Underneath type hanging basket prepressing detection and construction control system

Abstract

The invention relates to the technical field of bridge construction, in particular to an underneath type hanging basket pre-pressing detection and construction control system which is implemented through the following steps: S01, determining a pre-pressing load, and accurately calculating a pre-pressing weight and a graded loading ratio by adopting a dynamic simulation algorithm in combination with finite element analysis and environmental parameter correction based on the weight of a bridge arch ring section; s02, setting multi-dimensional monitoring points, including hanging basket deformation, strain, junction pier deviation and arch ring strain monitoring; s03, carrying out graded loading and real-time data acquisition, and obtaining mechanical response data after the load is kept stable through multi-stage loading; s04, introducing an error rate formula to quantitatively evaluate the difference between actually measured data and theoretical data, and performing over-limit early warning; and S05, dynamically adjusting construction parameters according to a detection result, and optimizing a hanging basket pre-lifting value and a walking system. The invention aims to carry out pre-pressing test on the hanging basket, record the deformation of the hanging basket in a pre-pressing state, and finely adjust the hanging basket according to the stress condition of the hanging basket in the pouring construction process.

Description

Technical Field

[0001] The invention belongs to the technical field of bridge construction engineering, and relates to a bottom-mounted hanging basket preloading detection and construction control system. Background Art

[0002] In the field of bridge construction, the cantilever construction method is widely used in various bridge projects because of its significant advantages such as effectively reducing the construction of construction scaffolds, reducing construction costs and not affecting traffic under the bridge. This method sets up working platforms on both sides of the piers, and adopts the method of cantilever casting or assembling beam sections to the middle of the span section by section until the bridge span structure is successfully closed. In this process, the performance of the hanging basket, as the core equipment of the cantilever casting method, plays a decisive role in the construction quality and safety. After the hanging basket is assembled, it is essential to carry out a pre-stress test, which can not only verify the reliability of the hanging basket itself, but also effectively eliminate its inelastic deformation, providing accurate parameter basis for subsequent construction.

[0003] In the traditional preloading test of hanging basket, many problems need to be solved. On the one hand, some preloading systems rely on pre-embedded fine-rolled threaded steel in the concrete cap. This method not only increases the cost of material procurement and labor installation, but also makes it extremely difficult to adjust the position of the preloading system once the pre-embedded position deviates, which seriously affects the convenience and accuracy of the preloading test and leads to delays in the construction progress. On the other hand, the existing preloading methods focus on the improvement of the loading device, but pay insufficient attention to the comprehensive monitoring of multiple parts of the hanging basket. During the compression process, the deformation and strain of the hanging basket, the displacement of the junction pier and the strain of the arch ring are all key indicators for measuring its performance. However, it is difficult for traditional methods to achieve comprehensive monitoring of these key parts, making it impossible to conduct a comprehensive and accurate evaluation of the hanging basket performance. In addition, there is a lack of effective linkage mechanism between the traditional preloading test and the adjustment of construction parameters. The results of the preloading test cannot be fed back in time and applied to the adjustment of construction parameters, making it difficult to optimize the construction process in time according to the actual situation, which ultimately makes it difficult to ensure the construction accuracy and affects the overall quality of the bridge.

[0004] Among the types of bridges, straight bridges such as continuous steel structure bridges are mostly constructed with upper hanging baskets due to their structural characteristics. The upper hanging basket has formed relatively mature preloading and construction experience in long-term practice. However, for bridge structures with curved shapes such as arch rings, the upper hanging basket cannot adapt to their special curved shapes and is difficult to play an effective role. At this time, the lower hanging basket becomes an inevitable choice. Due to its unique structural form and force characteristics, the performance of the lower hanging basket is significantly different from that of the upper hanging basket during the compression process, and its deformation response is often more obvious. If this large deformation cannot be effectively eliminated and accurately controlled, it will pose a serious threat to the safety and stability of bridge construction. Therefore, in the construction of arch bridges using lower hanging baskets, how to effectively eliminate the deformation response of the lower hanging basket and accurately monitor and control it has become a key technical problem that needs to be overcome in the current field of bridge cantilever construction.

[0005] At present, there are some solutions to the problem of preloading test of hanging baskets. For example, the publication number CN119394696A discloses a preloading test system for hanging baskets in bridge cantilever construction. The system is provided with a movable bearing platform above the cantilever body, a jack is provided under the bearing platform, and the platform pressure plate at the output end of the jack directly presses the bottom mold platform. This method avoids the pre-embedded fine-rolled threaded steel, saves construction costs, and the bearing platform is movable, which is convenient for adjusting the position of the platform pressure plate, and improves the convenience of preloading test to a certain extent. However, the system only focuses on the improvement of the loading device, does not involve the monitoring of multiple parts of the hanging basket, cannot comprehensively evaluate the performance of the hanging basket, and is not combined with the adjustment of construction parameters, and it is difficult to ensure the construction accuracy. Some existing technologies use the stacking of steel sections for preloading, and simulate the actual load by stacking steel sections. This method is relatively simple, but uneven loading is prone to occur during loading, and the loading cycle is long, the efficiency is low, and it is also impossible to achieve an accurate evaluation of the performance of the hanging basket. In summary, the existing preloading methods are insufficient in terms of convenience, comprehensiveness and intelligence, especially lacking effective countermeasures for the special deformation problem of the lower hanging basket during the compression process. In order to solve these problems, the present invention proposes a lower hanging basket preloading detection and construction control system, which realizes comprehensive detection of the hanging basket performance and precise optimization of construction parameters through the organic combination of multi-part monitoring, error analysis and evaluation, and construction parameter adjustment, effectively improving construction safety and accuracy, and providing innovative solutions for the special needs of the lower hanging basket. Summary of the invention

[0006] The present invention provides a bottom-mounted hanging basket pre-compression detection and construction control system, which performs a pre-compression test on the hanging basket, records the deformation of the hanging basket under the pre-compression state, and fine-tunes the hanging basket according to the stress condition of the hanging basket during the pouring construction process.

[0007] In order to solve the above problems, the technical solution adopted by the invention is:

[0008] A bottom-mounted hanging basket preloading detection and construction control system comprises the following steps:

[0009] S01 Determine the preload: According to the weight of the bridge arch ring segment, determine the preload weight of the hanging basket as a multiple of the arch ring hanging weight. Use multi-level loading, and the weight of each level is calculated by formula W n =W target ×P n Calculated, where W n Load weight for level n, W target is the target preload weight, P n Loading ratio for level n;

[0010] S02 sets monitoring points: multiple deformation measuring points are arranged at the cantilever end of the basket to monitor the deformation of the basket; strain measuring points are arranged on the two load-bearing longitudinal beams of the basket to monitor the strain of the basket; observation points are symmetrically arranged on the top of the junction pier to monitor the deviation; strain gauges are arranged at the center of the two boxes on the top plate and bottom plate of the arch foot section of the arch ring to monitor the strain of the arch ring.

[0011] S03 Gradual loading and monitoring: Load in order, and hold the load for a corresponding time after each level of loading; after the load is stable, collect the deformation, strain, displacement of the junction pier and the strain data of the arch ring;

[0012] S04 Data processing and evaluation: Compare measured data with theoretical calculation data, and calculate the error rate based on measured and theoretical formulas

[0013]

[0014] E is the error rate, S 实测 Measured is the measured data, S 理论 Theory is theoretical data. If the error rate is within the threshold range, it is determined that the hanging basket meets the construction requirements; if it exceeds the range, the signal is output;

[0015] S05 Construction Control Adjustment: According to the preloading test results, adjust the construction parameters of the hanging basket, adjust the pre-lift value of the hanging basket, and calculate H through the formula 调整 =H 理论 +ΔH 弹性 +ΔH 非弹性 , H 调整 is the adjusted pre-lift value of the hanging basket, H 理论 is the theoretical pre-lift value, ΔH 弹性 Elasticity is the measured elastic deformation value, ΔH 非弹性 Inelasticity is the measured inelastic deformation value.

[0016] The principles and advantages of this solution are:

[0017] In the stage of determining the preload, the preload weight of the hanging basket is set to 1.1 times the weight of the arch ring according to the weight of the bridge arch ring segment. The loading weights at each level are calculated to simulate the actual load conditions that the hanging basket will bear in actual construction, making subsequent inspections and construction control more targeted.

[0018] When setting up monitoring points, corresponding measuring points and strain gauges are arranged at key positions of the cantilever end of the hanging basket, the load-bearing longitudinal beam, the top of the junction pier and the arch foot section of the arch ring to monitor the deformation, strain and displacement of the hanging basket and related structures in real time from multiple aspects.

[0019] During the graded loading and monitoring stage, multi-level loading is carried out according to the preset loading sequence and holding time. Various data are collected after each level of loading is stable to ensure that the changes in the mechanical properties of the hanging basket at different loading stages can be fully and accurately obtained.

[0020] In the data processing and evaluation phase, by comparing the measured data with the theoretical calculation data, the error rate formula is used to quantify the difference between the two, which serves as a scientific basis for judging whether the hanging basket meets the construction requirements. When the error rate exceeds the threshold range, a signal is output to detect the problem in time.

[0021] Finally, during the construction control adjustment stage, the construction parameters of the hanging basket pre-lift value are adjusted according to the pre-load test results, so that the hanging basket can better adapt to the actual working conditions in subsequent construction and ensure construction quality and safety.

[0022] Compared with the existing technology, in terms of determining the preload, most of the existing technologies use empirical estimation or a simple fixed ratio to determine the preload, which lacks accurate consideration of the actual situation of the bridge structure. The present solution accurately calculates the preload based on the weight of the bridge arch ring segment. For example, in the construction of a large bridge, the preload determined by this solution is used for testing, which can more realistically simulate the stress state of the hanging basket in actual construction, avoiding subsequent construction problems caused by inaccurate preload, such as excessive deformation of the hanging basket affecting the linear shape of the beam.

[0023] In terms of setting up monitoring points, existing technologies often only focus on some key parts of the hanging basket itself, and the monitoring dimension is single. This solution sets up monitoring points at multiple key locations, fully covering the hanging basket and surrounding structures. Taking the monitoring of the displacement of the junction pier as an example, in previous construction, due to the lack of monitoring of the displacement of the junction pier, the displacement of the junction pier may cause uneven force on the hanging basket, thereby causing safety accidents. However, this solution arranges observation points on the top of the junction pier, which can grasp the displacement of the junction pier in real time and take timely measures to adjust it, greatly improving the safety of construction.

[0024] In the data processing and evaluation stage, the existing technology mostly uses fuzzy judgment criteria, which makes it difficult to accurately evaluate the performance of the hanging basket. This solution introduces the error rate formula for quantitative evaluation, making the judgment result more scientific and accurate. In the preloading test of the bridge hanging basket, through the calculation of the error rate, it can be found that the mechanical properties of some parts of the hanging basket deviate from the theoretical value, and timely analysis and processing can avoid further deterioration of the problem.

[0025] In terms of construction control adjustment, existing technologies usually lack a mechanism to dynamically adjust construction parameters according to preloading test results. This solution adjusts the pre-lift value of the hanging basket through a specific formula, taking full account of the measured elastic deformation value and inelastic deformation value. In actual construction, the pre-lift value of the hanging basket adjusted according to the preloading test results can make the beam body better conform to the design line shape during the pouring process, improve construction accuracy, reduce later finishing work, and greatly improve construction efficiency and quality.

[0026] Furthermore, in S01, when determining the preload, a dynamic simulation algorithm is used to simulate the stress state of the bridge arch ring at different construction stages in real time. The dynamic simulation algorithm is based on finite element analysis software and is corrected in combination with environmental parameters monitored on site. The specific steps of the dynamic simulation algorithm for real-time simulation of the stress state of the bridge arch ring at different construction stages are:

[0027] 01 Collect the design drawings of the bridge arch and hanging basket, the elastic modulus E, Poisson's ratio μ, and density ρ of the material;

[0028] 02Use finite element analysis software to construct the initial finite element model of the bridge arch and hanging basket based on the collected data;

[0029] 03Record the ambient temperature T and wind force W at the beginning of the simulation, and calculate the temperature correction coefficient K according to the following formula T and wind correction factor K W :

[0030] Temperature correction factor K t =1+α(TT 0 )

[0031] Wind correction factor K W =1+β·W 2

[0032] Comprehensive environmental parameter correction factor K env =K T ·K W , the initial model parameters and the comprehensive environmental parameter correction coefficient K env Input the finite element analysis software to simulate the stress state of the bridge arch ring in the initial construction stage, so as to obtain the initial theoretical load F; according to the formula W n =1.1·F·K env Calculate the preload weight W of the hanging basket n ;

[0033] 04In each construction stage, the latest ambient temperature T and wind speed W are continuously obtained through temperature sensors and wind speed sensors;

[0034] 05 Based on the latest environmental parameters, recalculate the temperature correction factor K according to the formula in 03T , Wind correction factor K W And comprehensive environmental parameter correction factor K env ;

[0035] According to the formula W n ′=1.1·F′·K env Adjust the preload weight of the hanging basket to W n ′, according to the formula

[0036]

[0037] Adjust the loading ratio of each level to P n ′, according to the adjusted basket preload weight W n ′ and each level loading ratio P n 'Preload the hanging basket.

[0038] Furthermore, in S01, a stacking method is used for loading, and the loading weights are 20%, 60%, 100%, and 110% of the target preloading weight, respectively.

[0039] Furthermore, in S01, 100×100 mm wooden blocks with a lateral spacing of 1000 mm are first laid on the arch ring, and then three 200×200 mm wooden blocks with a lateral spacing of 2000 mm are laid horizontally thereon close to the concrete surface.

[0040] Furthermore, in S02, when setting monitoring points, stress sensors are arranged at key connection parts of the hanging basket to monitor stress concentration at the connection parts, thereby monitoring the stress concentration coefficient in real time.

[0041] Furthermore, in the data processing and evaluation step in S04, a machine learning algorithm is introduced to analyze and predict the measured data. The machine learning algorithm is trained based on historical preload detection data and actual construction conditions, and can predict abnormal conditions that may occur in the hanging basket in advance, and give corresponding warnings and processing suggestions.

[0042] Furthermore, in the construction control adjustment step in S05, in addition to adjusting the pre-lift value of the hanging basket, the walking system parameters of the hanging basket are also adjusted according to the pre-load detection result, including the walking speed, walking acceleration, and braking distance.

[0043] Furthermore, when the monitoring point is set in S02, a tilt sensor is arranged on the side of the arch ring to monitor the tilt of the arch ring during the pre-stressing process. By real-time monitoring of the tilt angle and tilt rate, when the tilt angle or tilt rate exceeds a safety threshold, a signal is transmitted to the actuator control unit to take corrective measures.

[0044] Furthermore, in the data processing and evaluation step in S04, multi-sensor fusion technology is used to fuse the deformation data, strain data, and displacement data, and a multi-sensor fusion model is established. BRIEF DESCRIPTION OF THE DRAWINGS

[0045] Figure 1 is a step flow chart;

[0046] Figure 2 This is a schematic diagram of the plan layout of the deformation measurement points of the hanging basket;

[0047] Figure 3 This is a schematic diagram of the arrangement of the strain measurement points of the hanging basket;

[0048] Figure 4 This is the layout diagram of the offset measurement points of the junction pier;

[0049] Figure 5 This is the arrangement diagram of strain measurement points on the concrete arch foot section;

[0050] Figure 6 It is a structural schematic diagram of the bottom-mounted hanging basket. DETAILED DESCRIPTION

[0051] The reference numerals in the drawings of the specification include: deformation measuring point 1, strain measuring point 2, lateral deviation point of the junction pier position 3, cross-sectional strain measuring point 4, arch ring 5, hanging basket 7, bridge pier 8, concrete arch foot section 9, hanging basket cantilever 10, load-bearing longitudinal beam 11, arch ring arch foot section 12

[0052] Embodiment 1, as Figure 1 As shown, a bottom-mounted hanging basket preloading detection and construction control system includes the following steps:

[0053] S01 Determine the preload: According to the weight of the bridge arch ring segment, the preload weight of the hanging basket is determined to be 1.1 times the weight of the arch ring hanging cast. Multi-level loading is adopted, and the weight of each level is calculated by formula W n =W target ×P n Calculated, where W n Load weight for level n, W target is the target preload weight, P n Loading ratio for level n;

[0054] S02 sets monitoring points: 4 deformation measuring points 1 are arranged at the end of the hanging basket cantilever to monitor the deformation of the hanging basket; 3 strain measuring points 2 are arranged on the two load-bearing longitudinal beams of the hanging basket to monitor the strain of the hanging basket 7; 2 intersection pier position deviation points 3 are symmetrically arranged on the top of the intersection pier to monitor the deviation. The top of the intersection pier refers to the top of the pier at the intersection of two different structural systems. For example, the top area of ​​the pier where the continuous beam bridge connects with the simply supported beam bridge, or the top of the pier where the main bridge and the approach bridge of the bridge are connected. This position is the key part of the conversion of different mechanical structures. Taking a bridge with a main bridge as a continuous rigid frame and an approach bridge as a simply supported beam as an example, the top of the pier between the main bridge and the approach bridge is the top of the intersection pier. From the perspective of spatial position, it is the topmost plane part of the pier and the connection interface between the bridge superstructure beam and the pier; 2 section strain measuring points 4 are arranged at the center of the top plate and bottom plate of the concrete arch foot section 9 of the arch ring 5 to monitor the strain of the arch ring 5.

[0055] S03 Gradual loading and monitoring: Loading is carried out in the order of loading. The corresponding load holding time after each level of loading is 30 minutes for 20% loading, 1 hour for 60% loading, 4 hours for 100% loading, and 1 hour for 110% loading. After the load is stable, the deformation, strain, displacement of the junction pier and the strain data of the arch ring are collected.

[0056] S04 Data processing and evaluation: Compare measured data with theoretical calculation data, and calculate the error rate based on the formula measured and theoretical

[0057]

[0058] , E is the error rate, S 实测 Measured is the measured data, S 理论 Theory is theoretical data. If the error rate is within the range of ±10%, it is determined that the hanging basket meets the construction requirements; if it exceeds the range, the signal is output;

[0059] S05 Construction Control Adjustment: According to the preloading test results, adjust the construction parameters of the hanging basket, adjust the pre-lift value of the hanging basket, and use the formula

[0060] H 调整 =H 理论 +ΔH 弹性 +ΔH 非弹性 Calculate, H 调整 Adjust to the adjusted hanging basket pre-lift value, H 理论 Theoretical is the theoretical pre-lift value, ΔH 弹性 Elasticity is the measured elastic deformation value, ΔH 非弹性 Inelasticity is the measured inelastic deformation value.

[0061] In the stage of determining the preload, the preload weight of the hanging basket is set to 1.1 times the weight of the suspended arch segment based on the weight of the bridge arch segment, and the loading weight of each level is calculated by a specific formula. The purpose is to simulate the actual load conditions that the hanging basket bears in actual construction, so that subsequent inspections and construction control are more targeted.

[0062] When setting monitoring points, corresponding measuring points are arranged at key positions of the end of the hanging basket cantilever 10, the load-bearing longitudinal beam 11, the top of the junction pier and the arch foot section of the arch ring to monitor the mechanical response of the deformation, strain and displacement of the hanging basket 7 in real time from multiple aspects.

[0063] During the graded loading and monitoring stage, multi-level loading is carried out according to the preset loading sequence and holding time. Various data are collected after each level of loading is stable to ensure that the changes in the mechanical properties of the hanging basket at different loading stages can be fully and accurately obtained.

[0064] In the data processing and evaluation phase, by comparing the measured data with the theoretical calculation data, the error rate formula is used to quantify the difference between the two, which is used as a scientific basis for judging whether the hanging basket meets the construction requirements. When the error rate exceeds the range of ±10%, a signal is output to detect the problem in time.

[0065] Finally, during the construction control adjustment stage, the construction parameters of the hanging basket pre-lift value are adjusted through a formula based on the pre-load test results, so that the hanging basket can better adapt to actual working conditions in subsequent construction and ensure construction quality and safety.

[0066] In terms of determining the preload, most existing technologies use empirical estimates or simple fixed ratios to determine the preload, lacking precise consideration of the actual conditions of the bridge structure. This solution accurately calculates the preload based on the weight of the bridge arch ring segment. For example, in the construction of a large bridge, the preload determined by this solution is used for testing, which can more realistically simulate the stress state of the hanging basket in actual construction and avoid subsequent construction problems caused by inaccurate preloads, such as excessive deformation of the hanging basket affecting the linear shape of the beam.

[0067] In terms of setting up monitoring points, existing technologies often only focus on some key parts of the hanging basket itself, and the monitoring dimension is single. This solution sets up monitoring points at multiple key locations, comprehensively covering the hanging basket and surrounding structures. Taking the monitoring of the deviation of the junction pier as an example, in previous construction, due to the lack of monitoring of the deviation of the junction pier, the displacement of the junction pier may cause uneven force on the hanging basket, thereby causing safety accidents. However, by arranging observation points on the top of the junction pier, this solution can grasp the deviation of the junction pier in real time, take timely measures to make adjustments, and greatly improve the safety of construction.

[0068] In the data processing and evaluation stage, the existing technology mostly uses fuzzy judgment criteria, which makes it difficult to accurately evaluate the performance of the hanging basket. This solution introduces the error rate formula for quantitative evaluation, making the judgment result more scientific and accurate. In the preloading test of the bridge hanging basket, through the calculation of the error rate, it can be found that the mechanical properties of some parts of the hanging basket deviate from the theoretical value, and timely analysis and processing can avoid further deterioration of the problem.

[0069] In terms of construction control adjustment, existing technologies usually lack a mechanism to dynamically adjust construction parameters according to preloading test results. This solution adjusts the pre-lift value of the hanging basket through a specific formula, taking full account of the measured elastic deformation value and inelastic deformation value. In actual construction, the pre-lift value of the hanging basket adjusted according to the preloading test results can make the beam body better conform to the design line shape during the pouring process, improve construction accuracy, reduce later finishing work, and greatly improve construction efficiency and quality.

[0070] When determining the preload in S01, a dynamic simulation algorithm is used to simulate the stress state of the bridge arch ring at different construction stages in real time. The dynamic simulation algorithm is based on finite element analysis software and is corrected in combination with environmental parameters monitored on site. The specific steps of the dynamic simulation algorithm for real-time simulation of the stress state of the bridge arch ring at different construction stages are:

[0071] 01 Collect the design drawings of the bridge arch and hanging basket, the elastic modulus E, Poisson's ratio μ, and density ρ of the material;

[0072] 02Use finite element analysis software to construct the initial finite element model of the bridge arch and hanging basket based on the collected data;

[0073] 03Record the ambient temperature T and wind force W at the beginning of the simulation, and calculate the temperature correction coefficient K according to the following formula T and wind correction factor K W :

[0074] Temperature correction factor K T =1+α(TT 0 )

[0075] Wind correction factor K W =1+β·W 2

[0076] Comprehensive environmental parameter correction factor K env =K T ·K W , the initial model parameters and the comprehensive environmental parameter correction coefficient K env Input the finite element analysis software to simulate the stress state of the bridge arch ring in the initial construction stage, so as to obtain the initial theoretical load F; according to the formula W n =1.1·F·Kenv Calculate the preload weight W of the hanging basket n , determine the initial loading ratio P of each level n ,n represents the loading level;

[0077] 04In each construction stage, the latest ambient temperature T and wind speed W are continuously obtained through temperature sensors and wind speed sensors;

[0078] 05 Based on the latest environmental parameters, recalculate the temperature correction factor K according to the formula in 03 T , Wind correction factor K W And comprehensive environmental parameter correction factor K env

[0079] According to the formula W n ′=1.1·F′·K env Adjust the preload weight of the hanging basket to W n ′.

[0080] According to the formula

[0081]

[0082] Adjust the loading ratio of each level to P n ′, according to the adjusted basket preload weight W n ′ and each level loading ratio P n 'Preload the hanging basket.

[0083] The dynamic simulation algorithm in the above scheme combined with finite element analysis software can fully consider the structural characteristics of the bridge arch ring and the hanging basket, the factors of material properties, and build an accurate mechanical model. On this basis, the model is corrected in combination with the environmental parameters of temperature and wind force monitored in real time on site, so that the simulation results are more in line with the load changes borne by the hanging basket during actual construction, so as to accurately determine the preload weight and loading ratio. By simulating the stress state of the bridge arch ring at different construction stages in real time, it is possible to predict in advance the possible stress concentration and excessive deformation problems of the structure.

[0084] In S01, the stacking method is used for loading, and the loading weights are 20%, 60%, 100%, and 110% of the target preload weight, respectively. Data collection is performed after each level of loading is stable, which can more accurately measure the deformation and strain data of the hanging basket. The response of the structure is different under different load levels. The graded loading can clearly record the changes in the mechanical properties of the structure at different load stages, which is helpful to more accurately analyze the elastic deformation and inelastic deformation of the structure, and provide more accurate data basis for subsequent construction control.

[0085] In S01, 100×100mm wooden planks with a horizontal spacing of 1000mm are first laid on the arch ring, and then three 200×200mm wooden planks with a horizontal spacing of 2000mm are laid horizontally on the arch ring close to the concrete surface. The support structure of the layered wooden planks can simulate the contact state between the template and the arch ring during the construction of the hanging basket, so that the preload is closer to the actual working condition. For example, the spacing of 200×200mm wooden planks of 2000mm may correspond to the support point position of the main truss of the hanging basket, ensuring that the deformation data during preloading can directly guide the adjustment of the pre-lift value of the hanging basket. At the same time, the continuous laying of horizontal wooden planks can reduce the stress concentration at the edge of the arch ring and avoid measurement errors caused by the boundary effect of the preload.

[0086] In the S02, when setting the monitoring points, stress sensors are arranged at the key connection parts of the hanging basket to monitor the stress concentration of the connection parts. The stress concentration coefficient is monitored in real time, and the data is collected in real time by the stress sensor to calculate the stress concentration coefficient and the ratio of the actual stress to the average stress. When the coefficient exceeds the safety threshold, an alarm is triggered. For example, during the preloading process, the stress concentration coefficient at a certain weld reaches 1.8. The system issues a timely warning to avoid cracking accidents. The monitoring data can feedback the actual stress state of the hanging basket and guide the dynamic adjustment of the preloading load. For example, if the stress concentration coefficient of a certain connection part is abnormal, the loading can be suspended and the loading sequence can be optimized to avoid local overload.

[0087] In the data processing and evaluation step in S04, a machine learning algorithm is introduced to analyze and predict the measured data. The machine learning algorithm is trained based on historical preload detection data and actual construction conditions, and can predict in advance possible abnormal conditions of the hanging basket, and give corresponding warnings and processing suggestions. By analyzing the changing trends of the data of the hanging basket deformation, strain, junction pier displacement and arch ring strain, it is possible to predict in advance the abnormal conditions of excessive deformation and excessive stress of the hanging basket, and issue a warning in time before the accident occurs, so as to buy precious response time for the construction personnel and avoid the occurrence of safety accidents.

[0088] In the S05, in the construction control adjustment step, in addition to adjusting the pre-lift value of the hanging basket, the walking system parameters of the hanging basket are also adjusted according to the pre-stressing test results, including walking speed, walking acceleration, braking distance, and environmental conditions at the construction site, such as wind force, temperature, and beam body slope, which will affect the walking of the hanging basket. The pre-stressing test can comprehensively consider the impact of these factors on the hanging basket structure and walking system. Adjusting the walking system parameters according to the test results can enable the hanging basket to walk safely and efficiently under different environmental conditions. For example, in the case of strong winds, reducing the walking speed and acceleration can improve the stability of the hanging basket.

[0089] When the monitoring point is set in S02, a tilt sensor is arranged on the side of the arch ring to monitor the tilt of the arch ring during the pre-stressing process. By real-time monitoring of the tilt angle and tilt rate, when the tilt angle or tilt rate exceeds the safety threshold, the signal is transmitted to the actuator control unit to take corrective measures. The tilt sensor can capture tiny tilt changes. When the tilt angle or rate exceeds the safety threshold, the system immediately triggers an alarm and starts corrective measures. For example, because the tilt of the arch ring was not discovered in time, the linear deviation of the joint section reached 15mm, far exceeding the specification requirement of 10mm. This solution can avoid such problems through real-time monitoring.

[0090] In the step of data processing and evaluation in S04, multi-sensor fusion technology is used to fuse deformation data, strain data, and displacement data. By establishing a multi-sensor fusion model, when a certain indicator is abnormal, the problem can be quickly located by fusing other sensor data. For example, if the strain of the hanging basket exceeds the limit but the deformation is normal, it may be a local weld defect; if both the deformation and the displacement are abnormal, it may be caused by the settlement of the pier foundation.

[0091] In actual use, determine the preload

[0092] According to the weight of the bridge arch ring segment, the preloading weight of the hanging basket is set to 1.1 times the weight of the arch ring hanging casting. A multi-level loading method is adopted, and the loading weight of each level is calculated by the formula

[0093] P n =P 3 ×K n

[0094] Calculated, where P n is the nth level loading weight, P3 is the target preload weight, K n Loading scale for level n.

[0095] A dynamic simulation algorithm is used to simulate the stress state of the bridge arch ring in different construction stages in real time. The dynamic simulation algorithm is based on finite element analysis software and is corrected in combination with environmental parameters monitored on site.

[0096] The specific steps are as follows:

[0097] Collect the design drawings of the bridge arch ring and hanging basket, the elastic modulus E, Poisson's ratio μ, and density ρ of the material.

[0098] Using finite element analysis software, based on the collected data, the initial finite element model of the bridge arch ring and hanging basket was constructed.

[0099] Record the ambient temperature T and wind force W at the beginning of the simulation, and calculate the temperature correction coefficient K according to the following formula T and wind correction factor K W :

[0100] Temperature correction coefficient:

[0101] K T = 1 + α(T - T 0 ), where α is the linear expansion coefficient of the material, and T 0 is the standard temperature

[0102] Wind force correction coefficient:

[0103] K W = 1 + β·W 2 , where β is the wind force influence coefficient

[0104] Comprehensive environmental parameter correction coefficient

[0105] K env = K T ·K W

[0106] , input the initial model parameters and the comprehensive environmental parameter correction coefficient into the finite element analysis software to simulate the stress state of the bridge arch ring in the initial construction stage, so as to obtain the initial theoretical load F. According to the formula

[0107] W n = 1.1·F·K env calculate the preloading weight of the hanging basket, determine the initial loading ratio kn at each level, and n represents the loading level. At each construction stage, continuously obtain the latest environmental temperature T

[0108] and wind force W through temperature sensors and wind force sensors

[0109] According to the latest environmental parameters, recalculate the temperature correction coefficient K T , the wind force correction coefficient K W and the comprehensive environmental parameter correction coefficient k according to the above formula

[0110] Adjust the preloading weight of the hanging basket to P' according to the formula W n ' = 1.1·F'·K env . According to the formula

[0111]

[0112] Adjust the loading ratio at each level to kn', and perform the preloading of the hanging basket according to the adjusted preloading weight of the hanging basket and the loading ratio kn' at each level

[0113] The stacking method is used for loading, and the loading weights are 20%, 60%, 100%, and 110% of the target preloading weight. First, 100×100mm wooden squares with a horizontal spacing of 1000mm are laid on the arch ring, and then three 200×200mm wooden squares with a horizontal spacing of 2000mm are laid horizontally on it close to the concrete surface. The support structure of the layered wooden squares can simulate the contact state between the template and the arch ring during the hanging basket construction, making the preloading load closer to the actual working conditions.

[0114] Four deformation measuring points are arranged at the cantilever end of the basket to monitor the deformation of the basket.

[0115] Three strain measuring points are arranged on the two load-bearing longitudinal beams of the hanging basket to monitor the strain of the hanging basket.

[0116] Two observation points are symmetrically arranged on the top of the junction pier to monitor the deviation.

[0117] Two strain gauges are arranged at the center of the top and bottom boxes of the arch ring and arch foot section to monitor the arch ring strain.

[0118] Stress sensors are arranged at the key connection parts of the hanging basket to monitor the stress concentration at the connection parts. By real-time monitoring of the stress concentration coefficient and the ratio of actual stress to average stress, an alarm is triggered when the coefficient exceeds the safety threshold.

[0119] A tilt sensor is arranged on the side of the arch ring to monitor the tilt of the arch ring during the pre-stressing process. By real-time monitoring of the tilt angle and tilt rate, when the tilt angle or tilt rate exceeds the safety threshold, the signal is transmitted to the actuator control unit to take corrective measures.

[0120] Gradual loading and monitoring

[0121] The loading is carried out in the order of loading, and the corresponding load holding time after each level of loading is 30 minutes for 20% loading, 1 hour for 60% loading, 4 hours for 100% loading, and 1 hour for 110% loading. After the load is stable, the sensors at each monitoring point collect the data of the deformation, strain, displacement of the junction pier and the strain of the arch ring.

[0122] Compare the measured data with the theoretical calculation data, according to the formula

[0123]

[0124] Calculate the error rate of measured and theoretical calculations, where E is the error rate, measured is the measured data, and theoretical is the theoretical data. If the error rate is within the range of ±10%, it is determined that the hanging basket meets the construction requirements; if it exceeds the range, the signal is output. The machine learning algorithm is introduced to analyze and predict the measured data. The machine learning algorithm is trained based on historical preload detection data and actual construction conditions. It can predict possible abnormal situations in the hanging basket in advance and give corresponding warnings and handling suggestions.

[0125] Multi-sensor fusion technology is used to fuse deformation data, strain data, and displacement data. By establishing a multi-sensor fusion model, when a certain indicator is abnormal, the fusion of other sensor data can quickly locate the problem.

[0126] (V) Construction control adjustment

[0127] According to the preloading test results, adjust the construction parameters of the hanging basket and the pre-lift value of the hanging basket.

[0128] H 调整 =H 理论 +ΔH 弹性 +ΔH 非弹性

[0129] H 调整 Adjust to the adjusted hanging basket pre-lift value, H 理论 Theoretical is the theoretical pre-lift value, ΔH 弹性 Elasticity is the measured elastic deformation value, ΔH 非弹性 Inelasticity is the measured inelastic deformation value.

[0130] According to the preload test results, the walking system parameters of the hanging basket are adjusted, including walking speed, walking acceleration, and braking distance, to adapt to the environmental conditions of the construction site, such as the impact of wind force, temperature, and beam slope on the walking of the hanging basket.

[0131] When doing specific operations,

[0132] Data collection: Before the construction of the bridge, the design drawings of the bridge arch ring and the hanging basket are collected in detail to accurately obtain the elastic modulus E, Poisson's ratio μ, and density ρ of the material. For example, for a specific bridge, the design drawings show that the arch ring uses C50 concrete, and its elastic modulus E = 3.45 × 10 4 MPa, Poisson's ratio μ = 0.2, density ρ = 2500kg / m3, elastic modulus of the main steel of the hanging basket E = 2.06 × 105MPa, Poisson's ratio μ = 0.3, density ρ = 7850kg / m 3 .

[0133] Model construction: Using professional finite element analysis software Midas Civil, the initial finite element model of the bridge arch ring and hanging basket was constructed based on the collected data. During the modeling process, the geometric dimensions, material properties and connection parameters of each structure were accurately set. For example, the curve shape of the arch ring was accurately drawn according to the design drawings, the cross-sectional dimensions of each component of the hanging basket were defined, and the appropriate unit type was set, such as beam units used to simulate the hanging basket longitudinal beams and solid units used to simulate the arch ring.

[0134] Environmental parameter collection and correction coefficient calculation: At the beginning of the simulation, use high-precision temperature sensors and wind sensors to record the ambient temperature T and wind speed W. Assume that the initial ambient temperature T = 25 ° C and the standard temperature T 0 =20℃, the linear expansion coefficient of the material α = 1.0×10 -5 / ℃, then the temperature correction coefficient K T =1+1.0×1.0×10 -5 ×(25-20)=1.00005. If the wind force W=2m / s and the wind force influence coefficient β=0.05, then the wind force correction coefficient K W =1+0.05×2=1.1, comprehensive environmental parameter correction coefficient K env =K T ·K W =1.00005×1.1=1.100055. Input these correction coefficients and initial model parameters into the finite element analysis software, simulate and obtain the initial theoretical load F, and then calculate the preload weight of the hanging basket P=1.1×F, and determine the initial loading ratio kn of each level.

[0135] Dynamic adjustment: During the construction process, the temperature sensor and wind force sensor are continuously used to obtain the latest ambient temperature T and wind force W. For example, in the subsequent construction stage, the ambient temperature becomes T = 30 ° C, and the wind force becomes W = 3m / s, and the temperature correction coefficient K is recalculated. T =1+1.0×10-5×(30-20)=1.0001, wind correction factor K W =1+0.05×3=1.15, comprehensive environmental parameter correction coefficient K env =K T ·K W =1.0001×1.15=1.150115. According to the formula, adjust the preloading weight P′ of the hanging basket and the loading proportions kn′ of each level, and perform the preloading of the hanging basket.

[0136] Loading implementation: Use the stacking method to load, and prepare the corresponding weight of loading materials, such as steel bars. According to the calculated loading ratio, load 20%, 60%, 100%, and 110% of the target preload weight in sequence. Lay wooden planks on the arch ring according to the design requirements, first lay 100×100mm wooden planks with a horizontal spacing of 1000mm, and then lay 200×200mm wooden planks with a horizontal spacing of 2000mm to ensure that the preload distribution meets the actual working conditions.

[0137] Measurement point arrangement of the cantilever end of the hanging basket: 4 high-precision displacement sensors are fixedly installed near the four corner points of the cantilever end of the hanging basket by drilling and installation as deformation measurement points. The sensors are firmly installed to ensure that their measurement axis is consistent with the deformation direction of the hanging basket, and can accurately measure the vertical deformation of the cantilever end of the hanging basket during the preloading process.

[0138] Strain measurement point arrangement of load-bearing longitudinal beams: strain measurement points are arranged by pasting strain gauges at the mid-span, 1 / 4 span and 3 / 4 span positions of the two load-bearing longitudinal beams of the hanging basket. Before pasting the strain gauges, the surface of the longitudinal beams is polished to remove oil and rust, and then the strain gauges are firmly pasted with special glue, and waterproof and protective measures are taken to ensure that the strain gauges can accurately measure the strain of the longitudinal beams at different load stages.

[0139] Observation point arrangement on the top of the junction pier: Two total station observation prisms are symmetrically installed at the center of the top of the junction pier as observation points. The observation prisms are firmly installed to ensure that the total station can accurately measure the changes in its plane position, thereby monitoring the deviation of the junction pier during the preloading process.

[0140] Arrangement of arch ring strain gauges: Drill holes and install two strain gauges at the center of the top and bottom plates of the arch ring foot section 12. When installing the strain gauges, ensure that they are in close contact with the arch ring concrete so that they can accurately measure the strain of the arch ring during the preloading process.

[0141] Stress sensor arrangement at key connection parts: Stress sensors are installed at key connection parts of the hanging basket, such as the connection between the node plate and the longitudinal beam, and the connection between the hanging basket sling and the main beam. The stress sensor is fixed to the surface of the structure by welding or bolting to ensure that the stress concentration of the connection parts can be monitored in real time. The data of the stress sensor is collected in real time through the data acquisition system to calculate the stress concentration coefficient. When the coefficient exceeds the safety threshold, the alarm system is triggered to remind the construction personnel to pay attention.

[0142] Arch ring tilt sensor arrangement: The tilt sensor is installed on the side of the arch ring by gluing or bolting. The installation direction of the tilt sensor is perpendicular to the vertical axis of the arch ring, and it can monitor the tilt angle and tilt rate of the arch ring during the preloading process in real time. When the tilt angle or tilt rate exceeds the safety threshold, such as the tilt angle exceeds 0.5° and the tilt rate exceeds 0.1° / min, the signal is transmitted to the actuator control unit, and the actuator control unit immediately starts corrective measures, such as adjusting the loading position of the hanging basket or taking temporary support measures.

[0143] Loading process: Load in sequence according to the determined loading order. First, load 20% of the target preload weight, and slowly place the loading material in the preset position to ensure that the load is evenly distributed. After loading is completed, start the timer to hold the load for 30 minutes. During the holding period, closely observe the deformation of the hanging basket, arch ring and junction pier to ensure the stability of the structure.

[0144] Data collection: After the load is stable, the data of each monitoring point is automatically collected through the data collection system. For example, the displacement data of the deformation measurement point, the strain data of the strain measurement point, the displacement data of the junction pier observation point, and the strain data of the arch ring strain gauge. The data collection system transmits the collected data to the data processing center in real time for storage and analysis.

[0145] Subsequent loading: In the same way, load 60%, 100%, and 110% in sequence, and hold the load for the corresponding time after each level of loading (60% loading for 1 hour, 100% loading for 4 hours, and 110% loading for 1 hour), and collect data after the load is stable. During the loading process, if abnormal deformation or other abnormal conditions are found in the structure, stop loading immediately, analyze the cause and take corresponding measures before continuing loading.

[0146] Error calculation: Compare the collected measured data with the theoretical calculated data, and use the error rate formula

[0147]

[0148] Calculate the error rate. For example, the measured deformation value of the cantilever end of the hanging basket is 15mm

[0149] , the theoretical value is 13mm, then the error rate

[0150]

[0151] If the error rate is within the range of ±10%, it is determined that the hanging basket meets the construction requirements in this aspect; if it exceeds the range, a signal is output to the early warning system.

[0152] The collected measured data is input into the machine learning model trained based on historical preloading test data and actual construction conditions. The machine learning model predicts possible abnormal conditions of the hanging basket by analyzing and learning the data. For example, by analyzing the deformation, strain, displacement of the junction pier and strain data of the hanging basket, it is predicted that the hanging basket may deform too much in the subsequent construction, and corresponding early warning information is given, such as "the cantilever end of the hanging basket may be excessively deformed, please check the loading conditions and structural connection parts". At the same time, according to the training results of the model, corresponding treatment suggestions are given, such as adjusting the loading sequence and adding temporary supports.

[0153] A multi-sensor fusion model is established to fuse deformation data, strain data, and displacement data. When a certain indicator is abnormal, other sensor data are integrated to quickly locate the problem. For example, if the strain of the hanging basket exceeds the limit but the deformation is normal, through multi-sensor fusion analysis, it may be found that the strain abnormality is caused by local weld defects; if the deformation and displacement are abnormal at the same time, combined with other sensor data, it may be judged that it is caused by the settlement of the pier foundation. Through multi-sensor fusion technology, the stress state of the structure can be analyzed more accurately and potential problems can be discovered in time.

[0154] Implementation of construction control adjustments

[0155] Adjustment of the pre-lift value of the hanging basket: Calculate the measured elastic deformation value ΔH according to the pre-load test results 弹性

[0156] and the measured inelastic deformation value ΔH 非弹性 For example, the measured elastic deformation value is 8mm

[0157] The measured inelastic deformation value is 3mm, and the theoretical pre-lift value is

[0158] H 理论 =+ΔH 弹性 +ΔH 非弹性 -H 调整

[0159] The adjusted hanging basket pre-lift value

[0160] H 理论 =+ΔH 弹性 +ΔH 非弹性 -H 调整

[0161] =10+8-3=15mm. According to the calculation results, before the hanging basket is constructed, the length of the hanging basket is adjusted. Specific embodiment 3

[0162] like Figure 1-6 As shown in the figure, the specific operation process of the bottom hanging basket preloading detection and construction control system

[0163] Preload device

[0164] Loading method: The stacking method is adopted, and steel bar raw materials are used as the loading material. The loading is graded according to 20% (53t), 60% (160t), 100% (267t), and 110% (294t) of the target preload weight.

[0165] Support structure: Lay wooden planks in layers on the top of the arch:

[0166] Bottom layer: 100×100mm wooden planks with a horizontal spacing of 1000mm, covering the entire surface of the arch ring;

[0167] Upper layer: 200×200mm wooden planks with a horizontal spacing of 2000mm, close to the concrete surface, and the spacing corresponds to the support points of the main trusses of the hanging basket.

[0168] Monitoring system

[0169] Sensor arrangement:

[0170] Basket deformation: 4 measuring points (measuring points 1-4) are symmetrically arranged at the cantilever end, and a high-precision level (accuracy ±0.5mm / km) is used;

[0171] Basket strain: 3 strain measuring points (1.5m apart) are arranged on the load-bearing longitudinal beam, and vibrating wire strain gauges (range ±3000με, accuracy ±1με) are used;

[0172] Intersection pier deviation: Two observation points (J-1 and J-2) are symmetrically set on the top of the pier, and a total station is used (angle measurement accuracy ±1″, distance measurement accuracy ±2mm+2ppm);

[0173] Arch ring strain: 2 strain gauges are set on the top plate and bottom plate of the arch foot section (8 in total);

[0174] Key connection monitoring: Install stress sensors (range ±200MPa, accuracy ±0.5MPa) at the bolt connections and pin nodes of the hanging basket;

[0175] Arch tilt: Two MEMS tilt sensors are installed on the side (range ±10°, accuracy ±0.01°).

[0176] Data collection and transmission,All sensors are connected to the data acquisition instrument via wired or wireless (ZigBee protocol), and transmit data to the monitoring center in real time.,The environmental parameters of temperature and wind speed are synchronously collected by field sensors,and used for dynamic simulation algorithm correction.

[0177] Determine the preload

[0178] Dynamic simulation algorithm implementation:

[0179] Data collection: Obtain the design drawings and material parameters (elastic modulus E=210GPa, Poisson's ratio μ=0.3, density ρ=7850kg / m3) of the bridge arch ring and hanging basket.

[0180] Finite element modeling: Use MIDASCivil to build the initial model, divide the mesh and set the boundary conditions.

[0181] Environmental Modifications:

[0182] Temperature correction factor K T =1+α(TT 0 ), α=1.2×10-5 / ℃, T0=20℃;

[0183] Wind correction factor K W =1+0.001·W 2 ,W is wind speed, m / s;

[0184] Comprehensive correction factor K env =K T ·K W .

[0185] Load calculation:

[0186] The initial theoretical load F = 267t corresponds to 100% loading;

[0187] Preload weight W n =1.1·F·K env ;

[0188] The loading ratio of each level is dynamically adjusted to

[0189]

[0190] Set up monitoring points

[0191] Sensor installation: The deformation measuring point of the hanging basket is fixed to the edge of the bottom mold platform with expansion bolts; the strain gauge is pasted on the surface of the longitudinal beam, and the whole bridge temperature compensation is adopted; the observation point of the junction pier is marked at the center of the pier top; the tilt sensor is pasted on the side of the arch ring with epoxy resin.

[0192] Gradual loading and monitoring

[0193] Loading process:

[0194] 20% loading (53t): hold the load for 30 minutes and collect initial data;

[0195] 60% loading (160t): hold the load for 1 hour and check the welds and joints;

[0196] 100% loading (267t): hold the load for 4 hours, focusing on monitoring stress concentration areas;

[0197] 110% loading (294t): hold the load for 1 hour to verify overload safety.

[0198] Real-time monitoring: after each level of loading, synchronously collect deformation, strain, displacement and tilt data;

[0199] Stress Concentration Factor

[0200]

[0201] , the threshold is set to 1.5, and an alarm is triggered when it exceeds the limit.

[0202] Data processing and evaluation

[0203] Error rate calculation: The error rate is measured theoretically, and a signal is output when it exceeds the limit (±10%).

[0204] Machine Learning Predictions:

[0205] An LSTM neural network is used to input historical deformation, strain, and environmental parameter data to predict the deformation trend in the next hour. The warning threshold is set to 110% of the theoretical value, and construction is suspended if the prediction exceeds the limit.

[0206] Construction control adjustment

[0207] Pre-lift value calculation:

[0208] According to the measured data

[0209]

[0210]

[0211] According to H 调整 =H 理论 +ΔH 弹性 +ΔH 非弹性

[0212] The measured elastic deformation takes an average value of -25mm, and the inelastic deformation takes an average value of -29mm. Considering the measurement error, it basically meets the theoretical expectation, so the overall stiffness of the structure meets the construction requirements.

[0213] Walking system optimization: walking speed adjusted from 5m / min to 3m / min (when wind force>5); braking distance extended from 2m to 3m (when cantilever length>50m).

[0214] Data fusion model:

[0215] The Bayesian network is used to fuse deformation, strain and displacement data and output the structural health index (HSI); Example: If HSI < 0.8, the system automatically reduces the loading speed by 50%.

[0216] Tilt correction: When the tilt rate is greater than 0.1° / hour, start the jack to adjust the basket counterweight, and the correction amount ΔL=Ltanθ (L is the cantilever length).

[0217] The above are only embodiments of the present invention. Common knowledge such as the known specific structures and characteristics in the scheme is not described in detail here. Ordinary technicians in the relevant field are aware of all the common technical knowledge in the technical field to which the invention belongs before the application date or priority date, can obtain all the existing technologies in the field, and have the ability to apply conventional experimental means before that date. Ordinary technicians in the relevant field can improve and implement this scheme in combination with their own abilities under the enlightenment given by this application. Some typical known structures or known methods should not become obstacles for ordinary technicians in the relevant field to implement this application. It should be pointed out that for those skilled in the art, several deformations and improvements can be made without departing from the structure of the present invention, which should also be regarded as the scope of protection of the present invention, and these will not affect the effect of the implementation of the present invention and the practicality of the patent. The scope of protection required by this application shall be based on the content of its claims, and the specific implementation methods and other records in the specification can be used to interpret the content of the claims.

Claims

1. The bottom-mounted hanging basket preloading detection and construction control system is characterized by: The following steps are involved: S01 Determine the preload: According to the weight of the bridge arch ring segment, determine the preload weight of the hanging basket as a multiple of the arch ring hanging weight. Use multi-level loading, and the weight of each level is calculated by formula W n =W target ×P n Calculated, where W n Load weight for level n, W target is the target preload weight, P n Loading ratio for level n; S02 sets monitoring points: multiple deformation measuring points are arranged at the cantilever end of the basket to monitor the deformation of the basket; strain measuring points are arranged on the two load-bearing longitudinal beams of the basket to monitor the strain of the basket; observation points are symmetrically arranged on the top of the junction pier to monitor the deviation; strain gauges are arranged at the center of the two boxes on the top plate and bottom plate of the arch foot section of the arch ring to monitor the strain of the arch ring. S03 Gradual loading and monitoring: Load in order, and hold the load for a corresponding time after each level of loading; after the load is stable, collect the deformation, strain, displacement of the junction pier and the strain data of the arch ring; S04 Data processing and evaluation: Compare measured data with theoretical calculation data, and calculate the error rate based on the formula measured and theoretical E is the error rate, S 实测 Measured is the measured data, S 理论 Theory is theoretical data. If the error rate is within the threshold range, it is determined that the hanging basket meets the construction requirements; if it exceeds the range, the signal is output; S05 Construction Control Adjustment: According to the preloading test results, adjust the construction parameters of the hanging basket, adjust the pre-lift value of the hanging basket, and use the formula H 调整 =H 理论 +ΔH 弹性 +ΔH 非弹性 Calculate H 调整 Adjust to the adjusted hanging basket pre-lift value, H 理论 Theoretical is the theoretical pre-lift value, ΔH 弹性 Elasticity is the measured elastic deformation value, ΔH 非弹性 Inelasticity is the measured inelastic deformation value.

2. The bottom-mounted hanging basket preloading detection and construction control system according to claim 1 is characterized in that: When determining the preload in S01, a dynamic simulation algorithm is used to simulate the stress state of the bridge arch ring at different construction stages in real time. The dynamic simulation algorithm is based on finite element analysis software and is corrected in combination with environmental parameters monitored on site. The specific steps of the dynamic simulation algorithm for real-time simulation of the stress state of the bridge arch ring at different construction stages are: 01 Collect the design drawings of the bridge arch and hanging basket, the elastic modulus E, Poisson's ratio μ, and density ρ of the material; 02Use finite element analysis software to construct the initial finite element model of the bridge arch and hanging basket based on the collected data; 03Record the ambient temperature T and wind force W at the beginning of the simulation, and calculate the temperature correction coefficient K according to the following formula T and wind correction factor K W : Temperature correction factor K T =1+α(T-T0) Wind correction factor K W =1+β·W2 Comprehensive environmental parameter correction factor K env =K T ·K W , the initial model parameters and the comprehensive environmental parameter correction coefficient K env Input the finite element analysis software to simulate the stress state of the bridge arch ring in the initial construction stage, so as to obtain the initial theoretical load F; according to the formula W n =1.1·F·K env Calculate the preload weight W of the hanging basket n , determine the initial loading ratio P of each level n ,n represents the loading level; 04In each construction stage, the latest ambient temperature T and wind speed W are continuously obtained through temperature sensors and wind speed sensors; 05 Based on the latest environmental parameters, recalculate the temperature correction factor K according to the formula in 03 T , Wind correction factor K W And comprehensive environmental parameter correction factor K env According to the formula W n ′=1.1·F′·K env Adjust the preload weight of the hanging basket to W n ′. According to the formula Adjust the loading ratio of each level to P n ′, according to the adjusted basket preload weight W n ′ and each level loading ratio P n 'Preload the hanging basket.

3. The bottom-mounted hanging basket preloading detection and construction control system according to claim 1 is characterized in that: In S01, a stacking method is used for loading, and the loading weights are 20%, 60%, 100%, and 110% of the target preloading weight, respectively.

4. The bottom-mounted hanging basket preloading detection and construction control system according to claim 1 is characterized in that: In the above-mentioned S01, 100×100 mm wooden blocks with a lateral spacing of 1000 mm are first laid on the arch ring, and then three 200×200 mm wooden blocks with a lateral spacing of 2000 mm are horizontally laid thereon close to the concrete surface.

5. The bottom-mounted hanging basket preloading detection and construction control system according to claim 1 is characterized in that: In the S02, when setting the monitoring points, stress sensors are arranged at the key connection parts of the hanging basket to monitor the stress concentration of the connection parts and monitor the stress concentration coefficient in real time.

6. The bottom-mounted hanging basket preloading detection and construction control system according to claim 1 is characterized in that: In the data processing and evaluation step in S04, a machine learning algorithm is introduced to analyze and predict the measured data. The machine learning algorithm is trained based on historical preloading detection data and actual construction conditions, and can predict abnormal conditions that may occur in the hanging basket in advance, and give corresponding warnings and processing suggestions.

7. The bottom-mounted hanging basket preloading detection and construction control system according to claim 1 is characterized in that: In the construction control adjustment step, in addition to adjusting the pre-lift value of the hanging basket, the walking system parameters of the hanging basket are also adjusted according to the pre-load test results, including walking speed, walking acceleration, and braking distance.

8. The bottom-mounted hanging basket preloading detection and construction control system according to claim 1 is characterized in that: When setting the monitoring point in S02, a tilt sensor is arranged on the side of the arch ring to monitor the tilt of the arch ring during the pre-stressing process. By real-time monitoring of the tilt angle and tilt rate, when the tilt angle or tilt rate exceeds a safety threshold, a signal is transmitted to the actuator control unit to take corrective measures.

9. The bottom-mounted hanging basket preloading detection and construction control system according to claim 1 is characterized in that: In the data processing and evaluation steps, multi-sensor fusion technology is used to fuse the deformation data, strain data, and displacement data, and a multi-sensor fusion model is established.

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