Stress detection method and system applied to high-pier bridge supporting structure

Abstract

The invention discloses a stress detection method and system applied to a high-pier bridge supporting structure, and relates to the technical field of bridge supporting structure stress detection. According to the stress detection method applied to the high-pier bridge supporting structure, for each bridge supporting column in the high-pier bridge supporting structure, supporting state data is obtained, an initial stress index is analyzed and corrected, a stress comprehensive correction index of the high-pier bridge supporting structure is obtained, judgment and analysis are conducted on the stress comprehensive correction index and a preset stress evaluation interval, and therefore the stress detection accuracy of the high-pier bridge supporting structure is improved. According to the method, the real-time data of each supporting column are obtained and are dynamically corrected in combination with various environmental factors, and the initial stress index of the supporting column is corrected according to changes of local displacement, local strain and load after each time of monitoring, so that the real-time performance and accuracy of stress evaluation are ensured; the accurate correction mechanism can be used for analyzing different stress states of each support column and reflecting the dynamic change of the structure in time.

Description

Technical Field

[0001] The present invention relates to the technical field of bridge support structure stress detection, and in particular to a stress detection method and system applied to a high pier bridge support structure. Background Art

[0002] High-pier bridges are widely used in traffic construction in complex terrains. Their supporting structures usually need to withstand multiple stresses from bridge deck loads, vehicle traffic, and the natural environment. Therefore, the stability of the supporting columns and the overall safety of the bridge play a vital role in the design and maintenance of the bridge. During long-term use, the supporting columns of high-pier bridges will not only be 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 supporting 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 impact of factors such as local stress unevenness, 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 and other external loads. If stress monitoring cannot reflect these dynamic changes in a timely manner, it is easy for the structural safety hazards of the bridge to be ignored, increasing the difficulty and cost of maintenance.

[0004] The limitations of the existing technologies include at least the following problems: in traditional bridge structure monitoring, especially for high-pier bridges, a simplified overall stress calculation method is often used. Most existing technologies often ignore the local force differences of the support columns and environmental factors, such as temperature, humidity, wind speed, etc., which have specific effects on the support columns. This can easily lead to stress assessment results that are difficult to accurately reflect the actual stress state of the structure. In particular, when the force is uneven in local areas, the calculated stress is often rough and difficult to reflect the actual stress state of the support column in real time. Summary of the invention

[0005] In view of the deficiencies of the prior art, the present invention provides a stress detection method and system applied to a high pier bridge support structure, which solves the problems of uneven local force and inaccurate stress distribution under environmental influences existing in the prior art.

[0006] To achieve the above purpose, the present invention is implemented through the following technical solutions: a stress detection method applied to a high pier bridge support structure, comprising the following steps: for each bridge support column in the high pier bridge support structure, respectively obtaining support status data, and performing comprehensive analysis 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; correcting 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; judging and analyzing the comprehensive stress correction index of the high pier bridge support structure and a preset stress assessment interval, and when the comprehensive stress correction index of the high pier bridge support structure is lower than the preset lower limit of the stress assessment interval, issuing a support warning notification to relevant staff.

[0007] 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, It is the first in the high pier bridge support structure. The load value of the root bridge support column, It is the first in the high pier bridge support structure. The cross-sectional area of ​​the root bridge support column, It is the first in the high pier bridge support structure. The displacement value of the root bridge support column, is the displacement adjustment coefficient stored in the database, is the displacement weight coefficient stored in the database, It is the first in the high pier bridge support structure. The air temperature value within the set range of the root bridge support column, It is the first in the high pier bridge support structure. The air temperature parameter value within the setting range of the root bridge support column, is the temperature adjustment coefficient stored in the database, is the temperature weight coefficient stored in the database, It is the first in the high pier bridge support structure. The air humidity value within the set range of the root bridge support column, It is the first in the high pier bridge support structure. The air humidity parameter value within the setting range of the root bridge support column, is the humidity adjustment coefficient stored in the database, is the humidity weight coefficient stored in the database, It is the number of bridge support columns in the high pier bridge support structure.

[0008] Furthermore, the initial stress index of the high pier bridge support structure is corrected, and the specific steps for 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 support structure is sequentially subjected to soil settlement correction, strain correction, dynamic wind coupling correction, and load enhancement response correction, 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 support structure are sequentially obtained; the height value and service life value 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.

[0009] Furthermore, the specific formula for calculating the comprehensive stress correction index of the high pier bridge support structure is as follows: ;in, 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, It is the first in the high pier bridge support structure. The displacement value of the root bridge support column, It is the first in the high pier bridge support structure. The height of the root bridge support column, is the bending adjustment coefficient stored in the database, is the bending correction coefficient stored in the database, is a natural constant, It is the first in the high pier bridge support structure. The service life of the root bridge support column, is the material aging correction factor stored in the database, , It is the number of bridge support columns in the high pier bridge support structure.

[0010] Furthermore, 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 measuring area of ​​each bridge support column in the high-pier bridge support structure, and perform 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 perform 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.

[0011] Furthermore, 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, is the local load correction index of the high pier bridge support structure, is a natural constant, It is the first in the high pier bridge support structure. The first bridge support column The regional load value of the measurement area, It is the first in the high pier bridge support structure. The cross-sectional area of ​​the root bridge support column, is the regional load correction factor stored in the database, It is the first in the high pier bridge support structure. The first bridge support column The regional displacement value of the measurement area, It is the first in the high pier bridge support structure. The height of the root bridge support column, 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 for obtaining the dynamic-wind coupling correction index of the high-pier bridge support structure are: 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, conducting a 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: ;in, 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 a natural constant, It is the first in the high pier bridge support structure. The vibration frequency value of the root bridge support column, It is the first in the high pier bridge support structure. The ambient wind speed value within the setting range of the root bridge support column, is the dynamic-wind coupling adjustment coefficient stored in the database, is the dynamic wind coupling correction coefficient stored in the database, It is the number of bridge support columns in the high pier bridge support structure.

[0014] Furthermore, the specific steps for obtaining the local strain aggravation correction index of the high pier bridge support structure are as follows: obtain the regional strain value of each measuring area of ​​each bridge support column in the high pier bridge support structure, and perform a 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 perform a 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] Furthermore, the specific steps for obtaining the soil settlement correction index of the high pier bridge support structure are as follows: obtain the soil settlement value within a set range of each bridge support column in the high pier bridge support structure, and perform 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; read the initial stress index of the high pier bridge support structure, and perform a 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 a high-pier bridge support structure comprises: 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 status data for each bridge support column in the high-pier bridge support structure, wherein the support status data comprises 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 respectively perform a comprehensive analysis on the support status data of each bridge support column in the high-pier bridge support structure to obtain an 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 a comprehensive stress correction index of the high-pier bridge support structure; the judgment analysis unit is used to perform a judgment analysis on the comprehensive stress correction index of the high-pier bridge support structure and a 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 notification is issued to relevant staff.

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

[0018] (1) This stress detection method applied to the supporting structure of high-pier bridges obtains real-time data of each supporting column and performs dynamic correction in combination with various environmental factors, such as temperature, humidity, wind speed, etc. After each monitoring, the initial stress index of the supporting column will be corrected according to the changes in local displacement, local strain and load to ensure the real-time and accuracy of stress assessment. This precise correction mechanism can analyze the different stress states of each supporting column and reflect the dynamic changes of the structure in a timely manner, which means that the long-term stability of each supporting column is guaranteed, avoiding the risks caused by long-term unupdated assessment data. In addition, dynamic correction enables the bridge to adapt to changing environmental conditions, such as maintaining accurate monitoring of the status of the supporting columns in extreme weather or load changes.

[0019] (2) This stress detection method applied to the supporting structure of high-pier bridges introduces a dynamic correction mechanism and uses real-time monitoring data to adjust stress assessment, ensuring that accurate stress prediction can still be obtained during these environmental changes. Through wind speed and vibration correction, local load correction and other means, the stress state of the supporting column can be accurately reflected at the moment of environmental fluctuations, greatly improving the adaptability of stress assessment. This adaptive ability of stress correction ensures that the bridge can effectively resist various uncertainties brought about by the external environment during long-term operation, thereby ensuring the reliability and safety of the structure.

[0020] (3) This stress detection method applied to the support structure of high-pier bridges not only realizes accurate monitoring of stress status, but also compares it with the preset stress assessment interval through the early warning system, and issues an alarm when the stress index reaches or falls below the safety threshold. This intelligent early warning mechanism allows bridge managers to discover and deal with potential problems in a timely manner, avoiding delays and catastrophic failures caused by stress imbalance. Through the 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 accurate data makes bridge maintenance management more scientific and systematic, greatly improving the efficiency of resource allocation. It not only saves maintenance costs, but also improves the overall operational efficiency and emergency response capabilities of bridges.

[0021] (4) The stress detection system applied to the high-pier bridge support structure has fully automated the stress detection process of the high-pier bridge support structure by introducing modules such as data acquisition unit, initial stress analysis unit, stress correction analysis unit, and judgment analysis unit. Each unit automatically analyzes and corrects according to the real-time collected data, reducing human intervention and avoiding errors or delays caused by human operation. At the same time, automated analysis can quickly and accurately process large-scale data sets, especially when facing complex bridge structures, to ensure that the stress status of all support columns is monitored and corrected in a timely and accurate manner. This automated stress monitoring system frees bridge management personnel from the heavy manual inspection work and allows them to focus more on accurate maintenance and decision-making based on early warning information and comprehensive correction index. In addition, the automated processing of the system ensures the accuracy and consistency of the data, avoids fluctuations or errors in monitoring results caused by human factors, and provides more reliable data support for the long-term operation of the bridge.

[0022] Of course, any product implementing the present invention does not necessarily need to achieve all of the advantages described above at the same time. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] Figure 1 The present invention is a flow chart of a stress detection method applied to a high pier bridge support structure.

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

[0025] Figure 3 The figure is a block diagram of the stress detection system of the present invention applied to the supporting structure of a high pier bridge. DETAILED DESCRIPTION

[0026] See also Figure 1The embodiment of the present invention provides a technical solution: a stress detection method for a high-pier bridge support structure, comprising the following steps: for each bridge support column in the high-pier bridge support structure, respectively obtain support status data, and perform comprehensive analysis to obtain an initial stress index of the high-pier bridge support structure, wherein the support status data includes a 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), a load value (refers 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), and a cross-sectional area value (derived from the bridge design stage according to the support column). The geometric dimensions of the high pier bridge are calculated in advance), the air temperature value within the set range (which can be measured and obtained by a temperature sensor, such as a thermocouple, an RTD sensor, etc.), and the air humidity value (which can be measured and obtained by a humidity sensor, such as a capacitive humidity sensor, a resistive humidity sensor, etc.); the initial stress index of the high pier bridge support structure is corrected to obtain a 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 a 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 notification is issued to relevant staff.

[0027] 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, It is the first in the high pier bridge support structure. The load value of the root bridge support column, It is the first in the high pier bridge support structure. The cross-sectional area of ​​the root bridge support column, It is the first in the high pier bridge support structure. The displacement value of the root bridge support column, is the displacement adjustment coefficient stored in the database, is the displacement weight coefficient stored in the database, It is the first in the high pier bridge support structure. The air temperature value within the set range of the root bridge support column, It is the first in the high pier bridge support structure. The air temperature parameter value within the setting range of the root bridge support column, is the temperature adjustment coefficient stored in the database, is the temperature weight coefficient stored in the database, It is the first in the high pier bridge support structure. The air humidity value within the set range of the root bridge support column, It is the first in the high pier bridge support structure. The air humidity parameter value within the setting range of the root bridge support column, is the humidity adjustment coefficient stored in the database, is the humidity weight coefficient stored in the database, It is the number of bridge support columns in the high pier bridge support structure.

[0028] It should be explained that the displacement adjustment coefficient stored in the database The specific steps for obtaining are as follows: This coefficient reflects the stress change of the supporting column caused by the displacement change. The displacement of the supporting 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 them with numerical simulation, the impact of displacement changes on the structure can be calculated.

[0029] Temperature adjustment factors stored in the database The specific steps for obtaining are as follows: temperature changes will cause expansion or contraction of the supporting structure material. 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 changes on the supporting structure. The coefficient is calculated by long-term monitoring of temperature changes and structural responses, combined with numerical simulation or experimental data.

[0030] Humidity adjustment factors stored in the database The specific steps to obtain are: Humidity changes will also affect structural materials, especially materials that are exposed to a humid environment for a long time. Humidity changes may cause the material to expand or contract. The humidity adjustment coefficient helps to quantify the impact of humidity on the supporting structure and ensure the stability of the structure under different humidity conditions. This coefficient can be obtained through humidity sensors and experimental data.

[0031] Displacement weight coefficients stored in the database The specific steps to obtain are: the influence of displacement on the supporting 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 structural stress correction. 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 calculated, so as to more accurately evaluate the stress condition of the supporting structure.

[0032] Temperature weight coefficients stored in the database The specific steps for obtaining are as follows: the impact of temperature changes on the supporting structure may be different in different situations. For example, under extreme climate conditions, the impact of temperature may be greater. The temperature weight coefficient is used to adjust the contribution of temperature to the stress correction of the supporting structure. By analyzing the long-term temperature changes 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] Humidity weight coefficients stored in the database The specific steps for obtaining are as follows: the impact of humidity changes on the supporting structure is mainly reflected in the expansion or contraction of the material. This impact may accumulate over time. The humidity weight coefficient is used to indicate the contribution of humidity in the correction model. Through humidity sensors and field data, the weight of the impact of humidity changes on the supporting structure can be determined, thereby accurately correcting the effect of humidity on stress.

[0034] Specifically, 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 support structure is sequentially subjected to soil settlement correction, strain correction, dynamic-wind coupling correction, and load enhancement response correction, 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 support structure are sequentially obtained; the height value (which can be obtained from the structural design drawings) and the service life value (which can be obtained from the bridge construction archives) 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.

[0035] The specific formula for calculating the comprehensive stress correction index of the high pier bridge support structure is as follows: ;in, 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, It is the first in the high pier bridge support structure. The displacement value of the root bridge support column, It is the first in the high pier bridge support structure. The height of the root bridge support column, is the bending adjustment coefficient stored in the database, is the bending correction coefficient stored in the database, is a natural constant, and in this embodiment, its value is 2.718. It is the first in the high pier bridge support structure. The service life of the root bridge support column is is the material aging correction factor stored in the database, , It is the number of bridge support columns in the high pier bridge support structure.

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

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

[0038] Experimental measurement: By installing strain gauges, displacement sensors and other equipment, the bending degree of the supporting structure is directly measured, and the bending adjustment coefficient is calculated based on the actual force data.

[0039] Historical engineering data: Through historical data of similar bridge projects, statistical analysis of bridge bending conditions is performed to obtain common bending adjustment coefficients.

[0040] Bending correction factors stored in the database The specific steps for obtaining are: This coefficient is used to further correct the structural changes caused by the bending of the bridge. It can adjust the actual impact of the bending effect on the supporting structure. The acquisition method includes:

[0041] Combination of simulation and experimental data: Using a combination of numerical simulation and experimental data, the corresponding correction coefficient is obtained by measuring the bending degree of the supporting structure under different load conditions.

[0042] Dynamic loading test: Dynamic loading test is carried out at different support positions of the bridge to measure the deformation and stress caused by bending, and then obtain the correction factor.

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

[0044] Material aging correction factors stored in the database The specific steps to obtain are: This coefficient is used to consider the strength attenuation and deformation characteristics changes of the material caused by long-term use. As the bridge ages, the performance of the material will deteriorate, so it needs to be corrected. The acquisition method includes:

[0045] Material aging experiment: Through accelerated aging tests in the laboratory, the aging process of materials in long-term use is simulated to obtain the aging correction factor of the material.

[0046] Historical usage data: Combined with the age of the bridge, environmental conditions and maintenance records, the aging correction factor is obtained by analyzing the aging patterns of similar materials.

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

[0048] In this implementation scheme, by gradually correcting the initial stress index and combining multiple corrections such as soil settlement correction, strain correction, and dynamic-wind coupling correction, the actual 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 in actual use are taken into account, avoiding the problem of ignoring local uneven stress, thereby greatly improving the accuracy of stress assessment. The high-pier bridge support structure will be affected by environmental changes (such as temperature, humidity, etc.) and load fluctuations (such as traffic flow, wind force, etc.) during long-term use. By introducing dynamic-wind coupling correction and load enhancement response correction, this implementation scheme can more accurately reflect the actual stress state of the bridge support column. The method can adapt to these changes in real time, making the stress correction process dynamic and able to more accurately reflect the impact of the environment and usage status on the bridge support columns. This dynamic adjustment can not only cope with daily load fluctuations, but also cope with stress changes caused by extreme weather or sudden environmental changes, ensuring the stability and safety of the bridge in long-term use. The support columns will experience material aging during long-term use, resulting in a gradual decrease in their strength and stiffness. By combining the service life of the support columns with the material aging correction coefficient and performing material deformation attenuation analysis, this method can accurately reflect the aging factor in the stress correction. This consideration of material The aging correction mechanism helps to identify the impact of aging on the performance of support columns earlier, and take maintenance and repair measures in time, 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, this method can provide more personalized maintenance suggestions. According to the actual use and potential risks of each support column, the area that needs to be inspected or repaired is prioritized. This precise analysis and early warning mechanism avoids excessive inspection and unnecessary repairs, reduces resource waste and maintenance costs, and improves the efficiency of bridge operation and maintenance. In addition, the combination of bending adjustment coefficient and bending correction coefficient further ensures the accuracy of the correction process, 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 stages of use. This comprehensive analysis not only improves the monitoring of the current bridge status, but also provides data support for future bridge maintenance plans, forming a full life cycle bridge health management system.

[0049] Specifically, Figure 2 As shown, 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 (referring to the external force applied to the support column measurement area) and regional displacement value (i.e., the Euclidean distance between the regional center point position and the regional reference center point position of the measurement area) of each measurement area of ​​each bridge support column in the high-pier bridge support structure, and perform 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 perform 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: ;in, is the local load correction index of the high pier bridge support structure, is a natural constant, and in this embodiment, its value is 2.718. It is the first in the high pier bridge support structure. The first bridge support column The regional load value of the measurement area, It is the first in the high pier bridge support structure. The cross-sectional area of ​​the root bridge support column, is the regional load correction factor stored in the database, It is the first in the high pier bridge support structure. The first bridge support column The regional displacement value of the measurement area, It is the first in the high pier bridge support structure. The height of the root bridge support column, 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 explained that the regional load correction factor stored in the database The specific steps for obtaining are: This coefficient is used to correct the load distribution of the supporting structure in different areas. The load in each area may vary due to factors such as uneven force on the supporting column, soil settlement, and local environmental changes. Using this coefficient for correction can more accurately reflect the actual load of the supporting column. The acquisition method includes:

[0052] Numerical simulation analysis: By using numerical simulation tools such as finite element analysis (FEA), the behavior of the bridge support structure under different load conditions is simulated and analyzed to obtain the load distribution in different areas, thereby calculating the regional load correction factor.

[0053] Experimental data: Through on-site experiments or loading tests, the actual load conditions in different areas of the support column are directly measured, and the load correction factor is obtained based on the experimental data.

[0054] Historical data and engineering experience: Combined with existing bridge engineering projects, analyze the load distribution data of similar structures and obtain correction coefficients through empirical models.

[0055] Regional displacement correction coefficients stored in the database The specific steps of obtaining are as follows: This coefficient is used to correct the structural deformation caused by displacement in different regions. Especially when the support structure is subjected to uneven force, a large displacement may occur in a local area. This coefficient helps to accurately correct the deformation response of the support column based on the displacement data. The acquisition method includes:

[0056] Experimental measurement: By installing displacement sensors in various areas of the support column, the displacement of each area is monitored in real time, and the correction coefficient is calculated based on the measured displacement data and deformation pattern.

[0057] Numerical simulation and analysis: Use finite element models or dynamic analysis models to simulate the stress and displacement of support columns, and calculate the displacement correction coefficients of different areas based on actual bridge design and load conditions.

[0058] Long-term monitoring data: By installing a long-term monitoring system on the bridge support structure, the displacement data of each area is collected, and based on this data, the displacement of different areas is corrected and analyzed to obtain the correction coefficient.

[0059] In this implementation scheme, the accuracy of stress monitoring and evaluation of high pier bridge support structures can be greatly improved through precise local load correction and dynamic wind coupling correction. 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 in the case of uneven force or large local load, 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 that are greatly affected by the external environment, especially when different stress conditions exist in different areas of the bridge support column. It helps to avoid errors in single force analysis and comprehensively improves 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 influence of wind speed on the support column by introducing dynamic wind coupling correction, especially when the wind speed is relatively high. In environments with high wind speeds or frequent wind 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 speeds or extreme climate conditions, ensuring that the structural assessment can promptly reflect the additional stress caused by wind force, avoiding potential risks caused by the failure to promptly consider wind effects. Finally, the overall stress correction process integrates multiple parameters such as local load, local displacement, height, cross-sectional area, etc., and through reasonable correction coefficients, the stress assessment of bridge support columns in various environments and working conditions is made more accurate. Combined with various correction indices, this method effectively enhances the adaptability of bridge structures, and can perform real-time stress correction in complex and dynamic environments, thereby improving the long-term safety and operational stability of bridges, and providing a more scientific basis for bridge maintenance.

[0060] Specifically, the specific steps for obtaining the dynamic-wind coupling correction index of the high-pier bridge support structure are: obtaining the vibration frequency value of each bridge support column in the high-pier bridge support structure (which can be measured and obtained by an accelerometer or a vibration sensor) and the ambient wind speed value within a set range (which can be measured and obtained by a wind speed sensor, such as an anemometer), and combining the local strain aggravation correction index of the high-pier bridge support structure, performing a comprehensive analysis 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: ;in, 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 a natural constant, and in this embodiment, its value is 2.718. It is the first in the high pier bridge support structure. The vibration frequency value of the root bridge support column, It is the first in the high pier bridge support structure. The ambient wind speed value within the setting range of the root bridge support column, is the dynamic-wind coupling adjustment coefficient stored in the database, is the dynamic wind coupling correction coefficient stored in the database, It is the number of bridge support columns in the high pier bridge support structure.

[0062] It should be explained that the dynamic wind coupling adjustment coefficient stored in the database The specific steps for obtaining is: This coefficient is used to correct the dynamic wind coupling effect between wind speed and bridge support structure, and is usually obtained in the following ways:

[0063] Numerical simulation and experimental data: Wind tunnel experiments or finite element analysis (FEA) are used to simulate the interaction between wind speed and support columns. The dynamic wind coupling adjustment coefficient is obtained by combining the experimental and simulation results. The mutual influence of wind speed and 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, combined with the experience values ​​of actual projects, these data can be stored in the engineering database for subsequent use.

[0065] Standardized data sets: Many bridge design companies create standardized data sets to record the interaction between wind speed and supporting structures. 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] Dynamic wind coupling correction factors stored in the database The specific steps for obtaining is: This coefficient is used to further correct the dynamic effect of wind speed on the supporting structure, and is usually obtained in the following way:

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

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

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

[0070] In this implementation scheme, by introducing the dynamic wind coupling correction index, the effects of wind speed and vibration on the supporting structure of high-pier bridges are effectively combined to ensure the accuracy of stress assessment of bridges in dynamic environments. Due to their structural characteristics, high-pier bridges may experience significant vibration and dynamic loads when wind speeds are high, especially in strong winds or extreme weather conditions. These factors will 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 cause deviations in stress assessment when wind speeds or vibrations are high, thereby affecting the safety assessment of the bridge. By obtaining the vibration frequency value and ambient wind speed value of each bridge support column and combining them with the local strain intensification correction index, it is possible to accurately assess the stress of the bridge under wind speed fluctuations or vibrations. The dynamic response when the frequency changes is corrected in real time. By analyzing the influence of vibration and wind speed as a comprehensive correction factor, it can not only capture the complex relationship between wind force and bridge force, but also identify the actual impact of wind speed changes on the stress state, 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 and adaptability of bridge stress assessment, so that the bridge can respond to the stress state in time when facing sudden weather events. This correction index introduces the dynamic wind coupling adjustment coefficient and correction coefficient, so that the stress analysis is not only based on static loads, but also takes into account the dynamic influence of wind speed and vibration, which comprehensively improves the structural safety of bridges in complex environments.

[0071] Specifically, the specific steps for obtaining the local strain aggravation correction index of the high-pier bridge support structure are as follows: obtain the regional strain value of each measuring area of ​​each bridge support column in the high-pier bridge support structure (which can be obtained by measuring with a strain gauge), and perform a 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 perform a 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 the local strain aggravation correction index of the high pier bridge support structure are as follows: ;in, is the local strain correction index of the high pier bridge support structure, It is the first in the high pier bridge support structure. The bridge support column The regional strain value of the measurement area, is the regional strain adjustment coefficient stored in the database, is the regional strain correction factor stored in the database, is the local strain intensification 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 scheme, by introducing the local strain aggravation correction index, the stress changes in each measurement area in the high pier bridge support structure can be captured more accurately, especially in areas with uneven stress or potential risks. The stress state of the support column is usually not evenly distributed, especially in complex geology or large external load fluctuations. The strain in some areas may be aggravated, resulting in hidden damage to the local structure. If these local strains are not identified and corrected in time, major structural safety hazards may occur during the long-term use of the bridge. By obtaining the regional strain value of each measurement area and combining it with the soil settlement correction index, this method can accurately evaluate the strain changes at different positions of the bridge support column, especially those local strains caused by external factors such as foundation settlement, load concentration or material unevenness. This correction process effectively considers the impact of soil settlement on the supporting columns and corrects the local strain caused by settlement, so that the stress analysis is not just a prediction of surface forces, but covers the internal structural changes and stress aggravation in a more detailed manner. In addition, the introduction of the local strain aggravation correction index enables the method to identify potential hazards caused by strain aggravation and provide immediate corrections, which not only improves the accuracy of stress assessment, but also provides bridge managers with accurate data to help them carry out repairs in advance when strain aggravation occurs, preventing local strain accumulation from causing more serious structural failures. This early warning mechanism significantly improves the safety of bridge supporting structures, especially during long-term use, helping to detect and repair minor hidden dangers in the structure early and extend the service life of the bridge.

[0078] Specifically, the specific steps for obtaining the soil settlement correction index of the high pier bridge support structure are as follows: obtain the soil settlement value within a set range of each bridge support column in the high pier bridge support structure (which can be measured and obtained by a laser sedimentation instrument), and perform 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; read the initial stress index of the high pier bridge support structure, and perform a 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: ;in, is the support stability index of the high pier bridge support structure, It is the first in the high pier bridge support structure. The soil settlement value within the set range of the root bridge support column, It is the first in the high pier bridge support structure. The height of the root bridge support column, 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: Numerical simulation is performed using a soil-structure coupling model and 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 supporting structure of high pier bridges can be effectively evaluated and corrected. Soil settlement is a common and critical factor in the design of bridge support columns. Especially in the long-term use process, foundation settlement may affect the stability of the support column. Soil settlement will cause the stress distribution of the bridge support column to change, affecting its load bearing capacity and overall safety, and thus 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 conduct a comprehensive analysis of the stability of the support column. This method can identify and quantify The structural changes caused by settlement, especially in areas with large settlement, can be corrected in time. The introduction of the support stability index further refines the stability assessment of the support columns, so that the impact of soil settlement on the bridge structure is fully considered. In addition, the correction combined with the initial stress index further ensures the comprehensiveness and accuracy of the stress assessment. The initial stress index is used as a benchmark, and the stress is corrected in combination with the support stability index, which avoids the deviation of relying solely on static data and provides a more reliable reference for the actual stress state. This comprehensive analysis and correction mechanism can promptly discover the problem of potential excessive or insufficient stress caused by soil settlement, thereby providing timely warnings for bridge managers.

[0089] See also Figure 3 The embodiment of the present invention provides a technical solution: a stress detection system applied to a high pier bridge support structure, comprising: 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 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 respectively perform a comprehensive analysis on the support status data of each bridge support column in the high pier bridge support structure to obtain an 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 a comprehensive stress correction index of the high pier bridge support structure; the judgment analysis unit is used to perform a judgment analysis on the comprehensive stress correction index of the high pier bridge support structure and a 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 notification is issued to relevant staff.

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

[0091] By acquiring real-time data of each support column and combining it with a variety of environmental factors, such as temperature, humidity, wind speed, etc., dynamic correction is performed. 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 to ensure the real-time and accuracy of the stress assessment. This precise correction mechanism can analyze the different stress states of each support column and reflect the dynamic changes of the structure in a timely manner, which means that the long-term stability of each support column is guaranteed, avoiding the risks caused by long-term unupdated assessment data. In addition, dynamic correction enables the bridge to adapt to changing environmental conditions, such as maintaining accurate monitoring of the status of the support columns in extreme weather or load changes.

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

[0093] Not only can the stress state be accurately monitored, but also the early warning system can be used to compare the stress index with the preset stress assessment interval, and an alarm can be issued when the stress index reaches or falls below the safety threshold. This intelligent early warning mechanism allows bridge managers to discover and deal with potential problems in a timely manner, avoiding delays and catastrophic failures caused by stress imbalance. Through the automated and data-driven decision-making process, managers can prioritize inspections and repairs in high-risk areas based on actual stress data and revised indices. This risk assessment and dynamic adjustment based on accurate data makes bridge maintenance management more scientific and systematic, greatly improving the efficiency of resource allocation. It not only saves maintenance costs, but also improves the overall operational efficiency and emergency response capabilities of bridges.

[0094] By introducing modules such as data acquisition unit, initial stress analysis unit, stress correction analysis unit, and judgment analysis unit, the stress detection process of high pier bridge support structure has been fully automated. Each unit automatically analyzes and corrects according to the real-time collected data, reducing human intervention and avoiding errors or delays caused by human operation. At the same time, automated analysis can quickly and accurately process large-scale data sets, especially when facing complex bridge structures, to ensure that the stress status of all support columns is monitored and corrected in a timely and accurate manner. This automated stress monitoring system frees bridge management personnel from the heavy manual inspection work and allows them to focus more on accurate 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, avoids fluctuations or errors in monitoring results caused by human factors, and provides 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 may make other changes and modifications to these embodiments once they have learned the basic creative concept. Therefore, the appended claims are intended to be interpreted as including the preferred embodiments and all changes and modifications that fall 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 equivalents, the present invention is also intended 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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