Stress Detection Method and System for High Pier Bridge Support Structure

Abstract

The present invention discloses a stress detection method and system for a high pier bridge support structure, which relates to the technical field of stress detection of bridge support structures. The stress detection method for a high pier bridge support structure respectively obtains support state data for each bridge support column in the high pier bridge support structure, analyzes the initial stress index and performs correction processing to obtain the stress comprehensive correction index of the high pier bridge support structure, and makes a judgment and analysis with a preset stress evaluation interval. The present invention dynamically corrects by obtaining the real-time data of each support column and combining various environmental factors. The initial stress index of the support column will be corrected according to the changes in local displacement, local strain and load after each monitoring, ensuring the real-time and accuracy of stress evaluation. This precise correction mechanism can analyze the different stress states of each support column and timely reflect the dynamic changes of the structure.

Description

Technical Field

[0001] The present invention relates to the technical field of stress detection for bridge support structures, and specifically to a stress detection method and system applied to the support structures of high-pier bridges. Background Art

[0002] High-pier bridges are widely used in traffic construction in complex terrains, and their support structures usually need to bear various stresses from bridge deck loads, vehicle flows, and the natural environment. Therefore, the stability of the support columns and the overall safety of the bridge play a crucial role in the bridge design and maintenance process. During long-term use, the support columns of high-pier bridges are not only affected by external loads but also by environmental factors such as soil settlement, temperature changes, and humidity fluctuations. These factors can easily cause changes in the stress state of the support columns, thereby affecting the overall stability of the bridge and even leading to potential structural failures.

[0003] Existing bridge stress monitoring technologies usually rely on static stress calculations and regular inspections to evaluate the stress state of support columns. However, these traditional methods usually cannot timely capture the effects of factors such as local stress non-uniformity, environmental fluctuations, and material aging during long-term use on support columns. This situation is particularly prominent in high-pier bridges because high-pier bridges are usually built in complex geological environments and are greatly affected by environmental changes, wind forces, and other external loads. If stress monitoring cannot timely reflect these dynamic changes, it is easy to overlook potential structural safety hazards of the bridge, increasing the difficulty and cost of maintenance.

[0004] The limitations of the existing technology at least include the following problems. In traditional bridge structure monitoring, especially for high-pier bridges, simplified overall stress calculation methods are often used. Most existing technologies tend to ignore the local stress differences of support columns and the specific effects of environmental factors such as temperature, humidity, and wind speed on support columns. This can easily lead to the stress assessment results being difficult to accurately reflect the actual stress state of the structure. Especially when the stress distribution is non-uniform in local areas, the calculated stress is often relatively rough and difficult to reflect the true stress state of the support columns in real time. Summary of the Invention

[0005] Aiming at the deficiencies of the existing technology, the present invention provides a stress detection method and system applied to the support structures of high-pier bridges, which solves the problems of local stress non-uniformity and inaccurate stress distribution under environmental influence existing in the existing technology.

[0006] To achieve the above objectives, the present invention is implemented through the following technical solutions: A stress detection method applied to the support structure of high-pier bridges, comprising the following steps: For each bridge support column in the support structure of high-pier bridges, obtain the support state data respectively, and conduct comprehensive analysis to obtain the initial stress index of the support structure of high-pier bridges. The support state data includes displacement values, load values, cross-sectional area values, air temperature values within a set range, and air humidity values; perform correction processing on the initial stress index of the support structure of high-pier bridges to obtain the comprehensive stress correction index of the support structure of high-pier bridges; judge and analyze the comprehensive stress correction index of the support structure of high-pier bridges with a preset stress evaluation interval, and when the comprehensive stress correction index of the support structure of high-pier bridges is lower than the lower limit of the preset stress evaluation interval, send a support warning notice to relevant staff.

[0007] Among them, the specific formula for calculating the initial stress index of the support structure of high-pier bridges is as follows: ; where is the initial stress index of the support structure of high-pier bridges, is the load value of the th bridge support column in the support structure of high-pier bridges, is the cross-sectional area value of the th bridge support column in the support structure of high-pier bridges, is the displacement value of the th bridge support column in the support structure of high-pier bridges, is the displacement adjustment coefficient stored in the database, is the displacement weight coefficient stored in the database, is the air temperature value within the set range of the th bridge support column in the support structure of high-pier bridges, is the reference air temperature value within the set range of the th bridge support column in the support structure of high-pier bridges, is the temperature adjustment coefficient stored in the database, is the temperature weight coefficient stored in the database, is the air humidity value within the set range of the th bridge support column in the support structure of high-pier bridges, is the reference air humidity value within the set range of the th bridge support column in the support structure of high-pier bridges, is the humidity adjustment coefficient stored in the database, is the humidity weight coefficient stored in the database, is the number of bridge support columns in the support structure of high-pier bridges.

[0008] Further, the specific steps for correcting the initial stress index of the high pier bridge support structure to obtain the comprehensive stress correction index of the high pier bridge support structure are as follows: successively perform soil settlement correction, strain correction, dynamic wind coupling correction, and load enhancement response correction on the initial stress index of the high pier bridge support structure, and successively obtain the soil settlement correction index, local strain aggravation correction index, dynamic wind coupling correction index, and load enhancement response correction index of the high pier bridge support structure; obtain the height value and service life value of each bridge support column in the high pier bridge support structure, and combine the load enhancement response correction index of the high pier bridge support structure to perform material deformation attenuation analysis to obtain the comprehensive stress correction index of the high pier bridge support structure.

[0009] Further, the specific formula for calculating the comprehensive stress correction index of the high pier bridge support structure is as follows: ; where is the comprehensive stress correction index of the high pier bridge support structure, is the load enhancement response correction index of the high pier bridge support structure, is the displacement value of the th bridge support column in the high pier bridge support structure, is the height value of the th bridge support column in the high pier bridge support structure, is the bending adjustment coefficient stored in the database, is the bending correction coefficient stored in the database, is the natural constant, is the service life value of the th bridge support column in the high pier bridge support structure, is the material aging correction coefficient stored in the database, , is the number of bridge support columns in the high pier bridge support structure.

[0010] Further, the specific steps for obtaining the load enhancement response correction index of the high pier bridge support structure are as follows: obtain the regional load value and regional displacement value of each measurement area of each bridge support column in the high pier bridge support structure, and respectively combine the height value and cross-sectional area value of the corresponding bridge support column for comprehensive analysis to obtain the local load correction index of the high pier bridge support structure; read the dynamic wind coupling correction index of the high pier bridge support structure, and combine the local load correction index of the high pier bridge support structure for comprehensive analysis to obtain the load enhancement response correction index of the high pier bridge support structure.

[0011] Further, the specific formulas for calculating the local load correction index and load enhancement response correction index of the high pier bridge support structure are as follows: ; where is the local load correction index of the high pier bridge support structure, is the natural constant, is the th regional load value of the th bridge support column in the high pier bridge support structure, is the cross-sectional area value of the th bridge support column in the high pier bridge support structure, is the regional load correction coefficient stored in the database, is the th regional displacement value of the th bridge support column in the high pier bridge support structure, is the regional displacement correction coefficient stored in the database, , is the load enhancement response correction index of the high pier bridge support structure, is the dynamic wind coupling correction index of the high pier bridge support structure, is the number of bridge support columns in the high pier bridge support structure, = 1, 2, 3, …, is the number of measurement areas.

[0012] Furthermore, the specific steps to obtain the dynamic wind coupling correction index of the high pier bridge support structure are as follows: Obtain the vibration frequency value of each bridge support column in the high pier bridge support structure and the environmental wind speed value within the set range, and combine with the local strain intensification correction index of the high pier bridge support structure for comprehensive analysis to obtain the dynamic wind coupling correction index of the high pier bridge support structure.

[0013] Furthermore, the specific formula for calculating the dynamic wind coupling correction index of the high pier bridge support structure is as follows: ; where, is the dynamic wind coupling correction index of the high pier bridge support structure, is the local strain intensification correction index of the high pier bridge support structure, is the natural constant, is the th vibration frequency value of the bridge support column in the high pier bridge support structure, is the th environmental wind speed value within the set range of the bridge support column in the high pier bridge support structure, is the dynamic wind coupling adjustment coefficient stored in the database, is the dynamic wind coupling correction coefficient stored in the database, is the number of bridge support columns in the high pier bridge support structure.

[0014] Further, the specific steps to obtain the local strain aggravation correction index of the high pier bridge support structure are as follows: Obtain the regional strain values of each measurement area of each bridge support column in the high pier bridge support structure, and conduct comprehensive analysis to obtain the local strain correction index of the high pier bridge support structure; Read the soil settlement correction index of the high pier bridge support structure, and conduct comprehensive analysis in combination with the local strain correction index of the high pier bridge support structure to obtain the local strain aggravation correction index of the high pier bridge support structure.

[0015] Further, the specific steps to obtain the soil settlement correction index of the high pier bridge support structure are as follows: Obtain the soil settlement values within the set range of each bridge support column in the high pier bridge support structure, and conduct comprehensive analysis in combination with the height values of the corresponding bridge support columns to obtain the support stability index of the high pier bridge support structure; Read the initial stress index of the high pier bridge support structure, and conduct comprehensive analysis in combination with the support stability index of the high pier bridge support structure to obtain the soil settlement correction index of the high pier bridge support structure.

[0016] A stress detection system applied to the high pier bridge support structure includes: a data acquisition unit, an initial stress analysis unit, a stress correction analysis unit, and a judgment analysis unit; The data acquisition unit is used to respectively obtain the support state data for each bridge support column in the high pier bridge support structure, and the support state data includes displacement value, load value, cross-sectional area value, air temperature value within the set range, and air humidity value; The initial stress analysis unit is used to respectively conduct comprehensive analysis on the support state data of each bridge support column in the high pier bridge support structure to obtain the initial stress index of the high pier bridge support structure; The stress correction analysis unit is used to perform correction processing on the initial stress index of the high pier bridge support structure to obtain the stress comprehensive correction index of the high pier bridge support structure; The judgment analysis unit is used to conduct judgment analysis on the stress comprehensive correction index of the high pier bridge support structure and a preset stress evaluation interval, and when the stress comprehensive correction index of the high pier bridge support structure is lower than the lower limit of the preset stress evaluation interval, send a support warning notice to the relevant staff.

[0017] The present invention has the following beneficial effects:

[0018] (1). The stress detection method applied to the support structure of high pier bridges dynamically corrects by obtaining real-time data of each support column and combining various environmental factors such as temperature, humidity, wind speed, etc. The initial stress index of the support column is corrected according to the changes in local displacement, local strain, and load after each monitoring, ensuring the real-time and accuracy of stress assessment. This precise correction mechanism can analyze the different stress states of each support column and timely reflect the dynamic changes of the structure, which means the long-term stability of each support column is guaranteed, avoiding the risks brought by long-unupdated assessment data. In addition, dynamic correction enables the bridge to adapt to changing environmental conditions. For example, in extreme weather or load changes, it can still maintain precise monitoring of the support column status.

[0019] (2). The stress detection method applied to the support structure of high pier bridges adjusts stress assessment by introducing a dynamic correction mechanism and using real-time monitoring data to ensure accurate stress prediction in these environmental changes. Through means such as wind speed and vibration correction, and local load correction, the stress state of the support column can be accurately reflected at the moment of environmental fluctuations, greatly improving the adaptability of stress assessment. This self-adaptive ability of stress correction ensures that the bridge can effectively resist various uncertainties brought by the external environment during long-term operation, guaranteeing the reliability and safety of the structure.

[0020] (3). The stress detection method applied to the support structure of high pier bridges not only achieves precise monitoring of the stress state but also compares with the preset stress assessment interval through an early warning system and issues an alarm when the stress index reaches or is lower than the safety threshold. This intelligent early warning mechanism allows bridge managers to timely discover and handle potential problems, avoiding delays and catastrophic failures caused by stress imbalance. Through an automated and data-driven decision-making process, managers can prioritize inspections and repairs in high-risk areas based on actual stress data and corrected indices. This risk assessment and dynamic adjustment based on precise data make the maintenance management of the bridge more scientific and systematic, greatly improving the efficiency of resource allocation. It not only saves maintenance costs but also improves the overall operation efficiency and emergency response ability of the bridge.

[0021] (4) The stress detection system applied to the high pier bridge support structure realizes the full automation of the stress detection process of the high pier bridge support structure by introducing modules such as a data acquisition unit, an initial stress analysis unit, a stress correction analysis unit, and a judgment analysis unit. Each unit automatically analyzes and corrects according to the real-time collected data, reducing manual intervention and avoiding errors or delays caused by human operations. At the same time, the automated analysis can quickly and accurately process large-scale data sets. Especially when facing complex bridge structures, it can ensure that the stress states of all support columns are monitored and corrected in a timely and accurate manner. This automated stress monitoring system enables bridge managers to be liberated from the heavy manual inspection work and focus more on precise maintenance and decision-making based on early warning information and comprehensive correction indexes. In addition, the automated processing of the system ensures the accuracy and consistency of the data, avoiding fluctuations or errors in the monitoring results caused by human factors and providing more reliable data support for the long-term operation of the bridge.

[0022] Of course, it is not necessary for any product implementing the present invention to achieve all the above-mentioned advantages simultaneously. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] Figure 1 It is a flowchart of the stress detection method applied to the high pier bridge support structure of the present invention.

[0024] Figure 2 It is a specific step flowchart for obtaining the load enhancement response correction index of the high pier bridge support structure in the stress detection method applied to the high pier bridge support structure of the present invention.

[0025] Figure 3 It is a block diagram of the stress detection system applied to the high pier bridge support structure of the present invention. DETAILED DESCRIPTION OF THE INVENTION

[0026] Please refer to Figure 1, an embodiment of the present invention provides a technical solution: a stress detection method for a high pier bridge support structure, including the following steps: for each bridge support column in the high pier bridge support structure, obtain the support state data respectively and conduct comprehensive analysis to obtain the initial stress index of the high pier bridge support structure. The support state data includes displacement value (i.e., the Euclidean distance between the center point position of the bridge support column and the reference center point position, which can be measured and obtained by a displacement sensor or a laser scanner), load value (referring to the total external force applied to the entire support column, which can be measured and obtained by a pressure sensor, such as a strain gauge), cross-sectional area value (pre-calculated according to the geometric dimensions of the support column during the bridge design stage), air temperature value within a set range (which can be measured and obtained by a temperature sensor, such as a thermocouple, an RTD sensor, etc.), and air humidity value (which can be measured and obtained by a humidity sensor, such as a capacitive humidity sensor, a resistive humidity sensor, etc.); perform correction processing on the initial stress index of the high pier bridge support structure to obtain the stress comprehensive correction index of the high pier bridge support structure; compare and analyze the stress comprehensive correction index of the high pier bridge support structure with a preset stress evaluation interval, and when the stress comprehensive correction index of the high pier bridge support structure is lower than the lower limit of the preset stress evaluation interval, send a support warning notice to the relevant staff.

[0027] Among them, the specific formula for calculating the initial stress index of the high pier bridge support structure is as follows: ; where is the initial stress index of the high pier bridge support structure, is the load value of the th bridge support column in the high pier bridge support structure, is the cross-sectional area value of the th bridge support column in the high pier bridge support structure, is the displacement value of the th bridge support column in the high pier bridge support structure, is the displacement adjustment coefficient stored in the database, is the displacement weight coefficient stored in the database, is the air temperature value within a set range of the th bridge support column in the high pier bridge support structure, is the air temperature reference value within a set range of the th bridge support column in the high pier bridge support structure, is the temperature adjustment coefficient stored in the database, is the temperature weight coefficient stored in the database, is the air humidity value within a set range of the th bridge support column in the high pier bridge support structure, is the reference value of air humidity within the set range of the nth bridge support column in the high pier bridge support structure, is the humidity adjustment coefficient stored in the database, is the humidity weight coefficient stored in the database, is the number of bridge support columns in the high pier bridge support structure.

[0028] It should be noted that the specific acquisition steps of the displacement adjustment coefficient stored in the database are as follows: This coefficient reflects the stress change caused by the displacement change of the support column. The displacement of the support structure may change due to external loads or environmental factors (such as foundation settlement). The displacement adjustment coefficient can correct the stress of the structure according to these changes. By installing displacement sensors on site for measurement and combining numerical simulation, the influence of displacement change on the structure can be calculated.

[0029] The specific acquisition steps of the temperature adjustment coefficient stored in the database are as follows: Temperature change will cause the expansion or contraction of the support structure material, and this change may affect the stability of the structure. The temperature adjustment coefficient can correct the influence of bending, expansion or contraction caused by temperature change on the support structure. This coefficient is deduced by long-term monitoring of temperature change and structural response, and combining numerical simulation or experimental data to calculate the influence degree.

[0030] The specific acquisition steps of the humidity adjustment coefficient stored in the database are as follows: Humidity change will also affect the structure material, especially for materials exposed to a humid environment for a long time. Humidity change may cause the expansion or contraction of the material. The humidity adjustment coefficient helps to quantify the influence of humidity on the support structure and ensure the stability of the structure under different humidity conditions. This coefficient can be obtained through humidity sensors and experimental data.

[0031] The specific acquisition steps of the displacement weight coefficient stored in the database are as follows: The influence of displacement on the support structure is not uniform, and different displacements may have different effects on the structure. The displacement weight coefficient is used to reflect the importance of displacement in the stress correction of the structure. Through numerical simulation and experimental data analysis, combined with the specific design and use of the bridge, the weight of displacement in the overall correction can be deduced, so as to more accurately evaluate the stress condition of the support structure.

[0032] The temperature weight coefficient stored in the database The specific obtaining steps are as follows: The influence of temperature change on the support structure may vary under different circumstances. For example, under extreme climate conditions, the influence of temperature may be greater. The temperature weight coefficient is used to adjust the contribution of temperature to the stress correction of the support structure. By analyzing the long-term temperature change and the response of the structure, the relative importance of temperature can be determined, and an appropriate weight can be provided for the correction.

[0033] The humidity weight coefficient stored in the database The specific obtaining steps are as follows: The influence of humidity change on the support structure is mainly reflected in the expansion or contraction of materials, and this influence may accumulate over time. The humidity weight coefficient is used to represent the contribution degree of humidity in the correction model. Through humidity sensors and on-site data, the influence weight of humidity change on the support structure can be determined, so as to accurately correct the effect of humidity on stress.

[0034] Specifically, the specific steps for correcting the initial stress index of the high-pier bridge support structure to obtain the comprehensive stress correction index of the high-pier bridge support structure are as follows: sequentially perform soil settlement correction, strain correction, dynamic wind coupling correction, and load enhancement response correction on the initial stress index of the high-pier bridge support structure, and sequentially obtain the soil settlement correction index, local strain aggravation correction index, dynamic wind coupling correction index, and load enhancement response correction index of the high-pier bridge support structure; obtain the height value (which can be obtained from the structural design drawings) and service life value (which can be obtained from the bridge construction archives) of each bridge support column in the high-pier bridge support structure, and combine the load enhancement response correction index of the high-pier bridge support structure to conduct material deformation attenuation analysis to obtain the comprehensive stress correction index of the high-pier bridge support structure.

[0035] The specific formula for calculating the comprehensive stress correction index of the high-pier bridge support structure is as follows: ; where is the comprehensive stress correction index of the high-pier bridge support structure, is the load enhancement response correction index of the high-pier bridge support structure, is the displacement value of the th bridge support column in the high-pier bridge support structure, is the th bridge support column in the high-pier bridge support structure, is the bending adjustment coefficient stored in the database, is the bending correction coefficient stored in the database, is the natural constant, which takes the value of 2.718 in this embodiment, is the th bridge support column in the high-pier bridge support structure, is the material aging correction coefficient stored in the database, , is the number of bridge support columns in the high pier bridge support structure.

[0036] It should be noted that the bending adjustment coefficient stored in the database The specific acquisition steps are as follows: This coefficient is used to correct the stress change of the bridge support structure under bending conditions, especially the bending effect caused by external loads, temperature changes or other factors. The acquisition of this coefficient usually depends on numerical simulation and experimental data:

[0037] Numerical simulation analysis: Through simulation tools such as finite element analysis (FEA), simulate the bending behavior of the bridge under different loads and temperatures to obtain the corresponding bending adjustment coefficient.

[0038] Experimental measurement: By installing equipment such as strain gauges and displacement sensors, directly measure the bending degree of the support structure, and combine with the actual force data to calculate the bending adjustment coefficient.

[0039] Historical engineering data: Through the historical data of similar bridge projects, conduct statistical analysis on the bending situation of the bridge to obtain common bending adjustment coefficients.

[0040] The bending correction coefficient stored in the database The specific acquisition steps are as follows: This coefficient is used to further correct the structural changes caused by bridge bending. It can adjust the actual impact of the bending effect on the support structure. The acquisition methods include:

[0041] Combination of simulation and experimental data: Use the method of combining numerical simulation and experimental data to measure the bending degree of the support structure under different load conditions to obtain the corresponding correction coefficient.

[0042] Dynamic loading test: Conduct dynamic loading tests at different support positions of the bridge, measure the deformation and stress caused by bending, and then obtain the correction coefficient.

[0043] On-site monitoring data: Use the long-term monitoring data of the bridge to analyze the bending deformation of different parts of the bridge to determine the correction coefficient.

[0044] The material aging correction coefficient stored in the database The specific acquisition steps are as follows: This coefficient is used to consider the strength attenuation and deformation characteristic changes of the material caused by long-term use. As the service life of the bridge increases, the performance of the material will degrade, so it needs to be corrected. The acquisition methods include:

[0045] Material aging experiment: Through accelerated aging tests in the laboratory, simulate the aging process of the material during long-term use to obtain the material aging correction coefficient.

[0046] Historical usage data: By combining the service life, environmental conditions, and maintenance records of the bridge, and analyzing the aging laws of similar materials, the aging correction coefficient is obtained.

[0047] Long-term monitoring and feedback: Through long-term monitoring of material properties and combining with actual aging data, the material aging correction coefficient is dynamically adjusted.

[0048] In this implementation plan, by gradually correcting the initial stress index and combining multiple corrections such as soil settlement correction, strain correction, and dynamic wind coupling correction, the true stress state of the bridge support column can be more accurately reflected. Especially for the correction of local strain and soil settlement, the changes of the support column during actual use are considered, avoiding problems such as ignoring uneven local stress. Thus, the accuracy of stress assessment is greatly improved. During the long-term use of the high-pier bridge support structure, it will be affected by environmental changes (such as temperature, humidity, etc.) and load fluctuations (such as traffic flow, wind force, etc.). By introducing dynamic wind coupling correction and load enhancement response correction, this method can adapt to these changes in real time, making the stress correction process dynamic and capable of more accurately reflecting the impact of the environment and usage status on the bridge support column. This dynamic adjustment can not only cope with the fluctuations of daily loads but also the stress changes brought by extreme weather or sudden environmental changes, ensuring the stability and safety of the bridge during long-term use. During the long-term use of the support column, material aging will occur, resulting in a gradual decrease in its strength and stiffness. By combining the service life of the support column with the material aging correction coefficient and conducting material deformation attenuation analysis, this method can accurately reflect the aging factor in stress correction. This correction mechanism considering material aging helps to identify the impact of aging on the performance of the support column earlier and take maintenance and repair measures in a timely manner, thereby extending the service life of the bridge and reducing the structural safety hazards caused by material aging. By combining the stress comprehensive correction index with the actual service life and the height of the support column for analysis, this method can provide more personalized maintenance suggestions, prioritize the areas that need to be inspected or repaired according to the actual use situation and potential risks of each support column. This accurate analysis and warning mechanism avoid over-inspection and unnecessary repairs, reduce resource waste and maintenance costs, and improve the efficiency of bridge operation and maintenance. In addition, by combining the bending adjustment coefficient and the bending correction coefficient, the accuracy of the correction process is further ensured, thereby improving the scientificity and predictability of bridge maintenance. By gradually correcting each bridge support column of the support column, especially considering the comprehensive influence of multiple factors such as local stress, environmental changes, and material aging, the stress monitoring of the bridge support structure can cover the entire life cycle, ensuring that the bridge can maintain good structural performance at different usage stages. This comprehensive analysis not only improves the monitoring of the current bridge state but also provides data support for future bridge maintenance plans, forming a full-life-cycle bridge health management system.

[0049] Specifically, as Figure 2 shown, the specific steps to obtain the load enhancement response correction index of the high pier bridge support structure are as follows: Obtain the regional load value (referring to the external force applied to the measurement area of the support column) and regional displacement value (i.e., the Euclidean distance between the regional center point position and the regional reference center point position) of each measurement area of each bridge support column in the high pier bridge support structure, and respectively conduct comprehensive analysis in combination with the height value and cross-sectional area value of the corresponding bridge support column to obtain the local load correction index of the high pier bridge support structure; Read the dynamic wind coupling correction index of the high pier bridge support structure, and conduct comprehensive analysis in combination with the local load correction index of the high pier bridge support structure to obtain the load enhancement response correction index of the high pier bridge support structure.

[0050] The specific formulas for calculating the local load correction index and load enhancement response correction index of the high pier bridge support structure are as follows: ; where is the local load correction index of the high pier bridge support structure, is the natural constant, with a value of 2.718 in this embodiment, is the th regional load value of the th bridge support column in the high pier bridge support structure, is the regional load correction coefficient stored in the database, is the th regional displacement value of the th bridge support column in the high pier bridge support structure, is the regional displacement correction coefficient stored in the database, , is the load enhancement response correction index of the high pier bridge support structure, is the dynamic wind coupling correction index of the high pier bridge support structure, is the number of bridge support columns in the high pier bridge support structure, is the number of measurement areas.

[0051] It should be noted that the regional load correction coefficient The specific acquisition steps are as follows: This coefficient is used to correct the influence of the load distribution in different regions of the support structure. The load in each region may vary due to factors such as uneven stress on the support columns, soil settlement, and local environmental changes. Using this coefficient for correction can more accurately reflect the actual load situation of the support columns. The acquisition methods include:

[0052] Numerical simulation analysis: By using numerical simulation tools such as finite element analysis (FEA), simulate and analyze the behavior of the bridge support structure under different load conditions to obtain the load distribution in different regions, and then calculate the regional load correction coefficient.

[0053] Experimental data: Through on-site experiments or load tests, directly measure the actual load conditions in different regions of the support columns, and obtain the load correction coefficient based on the experimental data.

[0054] Historical data and engineering experience: Combine the load distribution data of similar structures in existing bridge engineering projects and obtain the correction coefficient through an empirical model.

[0055] The regional displacement correction coefficient stored in the database The specific acquisition steps are as follows: This coefficient is used to correct the structural deformation caused by displacements in different regions. Especially when the support structure is under uneven stress, large displacements may occur in local regions. This coefficient helps to accurately correct the deformation response of the support columns based on the displacement data. The acquisition methods include:

[0056] Experimental measurement: Install displacement sensors in each region of the support columns to monitor the displacement of each region in real time, and calculate the correction coefficient based on the measured displacement data and deformation patterns.

[0057] Numerical simulation and analysis: Use a finite element model or a dynamic analysis model to simulate the stress and displacement of the support columns, and calculate the displacement correction coefficient for different regions in combination with the actual bridge design and load conditions.

[0058] Long-term monitoring data: Install a long-term monitoring system on the bridge support structure to collect the displacement data of each region, and conduct correction analysis on the displacements of different regions based on these data to obtain the correction coefficient.

[0059] In this implementation plan, through precise local load correction and dynamic wind coupling correction, the accuracy of stress monitoring and evaluation of high-pier bridge support structures can be greatly improved. First, the introduction of local load correction corrects the specific regional load and regional displacement of each measurement area of each support column, ensuring that under uneven stress or large local loads, the stress distribution of the support column at different positions can be accurately reflected. This correction method based on regional load is crucial for bridge support structures greatly affected by the external environment, especially when different stress conditions exist in different areas of the bridge support column, which helps to avoid errors in single stress analysis and comprehensively improve the accuracy and reliability of stress evaluation. In addition, considering the complex coupling relationship between wind speed and the dynamic response of the support column, this method can take into account the dynamic impact of wind speed on the support column by introducing dynamic wind coupling correction. Especially in an environment with high wind speed or frequent wind force changes, this correction mechanism comprehensively analyzes the dynamic wind speed and the local load correction of the support column to obtain a more accurate load enhancement response correction index. This method is particularly suitable for stress analysis of bridge structures under high wind speed or extreme climate conditions, ensuring that the structural evaluation can timely reflect the additional stress caused by wind force and avoiding potential risks brought by the failure to timely consider the wind force effect. Finally, the overall stress correction process synthesizes multiple parameters such as local load, local displacement, height, and cross-sectional area, and through reasonable correction coefficients, the stress evaluation of bridge support columns under various environments and working conditions is made more accurate. Combining various correction indices, this method effectively enhances the adaptability of bridge structures, can perform stress correction in real time in complex and dynamic environments, and thus improves the long-term safety and operation stability of bridges, providing a more scientific basis for bridge maintenance.

[0060] Specifically, the specific steps to obtain the dynamic wind coupling correction index of the high-pier bridge support structure are as follows: Obtain the vibration frequency value of each bridge support column in the high-pier bridge support structure (which can be measured and obtained through an accelerometer or a vibration sensor) and the environmental wind speed value within a set range (which can be measured and obtained through a wind speed sensor, such as an anemometer), and conduct a comprehensive analysis in combination with the local strain intensification correction index of the high-pier bridge support structure to obtain the dynamic wind coupling correction index of the high-pier bridge support structure.

[0061] The specific formula for calculating the dynamic wind coupling correction index of the high-pier bridge support structure is as follows: ; where is the dynamic wind coupling correction index of the high-pier bridge support structure, is the local strain intensification correction index of the high-pier bridge support structure, is the natural constant, which takes the value of 2.718 in this embodiment, is the th vibration frequency value of the is the environmental wind speed value within the set range of the nth bridge support column in the high pier bridge support structure, is the dynamic wind coupling adjustment coefficient stored in the database, is the dynamic wind coupling correction coefficient stored in the database, is the number of bridge support columns in the high pier bridge support structure.

[0062] It should be noted that the specific acquisition steps of the dynamic wind coupling adjustment coefficient stored in the database are as follows: This coefficient is used to correct the dynamic wind coupling effect between the wind speed and the bridge support structure and is usually obtained through the following methods:

[0063] Numerical simulation and experimental data: Simulate the interaction between the wind speed and the support column through wind tunnel experiments or finite element analysis (FEA). Combine the experimental and simulation results to obtain the dynamic wind coupling adjustment coefficient. The mutual influence between the wind speed and the structure can be analyzed in detail through dynamic loading tests.

[0064] Historical data and engineering experience: Based on the wind speed and structural dynamic response data of similar bridge projects, and combined with the empirical values of the actual project for correction. These data can be stored in the engineering database for subsequent use.

[0065] Standardized data sets: Many bridge design companies will create standardized data sets to record the interaction between the wind speed and the support structure. These data sets have been verified by a large number of experiments and engineering cases and can provide reliable dynamic wind coupling adjustment coefficients.

[0066] The specific acquisition steps of the dynamic wind coupling correction coefficient stored in the database are as follows: This coefficient is used to further correct the dynamic influence of the wind speed on the support structure and is usually obtained through the following methods:

[0067] Wind speed and vibration frequency data: Install vibration sensors or accelerometers on the support column to monitor the vibration response of the structure in real time, and then compare it with the regional wind speed data to determine the correction coefficient of the wind speed on the structure.

[0068] Wind tunnel experiments and on-site data: Combine the wind speed and the vibration response of the support column measured in the wind tunnel experiment, further analyze and calculate the correction coefficient. Through long-term on-site monitoring and data analysis, the correction coefficient can be dynamically updated to reflect the wind force effect under different wind speed conditions.

[0069] Historical project experience: Compared with similar bridge projects, by analyzing the performance of the support structure under different wind speed conditions, the accumulated historical data can also be used to establish the correction coefficient between the wind speed and the support structure.

[0070] In this implementation plan, by introducing the dynamic wind coupling correction index, the influences of wind speed and vibration on the support structure of high-pier bridges are effectively combined to ensure the accuracy of stress assessment for bridges in a dynamic environment. Due to their structural characteristics, high-pier bridges usually experience significant vibrations and dynamic loads when the wind speed is relatively high, especially in strong wind or extreme weather conditions. These factors can cause changes in the stress state of the support columns. Traditional stress monitoring methods often ignore the coupling effect of wind speed and vibration, which may lead to deviations in stress assessment under high wind speed or vibration conditions, thereby affecting the safety assessment of the bridge. By obtaining the vibration frequency values and environmental wind speed values of each bridge support column and combining them with the local strain aggravation correction index, real-time correction can be performed on the dynamic response of the bridge when the wind speed fluctuates or the vibration frequency changes. By analyzing the influences of vibration and wind speed as a comprehensive correction factor, not only can the complex relationship between wind force and bridge stress be captured, but also the actual influence of wind speed changes on the stress state can be identified, avoiding potential safety hazards caused by the neglect of the coupling effect of wind force and vibration. In addition, the introduction of the dynamic wind coupling correction index can also effectively improve the real-time performance and adaptability of bridge stress assessment, enabling the bridge to respond promptly to the stress state in the face of sudden weather events. This correction index, by introducing the dynamic wind coupling adjustment coefficient and correction coefficient, makes the stress analysis not only based on static loads but also takes into account the dynamic influences of wind speed and vibration, comprehensively enhancing the structural safety of the bridge in complex environments.

[0071] Specifically, the specific steps to obtain the local strain aggravation correction index of the high-pier bridge support structure are as follows: Obtain the regional strain values of each measurement area of each bridge support column in the high-pier bridge support structure (which can be measured and obtained through strain gauges), and conduct comprehensive analysis to obtain the local strain correction index of the high-pier bridge support structure; Read the soil settlement correction index of the high-pier bridge support structure, and conduct comprehensive analysis in combination with the local strain correction index of the high-pier bridge support structure to obtain the local strain aggravation correction index of the high-pier bridge support structure.

[0072] Among them, the specific formulas for calculating the local strain correction index and local strain aggravation correction index of the high-pier bridge support structure are as follows: ; where is the local strain correction index of the high-pier bridge support structure, is the th bridge support column in the high-pier bridge support structure, regional strain value of the th measurement area, is the regional strain adjustment coefficient stored in the database, is the local strain aggravation correction index of the high-pier bridge support structure, is the soil settlement correction index for the high pier bridge support structure, is the number of bridge support columns in the high pier bridge support structure, is the number of measurement areas.

[0073] It should be explained that the regional strain adjustment coefficients stored in the database The specific steps for obtaining are as follows: This coefficient is used to adjust the strain changes in different areas, especially when the strain changes in the monitoring area are large or there is local load concentration. This coefficient is usually derived from the regional strain adjustment data in the database. This coefficient is obtained through historical monitoring data and simulation analysis results, and is usually stored in a special bridge health monitoring database. The strain adjustment coefficient of each area is calculated by comparing and regressing the strain values ​​of multiple regions, and combined with the strain data measured on-site and model analysis, the strain changes are adjusted in real time to obtain an accurate adjustment coefficient.

[0074] Regional strain correction factors stored in the database The specific steps of obtaining are: used to correct the strain change in the local area, considering that the strain in different areas may be affected by factors such as uneven external loads and environmental changes. This coefficient usually needs to be obtained through experimental data or numerical simulation analysis.

[0075] Experimental data: By installing strain sensors in various areas of the support structure, the actual strain values ​​are measured, and the regional strain correction coefficient is calculated by comparing the responses of strain changes in different areas.

[0076] Numerical simulation analysis: Using numerical simulation tools such as finite element analysis (FEA), the strain response of each area is calculated under different load conditions and material properties, and the regional strain correction coefficient is obtained.

[0077] In this implementation plan, by introducing the local strain intensification correction index, it is possible to more precisely capture the stress changes in each measurement area of the high-pier bridge support structure. Especially in areas with uneven stress or potential risks, the stress state of the support columns is usually not evenly distributed. Especially in the case of complex geology or large fluctuations in external loads, the strain in some areas may intensify, resulting in hidden damage to the local structure. If these local strains are not identified and corrected in time, it may lead to major structural safety hazards during the long-term use of the bridge. By obtaining the regional strain values of each measurement area and combining them with the soil settlement correction index, this method can accurately evaluate the strain changes at different positions of the bridge support columns, especially those local strains caused by external factors such as foundation settlement, load concentration, or material inhomogeneity. This correction process effectively considers the influence of soil settlement on the support columns and corrects the local strains caused by settlement, so that the stress analysis not only predicts the surface stress, but also more precisely covers the internal structural changes and stress intensification. In addition, the introduction of the local strain intensification correction index enables the method to identify potential hazards caused by strain intensification and provide immediate correction. This not only improves the accuracy of stress assessment, but also provides accurate data for bridge managers to help them repair in advance in the case of strain intensification and prevent the accumulation of local strains from causing more serious structural failures. This early warning mechanism significantly improves the safety of the bridge support structure, especially during long-term use, helps to detect and repair minor hidden hazards in the structure early, and extends the service life of the bridge.

[0078] Specifically, the specific steps to obtain the soil settlement correction index of the high-pier bridge support structure are as follows: Obtain the soil settlement values within the set range of each bridge support column in the high-pier bridge support structure (which can be measured and obtained by a laser settlement meter), and conduct comprehensive analysis in combination with the height value of the corresponding bridge support column to obtain the support stability index of the high-pier bridge support structure; Read the initial stress index of the high-pier bridge support structure and conduct comprehensive analysis in combination with the support stability index of the high-pier bridge support structure to obtain the soil settlement correction index of the high-pier bridge support structure.

[0079] Among them, the specific formulas for calculating the support stability index and soil settlement correction index of the high-pier bridge support structure are as follows: ; where is the support stability index of the high-pier bridge support structure, is the soil settlement value within the set range of the th bridge support column in the high-pier bridge support structure, is the height value of the th bridge support column in the high-pier bridge support structure, is the soil settlement adjustment coefficient stored in the database, is the soil settlement correction factor stored in the database, is the soil settlement correction index for the high pier bridge support structure, is the initial stress index of the high pier bridge support structure, It is the number of bridge support columns in the high pier bridge support structure.

[0080] It should be explained that the soil settlement adjustment coefficient stored in the database The specific steps to obtain are as follows: This coefficient is used to correct the influence of soil settlement on the supporting structure of high pier bridges. It reflects the influence of soil settlement on the stability of supporting columns. It usually needs to be obtained through experiments and historical data, for example:

[0081] Experimental measurement: Through field measurement and experiments, the soil settlement effects under different soil types, settlement amounts and load conditions are obtained. These experimental data are used to calculate and calibrate the soil settlement adjustment coefficient.

[0082] Soil settlement monitoring data: Through long-term monitoring of soil settlement around the support column, the coefficient is obtained by using data analysis models (such as regression analysis or finite element analysis). Monitoring data can be obtained by installing settlement meters, GPS equipment, etc.

[0083] Numerical simulation: The soil-structure coupling model is used for numerical simulation and the coefficients are calculated based on the simulation results. This method can take into account the dynamic effects under different settlement states.

[0084] Soil settlement correction factors stored in the database The specific steps of obtaining are as follows: This coefficient is used to quantify the influence of soil settlement and use it in the stress correction of bridge support columns. It takes into account the relationship between soil settlement and support column height and is calculated in combination with the corresponding correction coefficient. The method of obtaining this coefficient includes:

[0085] Soil settlement test: Through on-site settlement test, the soil settlement of the support column base and its surrounding area is measured to obtain the correction factor of the area. The settlement test can use settlement plates, laser rangefinders, ground sensors and other equipment.

[0086] Engineering database: This coefficient can usually also be obtained from historical data of bridge projects, especially based on soil settlement experience and practical application in similar areas.

[0087] Numerical analysis and model: Through numerical analysis (such as finite element analysis), the soil settlement is combined with the mechanical behavior of the support column to calculate and obtain the correction factor.

[0088] In this implementation scheme, by introducing the soil settlement correction index, the potential risks caused by soil settlement in the high-pier bridge support structure can be effectively evaluated and corrected. Soil settlement is a common and crucial factor in the design of bridge support columns. Especially during long-term use, foundation settlement may affect the stability of support columns. Soil settlement will cause changes in the stress distribution of bridge support columns, affecting their load-bearing capacity and overall safety, and further affecting the service life and structural safety of the bridge. Through the calculation of the soil settlement correction index, this method first considers the actual settlement of each support column, and combines the height value of the support column and the soil settlement adjustment coefficient to comprehensively analyze the stability of the support column. This method can identify and quantify the structural changes caused by settlement, especially in areas with large settlement amounts, and can timely correct the force changes caused by settlement. The introduction of the support stability index further refines the stability evaluation of the support column, fully considering the impact of soil settlement on the bridge structure. In addition, by combining with the initial stress index for correction, the comprehensiveness and accuracy of stress evaluation are further ensured. The initial stress index is used as a benchmark to correct the stress in combination with the support stability index, avoiding the deviation of simply relying on static data and providing a more reliable reference for the actual stress state. This mechanism of comprehensive analysis and correction can timely detect potential problems of excessive or insufficient stress caused by soil settlement, thus providing timely warnings for bridge managers.

[0089] Please refer to Figure 3 , the embodiment of the present invention provides a technical solution: a stress detection system applied to the high-pier bridge support structure, including: a data acquisition unit, an initial stress analysis unit, a stress correction analysis unit, and a judgment analysis unit; the data acquisition unit is used to respectively acquire support state data for each bridge support column in the high-pier bridge support structure, and the support state data includes displacement value, load value, cross-sectional area value, air temperature value within a set range, and air humidity value; the initial stress analysis unit is used to respectively conduct comprehensive analysis on the support state data of each bridge support column in the high-pier bridge support structure to obtain the initial stress index of the high-pier bridge support structure; the stress correction analysis unit is used to perform correction processing on the initial stress index of the high-pier bridge support structure to obtain the stress comprehensive correction index of the high-pier bridge support structure; the judgment analysis unit is used to perform judgment analysis on the stress comprehensive correction index of the high-pier bridge support structure and a preset stress evaluation interval, and when the stress comprehensive correction index of the high-pier bridge support structure is lower than the lower limit of the preset stress evaluation interval, send a support warning notice to relevant staff.

[0090] In summary, this application has at least the following effects:

[0091] By obtaining the real-time data of each support column and combining various environmental factors, such as temperature, humidity, wind speed, etc., for dynamic correction, the initial stress index of the support column will be corrected according to the changes in local displacement, local strain and load after each monitoring, ensuring the real-time and accuracy of stress assessment. This precise correction mechanism can analyze the different stress states of each support column and timely reflect the dynamic changes of the structure, which means the long-term stability of each support column is guaranteed, avoiding the risks brought by long-term unupdated assessment data. In addition, dynamic correction enables the bridge to adapt to changing environmental conditions. For example, in extreme weather or load changes, it can still maintain accurate monitoring of the support column status.

[0092] By introducing a dynamic correction mechanism and using real-time monitoring data to adjust stress assessment, accurate stress prediction can still be obtained in these environmental changes. Through means such as wind speed and vibration correction, local load correction, etc., the stress state of the support column can be accurately reflected at the moment of environmental fluctuations, greatly improving the adaptability of stress assessment. This self-adaptive ability of stress correction ensures that the bridge can effectively resist various uncertainties brought by the external environment during long-term operation, guaranteeing the reliability and safety of the structure.

[0093] It not only achieves precise monitoring of the stress state, but also compares with the preset stress assessment interval through the early warning system and issues an alarm when the stress index reaches or is lower than the safety threshold. This intelligent early warning mechanism allows bridge management personnel to timely discover and handle potential problems, avoiding delays and catastrophic failures caused by stress imbalance. Through an automated and data-driven decision-making process, management personnel can prioritize inspections and repairs in high-risk areas based on actual stress data and corrected indices. This risk assessment and dynamic adjustment based on precise data make the maintenance management of the bridge more scientific and systematic, greatly improving the efficiency of resource allocation. It not only saves maintenance costs, but also improves the overall operation efficiency and emergency response ability of the bridge.

[0094] By introducing modules such as a data acquisition unit, an initial stress analysis unit, a stress correction analysis unit, and a judgment analysis unit, the stress detection process of the high pier bridge support structure has been fully automated. Each unit automatically analyzes and corrects based on the real-time collected data, reducing manual intervention and avoiding errors or delays caused by human operation. At the same time, the automated analysis can quickly and accurately process large-scale data sets. Especially when facing complex bridge structures, it can ensure that the stress states of all support columns are monitored and corrected in a timely and accurate manner. This automated stress monitoring system enables bridge managers to be liberated from heavy manual inspection work and focus more on precise maintenance and decision-making based on warning information and comprehensive correction indexes. In addition, the automated processing of the system ensures the accuracy and consistency of the data, avoiding fluctuations or errors in the monitoring results caused by human factors, and providing more reliable data support for the long-term operation of the bridge.

[0095] Although the preferred embodiments of the present invention have been described, those skilled in the art can make additional changes and modifications to these embodiments once they know the basic creative concept. Therefore, the appended claims are intended to be construed as including the preferred embodiments as well as all changes and modifications falling within the scope of the present invention.

[0096] Obviously, those skilled in the art can make various changes and modifications to the present invention without departing from the spirit and scope of the present invention. Thus, if these modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalent technologies, the present invention also intends to include these modifications and variations.

Claims

1. A stress detection method applied to a high pier bridge support structure, characterized in that: The following steps are involved: For each bridge support column in the high pier bridge support structure, support status data is obtained respectively, and a comprehensive analysis is performed to obtain an initial stress index of the high pier bridge support structure, wherein the support status data includes a displacement value, a load value, a cross-sectional area value, an air temperature value within a set range, and an air humidity value; The initial stress index of the high pier bridge support structure is corrected to obtain the comprehensive stress correction index of the high pier bridge support structure; The comprehensive stress correction index of the high pier bridge support structure is judged and analyzed with the preset stress assessment interval, and when the comprehensive stress correction index of the high pier bridge support structure is lower than the lower limit of the preset stress assessment interval, a support warning notice is issued to relevant staff; Among them, the specific formula for calculating the initial stress index of the high pier bridge support structure is as follows: ； in, is the initial stress index of the high pier bridge support structure, , , , , , , The first one is the supporting structure of high pier bridge. The load value, cross-sectional area value, displacement value, air temperature value within the set range, air temperature parameter value, air humidity value, and air humidity parameter value of the root bridge support column. They are the displacement adjustment coefficient, temperature adjustment coefficient, and humidity adjustment coefficient stored in the database. They are the displacement weight coefficient, temperature weight coefficient, and humidity weight coefficient stored in the database, respectively. It is the number of bridge support columns in the high pier bridge support structure.

2. The stress detection method applied to the high pier bridge support structure according to claim 1 is characterized in that: The specific steps of correcting the initial stress index of the high pier bridge support structure and obtaining the comprehensive stress correction index of the high pier bridge support structure are as follows: The initial stress index of the high pier bridge supporting structure is processed with soil settlement correction, strain correction, dynamic wind coupling correction, and load enhancement response correction in turn, and the soil settlement correction index, local strain aggravation correction index, dynamic wind coupling correction index, and load enhancement response correction index of the high pier bridge supporting structure are obtained in turn; The height and service life of each bridge support column in the high-pier bridge support structure are obtained, and the material deformation attenuation analysis is performed in combination with the load enhancement response correction index of the high-pier bridge support structure to obtain the comprehensive stress correction index of the high-pier bridge support structure.

3. The stress detection method applied to the high pier bridge support structure according to claim 2 is characterized in that: The specific formula for calculating the comprehensive stress correction index of the high pier bridge support structure is as follows: ； in, , They are the stress comprehensive correction index of the high pier bridge support structure and the load enhancement response correction index. The first one is the supporting structure of high pier bridge. The displacement value, height value and service life value of the root bridge support column, They are the bending adjustment coefficient, bending correction coefficient, and material aging correction coefficient stored in the database. , is a natural constant, It is the number of bridge support columns in the high pier bridge support structure.

4. The stress detection method applied to the high pier bridge support structure according to claim 2 is characterized in that: The specific steps to obtain the load enhancement response correction index of the high pier bridge support structure are as follows: Obtain the regional load value and regional displacement value of each measurement area of ​​each bridge support column in the high pier bridge support structure, and conduct a comprehensive analysis in combination with the height value and cross-sectional area value of the corresponding bridge support column to obtain the local load correction index of the high pier bridge support structure; The dynamic-wind coupling correction index of the high-pier bridge supporting structure is read, and a comprehensive analysis is performed in combination with the local load correction index of the high-pier bridge supporting structure to obtain the load enhancement response correction index of the high-pier bridge supporting structure.

5. The stress detection method applied to the high pier bridge support structure according to claim 4 is characterized in that: The specific formulas for calculating the local load correction index and load enhancement response correction index of the high pier bridge support structure are as follows: ； in, They are the local load correction index of the high pier bridge support structure, the load enhancement response correction index, and the dynamic wind coupling correction index. is a natural constant, The first one is the supporting structure of high pier bridge. The bridge support column The regional load value and regional displacement value of each measurement area, The first one is the supporting structure of high pier bridge. The cross-sectional area and height of the root bridge support column, They are the regional load correction coefficient and regional displacement correction coefficient stored in the database. is the number of bridge support columns in the high pier bridge support structure, is the number of measurement areas.

6. The stress detection method applied to the high pier bridge support structure according to claim 2 is characterized in that: The specific steps for obtaining the dynamic-wind coupling correction index of the high-pier bridge support structure are as follows: obtaining the vibration frequency value of each bridge support column in the high-pier bridge support structure and the ambient wind speed value within a set range, and combining the local strain aggravation correction index of the high-pier bridge support structure to conduct a comprehensive analysis to obtain the dynamic-wind coupling correction index of the high-pier bridge support structure.

7. The stress detection method applied to the high pier bridge support structure according to claim 6 is characterized in that: The specific formula for calculating the dynamic-wind coupling correction index of the high pier bridge support structure is as follows: ； in, They are the dynamic-wind coupling correction index of the high-pier bridge support structure and the local strain aggravation correction index. is a natural constant, The first one is the supporting structure of high pier bridge. The vibration frequency value of the root bridge support column and the ambient wind speed value within the set range, They are the dynamic-wind coupling adjustment coefficient and dynamic-wind coupling correction coefficient stored in the database, It is the number of bridge support columns in the high pier bridge support structure.

8. The stress detection method applied to the high pier bridge support structure according to claim 2 is characterized in that: The specific steps to obtain the local strain aggravation correction index of the high pier bridge support structure are as follows: Obtain the regional strain value of each measurement area of ​​each bridge support column in the high pier bridge support structure, and conduct a comprehensive analysis to obtain the local strain correction index of the high pier bridge support structure; The soil settlement correction index of the high pier bridge supporting structure is read, and combined with the local strain correction index of the high pier bridge supporting structure, a comprehensive analysis is performed to obtain the local strain aggravation correction index of the high pier bridge supporting structure.

9. The stress detection method applied to the high pier bridge support structure according to claim 2 is characterized in that: The specific steps to obtain the soil settlement correction index of the high pier bridge support structure are as follows: Obtain the soil settlement value within the set range of each bridge support column in the high pier bridge support structure, and conduct a comprehensive analysis in combination with the height value of the corresponding bridge support column to obtain the support stability index of the high pier bridge support structure; The initial stress index of the high pier bridge supporting structure is read, and a comprehensive analysis is performed in combination with the support stability index of the high pier bridge supporting structure to obtain the soil settlement correction index of the high pier bridge supporting structure.

10. A stress detection system applied to a high pier bridge support structure, using the stress detection method applied to a high pier bridge support structure according to any one of claims 1 to 9, characterized in that: include: Data acquisition unit, initial stress analysis unit, stress correction analysis unit, judgment analysis unit; The data acquisition unit is used to acquire support status data for each bridge support column in the high pier bridge support structure, wherein the support status data includes a displacement value, a load value, a cross-sectional area value, an air temperature value within a set range, and an air humidity value; The initial stress analysis unit is used to perform comprehensive analysis on the support status data of each bridge support column in the high pier bridge support structure to obtain the initial stress index of the high pier bridge support structure; The stress correction analysis unit is used to correct the initial stress index of the high pier bridge support structure to obtain a comprehensive stress correction index of the high pier bridge support structure; The judgment and analysis unit is used to judge and analyze the comprehensive stress correction index of the high pier bridge support structure and the preset stress assessment interval, and when the comprehensive stress correction index of the high pier bridge support structure is lower than the lower limit of the preset stress assessment interval, issue a support warning notification to relevant staff.

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