A structure to pull bolt stress monitoring system and method

Abstract

The scheme relates to the technical field of stress monitoring, in particular to a structure tension bolt stress monitoring system and method, through image acquisition, mechanical sensing, vibration monitoring and other multi-source data fusion, key parameters such as earthwork cracks, bolt stress and equipment vibration are comprehensively analyzed, single index misjudgment is avoided, and earthwork viscosity, crack analysis and vibration influence are introduced, collapse danger is accurately quantified, compared with traditional manual inspection or single sensor monitoring, hidden risks can be found earlier, the warning accuracy is significantly improved, the false alarm rate is reduced, based on the quantification grading of collapse danger value, intelligent matching of differentiated reinforcement measures, this dynamic strategy avoids resource waste caused by excessive reinforcement, and ensures that key risk points are quickly disposed, safety and economy are considered, and is suitable for multi-point cooperative management of large-scale engineering.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of stress monitoring, in particular to a structure tension bolt stress monitoring system and method. BACKGROUND

[0002] In the process of foundation pit support, slope protection and underground engineering construction, soil collapse is one of the main risks threatening engineering safety. Traditional protection measures mainly rely on passive methods such as bolt anchoring, concrete jet anchoring, soil nailing wall reinforcement, etc. Although they can provide short-term stability, they have the following technical defects:

[0003] Firstly, traditional methods rely on manual inspection or single sensor (such as strain gauge) monitoring of bolt stress, which cannot capture microscopic deformation such as bolt loosening and thread wear in real time. For example, it is difficult to identify fatigue damage of bolts caused by vibration through stress data alone, and manual inspection cannot cover defects in hidden parts. Soil stability assessment relies on surface crack observation or sampling detection, lacking quantitative analysis of deep risks such as internal crack propagation and cohesion degradation of soil, and is prone to miss sudden collapse.

[0004] Secondly, bolt stress monitoring and soil state monitoring (such as cracks and vibrations) are usually completed by independent systems, and data is difficult to link. For example, soil crack propagation may cause redistribution of bolt stress, but traditional methods cannot establish a correlation model between the two, leading to lag in protective measures. Equipment vibration data (such as frequency and amplitude) are not included in the collapse risk assessment system, and vibration sources such as excavators and pile drivers in actual engineering will significantly accelerate soil structure deterioration and bolt loosening.

[0005] Finally, existing technologies mostly use fixed reinforcement schemes (such as full-face grouting), which cannot adjust measures according to the dynamic risk level of the soil-bolt system. For example, high-risk areas may require micro-pile + grouting composite reinforcement, while low-risk areas only need local reinforcement, but traditional methods lack precise grading response mechanisms.

[0006] In view of this, the applicant proposes a structure tension bolt stress monitoring system and method. SUMMARY

[0007] In order to overcome the defects and deficiencies of the prior art, the present application provides a structure tension bolt stress monitoring system and method, which can detect hidden risks earlier, significantly improve the accuracy of early warning, and reduce the false alarm rate.

[0008] In order to achieve the above purpose, the present application adopts the following technical solutions:

[0009] In a first aspect, the present application provides a structure tension bolt stress monitoring method, comprising the following steps:

[0010] S100, acquire the bolt connection situation of the structure and the stress situation of the bolt connection node, and acquire the earthwork situation at the corresponding position and the vibration situation of the equipment operation;

[0011] S200, perform corresponding position earthwork collapse abnormality analysis based on the earthwork situation at the corresponding position and the vibration situation of the equipment operation;

[0012] S300, perform corresponding earthwork area protection effectiveness analysis based on the bolt connection situation of the structure and the stress situation of the bolt connection node;

[0013] S400, perform collapse danger analysis by using the corresponding position earthwork collapse abnormality analysis result and the corresponding earthwork area protection effectiveness analysis result;

[0014] S500, output the position reinforcement strategy by using the collapse danger analysis result of each position.

[0015] In an implementation manner of the present application, the step S100 comprises the following specific contents:

[0016] Step 110, acquire the image situation of the bolt of the corresponding structure at each position by using the image acquisition terminal, and acquire the stress situation data of the corresponding bolt connection position by using the mechanical sensor, install the mechanical sensor at the bolt stress part to perform mechanical monitoring, and perform bolt stress abnormality analysis by using the image situation of the bolt and the stress situation;

[0017] Step 120, acquire the surface crack situation of the corresponding earthwork, the earthwork volume situation, and the adhesion situation of the soil by using the sensor, perform the collapse degree prediction of the soil under the vibration action, so as to predict the stress abnormality of the bolt, wherein the corresponding data can be acquired by using the corresponding sensor;

[0018] Step 130, acquire the vibration situation of the equipment operation in the construction process by using the vibration sensor, wherein the vibration amplitude and the vibration frequency situation of each corresponding position of the earthwork are included;

[0019] Step 140, store the acquired data in the corresponding storage component so as to be used subsequently.

[0020] In an implementation manner of the present application, the step S200 of the corresponding position earthwork collapse abnormality analysis comprises the following specific steps:

[0021] Step 210, the surface crack situation, the soil mass quality situation and the adhesion situation of the soil are obtained, the mass is obtained by multiplying the density by the volume, wherein the soil damage analysis process is: the average number, width, length and depth of the cracks of the corresponding unit volume of soil are obtained, which can be obtained by imaging or by on-site measurement, the average crack volume on the unit volume of soil is obtained by multiplying the average width, length and depth of the cracks of the corresponding unit volume of soil, the soil damage analysis result is obtained by dividing the average crack volume on the unit volume of soil by the safe crack volume, the soil surface crack situation and the soil adhesion are quantified;

[0022] Step 220, the soil adhesion abnormality is obtained by dividing the safe adhesion situation of the soil of the soil by the adhesion situation of the soil of the corresponding soil, the soil safety abnormality is obtained by weighted sum of the soil damage analysis result and the soil adhesion abnormality, the quality abnormal value is obtained by dividing the soil mass situation by the corresponding safe protection mass of the structure, and the soil initial abnormality is obtained by multiplying the quality abnormal value and the soil safety abnormality;

[0023] Step 230, the vibration frequency and amplitude data of the corresponding position during the operation of the equipment are obtained, and the corresponding equipment vibration abnormality is obtained by multiplying the standardized vibration frequency and amplitude, the equipment vibration is an important factor causing the collapse of the soil, the aggravating influence of the equipment vibration abnormality on the soil abnormality is analyzed, the influence of the equipment vibration on the soil is quantified, the key parameters of the vibration aggravating collapse risk are identified, the vibration frequency and amplitude directly affect the soil particle structure, and high-frequency or strong-amplitude vibration can reduce the stability of the soil;

[0024] Step 240, the equipment vibration influence is obtained by multiplying the corresponding equipment vibration abnormality by the equipment influence coefficient, the soil equipment influence abnormality is obtained by multiplying the equipment vibration influence by the soil initial abnormality, and the soil collapse abnormality analysis result is obtained by adding the soil equipment influence abnormality and the soil initial abnormality, the soil itself abnormality and the equipment vibration influence are comprehensively considered, more accurate collapse risk evaluation is provided, the vibration can aggravate the soil initial abnormality, and the superposition effect is quantified by the influence coefficient.

[0025] In an implementation manner of the present application, the protection effectiveness analysis in the step S300 specifically includes the following specific contents:

[0026] Step 310, the image situation of the corresponding structure bolt of each position and the stress situation data of the corresponding bolt connection position obtained by the mechanical sensor are obtained, the bolt state is verified by the image and the mechanical sensor data, the comprehensiveness and accuracy of detection are ensured, and misjudgment caused by a single data source is avoided;

[0027] Step 320: Obtain bolt image anomalies by comparing the changes in the image of the corresponding bolt in the structure with the image of the starting bolt. Specifically, the bolt image anomalies are obtained by dividing the volume of the deformation position of the bolt in the image of the corresponding bolt in the structure with the image volume of the starting bolt. The standard volume of the bolt is obtained by using a 3D scan or CAD model during initial installation.

[0028] Step 330: Obtain the stress data of the corresponding bolt connection position and divide it by the maximum safe stress value of the corresponding bolt connection to obtain the bolt stress anomaly. By the ratio of the actual stress to the safety threshold, it can be directly reflected whether the bolt is in an overload danger state. Bolt failure is often caused by stress exceeding the limit. Standardized stress anomaly values ​​can quickly locate high-risk points.

[0029] Step 340: Obtain the bolt's protective performance anomaly by weighted summing the bolt's image anomaly and the bolt's stress anomaly. By combining deformation and stress anomalies, assess the overall safety of the bolt and avoid one-sided conclusions caused by relying on a single indicator. Bolt failure is the result of the combined effect of deformation accumulation and stress exceeding limits. Weighted summation can more comprehensively reflect the risk level.

[0030] In one implementation of the present invention, the collapse risk analysis in step S400 includes the following specific contents:

[0031] The abnormal analysis results of earthwork collapse at each location and the abnormal protective performance of bolts are obtained. After standardization, the abnormal analysis results of earthwork collapse at each location and the abnormal protective performance of bolts are weighted and summed to obtain the collapse hazard analysis results for each location. The collapse hazard analysis results for each location are compared with the set collapse hazard analysis threshold. Locations with collapse hazard analysis results greater than or equal to the set collapse hazard analysis threshold are set as collapse hazard areas, and locations with collapse hazard analysis results less than the set collapse hazard analysis threshold are set as safe areas.

[0032] In one implementation of the present invention, the output of the hardening strategy in step S500 includes the following specific contents:

[0033] If the collapse hazard analysis result of the collapse hazard area is greater than or equal to 1.5 times the set collapse hazard analysis threshold, the collapse hazard area is set as a high-risk area, and one or more of the following reinforcement strategies are selected: use grouting to reinforce and stabilize loose soil; add micropiles or soil nailing walls to enhance slope anti-sliding; replace high-strength bolts; add anti-loosening washers or double nuts to prevent further loosening;

[0034] If the collapse hazard analysis result of the collapse hazard area is less than 1.5 times the set collapse hazard analysis threshold, the collapse hazard area is set as a low-risk area, and one or more of the following reinforcement strategies are selected: laying geogrid or shotcrete surface layer to prevent surface peeling, locally cutting slope to reduce load and reduce soil pressure; retightening bolts to the design torque; applying anti-corrosion sealant to deformed bolts to delay corrosion.

[0035] Secondly, the present invention also provides a stress monitoring system for tie bolts in structures, comprising:

[0036] The data acquisition module acquires information on the bolted connections of the structure and the stress on the bolted joints, as well as the earthwork and equipment vibration at the corresponding locations.

[0037] The collapse anomaly analysis module performs anomaly analysis of earthwork collapse at the corresponding location based on the earthwork conditions and equipment vibration.

[0038] The protective performance analysis module analyzes the protective performance of the corresponding earthwork area based on the bolt connection status of the structure and the stress status of the bolt connection nodes.

[0039] The collapse hazard analysis module performs collapse hazard analysis based on the abnormal analysis results of earthwork collapse at the corresponding location and the analysis results of the protective effectiveness of the corresponding earthwork area.

[0040] The reinforcement strategy output module outputs reinforcement strategies based on the collapse hazard analysis results at each location.

[0041] Thirdly, the present invention provides an electronic device comprising: a processor and a memory, wherein the memory stores a computer program that can be called by the processor, and the processor executes a method for monitoring the stress of tie bolts in a structure by calling the computer program stored in the memory.

[0042] Fourthly, the present invention provides a computer-readable storage medium storing instructions that, when executed on a computer, cause the computer to perform a method for monitoring the stress of tie bolts in a structure.

[0043] Compared with existing technologies, this solution has the following advantages and beneficial effects:

[0044] 1. This solution integrates multi-source data such as image acquisition, mechanical sensing, and vibration monitoring to comprehensively analyze key parameters such as soil cracks, bolt stress, and equipment vibration, avoiding misjudgment based on a single indicator. It also incorporates soil cohesion, crack analysis, and vibration impact to accurately quantify collapse risks. Compared to traditional manual inspections or single-sensor monitoring, this method can detect hidden risks earlier, significantly improve the accuracy of early warnings, and reduce false alarm rates.

[0045] 2. Based on the quantitative classification of collapse risk values, differentiated reinforcement measures are intelligently matched. This dynamic strategy avoids the waste of resources caused by over-reinforcement, while ensuring that key risk points are dealt with quickly. It takes into account both safety and economy and is suitable for multi-point collaborative management of large-scale projects. Attached Figure Description

[0046] Other features, objects, and advantages of the invention will become more apparent from the following detailed description of non-limiting embodiments with reference to the accompanying drawings:

[0047] Figure 1 This is a schematic diagram of the overall process structure of an embodiment of the method of the present invention;

[0048] Figure 2 This is a schematic diagram of the process structure of embodiment S200 of the method of the present invention;

[0049] Figure 3 This is a schematic diagram of the process structure of embodiment S300 of the method of the present invention;

[0050] Figure 4 This is a schematic diagram of the module composition structure of an embodiment of the system of the present invention;

[0051] Figure 5 This is a schematic diagram of the technical structure of the present invention. Detailed Implementation

[0052] The technical solution of the present invention will be described in detail below with reference to the accompanying drawings and specific embodiments. It should be understood that the embodiments of the present invention and the specific features in the embodiments are detailed descriptions of the technical solution of the present invention, rather than limitations thereof. In the absence of conflict, the embodiments of the present invention and the technical features in the embodiments can be combined with each other.

[0053] Please see Figures 1 to 3 , Figure 1 This is a schematic diagram of the overall process of a method for monitoring the stress of tie bolts in a structure according to an embodiment of the present invention, which specifically includes the following steps:

[0054] S100: Obtain the bolt connection status of the structure and the stress status of the bolt connection nodes, and at the same time obtain the earthwork status and equipment operation vibration status at the corresponding locations.

[0055] In one specific embodiment, step S100 includes the following specific contents:

[0056] Step 110: Obtain images of the bolts at each location of the structure through the image acquisition terminal, and at the same time obtain the stress data of the corresponding bolt connection position through the mechanical sensor. Install the mechanical sensor at the bolt stress point for mechanical monitoring, and analyze the bolt stress anomaly through the bolt image and stress data.

[0057] Step 120: Obtain the surface crack condition, soil volume, and soil viscosity of the corresponding soil through sensors, and predict the degree of soil collapse under vibration, thereby predicting the abnormal stress of the bolt. The corresponding data can be obtained through the corresponding sensors. For example, the surface crack condition of the soil can be obtained through an image sensor.

[0058] Step 130: Obtain the vibration status of the equipment during construction through vibration sensors, including the vibration amplitude and frequency at corresponding locations of the earthwork. It should be noted that the vibration amplitude and frequency can be obtained through experiments. For example, after the equipment is running normally, the sensors can be used to obtain the vibration amplitude and frequency at corresponding distances.

[0059] Step 140: Store the acquired data in the corresponding storage component for later retrieval and use;

[0060] S200. Based on the earthwork conditions and equipment vibration at the corresponding location, conduct anomaly analysis of earthwork collapse at the corresponding location.

[0061] In one specific embodiment, the abnormal analysis of earthwork collapse at the corresponding location in step S200 includes the following specific steps:

[0062] Step 210: Obtain the surface crack condition, soil quality, and soil viscosity of the corresponding earthwork. The quality is obtained by multiplying the density by the volume. The soil viscosity index can be represented by cohesion, which is obtained experimentally. Cohesion refers to the adsorption force between particles inside the soil, usually expressed in kPa (kilopascals) or kN / m² (kilonewtons / square meter). Earthwork damage analysis is performed based on the surface crack condition. The earthwork damage analysis process is as follows: Obtain the average number, width, length, and depth of cracks per unit volume of earthwork. These can be obtained through imaging or on-site measurement. The average crack volume per unit volume of earthwork is obtained by multiplying the average width, length, and depth of cracks. The earthwork damage analysis result is obtained by dividing the average crack volume per unit volume of earthwork by the safe crack volume. By quantifying the surface crack condition and soil viscosity, the integrity of the earthwork structure can be systematically assessed, and potential collapse risks can be detected in advance.

[0063] Step 220: Divide the soil safety cohesion by the corresponding soil cohesion to obtain the soil cohesion anomaly. Take the soil damage analysis results and the soil cohesion anomaly by weighted summation to obtain the soil safety anomaly. Divide the soil quality by the corresponding safety protection quality of the structure to obtain the quality anomaly value. Multiply the quality anomaly value by the soil safety anomaly to obtain the initial soil anomaly. Combine the soil damage and cohesion anomaly to comprehensively assess the soil stability and avoid misjudgment by a single indicator. Soil collapse is the result of the combined effects of soil quality, crack development and cohesion. Weighted summation can more comprehensively reflect the risk.

[0064] Step 230: By acquiring the vibration frequency and amplitude data of the corresponding location during equipment operation, the vibration anomaly of the corresponding equipment is obtained by multiplying the standardized vibration frequency and amplitude. Equipment vibration is an important factor leading to earthwork collapse. The impact of equipment vibration anomaly on earthwork anomaly is analyzed, the impact of equipment vibration on earthwork is quantified, and the key parameters that exacerbate the risk of collapse due to vibration are identified. Vibration frequency and amplitude directly affect the soil particle structure. High-frequency or strong-amplitude vibration will reduce soil stability.

[0065] Step 240: Multiply the corresponding equipment vibration anomaly by the equipment influence coefficient to obtain the equipment vibration influence; multiply the equipment vibration influence by the initial earthwork anomaly to obtain the earthwork equipment influence anomaly; add the earthwork equipment influence anomaly to the initial earthwork anomaly to obtain the earthwork collapse anomaly analysis result; combine the earthwork anomaly itself and the equipment vibration influence to provide a more accurate collapse risk assessment. Vibration will aggravate the initial earthwork anomaly, and its superposition effect is quantified by the influence coefficient.

[0066] S300. Based on the bolt connection status of the structure and the stress status of the bolt connection nodes, conduct a corresponding earthwork protection effectiveness analysis.

[0067] In one specific embodiment, the protective effectiveness analysis in step S300 specifically includes the following:

[0068] Step 310: Obtain images of the bolts at each location and stress data of the corresponding bolt connection locations obtained by the mechanical sensor. The bolt status is verified by both images and mechanical sensor data to ensure the comprehensiveness and accuracy of the detection and avoid misjudgment caused by a single data source. Loose or damaged bolts are usually accompanied by deformation (such as thread misalignment or bolt elongation) and abnormal stress (such as overload or stress concentration). Image analysis can intuitively capture deformation characteristics, while mechanical sensors quantify the actual stress. The combination of the two can improve the reliability of the detection.

[0069] Step 320: Obtain bolt image anomalies by comparing the changes in the image of the corresponding bolt in the structure with the image of the starting bolt. Specifically, the bolt image anomalies are obtained by dividing the volume of the deformed position of the bolt in the image of the corresponding bolt in the structure with the volume of the starting bolt image. The standard volume of the bolt (e.g., 5 cm³ for an M20 bolt) is obtained through a 3D scan or CAD model during initial installation. The volume of the deformed portion (e.g., 0.2 cm³) is calculated through difference analysis between the current image and the starting image (e.g., pixel comparison, point cloud modeling). This quantifies the degree of bolt deformation, converting visual changes into numerical indicators to facilitate automated judgment of whether the bolt exceeds the safe deformation range. The bolt deformation volume (e.g., thread wear, bolt bending) is directly related to the decline in its mechanical properties; the larger the proportion of deformation volume, the higher the risk of failure.

[0070] Step 330: Obtain the stress data of the corresponding bolt connection position and divide it by the maximum safe stress value of the corresponding bolt connection to obtain the bolt stress anomaly. The maximum safe stress value is based on the design specifications (e.g., the safe stress of steel structure bolts is 400 MPa). The ratio of the actual stress to the safe threshold directly reflects whether the bolt is in an overload danger state. Bolt failure is often caused by stress exceeding the limit (e.g., fatigue fracture). Standardized stress anomaly values ​​can quickly locate high-risk points.

[0071] Step 340: By weighted summing the bolt image anomalies and bolt stress anomalies, the bolt's protective performance anomalies are obtained. By combining deformation and stress anomalies, the overall safety of the bolt is assessed, avoiding one-sided conclusions caused by relying on a single indicator. Bolt failure is the result of the combined effect of deformation accumulation and stress exceeding limits. Weighted summation can more comprehensively reflect the risk level.

[0072] S400. Collapse hazard analysis is conducted based on the abnormal analysis results of earthwork collapse at the corresponding location and the analysis results of the protective effectiveness of the corresponding earthwork area.

[0073] In one specific embodiment, the collapse hazard analysis in step S400 includes the following specific contents:

[0074] The obtained abnormal analysis results of earthwork collapse at each location and the abnormal protective performance of bolts are standardized and weighted to obtain the collapse hazard analysis results for each location. The collapse hazard analysis results for each location are compared with the set collapse hazard analysis threshold. Locations with collapse hazard analysis results greater than or equal to the set collapse hazard analysis threshold are set as collapse hazard areas, and locations with collapse hazard analysis results less than the set collapse hazard analysis threshold are set as safe areas.

[0075] S500 outputs location reinforcement strategies based on the collapse hazard analysis results at each location;

[0076] In one specific embodiment, the output of the hardening strategy in step S500 includes the following specific contents:

[0077] If the collapse hazard analysis result of the collapse hazard area is greater than or equal to 1.5 times the set collapse hazard analysis threshold, the collapse hazard area is set as a high-risk area, and one or more of the following reinforcement strategies are selected: use grouting reinforcement (high-pressure injection of cement grout or chemical grout) to stabilize loose soil; add micropiles or soil nailing walls to enhance slope anti-sliding; replace high-strength bolts; add anti-loosening washers or double nuts to prevent further loosening; the threshold is obtained through historical data experiments.

[0078] If the collapse hazard analysis result of the collapse hazard area is less than 1.5 times the set collapse hazard analysis threshold, the collapse hazard area is set as a low-risk area, and one or more of the following reinforcement strategies are selected: laying geogrid or shotcrete surface layer to prevent surface peeling, local slope cutting to reduce load and reduce earth pressure; tightening bolts to the design torque; applying anti-corrosion sealant to deformed bolts to delay corrosion.

[0079] For example, in a deep foundation pit project, the monitoring system performs real-time collapse risk analysis on the west slope (the safety threshold is set at 100 points, and the results are calculated by comprehensively considering parameters such as stress, cracks, and vibration).

[0080] First example, handling of high-risk areas: Situation: A hazard index of 180 points was detected in a certain area (exceeding the threshold by 1.5 times); Reasons for high risk: excessive bolt stress, expansion of internal soil cracks, and frequent equipment vibration; High-risk reinforcement measures: Grouting reinforcement: High-pressure injection of cement grout (pressure 1.5MPa) to fill soil cracks; Enhanced support: Adding micropiles (spaced 1.2 meters) to work in conjunction with the existing soil nails to share the load; Bolt replacement: Replacing 3 deformed bolts with higher-strength 10.9 grade bolts; Anti-loosening treatment: Installing anti-loosening washers and double nuts on all bolts, and retightening to 120 N·m; Effects after reinforcement: Post-grouting testing confirmed that the grout diffusion met the standards, and the bolt stress decreased by 31.08%;

[0081] The second example illustrates the handling of a low-risk area. The low-risk situation is as follows: another area has a hazard index of 120 points (less than 1.5 times the threshold); the reason for the low risk is slight surface soil peeling and corrosion of individual bolts.

[0082] Low-risk reinforcement measures: Surface protection: Lay high-strength geogrid and spray 10cm of concrete; Load reduction measures: Remove 15 cubic meters of loose soil by slope cutting; Bolt maintenance: Tighten bolts to 90 N·m and apply sealant to rusted areas; Effects after reinforcement: Bolt stress decreased by 12.21% after tightening, and no new cracks appeared on the surface.

[0083] In this embodiment, the weights of each weighted sum are obtained as follows: The weights are obtained by establishing a parametric model using finite element software (such as ABAQUS), and analyzing the sensitivity index of parameters such as soil crack width, cohesion, and vibration amplitude through Monte Carlo simulation or orthogonal experimental design, and then normalizing them as the basis for weighting. For example, using the preprocessing module of ABAQUS, a three-dimensional geometric model containing soil and related structures (such as bolt support) is constructed based on the geological conditions and structural characteristics of the actual project. For example, for a foundation pit project, the soil, support piles, and supporting structures of the foundation pit are constructed, and factors that may affect collapse (such as soil cracks) are represented in the form of geometric features, such as creating cracks of different widths in the soil model, and defining material properties for the soil and structural components. For soil materials, a suitable constitutive model can be adopted, such as the Mohr-Coulomb model. Parameters such as cohesion and internal friction angle of the soil are input according to the actual situation. For structural components such as bolts, their mechanical properties such as elastic modulus and Poisson's ratio are defined. The geometric model is meshed, and the mesh quality must be ensured, especially in critical areas such as cracks, where a denser mesh is required to improve calculation accuracy. The parameters to be analyzed (such as soil crack width, cohesion, vibration amplitude, etc.) are defined as variables for subsequent parametric analysis. In ABAQUS, parametric modeling can be achieved using Python scripts. The relevant attributes of the model can be changed by modifying the parameter values ​​in the script. For each parameter (such as soil crack width, cohesion, vibration amplitude), its probability distribution is determined based on historical data or engineering experience.For example, soil crack width may follow a normal distribution, and cohesion may follow a log-normal distribution. The parameters of the distribution, such as mean and standard deviation, are determined. A large number of random samples are generated using a programming language (such as Python), each containing a set of parameter values. For example, 1000 different combinations of soil crack width, cohesion, and vibration amplitude are generated. These samples are then sequentially input into a parametric model in ABAQUS for calculation. ABAQUS is used to perform finite element analysis on the model corresponding to each sample, obtaining the corresponding results (such as soil displacement and stress). Statistical methods are used to analyze the influence of each parameter on the results. A common method is to calculate the correlation coefficient between each parameter and the result; the larger the absolute value of the correlation coefficient, the more significant the parameter's influence on the result. The factors to be analyzed are determined, namely soil crack width, cohesion, and vibration amplitude. Several levels are determined for each factor. For example, soil crack width can be set to 3 levels: 5mm, 10mm, and 15mm; cohesion can be set to 3 levels: 20kPa, 30kPa, and 40kPa; and vibration amplitude can be set to 3 levels: 0.5mm. 1mm, 1.5mm; select an appropriate orthogonal array based on the number of factors and levels; for example, for a 3-factor, 3-level experiment; determine the experimental scheme based on the orthogonal array, i.e., the combination of different factor levels; for example, one row in the orthogonal array represents a set of experiments, including a specific combination of soil crack width, cohesion, and vibration amplitude; input the parameter values ​​corresponding to each experimental scheme into the parametric model of ABAQUS for finite element analysis to obtain the corresponding results; calculate the average value of the results of each factor at different levels, and determine the order of importance of the factors by comparing the differences of these average values; for example, calculate the average value of the maximum displacement of the soil at 3 levels for soil crack width. If the difference of the average value at different levels is large, it indicates that the soil crack width has a significant impact on the soil displacement; obtain the sensitivity index of each parameter (such as correlation coefficient, value corresponding to the order of importance of factors, etc.) through Monte Carlo simulation or orthogonal experimental design, and use these indices as sensitivity indices; normalize the sensitivity indices so that the sum of the sensitivity indices of all parameters is 1. The normalization method is to divide the sensitivity index of each parameter by the sum of the sensitivity indices of all parameters.

[0084] Please see Figure 5 , Figure 5 The above embodiment is a schematic diagram of the technical structure of the present invention. The advantages of the above embodiment are as follows: by fusing multi-source data such as image acquisition, mechanical sensing, and vibration monitoring, key parameters such as soil cracks, bolt stress, and equipment vibration are comprehensively analyzed to avoid misjudgment by a single indicator. At the same time, soil cohesion, crack analysis, and vibration influence are introduced to accurately quantify the risk of collapse. Compared with traditional manual inspection or single sensor monitoring, this method can detect hidden risks earlier, significantly improve the accuracy of early warning, and reduce the false alarm rate.

[0085] Please see Figure 4 , Figure 4 This is a structural schematic diagram of a tension bolt stress monitoring system for structures provided in an embodiment of the present invention, comprising:

[0086] The data acquisition module acquires information on the bolted connections of the structure and the stress on the bolted joints, as well as the earthwork conditions and equipment vibration at the corresponding locations. The collapse anomaly analysis module performs collapse anomaly analysis based on the earthwork conditions and equipment vibration at the corresponding locations. The protective effectiveness analysis module performs protective effectiveness analysis on the corresponding earthwork areas based on the bolted connections of the structure and the stress on the bolted joints. The collapse hazard analysis module performs collapse hazard analysis based on the collapse anomaly analysis results and the protective effectiveness analysis results for the corresponding earthwork areas. The reinforcement strategy output module outputs reinforcement strategies for each location based on the collapse hazard analysis results.

[0087] The parameters and steps for each unit module to achieve the corresponding functions in the stress monitoring system for tie bolts of a structure according to the present invention can be referred to the parameters and steps in the embodiments of the stress monitoring method for tie bolts of a structure described above, and will not be repeated here.

[0088] Embodiments of the present invention also provide an electronic device, including a memory, a processor, and a communication bus; the memory and the processor are connected via the communication bus. The memory stores a method for monitoring the stress of tie bolts in a structure, as provided in the above embodiments, which can be loaded and executed by the processor 320.

[0089] The memory can be used to store instructions, programs, code, code sets, or instruction sets. The memory 310 may include a program storage area and a data storage area. The program storage area may store instructions for implementing an operating system, instructions for at least one function, and instructions for implementing the stress monitoring method for tie bolts in a structure provided in the above embodiments, etc. The data storage area may store data involved in the stress monitoring method for tie bolts in a structure provided in the above embodiments, etc.

[0090] The processor may include one or more processing cores. The processor executes instructions, programs, code sets, or instruction sets stored in memory, and calls data stored in memory to perform various functions and process data according to the present invention. The processor may be at least one of the following: Application Specific Integrated Circuit (ASIC), Digital Signal Processor (DSP), Digital Signal Processing Device (DSPD), Programmable Logic Device (PLD), Field Programmable Gate Array (FPGA), Central Processing Unit (CPU), controller, microcontroller, and microprocessor. It is understood that, for different devices, the electronic devices used to implement the functions of the processor 320 described above may also be other types, and the embodiments of the present invention do not specifically limit this.

[0091] A communication bus may include a pathway for transmitting information between the aforementioned components. The communication bus 330 may be a PCI (Peripheral Component Interconnect) bus or an EISA (Extended Industry Standard Architecture) bus, etc. Communication buses can be categorized as address buses, data buses, control buses, etc.

[0092] This invention provides a computer-readable storage medium storing a computer program that can be loaded by a processor and executed as described in the above embodiments, a method for monitoring the stress of tie bolts in a structure.

[0093] In this embodiment of the invention, the computer-readable storage medium can be a tangible device that holds and stores instructions used by an instruction execution device. The computer-readable storage medium can be, but is not limited to, an electrical storage device, a magnetic storage device, an optical storage device, an electromagnetic storage device, a semiconductor storage device, or any combination thereof. Specifically, the computer-readable storage medium can be a portable computer disk, a hard disk, a USB flash drive, random access memory (RAM), read-only memory (ROM), erasable programmable read-only memory (EPROM or flash memory), spoofing random access memory (SRAM), portable compact disc read-only memory (CD-ROM), digital multifunction disc (DVD), memory stick, floppy disk, optical disk, magnetic disk, mechanical encoding device, or any combination thereof.

[0094] The terms “comprising,” “including,” or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such process, method, article, or apparatus.

[0095] The above description is merely a preferred embodiment of the present invention and an explanation of the technical principles employed. Those skilled in the art should understand that the scope of this application is not limited to the technical solutions formed by specific combinations of the above-described technical features, but should also cover other technical solutions formed by arbitrary combinations of the above-described technical features or their equivalents without departing from the foregoing concept. For example, technical solutions formed by substituting the above-described features with (but not limited to) technical features with similar functions claimed in this invention.

Claims

1. A method for monitoring the stress of tie bolts in a structure, characterized in that, Includes the following steps: S100: Obtain the bolt connection status of the structure and the stress status of the bolt connection nodes, and at the same time obtain the earthwork status and equipment operation vibration status at the corresponding locations. Includes the following specific content: Step 110: Obtain images of the bolts at each location of the structure through the image acquisition terminal, and at the same time obtain the stress data of the corresponding bolt connection position through the mechanical sensor. Install the mechanical sensor at the bolt stress point for mechanical monitoring, and analyze the bolt stress anomaly through the bolt image and stress data. Step 120: Obtain the surface crack condition, soil volume, and soil viscosity of the corresponding soil excavation through sensors; Step 130: Obtain the vibration status of the equipment during the construction process through vibration sensors, including the vibration amplitude and frequency at each corresponding location of the earthwork. Step 140: Store the acquired data in the corresponding storage component for later retrieval and use; S200. Based on the earthwork conditions and equipment vibration at the corresponding location, conduct anomaly analysis of earthwork collapse at the corresponding location. S300. Based on the bolt connection status of the structure and the stress status of the bolt connection nodes, conduct a corresponding earthwork protection effectiveness analysis. S400. Collapse hazard analysis is conducted based on the abnormal analysis results of earthwork collapse at the corresponding location and the analysis results of the protective effectiveness of the corresponding earthwork area. S500 outputs location reinforcement strategies based on the collapse hazard analysis results at each location.

2. The method for monitoring the stress of tie bolts in a structure according to claim 1, characterized in that, The abnormal analysis of earthwork collapse at the corresponding location in step S200 includes the following specific steps: Step 210: Obtain the surface crack condition, soil quality condition, and soil viscosity condition of the corresponding earthwork, and conduct earthwork damage analysis based on the surface crack condition of the earthwork. Step 220: Divide the soil safety cohesion by the corresponding soil cohesion to obtain the soil cohesion anomaly. Take the soil damage analysis results and the soil cohesion anomaly by weighted summation to obtain the soil safety anomaly. Divide the soil quality by the corresponding safety protection quality of the structure to obtain the quality anomaly value. Multiply the quality anomaly value by the soil safety anomaly to obtain the initial soil anomaly. Step 230: By acquiring the vibration frequency and vibration amplitude data of the corresponding position during equipment operation, the vibration anomaly of the corresponding equipment is obtained by multiplying the standardized vibration frequency and vibration amplitude. Step 240: Multiply the corresponding equipment vibration anomaly by the equipment influence coefficient to obtain the equipment vibration influence; multiply the equipment vibration influence by the initial earthwork anomaly to obtain the earthwork equipment influence anomaly; add the earthwork equipment influence anomaly to the initial earthwork anomaly to obtain the earthwork collapse anomaly analysis result.

3. The method for monitoring the stress of tie bolts in a structure according to claim 1, characterized in that, The protective effectiveness analysis in step S300 specifically includes the following: Step 310: Obtain images of the bolts at each location and stress data of the corresponding bolt connection locations obtained by the mechanical sensors; Step 320: Obtain bolt image anomalies by comparing the changes in the image of the corresponding bolt in the structure with the image of the starting bolt. Specifically, the bolt image anomalies are obtained by dividing the volume of the deformation position of the bolt in the image of the corresponding bolt in the structure with the image volume of the starting bolt. Step 330: Obtain the stress data of the corresponding bolt connection position and divide it by the maximum safe stress of the corresponding bolt connection to obtain the stress anomaly of the bolt; Step 340: Obtain the bolt's protective performance anomaly by weighted summing of the bolt's image anomaly and the bolt's stress anomaly.

4. The method for monitoring the stress of tie bolts in a structure according to claim 1, characterized in that, The collapse hazard analysis in step S400 includes the following specific contents: The abnormal analysis results of earthwork collapse at each location and the abnormal protective performance of bolts are obtained. After standardization, the abnormal analysis results of earthwork collapse at each location and the abnormal protective performance of bolts are weighted and summed to obtain the collapse hazard analysis results for each location. The collapse hazard analysis results for each location are compared with the set collapse hazard analysis threshold. Locations with collapse hazard analysis results greater than or equal to the set collapse hazard analysis threshold are set as collapse hazard areas, and locations with collapse hazard analysis results less than the set collapse hazard analysis threshold are set as safe areas.

5. The method for monitoring the stress of tie bolts in a structure according to claim 1, characterized in that, The output of the hardening strategy in step S500 includes the following specific contents: If the collapse hazard analysis result of the collapse hazard area is greater than or equal to 1.5 times the set collapse hazard analysis threshold, the collapse hazard area is set as a high-risk area, and one or more of the following reinforcement strategies are selected: use grouting to reinforce and stabilize loose soil; add micropiles or soil nailing walls to enhance slope anti-sliding; replace high-strength bolts; add anti-loosening washers or double nuts to prevent further loosening; If the collapse hazard analysis result of the collapse hazard area is less than 1.5 times the set collapse hazard analysis threshold, the collapse hazard area is set as a low-risk area, and one or more of the following reinforcement strategies are selected: laying geogrid or shotcrete surface layer to prevent surface peeling, locally cutting slope to reduce load and reduce soil pressure; retightening bolts to the design torque; applying anti-corrosion sealant to deformed bolts to delay corrosion.

6. The method for monitoring the stress of tie bolts in a structure according to claim 2, characterized in that, The earthwork damage analysis process is as follows: obtain the average number, width, length and depth of cracks in the corresponding unit volume of earthwork; obtain the average crack volume in the unit volume of earthwork by multiplying the average crack width, length and depth of cracks in the corresponding unit volume of earthwork; and obtain the earthwork damage analysis result by dividing the average crack volume in the unit volume of earthwork by the safe crack volume.

7. A stress monitoring system for tie bolts in structures, used to implement the stress monitoring method for tie bolts in structures according to any one of claims 1-6, characterized in that, Specifically, it includes: The data acquisition module acquires information on the bolted connections of the structure and the stress on the bolted joints, as well as the earthwork and equipment vibration at the corresponding locations. The collapse anomaly analysis module performs anomaly analysis of earthwork collapse at the corresponding location based on the earthwork conditions and equipment vibration. The protective performance analysis module analyzes the protective performance of the corresponding earthwork area based on the bolt connection status of the structure and the stress status of the bolt connection nodes. The collapse hazard analysis module performs collapse hazard analysis based on the abnormal analysis results of earthwork collapse at the corresponding location and the analysis results of the protective effectiveness of the corresponding earthwork area. The reinforcement strategy output module outputs reinforcement strategies based on the collapse hazard analysis results at each location.

8. An electronic device, comprising: A processor and a memory, wherein the memory stores a computer program that can be called by the processor; characterized in that the processor executes a method for monitoring the stress of tie bolts in a structure as described in any one of claims 1-6 by calling the computer program stored in the memory.

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