is calculated. The reciprocal of the stiffness contribution ratio is used as the base value of the adjustment coefficient, and the adjustment coefficient is modified in combination with the directional characteristics of the temperature deformation of the steel box arch rib to obtain the final adjustment coefficient.

[0013] Preferably, step S5 includes: S51. Set the error threshold for the steel box arch rib shape, which includes the vertical displacement threshold and the lateral displacement threshold. S52. Obtain meteorological forecast data for a future preset time period or statistical prediction data based on historical data for the same period; S53. Input the acquired meteorological forecast data or statistical prediction data into the dynamic coupling model to calculate the predicted shape of the steel box arch rib at each time within the preset time period. S54. Within a future preset time period, select target time periods that meet preset conditions; wherein, the preset conditions are: the predicted alignment error of the steel box arch rib is continuously less than the error threshold, and the duration meets the requirements for closure construction. S55. Perform a stability assessment on the selected target time period, and select the time period with the smallest temperature field change rate of the steel box arch rib as the optimal closure window within the target time period.

[0014] Preferably, the preset conditions in S54 further include: The closing of the window should begin at a time that avoids the rapid temperature rise after sunrise, and the closing of the window should end before sunset to allow sufficient construction buffer time. The predicted wind speed during the closing window period is lower than the preset construction safety wind speed threshold. There are no other unfavorable weather conditions forecast for the closing window period.

[0015] Preferably, during the steel box arch rib hoisting and closure stage, the following is also included: After the steel box arch ribs of each segment are hoisted into place, the temperature field data of that segment is collected in real time. The temperature deformation value of this segment under the current temperature field is calculated using a dynamic coupling model. Compare the temperature deformation value with the design line shape to calculate the line shape deviation. Calculate the cable tension adjustment amount for adjacent installed slings based on the linear deviation. Output cable tension adjustment commands to simultaneously correct the alignment of adjacent steel box arch ribs during hoisting.

[0016] Preferably, after the steel box arch rib hoisting and closure construction is completed, the following is also included: During the closure welding process, the temperature field changes and linear changes of the steel box arch ribs were continuously monitored. After welding is completed, the measured cable force values ​​of the entire arch bridge suspension cables are collected; Compare the measured cable force value with the designed cable force value, and calculate the cable force deviation value; Based on the cable force deviation value and the current temperature field of the steel box arch rib, the final cable force fine-tuning amount is calculated using a dynamic coupling model; Output cable force fine-tuning command to control the cable force error of the arch bridge after closure construction within the preset cable force error threshold; wherein the preset cable force error threshold is ±5%.

[0017] Compared with the prior art, the present invention has at least the following beneficial effects: The meteorological parameter-based method for controlling the alignment of a mesh cable-stayed arch bridge, as described in this invention, establishes a complete dynamic coupling chain of "meteorological parameters—temperature field—structural deformation—cable force." Compared with traditional methods that simplify the temperature field to a uniform field or use a fixed closing temperature value, this method can accurately reflect the influence of meteorological parameters such as solar radiation, ambient temperature, and wind speed on the non-uniform temperature field of the steel box arch rib space, as well as the transmission effect of the temperature field on structural deformation and cable force, thus improving the accuracy of temperature effect assessment. It achieves real-time dynamic control of the entire construction process. It collects multi-source data through a wireless sensor network and drives a dynamic coupling model to calculate the predicted value of temperature deformation in real time. It can reflect the impact of changes in meteorological conditions on the arch rib shape in a timely manner, providing real-time decision support for construction control and avoiding the control blind spots caused by information lag in traditional methods. A differentiated control strategy for different horizontal angles of the mesh suspenders is proposed. This method fully considers the difference in contribution of suspenders with different horizontal angles (e.g., 57° suspenders and 65° suspenders) to the deformation constraint stiffness of the arch rib. Precise compensation is achieved by adjusting the differential adjustment coefficient. Compared with the traditional proportional adjustment method, the accuracy of linear control is improved. The innovative concept of "dynamic optimal closure window" was proposed, abandoning the traditional control method of fixed closure temperature value. Based on meteorological forecasts and coupled models, the optimal closure time is dynamically recommended, which can adapt to the dynamic changes of actual meteorological conditions and significantly improve the success rate of closure construction and the quality of the completed bridge alignment.

[0018] With good engineering applicability and scalability, this method takes a 160m span under-deck cable-stayed steel box girder arch bridge as the engineering background, but its core technologies (dynamic coupling modeling, differentiated cable force control, and dynamic closure window decision) can be extended to the construction control of other types of cable-stayed bridges such as steel box girder arch bridges and cable-stayed bridges, and has broad engineering application prospects.

[0019] The method for controlling the alignment of a mesh cable-stayed arch bridge based on meteorological parameters described in this invention, along with other advantages, objectives, and features of this invention, will be partly apparent from the following description and partly understood by those skilled in the art through study and practice of this invention. Attached Figure Description

[0020] The accompanying drawings are provided to further illustrate the invention and form part of the specification. They are used in conjunction with embodiments of the invention to explain the invention and do not constitute a limitation thereof. In the drawings: Figure 1 This is a flowchart of the method for controlling the alignment of a mesh cable-stayed arch bridge based on meteorological parameters, as described in this invention. Figure 2 This is a flowchart of step S1 in the meteorological parameter-based mesh cable arch bridge alignment control method of the present invention. Figure 3 This is a flowchart of step S3 in the meteorological parameter-based mesh cable arch bridge alignment control method of the present invention. Figure 4 This is a flowchart of step S4 in the meteorological parameter-based mesh cable arch bridge alignment control method of the present invention. Figure 5This is a flowchart of step S5 in the meteorological parameter-based mesh cable arch bridge alignment control method of the present invention. Figure 6 This is a schematic diagram of the arch bridge structure in the mesh suspension arch bridge alignment control method based on meteorological parameters described in this invention. Detailed Implementation

[0021] The present invention will now be described in further detail with reference to the accompanying drawings and embodiments, so that those skilled in the art can implement it based on the description.

[0022] It should be understood that terms such as “having,” “comprising,” and “including” as used herein do not exclude the presence or addition of one or more other elements or combinations thereof.

[0023] like Figures 1-6 As shown, this invention provides a method for controlling the alignment of a mesh cable-stayed arch bridge based on meteorological parameters, including: S1. Establish a dynamic coupling model between multi-source meteorological parameters and the non-uniform temperature field of the steel box arch rib; like Figure 2 As shown, step S1 includes: S11. Establish a transient thermal analysis finite element model that considers the combined effects of solar radiation intensity, component shading, ambient temperature, and wind speed. S12. Use the structural parameters of the steel box arch rib, the thermal properties of the material, and the component occlusion relationship during the construction stage as inputs to the model. S13. Establish a thermo-mechanical coupling analysis module for the instantaneous temperature field and structural deformation of the steel box arch rib, which is used for real-time calculation of the instantaneous temperature field and structural deformation of the steel box arch rib. S14. Establish a module to transfer the influence of steel box arch rib structure deformation and cable force, which is used to calculate the influence of steel box arch rib structure deformation on cable force.

[0024] Step S1 establishes a transient analysis finite element model of the steel box arch rib based on the theories of heat conduction, heat convection, and heat radiation. Specifically: Calculate solar radiation heat flux density: Based on the actual measured solar radiation intensity, combined with the azimuth and inclination angles of each surface of the arch rib, use the cosine law to calculate the direct and scattered radiation received by each surface. For the spatial curved structure of the arch rib, the surface orientation at different positions changes with the arch axis, and point-by-point calculation is performed. Calculate the shading effect of components: Based on the actual spatial shape of the arch rib and the location of the temporary supports during the construction stage, a three-dimensional geometric model is established. At each calculation time, the shadow area of ​​each surface is calculated using the ray tracing method based on the solar azimuth and elevation angles. The radiative heat flux density of the shadow area is set to zero or only scattered radiation is considered. Calculate the convective heat transfer coefficient: Based on the actual measured wind speed, the convective heat transfer coefficient is calculated using empirical formulas. For the outer surface of the steel box, the convective heat transfer coefficient is calculated using a forced convection heat transfer correlation formula, and for the inner surface of the steel box, the convective heat transfer coefficient is calculated using a natural convection heat transfer correlation formula. Thermo-coupling analysis module (coupling of instantaneous temperature field and structural deformation of steel box arch rib): The calculated instantaneous temperature field is used as the initial strain load and input into the structural mechanics finite element model to calculate the arch rib deformation caused by uneven temperature expansion. The sequential coupling method is adopted, first performing thermal analysis and then structural analysis. Influence Transfer Module (Influence Transfer of Deformation and Cable Force of Steel Box Arch Rib Structure): Establishes an influence matrix between arch rib deformation and cable force. When the arch rib undergoes temperature deformation, the geometric length of each cable changes, resulting in a change in cable force. Through the influence matrix, the influence of temperature deformation on the cable force of each cable can be calculated.

[0025] The above scheme can accurately reflect the complex spatial non-uniform temperature field formed by the steel box arch rib under solar radiation, thus improving the accuracy of temperature field calculation. It establishes a complete transmission chain from meteorological parameters to temperature field, from temperature field to structural deformation, and from structural deformation to cable force, realizing real-time dynamic coupling analysis of multi-physics fields and providing a reliable theoretical basis for precise control. In addition, it also considers the shading effect of temporary structures during the construction stage, which can adapt to the geometric configuration changes at different construction stages and improve the applicability and accuracy of the model.

[0026] S2. Real-time acquisition of temperature field distribution data and multi-source meteorological parameters at key sections of the steel box arch rib via wireless sensor network; among which, multi-source meteorological parameters include solar radiation intensity, ambient temperature, and wind speed data of the construction area; The deployment of the wireless sensor network in step S2 includes: At least three rows of temperature sensors are arranged at preset intervals along the height of the steel box arch rib section to obtain the vertical temperature gradient of the section. At least two rows of temperature sensors are arranged in the width direction of the steel box arch rib section to obtain the transverse temperature gradient of the section; Radiation temperature monitoring sections are set at the arch foot, 1 / 4 span, arch top, and 3 / 4 span along the longitudinal direction of the steel box arch rib. Solar radiation sensors are arranged on the sun-facing and shadow-facing surfaces of the outer surface of the steel box at each radiation temperature monitoring section.

[0027] The wind speed sensor can be placed on top of the arch rib of the steel box.

[0028] The above scheme uses a minimum number of sensors to acquire monitoring data that accurately characterizes the non-uniform temperature field in the space of the steel box arch rib. The specific arrangement is as follows: Arrangement of temperature sensors along the height of the arch rib section of the steel box: At least three layers of temperature sensors are arranged at a preset spacing along the height of the arch rib section of the steel box (e.g., 2.5 meters high). Considering that solar radiation is mainly used for the top plate of the arch rib and there is air convection inside the steel box, the temperature gradient in the top plate area of ​​the arch rib is relatively large. Therefore, the spacing of the sensors near the top plate of the arch rib can be increased (e.g., 0.3 meters), and the spacing near the bottom plate of the arch rib can be appropriately increased (e.g., 0.5 meters). Arrangement of steel box arch rib section width direction: At least two rows of temperature sensors are arranged in the arch rib section width direction (e.g., 1.7 meters wide), located on the sun-facing side and the shaded side respectively, to capture the lateral temperature gradient caused by uneven solar radiation; Longitudinal section arrangement of steel box arch ribs: Radiation temperature monitoring sections are set at the arch foot, 1 / 4 span, arch crown, and 3 / 4 span along the longitudinal direction of the steel box arch ribs. These positions are the control sections for arch rib deformation and also the positions where the temperature effect is most significant. Arrangement of solar radiation sensors: Solar radiation sensors are arranged on the sun-facing and shaded sides of the outer surface of the steel box at each temperature monitoring section to verify the radiative heat flux density calculated by the model. All of the above sensors use wireless transmission, with a data sampling frequency of once per minute, and the acquired data can be transmitted to the control center.

[0029] The sensor arrangement scheme described above has been optimized for the temperature field distribution characteristics of the steel box arch ribs. While ensuring the accuracy of temperature field reconstruction, it reduces the number of sensors and lowers the monitoring cost. The layered and densified arrangement strategy increases the sensor density in areas with large temperature gradients, thereby improving the ability to capture key temperature features. Solar radiation sensors are arranged on the sunlit and shaded sides respectively, which can verify the radiation boundary conditions calculated by the model in real time and improve the calculation accuracy of the dynamic coupling model.

[0030] S3. Using the dynamic coupling model, calculate the predicted temperature deformation value of the steel box arch rib based on the real-time collected multi-source meteorological parameters; like Figure 3 As shown, the step S3 of calculating the predicted temperature deformation value of the steel box arch rib includes: S31. Input the real-time collected solar radiation intensity data into the transient thermal analysis finite element model to calculate the radiative heat flux density on each surface of the steel box arch rib. The calculation of radiative heat flux density involves inputting real-time solar radiation intensity data into the transient thermal analysis finite element model. For each surface of the steel box arch rib, the solar radiative heat flux density received by each surface is calculated based on its spatial azimuth angle α, tilt angle β, solar altitude angle h, and azimuth angle A. ,in, This represents the real-time collected solar radiation intensity. The solar radiation heat flux density, It is a sine function. It is a cosine function.

[0031] S32. Calculate the convective heat transfer coefficient based on the real-time collected wind speed data, and use it as the convective boundary condition for the transient thermal analysis finite element model. Calculation of convective heat transfer coefficient: Based on the real-time collected wind speed v, the forced convection heat transfer coefficient of the outer surface of the steel box arch rib is calculated using the following empirical formula. When the wind speed is low (v≤5m / s), heat exchange is mainly achieved through a mixture of natural convection and forced convection, and the formula used is: The unit is W / (m 2 • K); When the wind speed is high (v > 5 m / s), forced convection heat transfer is dominant, and the formula used is: The unit is W / (m 2 ·K); For the inner surface of the steel box arch rib, due to the restricted airflow inside the steel box arch rib, natural convection heat transfer is the main method, and the convection heat transfer coefficient is taken as a constant value of 5 W / (m²). 2 ·K); The physical meaning of the above formula is that, under low wind speed conditions, the base value of the convective heat transfer coefficient is relatively small, but the slope of the increase with wind speed is relatively large, reflecting the characteristics of the transition from natural convection to forced convection; under high wind speed conditions, forced convection dominates, the base value of the convective heat transfer coefficient increases, but the slope of the increase tends to be gentle, which is in line with the general law of forced convection heat transfer.

[0032] S33. Set the reference temperature boundary of the transient thermal analysis finite element model based on the real-time collected ambient temperature data; S34. Based on the actual spatial shape of the steel box arch rib and the temporary component shading relationship during the construction stage, calculate the shadow area and effective radiation area of ​​each surface of the steel box arch rib. In this step, the shaded area is calculated as follows: based on the catenary equation of the steel box arch rib and the three-dimensional geometric model of the temporary support during the construction stage, the ray tracing method is used at each calculation moment to calculate the shading relationship between sunlight and each surface to determine the shaded area. The direct radiation heat flux density of the shaded area is zero; the effective radiation area is the difference between the total area and the area of ​​the shaded area.

[0033] S35. Solve the transient heat conduction equation and output the instantaneous temperature field at any position of the steel box arch rib; The transient heat conduction equation in this step is: ,in, The material density of the steel box arch rib. The specific heat capacity of the steel box arch ribs. Thermal conductivity, For temperature Over time The rate of change, that is, the instantaneous rate of change of temperature. The Hamiltonian operator (gradient operator) is used to calculate the rate of change in various directions of space. This is the spatial gradient vector of temperature, representing the rate of temperature change in each spatial direction; The three-dimensional transient heat conduction equation is solved using the finite element method, with the following boundary conditions: , Temperature along the outer normal direction of the steel box arch rib surface The rate of change, i.e., the temperature gradient in the direction perpendicular to the surface. The direction of the outer normal to the surface of the steel box arch rib is the direction perpendicular to the surface and pointing outwards. The heat flux density conducted outward through the surface of the steel box arch rib (the negative sign indicates that heat is conducted from high temperature to low temperature). This refers to the outer surface temperature of the steel box arch rib. For real-time collection of ambient temperature, This is a convective heat transfer term, representing the heat flux density lost or gained through surface convection. When the surface temperature is higher than the ambient temperature, this term is positive, indicating heat dissipation. The heat flux density of long-wave radiation from the sky; The temperature distribution at any position and at any time of the steel box arch rib is obtained by solving the problem. The output includes the temperature values ​​at each node and the temperature gradient across the cross section; among which, The meaning refers to the spatial position of the steel box arch rib. The temperature value at a given time t, representing the temperature change per unit distance along the height or width of the steel box arch rib section, reflects the degree of unevenness in temperature distribution within the section.

[0034] S36. Input the instantaneous temperature field of the steel box arch rib as a load into the thermo-mechanical coupling analysis module and calculate the predicted temperature deformation value of the steel box arch rib; where the predicted temperature deformation value is the vertical displacement, lateral displacement and longitudinal displacement of each node of the steel box arch rib. In this step, the temperature field obtained from transient thermal analysis is used as the initial strain load and input into the structural mechanics finite element model to calculate the displacement of the steel box arch ribs due to non-uniform temperature expansion, as follows: Temperature strain calculation: Steel undergoes thermal expansion and deformation under temperature changes. For each finite element element of the steel box arch rib, the temperature strain is calculated based on the temperature change of that element. ,in, For finite element elements at position Temperature strain at the point (dimensionless). The coefficient of thermal expansion of steel. For in position The instantaneous temperature value is output by the transient thermal analysis model. For reference temperature, the design reference temperature of 15℃ when the steel box arch ribs are closed can be taken. Because there is a temperature gradient in the cross section of the steel box arch rib (for example, the temperature of the top plate is higher than that of the bottom plate), the temperature strain of each unit is different, resulting in uneven expansion of the cross section. Calculation of equivalent nodal loads: Temperature strain is converted into equivalent nodal loads in the structural mechanics finite element model. For three-dimensional solid elements or shell elements, the formula for calculating the equivalent nodal load vector is as follows: ,in, This is the equivalent nodal load vector. The strain-displacement matrix is... This is the transpose of the matrix. For steel, the elastic matrix is... Determined by the elastic modulus and Poisson's ratio, For a three-dimensional problem, the temperature strain vector is... (Isotropic thermal expansion) The normal strains in the x, y, and z directions are respectively, and their values ​​are all... , For unit volume, integral sign This indicates a triple integral over the entire unit volume V (integrating in the x, y, and z directions respectively). It is a volume infinitesimal element; To solve the structural equilibrium equations, input the equivalent nodal load vectors into the structural finite element model and solve the following equilibrium equations: ,in, The overall stiffness matrix of the structure. The nodal displacement vector includes the vertical, lateral, and longitudinal displacements of all nodes. The assembly of the overall stiffness matrix needs to consider the following factors: the stiffness contribution of each plate (top plate, bottom plate, web plate, diaphragm) of the steel box arch rib, the connection stiffness between the steel box arch rib and the tie rod (steel longitudinal beam), the elastic constraint stiffness of the slings on the steel box arch rib (the slings are treated as elastic supports), the constraint stiffness of the temporary supports on the steel box arch rib (construction stage), and the boundary constraint conditions at the arch foot (fixed or hinged). After solving the structural equilibrium equations, from the nodal displacement vectors The displacement components of each control node are extracted: vertical displacement: the displacement component along the vertical direction (gravity direction), with positive values ​​indicating upward displacement; lateral displacement: the displacement component along the transverse direction of the bridge (perpendicular to the bridge axis); longitudinal displacement: the displacement component along the longitudinal direction of the bridge (bridge axis direction); for the key control sections of the steel box arch rib (arch foot, 1 / 4 span, arch crown, 3 / 4 span), the displacement values ​​of the top and bottom plates of each section are output to characterize the overall displacement and rotation of the section.

[0035] S4. Based on the predicted temperature deformation value, output the cable force pre-compensation command for each cable with different horizontal angles in the mesh cable. like Figure 4 As shown, step S4 includes: S41. Obtain the current design cable force value and the measured cable force value for each sling; S42. Based on the predicted temperature deformation value, use the influence matrix method to calculate the cable force adjustment amount required for each sling of the steel box arch rib to offset the temperature deformation. S43. Based on the cable force adjustment amount of each sling, different adjustment coefficients are used to calculate the cable force pre-compensation amount for slings with different horizontal angles. S44. Based on the current design cable force value, measured cable force value, and cable force pre-compensation amount, generate cable force pre-compensation instructions for each sling.

[0036] In this step, for slings with different horizontal angles (e.g., 57° and 65°) in the mesh slings, different adjustment coefficients are used for pre-compensation of cable force based on their differences in contribution to the constraint stiffness of the steel box arch rib deformation, as detailed below: Current Status Acquisition: Obtain the current design cable force value for each sling. and the measured cable force value obtained by the cable force sensor ; Calculation of temperature deformation compensation: Based on the predicted temperature deformation values ​​(vertical displacement and lateral displacement), the adjustment amount of each cable force required to offset the temperature deformation is calculated using the influence matrix method. Definition of influence matrix A: This represents the displacement response of the i-th control point when a unit increase in cable force is applied to the j-th cable; Cable tension adjustment The calculation formula is: ,in, This is a vector of predicted temperature deformation values; Application of different adjustment factors: For a sling with a horizontal angle of 57°, its cable force pre-compensation amount for: ; For a sling with a horizontal angle of 65°, its cable force pre-compensation amount for: ; in, and The adjustment coefficient is determined based on the stiffness contribution ratio of the sling angle to the deformation of the steel box arch rib. Finally, the current design cable force value, the measured cable force deviation correction (the difference between the current design cable force value and the measured cable force value), and the cable force pre-compensation amount are added together to generate the final cable force control command: ,in, The final target cable force adjustment amount, The cable force pre-compensation amount is adjusted by the adjustment coefficient. Then, based on the target cable force adjustment amount, a cable force control command is generated and output to the tensioning equipment to perform cable force adjustment.

[0037] In the above method, a differentiated cable force pre-compensation strategy is proposed to take into account the characteristics of different horizontal angles of the mesh slings. This strategy can accurately offset the influence of temperature deformation on slings at different positions and improve control accuracy. The influence matrix method is used to calculate the cable force adjustment amount, taking into account the coupling effect between slings and avoiding the linear differences that may be caused by independent adjustment of a single sling.

[0038] Furthermore, the determination of the adjustment coefficient includes: Establish a finite element model of an arch bridge with suspension cables at different horizontal angles; Apply unit cable force increments to the suspenders at different horizontal angles and calculate the displacement response at each control point of the steel box arch rib. Based on the displacement response results, the stiffness contribution ratio of suspenders with different horizontal angles to the vertical and lateral displacements of the steel box arch ribs is calculated. The reciprocal of the stiffness contribution ratio is used as the base value of the adjustment coefficient, and the adjustment coefficient is modified in combination with the directional characteristics of the temperature deformation of the steel box arch rib to obtain the final adjustment coefficient.

[0039] The adjustment coefficient quantifies the contribution of suspenders at different angles to the constraint stiffness of the steel box girder arch rib deformation. Based on this, the adjustment coefficient is determined as follows: A refined finite element model was established, and a three-dimensional finite element model of the arch bridge containing all the suspension cables was established. The model accurately simulates the actual horizontal angle, cross anchorage method and pretension state of the suspension cables. Analyze the unit cable force increment (e.g.) Figure 6 As shown, taking suspenders with horizontal angles of 57° and 65° as examples: Apply a unit cable force increment (e.g., 10kN) to the 57° suspender and calculate the vertical and lateral displacement responses at each control point of the arch rib (arch top, 1 / 4 span, 3 / 4 span); apply the same unit cable force increment to the 65° suspender and calculate the same displacement response. Stiffness contribution ratio calculation: Define vertical stiffness contribution ratio for Define the lateral stiffness contribution ratio for ,in, , The vertical displacements caused by the unit cable force increment of the 57° and 65° suspenders, respectively. , The lateral displacements caused by the unit cable force increment of the 57° and 65° suspenders, respectively; Determination of adjustment coefficient: Foundation adjustment coefficient corresponding to 57° sling: The foundation adjustment factor corresponding to a 65° sling: Considering the correction of the directionality of temperature deformation, when the temperature deformation is mainly vertical, the adjustment coefficient determined by the vertical stiffness contribution ratio is used; when the temperature deformation is mainly horizontal, the adjustment coefficient determined by the horizontal stiffness contribution ratio is used; when the temperature deformation is significant in both the vertical and horizontal directions, the weighted average method is used to determine the adjustment coefficient; an adjustment coefficient table can be established in advance, and the adjustment coefficient table can be calculated and established in advance for typical temperature deformation patterns in different seasons and time periods, so as to be used for table lookup during real-time control; The directionality of temperature deformation is determined based on the relative magnitudes of vertical and lateral displacements in the predicted temperature deformation values. Calculate the ratio of the absolute value of vertical displacement to the absolute value of horizontal displacement in the predicted temperature deformation. When the ratio is greater than 1, it is determined that the temperature deformation is mainly vertical. When the ratio is less than 1, it is determined that the temperature deformation is mainly horizontal. When the ratio is equal to 1 (or approximately equal to 1), the weighted average method is used to determine the adjustment coefficient.

[0040] The above method quantifies the constraint stiffness contribution of suspenders with different horizontal angles to the deformation of the arch rib through refined finite element analysis, providing a basis for differentiated cable force pre-compensation. It takes into account the influence of the directionality of temperature deformation and can dynamically adjust the compensation strategy according to the actual temperature deformation, thereby improving the adaptability of control. By establishing an adjustment coefficient table, the calculation efficiency of real-time control can be improved, meeting the real-time requirements of construction control.

[0041] S5. Based on the dynamic coupling model, predict the future trend of the steel box arch rib shape change and recommend the optimal closing window.

[0042] like Figure 5 As shown, step S5 includes: S51. Set the error threshold for the steel box arch rib shape, which includes the vertical displacement threshold and the lateral displacement threshold. S52. Obtain meteorological forecast data for a future preset time period or statistical prediction data based on historical data for the same period; S53. Input the acquired meteorological forecast data or statistical prediction data into the dynamic coupling model to calculate the predicted shape of the steel box arch rib at each time within the preset time period. S54. Within a future preset time period, select target time periods that meet preset conditions; wherein, the preset conditions are: the predicted alignment error of the steel box arch rib is continuously less than the error threshold, and the duration meets the requirements for closure construction. S55. Perform a stability assessment on the selected target time period, and select the time period with the smallest temperature field change rate of the steel box arch rib as the optimal closure window within the target time period.

[0043] The above steps, based on meteorological forecasts and model analysis, dynamically recommend the period with stable temperature field and optimal linearity as the closing window, specifically as follows: The error thresholds are set according to the design requirements and construction specifications. The error thresholds for the steel box arch rib shape are: vertical displacement threshold is ±10mm, horizontal displacement threshold is ±5mm, center deviation threshold of the two steel box girders is ±5mm, and horizontal symmetry point elevation threshold is ±3mm. Meteorological forecast data acquisition: Obtain meteorological forecast data for the next 24-72 hours, including: predicted solar radiation intensity (hourly), predicted ambient temperature (hourly), predicted wind speed (hourly), and predicted rainfall probability; if meteorological forecast data is unavailable, statistical forecasting methods based on historical data for the same period can be used.

[0044] Linearity prediction calculation: Meteorological forecast data is input into the dynamic coupling model to calculate the predicted linearity of the arch rib at each future time. The calculation frequency is 1 time / hour.

[0045] Preliminary screening: Target time periods that meet the following conditions are selected: the predicted alignment error is consistently less than the set error threshold, and the duration meets the requirements for closure construction (at least 4 hours). Stability assessment: The stability of the initially selected target time period is assessed by calculating the rate of change of the arch rib shape within the time period and selecting the time period with the smallest rate of change of temperature field and the most stable shape. Optimal Closure Window Recommendation: The time period with the best stability is recommended as the "dynamic optimal closure window" to construction decision-makers, and the following information is provided: window start and end time, predicted linear change curve within the window period, predicted meteorological conditions within the window period, and confidence level assessment.

[0046] In one embodiment, the preset conditions in S54 further include: The closing of the window should begin at a time that avoids the rapid temperature rise after sunrise, and the closing of the window should end before sunset to allow sufficient construction buffer time. The predicted wind speed during the closing window period is lower than the preset construction safety wind speed threshold.

[0047] There are no other unfavorable weather conditions forecast for the closing window period.

[0048] After sunrise, solar radiation intensity increases rapidly, and the temperature of the sun-facing surface of the steel box arch rib rises rapidly, leading to rapid changes in the temperature field. The start time of the closure window should avoid the rapid temperature rise phase within 2 hours after sunrise. A construction buffer should be reserved before sunset. The closure construction requires sufficient sunlight, and a certain cooling time is needed after the welding of the closure section. The end time of the closure window should reserve sufficient construction buffer time (at least 2 hours) before sunset. High-altitude operations and hoisting construction have strict safety requirements for wind speed. The predicted wind speed during the closure window should be lower than the construction safety wind speed threshold (usually level 6 wind). Rainfall will also affect welding quality and painting construction. There should be no rain forecast or the probability of rain should be less than 20% during the closure window. During the closure window, the rate of change of the temperature field of the steel box arch rib should be lower than the set threshold (e.g., less than 2℃ / h) to ensure linear stability. For all the initially selected target time periods, the above constraints are checked one by one. Target time periods that do not meet any of the above conditions are eliminated. For target time periods that meet all constraints, they are sorted according to the stability of the temperature field. The target time period ranked first is taken as the final recommended optimal closure window.

[0049] The above method comprehensively considers various constraints such as alignment accuracy, construction safety, and construction quality, ensuring that the recommended closure window is practically operable; it avoids unfavorable time periods such as rapid temperature rise after sunrise and insufficient sunlight before sunset, thus improving the safety and quality of closure construction; and the introduction of constraints such as wind speed and rainfall effectively avoids construction risks under adverse weather conditions.

[0050] In one embodiment, during the hoisting and closure stage of the steel box arch rib, the following is also included: After the steel box arch ribs of each segment are hoisted into place, the temperature field data of that segment is collected in real time. The temperature deformation value of this segment under the current temperature field is calculated using a dynamic coupling model. Compare the temperature deformation value with the design line shape to calculate the line shape deviation. Calculate the cable tension adjustment amount for adjacent installed slings based on the linear deviation. Output cable tension adjustment commands to simultaneously correct the alignment of adjacent steel box arch ribs during hoisting.

[0051] After each segment of the steel box arch rib is hoisted into place, the impact of the current temperature field on that segment should be assessed, and real-time correction should be made by adjusting the tension of adjacent slings. Specifically: After each arch rib segment is hoisted into place, the temperature field data of that segment is collected in real time through the wireless temperature sensor of that segment. Using a dynamic coupling model, based on the current temperature field data, the temperature deformation value of the segment relative to the design profile is calculated, including: vertical displacement deviation at the end of the segment, lateral displacement deviation at the end of the segment, and rotation angle deviation at the end of the segment. Linear deviation assessment: Compare the temperature deformation value with the design linearity to calculate the linear deviation, while also considering the cumulative error of the installed segments; Cable tension adjustment calculation: Based on the alignment deviation, the cable tension adjustment of adjacent installed slings is calculated using the influence matrix method; the adjustment principle is: prioritize the adjustment of the slings that have the greatest impact on the current segment, the cable tension adjustment should minimize the alignment deviation at the end of the current segment, and the adjustment should not cause the alignment of other installed segments to exceed the limit; Cable tension adjustment execution: The calculated cable tension adjustment amount is converted into control commands for the tensioning equipment, and the cable tension adjustment is executed. During the adjustment process, the changes in cable tension and alignment are monitored in real time. After the cable tension adjustment is completed, the alignment data is collected again to verify the adjustment effect. If the alignment still does not meet the requirements, the steps of calculating the cable tension adjustment amount and executing the cable tension adjustment are repeated. During subsequent segment hoisting, the above steps are repeated to achieve dynamic control of the hoisting alignment throughout the entire process.

[0052] The above method realizes a dynamic control mode of simultaneous hoisting and adjustment, avoiding error accumulation. Temperature deformation assessment and cable tension adjustment are carried out immediately after each segment is hoisted, which can eliminate the influence of temperature effect in a timely manner and ensure the accuracy of the hoisting alignment.

[0053] In one embodiment, after the steel box arch rib hoisting and closure construction is completed, the following is also included: During the closure welding process, the temperature field changes and linear changes of the steel box arch ribs were continuously monitored. After welding is completed, the measured cable force values ​​of the entire arch bridge suspension cables are collected; Compare the measured cable force value with the designed cable force value, and calculate the cable force deviation value; Based on the cable force deviation value and the current temperature field of the steel box arch rib, the final cable force fine-tuning amount is calculated using a dynamic coupling model; Output cable force fine-tuning command to control the cable force error of the arch bridge after closure construction within the preset cable force error threshold; wherein the preset cable force error threshold is ±5%.

[0054] After the closure section is welded, a comprehensive assessment of the cable tension and alignment of the entire bridge is conducted, and precise fine-tuning of the cable tension is performed based on the current temperature field to ensure that the completed bridge meets the design requirements. Specifically: During the welding process of the closure section, the temperature field changes and the shape changes of the steel box arch ribs are continuously monitored. Welding heat input will cause local temperature rise, and the impact of welding heat on the shape of the arch ribs needs to be evaluated in real time. Full bridge cable force acquisition: After welding is completed, wait for the structural temperature field to stabilize (usually 24 hours), and then collect the measured cable force values ​​of all suspension cables of the entire bridge; Cable force deviation calculation: Compare the measured cable force value with the design cable force value to calculate the cable force deviation value for each sling. ,in, Number the slings. , For the first The deviation value of the cable tension of the root sling. and The first The measured cable force and design cable force of the sling are calculated, and the following statistical indicators are also calculated: the average value of cable force deviation, the standard deviation of cable force deviation, and the maximum value of cable force deviation. Temperature field correction: Using a dynamic coupling model, the influence of temperature on cable force is calculated based on the current temperature field, and the measured cable force value is corrected to the cable force value under standard temperature (15℃). ,in, For the first Corrected cable force value of the sling at standard temperature (15℃) For the first The formula for calculating the temperature effect cable force correction of the root suspension cable is as follows: ,in, Let be the axial stiffness of the m-th sling, which is the product of the sling's elastic modulus E and its cross-sectional area M. It reflects the sling's ability to resist axial deformation. Let be the initial length of the m-th sling, which is the distance between the anchor points at both ends of the sling under design conditions. Let be the linear stiffness of the m-th sling, and represent the change in sling force per unit length. The change in length of the m-th suspender cable is caused by the temperature deformation of the steel box arch rib. Based on the corrected cable force deviation, the cable force fine-tuning amount is calculated using an optimization algorithm. The optimization objective is to minimize the cable force deviation of all suspenders and make the arch rib shape closest to the design shape. The constraint condition is that the fine-tuned cable force does not exceed the allowable range. The optimal cable force fine-tuning amount can be solved using the least squares method or linear programming method. Then, the calculated cable tension fine-tuning amount is converted into control commands for the tensioning equipment and output for execution; After fine-tuning, the cable force and alignment data of the entire bridge were re-collected to verify whether the completed bridge met the following error targets: maximum error of main span alignment: ±10mm, and the alignment is smooth; center deviation of the two steel box girders: ±5mm; elevation of transverse symmetry points: ±3mm; cable force error: ±5% within the theoretically calculated cable force of the completed bridge. The cable force and alignment data of the completed bridge will be archived as benchmark data for monitoring during the bridge's operation.

[0055] The above methods include evaluating the cable forces and alignment of the entire bridge after closure, which can promptly identify and correct errors accumulated during construction, ensuring that the completed bridge meets design requirements; the temperature field correction method eliminates the influence of the current temperature field on cable force measurement, making the cable force evaluation results more accurate; and the optimization algorithm is used to calculate the cable force fine-tuning amount, which can achieve optimal cable force adjustment under multiple constraints, thereby improving the quality of the completed bridge.

[0056] Although the embodiments of the present invention have been disclosed above, they are not limited to the applications listed in the specification and embodiments. They can be applied to various fields suitable for the present invention. For those skilled in the art, other modifications can be easily made. Therefore, without departing from the general concept defined by the present invention, the present invention is not limited to the specific details and illustrations shown and described herein.

Claims

1. A method for controlling the alignment of a mesh-type cable-stayed arch bridge based on meteorological parameters, characterized in that, include: S1. Establish a dynamic coupling model between multi-source meteorological parameters and the non-uniform temperature field of the steel box arch rib; S2. Real-time acquisition of temperature field distribution data and multi-source meteorological parameters at key sections of the steel box arch rib via wireless sensor network; among which, multi-source meteorological parameters include solar radiation intensity, ambient temperature, and wind speed data of the construction area; S3. Using the dynamic coupling model, calculate the predicted temperature deformation value of the steel box arch rib based on the real-time collected multi-source meteorological parameters; S4. Based on the predicted temperature deformation value, output the cable force pre-compensation command for each cable with different horizontal angles in the mesh cable. S5. Based on the dynamic coupling model, predict the future trend of the steel box arch rib shape change and recommend the optimal closing window; Step S4 includes: S41. Obtain the current design cable force value and the measured cable force value for each sling; S42. Based on the predicted temperature deformation value, use the influence matrix method to calculate the cable force adjustment amount required for each sling of the steel box arch rib to offset the temperature deformation. S43. Based on the cable force adjustment amount of each sling, different adjustment coefficients are used to calculate the cable force pre-compensation amount for slings with different horizontal angles. S44. Based on the current design cable force value, measured cable force value, and cable force pre-compensation amount, generate cable force pre-compensation instructions for each sling; The determination of the adjustment coefficient includes: Establish a finite element model of an arch bridge with suspension cables at different horizontal angles; Apply unit cable force increments to the suspenders at different horizontal angles and calculate the displacement response at each control point of the steel box arch rib. Based on the displacement response results, the stiffness contribution ratio of suspenders with different horizontal angles to the vertical and lateral displacements of the steel box arch ribs is calculated. The reciprocal of the stiffness contribution ratio is used as the base value of the adjustment coefficient, and the adjustment coefficient is modified in combination with the directional characteristics of the temperature deformation of the steel box arch rib to obtain the final adjustment coefficient.

2. The method for controlling the alignment of a mesh cable-stayed arch bridge based on meteorological parameters according to claim 1, characterized in that, Step S1 includes: S11. Establish a transient thermal analysis finite element model that considers the combined effects of solar radiation intensity, component shading, ambient temperature, and wind speed. S12. Use the structural parameters of the steel box arch rib, the thermal properties of the material, and the component occlusion relationship during the construction stage as inputs to the model. S13. Establish a thermo-mechanical coupling analysis module for the instantaneous temperature field and structural deformation of the steel box arch rib, which is used for real-time calculation of the instantaneous temperature field and structural deformation of the steel box arch rib. S14. Establish a module to transfer the influence of steel box arch rib structure deformation and cable force, which is used to calculate the influence of steel box arch rib structure deformation on cable force.

3. The method for controlling the alignment of a mesh cable-stayed arch bridge based on meteorological parameters according to claim 1, characterized in that, The deployment of the wireless sensor network in step S2 includes: At least three rows of temperature sensors are arranged at preset intervals along the height of the steel box arch rib section to obtain the vertical temperature gradient of the section. At least two rows of temperature sensors are arranged in the width direction of the steel box arch rib section to obtain the transverse temperature gradient of the section; Radiation temperature monitoring sections are set at the arch foot, 1 / 4 span, arch top, and 3 / 4 span along the longitudinal direction of the steel box arch rib. Solar radiation sensors are arranged on the sun-facing and shadow-facing surfaces of the outer surface of the steel box at each radiation temperature monitoring section.

4. The method for controlling the alignment of a mesh cable-stayed arch bridge based on meteorological parameters according to claim 2, characterized in that, The step S3, which calculates the predicted temperature deformation of the steel box arch rib, includes: S31. Input the real-time collected solar radiation intensity data into the transient thermal analysis finite element model to calculate the radiative heat flux density on each surface of the steel box arch rib. S32. Calculate the convective heat transfer coefficient based on the real-time collected wind speed data, and use it as the convective boundary condition for the transient thermal analysis finite element model. S33. Set the reference temperature boundary of the transient thermal analysis finite element model based on the real-time collected ambient temperature data; S34. Based on the actual spatial shape of the steel box arch rib and the temporary component shading relationship during the construction stage, calculate the shadow area and effective radiation area of ​​each surface of the steel box arch rib. S35. Solve the transient heat conduction equation and output the instantaneous temperature field at any position of the steel box arch rib; S36. Use the instantaneous temperature field of the steel box arch rib as the load input to the thermo-mechanical coupling analysis module to calculate the predicted temperature deformation value of the steel box arch rib.

5. The method for controlling the alignment of a mesh cable-stayed arch bridge based on meteorological parameters according to claim 1, characterized in that, Step S5 includes: S51. Set the error threshold for the steel box arch rib shape, which includes the vertical displacement threshold and the lateral displacement threshold. S52. Obtain meteorological forecast data for a future preset time period or statistical prediction data based on historical data for the same period; S53. Input the acquired meteorological forecast data or statistical prediction data into the dynamic coupling model to calculate the predicted shape of the steel box arch rib at each time within the preset time period. S54. Within a future preset time period, select target time periods that meet preset conditions; wherein, the preset conditions are: the predicted alignment error of the steel box arch rib is continuously less than the error threshold, and the duration meets the requirements for closure construction. S55. Perform a stability assessment on the selected target time period, and select the time period with the smallest temperature field change rate of the steel box arch rib as the optimal closure window within the target time period.

6. The method for controlling the alignment of a mesh cable-stayed arch bridge based on meteorological parameters according to claim 5, characterized in that, The preset conditions in S54 also include: The closing of the window should begin at a time that avoids the rapid temperature rise after sunrise, and the closing of the window should end before sunset to allow sufficient construction buffer time. The predicted wind speed during the closing window period is lower than the preset construction safety wind speed threshold.

7. The method for controlling the alignment of a mesh cable-stayed arch bridge based on meteorological parameters according to claim 1, characterized in that, The steel box arch rib hoisting and closure stage also includes: After the steel box arch ribs of each segment are hoisted into place, the temperature field data of that segment is collected in real time. The temperature deformation value of this segment under the current temperature field is calculated using a dynamic coupling model. Compare the temperature deformation value with the design line shape to calculate the line shape deviation. Calculate the cable tension adjustment amount for adjacent installed slings based on the linear deviation. Output cable tension adjustment commands to simultaneously correct the alignment of adjacent steel box arch ribs during hoisting.

8. The method for controlling the alignment of a mesh cable-stayed arch bridge based on meteorological parameters according to claim 1, characterized in that, After the steel box arch rib hoisting and closure construction is completed, it also includes: During the closure welding process, the temperature field changes and linear changes of the steel box arch ribs were continuously monitored. After welding is completed, the measured cable force values ​​of the entire arch bridge suspension cables are collected; Compare the measured cable force value with the designed cable force value, and calculate the cable force deviation value; Based on the cable force deviation value and the current temperature field of the steel box arch rib, the final cable force fine-tuning amount is calculated using a dynamic coupling model; Output cable force fine-tuning commands to keep the cable force error of the arch bridge after closure within the preset cable force error threshold.

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