Supervision method and system for power construction site, product and medium

Abstract

A supervision method, system, product and medium for a power construction site. The method comprises the following steps: collecting geological data of a power construction site, and obtaining construction data of hidden engineering; performing space matching on the ground surface settlement amount, the soil stress change and the design position data, and positioning the ground surface settlement amount and the soil stress change at the design position data to obtain engineering displacement data under the action of geological change; substituting the design position data, the material data and the engineering displacement data into a preset stress calculation relational expression to obtain actual stress data; comparing the actual stress data with material stress threshold data in the material data point by point, and determining a stress abnormal part; matching the actual stress data corresponding to the abnormal stress part with the material data in a preset damage type classification table to obtain a matching result which is a damage type; and generating a risk assessment report. By implementing the technical scheme provided by the invention, the accuracy of anomaly detection of hidden engineering under the influence of geological changes is improved.

Description

Technical Field

[0001] The present application relates to the field of on-site management of power engineering, and particularly to a supervision method, system, product and medium for power construction sites. Background Art

[0002] The power construction site is a crucial link in the process of power engineering construction, and its construction quality directly affects the operation safety and stability of the power system. During the construction process, concealed works (such as underground cable laying, pipeline installation and joint connection, etc.) are the key points and difficulties in construction quality supervision due to their concealed location and complex structure. Concealed works are usually buried underground or covered and enclosed, which makes their status difficult to directly observe and detect. Especially when geological changes (such as surface settlement, soil stress change or seismic fluctuation) occur, the concealed works may be affected and abnormal conditions may occur, such as position deviation or structural damage. If these abnormalities are not discovered and processed in time, they may pose potential hazards to the overall safety and quality of the power project.

[0003] Currently, in the related art, the abnormal detection of concealed works usually adopts a combination of regular detection and partial real-time monitoring. For example, after the construction is completed, acceptance detection of the concealed works is carried out to ensure that their positions, structures and materials meet the design requirements; during the operation process, sensors are arranged to monitor and give early warnings to the construction area. When abnormal changes occur in the data of the construction area, the possible abnormal conditions of the concealed works are judged. These methods can, to a certain extent, detect the displacement, abnormal stress or potential damage of the concealed works, and provide support for supervision and maintenance.

[0004] However, in the related art, it mostly relies on the direct comparison of sensor data with design parameters, lacks the analysis of the correlation between geological changes and the state of concealed works, easily ignores the influence of geological changes on concealed works, and can only reflect the abnormal conditions on the surface of the project, reducing the accuracy of abnormal detection of concealed works under the influence of geological changes, which may lead to missed or misjudged potential hazards and affect the project quality and safety. Summary of the Invention

[0005] The present application provides a supervision method, system, product and medium for power construction sites, which is used to improve the accuracy of abnormal detection of concealed works under the influence of geological changes.

[0006] In the first aspect of the present application, a supervision method for power construction sites is provided, and the method includes: Collect geological data at the power construction site; obtain construction data of hidden projects; perform spatial matching on the surface settlement amount, soil stress change and design position data to locate the surface settlement amount and soil stress change at the design position data, and obtain engineering displacement data under the action of geological changes; substitute the design position data, material data and engineering displacement data into a preset force calculation relation to obtain actual force data; compare the actual force data with the material force threshold data in the material data point by point to determine the force abnormal parts; match the actual force data and material data corresponding to the force abnormal parts in a preset damage type classification table to obtain a matching result as the damage type; generate a risk assessment report.

[0007] In the above embodiment, the influence of geological changes on the engineering structure of hidden projects is analyzed, and the potential damage types of the structure are identified by combining material mechanical properties and stress states, so that the engineering risks are comprehensively evaluated and the accuracy of abnormal detection of hidden projects under the influence of geological changes is improved.

[0008] Combined with some embodiments of the first aspect, in some embodiments, comparing the actual force data with the material force threshold data in the material data point by point to determine the force abnormal parts specifically includes: Compare the tensile force, compressive force and bending moment distribution in the actual force data with the standard value of tensile strength, the standard value of compressive strength and the standard value of bending bearing capacity point by point to determine the force overrun parts; obtain the force data in each direction of the force overrun parts, and decompose the force data in each direction into force components in each direction; calculate the total force after vector superposition of the force components in each direction; judge whether the overrun situation of the force overrun parts is caused by the multi-directional force superposition effect; if so, calculate the local displacement contribution value, overall bending contribution value and potential fracture contribution value of the multi-directional force superposition effect respectively; determine the parts where the local displacement contribution value exceeds the preset local displacement contribution threshold, the overall bending contribution value exceeds the preset overall bending contribution threshold or the potential fracture contribution value exceeds the preset potential fracture contribution threshold as the force abnormal parts.

[0009] In the above embodiment, the influence of multi-directional force superposition on the hidden project structure is analyzed, and the abnormalities caused by complex forces are located, so that the sources and degrees of engineering risks are effectively identified, and the accuracy of abnormal detection of hidden projects under the influence of geological changes is improved.

[0010] Combined with some embodiments of the first aspect, in some embodiments, after judging whether the overrun situation of the force overrun parts is caused by the multi-directional force superposition effect, it further includes: Otherwise, obtain the stress distribution data and material state data of the overstressed part; based on the stress distribution data, identify the stress mutation regions around the overstressed part; determine the stress mutation regions where the material state data corresponding to the stress mutation regions is lower than the preset material state data as stress mutation points; determine the regions where the stress values of the stress mutation points exceed the preset material allowable strength range as abnormally stressed parts; determine the stress mutation regions where the material state data exceeds the preset material aging data threshold as abnormally stressed parts.

[0011] In the above embodiment, by combining the stress distribution and the change of material state, the anomalies caused by material aging or stress mutation in the concealed project are located, making the identification of abnormal parts more comprehensive and improving the accuracy of anomaly detection of the concealed project under the influence of geological changes.

[0012] Combined with some embodiments of the first aspect, in some embodiments, after collecting the geological data of the power construction site, it further includes: Obtain the dynamically changing geological environment data and geological environment displacement data; analyze the correlation between the dynamically changing geological environment data and the geological environment displacement data, calculate the contribution values of the dynamic change parameters of the geological environment to the change rate and change amplitude of the geological environment displacement, and generate the influence curve of the geological dynamic change on the geological environment displacement; combine the influence curve to identify the regions where the increasing slope of the displacement rate is greater than the preset increasing slope threshold, and mark them as potential high-risk regions.

[0013] In the above embodiment, the influence law of the dynamic change of the geological environment on the displacement of the concealed project structure is analyzed, and the high-risk regions of displacement anomalies are located, making the anomaly detection of the concealed project under the influence of geological changes more accurate and providing support for project risk early warning and prevention and control.

[0014] Combined with some embodiments of the first aspect, in some embodiments, after analyzing the correlation between the dynamically changing geological environment data and the geological environment displacement data, calculating the contribution values of the dynamic change parameters of the geological environment to the change rate and change amplitude of the geological environment displacement, and generating the influence curve of the geological dynamic change on the geological displacement, it further includes: Collect freeze-thaw cycle data; correlate the surface temperature change data and the frozen soil layer thickness change data with the geological environment displacement data, and calculate the contribution values of the freeze-thaw cycle effect to the freeze-thaw displacement change rate and freeze-thaw change amplitude of the geological environment; incorporate the contribution values of the freeze-thaw displacement change rate and freeze-thaw change amplitude into the influence curve to generate the influence curve considering the freeze-thaw cycle effect.

[0015] In the above embodiments, the dynamic influence of freeze-thaw cycles on the displacement changes of the geological environment was analyzed, the contribution of freeze-thaw action was quantified, providing a scientific basis for the engineering safety assessment under complex geological conditions, and making the abnormal detection of hidden projects under the influence of geological changes more accurate.

[0016] Combined with some embodiments of the first aspect, in some embodiments, after incorporating the contribution values of the freeze-thaw displacement change rate and the freeze-thaw change amplitude into the influence curve to generate an influence curve considering the effect of freeze-thaw cycles, it further includes: Dividing the hidden project into multiple sub-regions, collecting the in-situ stress data and the underground cavity morphology data of each sub-region; correlating the geological environment displacement data, the underground cavity morphology data, and the in-situ stress data, and calculating the contribution value of the underground cavity morphology of each sub-region to the morphological increase slope of the displacement rate; associating the morphological increase slope contribution value with a preset increase slope threshold to obtain the first increase slope threshold for different sub-regions; in the influence curve considering the effect of freeze-thaw cycles, marking the sub-regions where the first displacement rate increase slope is greater than the first increase slope threshold as the first potential high-risk regions.

[0017] In the above embodiments, by comprehensively analyzing the complex influence of the underground cavity morphology, in-situ stress, and freeze-thaw cycles on the displacement rate, high-risk regions were identified, making the abnormal detection of hidden projects more in line with the actual geological situation, and making the abnormal detection of hidden projects under the influence of geological changes more accurate.

[0018] Combined with some embodiments of the first aspect, in some embodiments, after comparing the actual stress data with the material stress threshold data in the material data point by point to determine the stress abnormal parts, it further includes: Collecting the environmental temperature data; combining the preset temperature change and material performance dynamic influence classification table, and dynamically correcting the engineering displacement data with the material usage data to obtain the first engineering displacement data; performing stress calculation on the first engineering displacement data to determine the first stress abnormal parts; superimposing and analyzing the first engineering displacement data with the seismic wave parameters to simulate the first seismic wave influence of the seismic waves on the first stress abnormal parts; evaluating the stability of all the first stress abnormal parts according to the first seismic wave influence to obtain the stability result; generating a safety assessment report for the first stress abnormal parts with the stability result being unstable.

[0019] In the above embodiments, by comprehensively integrating the environmental temperature, material performance, seismic waves, and engineering displacement data, the stability of the stress abnormal parts was dynamically evaluated, making the abnormal identification of hidden projects under complex geological conditions and dynamic environmental effects more accurate, providing a reliable basis for safety assessment.

[0020] Second aspect, an embodiment of the present application provides a supervision system for a power construction site. The supervision system for the power construction site includes: one or more processors and a memory; the memory is coupled to the one or more processors, and the memory is used to store computer program code. The computer program code includes computer instructions, and the one or more processors call the computer instructions to enable the supervision system for the power construction site to execute the method described in the first aspect and any possible implementation manner in the first aspect.

[0021] Third aspect, an embodiment of the present application provides a computer program product containing instructions. When the computer program product runs on the supervision system for the power construction site, it enables the supervision system for the power construction site to execute the method described in the first aspect and any possible implementation manner in the first aspect.

[0022] Fourth aspect, an embodiment of the present application provides a computer-readable storage medium including instructions. When the instructions run on the supervision system for the power construction site, it enables the supervision system for the power construction site to execute the method described in the first aspect and any possible implementation manner in the first aspect.

[0023] It can be understood that the supervision system for the power construction site provided in the second aspect above, the computer program product provided in the third aspect, and the computer storage medium provided in the fourth aspect are all used to execute the supervision method for the power construction site provided by the embodiments of the present application. Therefore, the beneficial effects that can be achieved can refer to the beneficial effects in the corresponding method, which will not be elaborated here.

[0024] One or more technical solutions provided in the embodiments of the present application have at least the following technical effects or advantages: 1. The present application analyzes the influence of geological changes on the engineering structure of hidden works, and combines the mechanical properties of materials and the stress state to identify the potential damage types of the structure, so that the engineering risks are comprehensively evaluated, and the accuracy of anomaly detection of hidden works under the influence of geological changes is improved.

[0025] 2. By analyzing the dynamic influence of freeze-thaw cycles on the displacement changes of the geological environment, the present application quantifies the contribution of freeze-thaw actions, provides a scientific basis for engineering safety assessment under complex geological conditions, and makes the anomaly detection of hidden works under the influence of geological changes more accurate.

[0026] 3. By comprehensively integrating environmental temperature, material properties, seismic waves, and engineering displacement data, the present application dynamically evaluates the stability of stress-abnormal parts, making the anomaly identification of hidden works under complex geological conditions and dynamic environmental effects more accurate, and providing a reliable basis for safety assessment. Description of the Drawings

[0027] Figure 1 is a schematic flowchart of a supervision method for a power construction site in an embodiment of the present application; Figure 2 is another schematic flowchart of a supervision method for a power construction site in an embodiment of the present application; Figure 3 is a schematic diagram of an exemplary hardware structure of a supervision system for a power construction site in an embodiment of the present application. Detailed implementation manners

[0028] The terms used in the following embodiments of the present application are only for the purpose of describing specific embodiments, and are not intended to limit the present application. As used in the specification and appended claims of the present application, the singular forms "a", "an", "the", "above-mentioned", "said", and "this" are also intended to include the plural forms, unless the context clearly indicates otherwise. It should also be understood that the term "and / or" used in the present application refers to and includes any or all possible combinations of one or more of the listed items.

[0029] Hereinafter, the terms "first" and "second" are only used for descriptive purposes, and cannot be construed as implying or indicating relative importance or implicitly specifying the quantity of the indicated technical features. Thus, the features defined with "first" and "second" may explicitly or implicitly include one or more of such features. In the description of the embodiments of the present application, unless otherwise specified, the meaning of "a plurality" is two or more.

[0030] A concealed project refers to a part of a project that is covered by the main structure or decoration after completion and cannot be directly observed and inspected during building construction or engineering projects, usually including foundation works, pipeline works, waterproof works, concealed power facilities, etc. In related technologies, the abnormal detection of concealed projects usually adopts a combination of regular detection and partial real-time monitoring. For example, after construction is completed, acceptance detection is carried out on the concealed project to ensure that its position, structure, and materials meet the design requirements; during operation, sensors are arranged to monitor and give early warnings to the construction area, and when the data changes abnormally, the possible abnormal conditions of the concealed project are judged. These methods mostly rely on the direct comparison of sensor data with design parameters, lack in-depth analysis of the correlation between geological changes and the state of concealed projects, are prone to ignoring the potential impact of geological changes on concealed projects, can only reflect the abnormal conditions on the surface of the project, reduce the accuracy of abnormal detection of concealed projects under the influence of geological changes, increase the risk of missed or misjudged potential hazards, and thus affect the project quality and safety.

[0031] In the embodiments of the present application, it is possible to deeply analyze the multiple impacts of geological changes on hidden works, generate a risk assessment report, improve the accuracy of anomaly detection of hidden works under complex geological conditions, and provide a reliable basis for project quality monitoring and safety assurance.

[0032] Figure 1 It is a schematic flow chart of using the supervision method for the power construction site in the embodiments of the present application, including the following steps: S101. Collect geological data of the power construction site; Specifically, the geological data includes data such as surface settlement amount, soil stress change, and seismic wave parameters. The collection of the surface settlement amount usually uses GNSS positioning equipment, total station, or settlement sensors. By monitoring the elevation change of specific monitoring points in the construction area in real time or regularly, recording the settlement data in different time periods, and then calculating the surface settlement amount; the collection of soil stress change relies on embedded earth pressure gauges or strain sensors, which are buried in the construction area to record the dynamic change of soil stress in real time; the collection of seismic wave parameters uses seismic monitors (such as accelerometers or seismographs) to record the dynamic load changes caused by seismic activities in real time, including the amplitude, frequency, and duration of seismic waves, etc.

[0033] S102. Obtain the construction data of the hidden works; Specifically, the construction data includes design position data and material data, etc. The design position data is spatial position data generated by engineering design software (such as CAD or BIM system); the material data includes the type, performance parameters (such as compressive strength, tensile strength, etc.) of the main building materials used in the hidden works, and supplier information, etc., which are obtained through the material management system, procurement list, and third-party inspection reports.

[0034] S103. Perform spatial matching on the surface settlement amount, soil stress change, and design position data, locate the surface settlement amount and soil stress change at the design position data, and obtain the engineering displacement data under the action of geological changes; Specifically, first, use spatial interpolation techniques (such as inverse distance weighting method, Kriging interpolation method, or cubic spline interpolation method) to convert the discrete monitoring point data of the surface settlement amount and soil stress change into a continuous spatial data field. Subsequently, input the design position data as query points one by one, and extract the settlement amount and soil stress change values of each design position point through a spatial matching algorithm (such as the nearest neighbor method or interpolation algorithm).

[0035] Finally, by analyzing the matched surface settlement amount and soil stress change data, combined with the structural parameters (such as stiffness, load distribution, etc.) of the hidden works, calculate the engineering displacement data at the design position based on the material mechanics theory or finite element analysis model.

[0036] S104. Substitute the design position data, material data, and engineering displacement data into a preset stress calculation relation to obtain the actual stress data; Specifically, first, a stress calculation relation that conforms to the actual engineering situation needs to be established. The stress calculation relation is based on the theory of mechanics of materials and constructs a mathematical model that can quantify the engineering stress characteristics under the action of geological changes by analyzing the historical design position data, historical material property parameters, and historical engineering displacement data of the concealed project. When establishing the relation, the spatial position of the concealed project, material characteristics, and displacement characteristics caused by geological changes need to be comprehensively considered. The core of the mathematical relation is to couple the basic equations of mechanics of materials (such as the stress-strain relation equation, equilibrium equation, geometric constraint equation, etc.) with the actual environment of the concealed project to describe the mapping relationship between the stress state and deformation. The stress-strain relation of mechanics of materials is the basis of this model and is usually expressed as σ = E * ε, where σ is the stress of the material, E is the elastic modulus of the material, and ε is the strain of the material. This relation reflects the stress characteristics of the material within the elastic range. For the complex stress state in the concealed project, it needs to be extended to a three-dimensional form to represent the relationship between the stress components (such as σ x , σ y , σ z ) and the strain components (such as ε x , ε y , ε z ) in each direction. In addition, within the inelastic range, the theory of plasticity mechanics needs to be introduced to describe the nonlinear behavior of the material through yield criteria (such as the Von Mises yield criterion) and hardening models.

[0037] The static equilibrium equation is an important part of the stress calculation relation and is used to describe the equilibrium state of the concealed project structure under the action of external forces. The basic expression is where is the divergence of the stress field, representing the internal force distribution per unit volume; F is the external force density, including the load effects caused by geological changes (such as settlement load or earth pressure). Through the static equilibrium equation, the tensile force and compressive force distributions inside the concealed project can be determined.

[0038] The geometric constraint equation relates the deformation data (i.e., engineering displacement data) caused by geological changes to the stress state of the structure through the relationship between the displacement field and the strain field and is usually expressed as where ε is the strain tensor and u is the displacement vector. By substituting the monitored engineering displacement data into the geometric constraint equation, the strain distribution inside the concealed project can be further calculated.

[0039] For the calculation of the bending moment distribution, it is necessary to introduce the basic formulas of beam or plate and shell theory. For example, in a beam structure, the bending moment distribution can be calculated by the bending equation in mechanics of materials: M = E * I * k, where M is the bending moment, I is the moment of inertia of the cross-section, and k is the curvature. In addition, the equilibrium equation is satisfied between the bending moment and the shear force: dM / dx = Q, where Q is the shear force. By solving this equation, the distribution law of the bending moment can be further obtained.

[0040] Finally, the force calculation relationship can be comprehensively expressed as: K(u) = F, where K is the stiffness matrix, reflecting the overall characteristics of the structure and materials; u is the displacement vector, representing the deformation data of the design position points; F is the external force vector, including tensile force, compressive force, bending moment, and loads caused by geological changes. By numerical methods such as the finite element method, the hidden project is divided into multiple units. After discretizing the above equation, substituting the material data and the actually measured engineering displacement data, the stress, strain, and bending moment distribution of each node are solved.

[0041] By setting and solving this mathematical relationship, the force state of the hidden project under the action of geological changes can be comprehensively quantified, ensuring that the distributions of tensile force, compressive force, and bending moment are accurately described, providing a theoretical basis for the safety assessment and structural optimization of the hidden project.

[0042] S105. Compare the tensile force, compressive force, and bending moment distributions in the actual force data with the standard values of tensile strength, compressive strength, and flexural bearing capacity point by point to determine the over-stressed parts. Specifically, the actual force data (including tensile force, compressive force, and bending moment distributions) are calculated through the force calculation relationship. The standard values of tensile strength, compressive strength, and flexural bearing capacity are the limit values preset according to the engineering material properties and design specifications. These standard values are usually provided by laboratory material test results (such as tensile strength and compressive strength tests) or industry standards (such as the design code for concrete structures) and are used to characterize the force-bearing capacity of materials.

[0043] For the comparison of tensile force and compressive force, the actual tensile force is compared with the standard value of tensile strength, and the actual compressive force is compared with the standard value of compressive strength; for the comparison of the bending moment distribution, the actual bending moment value is compared with the standard value of flexural bearing capacity. During the judgment process, the above comparisons are made for each calculation unit in the structure point by point. If the tensile force, compressive force, or bending moment value of a certain calculation unit exceeds the corresponding standard value, mark this unit as an over-stressed part.

[0044] S106. Obtain the force data in each direction of the over-stressed parts and decompose the force data in each direction into force components in each direction. Specifically, for the parts where the force exceeds the limit, the total force data in each direction in the three-dimensional coordinate system (usually including tensile force, compressive force, shear force, etc.) are extracted through the calculation results. These total force data are represented in vector form, usually as F = (F x , F y , F z ), where F x , F y and F z are the total force components along the X, Y, and Z directions in three-dimensional space, respectively.

[0045] Next, using the principle of vector decomposition of forces, the extracted total force data are decomposed into components in each direction. The basis for decomposition is the vector triangle relationship of forces or the direction cosine formula. In three-dimensional space, if the magnitude and acting direction of the total force vector F are known, it can be decomposed through direction cosines: F x = F * cos(α), F y = F * cos(β), F z = F * cos(γ), where α, β, and γ are the angles between the total force vector and the X, Y, and Z axes respectively, and cos(α), cos(β), and cos(γ) are the direction cosines. Through the geometric relationship of the direction angles, the total force can be completely decomposed into components in each direction. If the force direction is unknown, it is necessary to calculate in combination with the geometric characteristics of nodes or elements, boundary conditions, and the force balance relationship.

[0046] In some embodiments of the present application, non-uniform load distribution or non-linear force characteristics may be involved in the concealed works. When the force data includes torque or bending moment, it is necessary to decompose the torque or bending moment into components around different axes and use the moment balance equation (such as M = r × F) for further analysis. If the over-limit part is subjected to the coupling action of multiple forces (such as the simultaneous presence of tensile force and shear force), the calculation can be performed through the decomposition of the stress tensor σ. The decomposition of the stress tensor can be achieved through principal stress analysis, decomposing the total stress into components in the three principal stress directions (such as σ1, σ2, σ3), and further determining the force characteristics in each direction.

[0047] S107. Calculate the total force after vector superposition of the force components in each direction; Specifically, calculating the total force after vector superposition of the force components in each direction is achieved through vector operations. The core steps include component extraction, vector synthesis, and total force calculation. In a three-dimensional mechanical system, the force components in each direction are usually represented in vector form as F = (Fx, Fy, Fz), where Fx, Fy, and Fz are the force components along the X, Y, and Z directions respectively. The total force is the vector superposition result of these components, and its magnitude and direction can be calculated through the vector synthesis formula. The basic theoretical basis for vector synthesis is the Euclidean geometric principle, and the specific formula is:

[0048] S108. Determine whether the overlimit condition of the stress-bearing overlimit part is caused by the superposition effect of multi-directional stresses; If so, execute the following step S109; If not, execute the following step S111; Specifically, first, compare the total stress of the overlimit part with a preset total stress threshold to determine whether the condition that the total stress is greater than the total stress threshold is satisfied, so as to confirm whether the total stress is overlimit.

[0049] Next, separately analyze the stress components in each direction of the overlimit part, and judge one by one whether the actual stress component in each direction satisfies that the stress components in each direction do not exceed their respective thresholds, but the total stress has exceeded the total stress threshold. Then, it can be determined that the overlimit condition is caused by the superposition effect of multi-directional stresses, and the following step S109 is executed to analyze the stress abnormal part in the case where the overlimit condition is caused by the superposition effect of multi-directional stresses; when there is one or more stress components in one or more directions that exceed the stress thresholds in the corresponding directions or the total stress does not exceed the total stress threshold among the actual stress components in each direction, it is judged that the overlimit condition is not caused by the superposition effect of multi-directional stresses, and the following step S111 is executed to analyze the stress abnormal part. The superposition effect of multi-directional stresses usually comes from the combination and interaction of stress directions, that is, the stress in a single direction is not enough to cause overlimit, but the synthesis of multi-directional stresses produces a significant superposition effect.

[0050] In some embodiments of the present application, in a non-linear stress system, the non-linear behavior of the material (such as plastic flow or hardening effect) needs to be considered. At this time, the total stress may no longer be a simple linear superposition, but the non-linear contributions of the stresses in each direction need to be incorporated into the calculation through finite element simulation. In addition, in a dynamic system (such as an earthquake or impact load), the instantaneous stresses in each direction may change periodically. At this time, it is necessary to judge whether the superposition effect is significant through time-domain analysis or frequency-domain analysis. For example, the superposition relationship between the total stress and the frequency components of the stresses in each direction is analyzed by using Fourier transform.

[0051] S109. Calculate the local displacement contribution value, overall bending contribution value and potential fracture contribution value of the superposition effect of multi-directional stresses respectively; Specifically, first, the calculation of the local displacement contribution value is based on the relationship between stress and stiffness matrix. Under the action of superimposed stresses, through the formula u = K -1 *F _total , the total stress vector F _totalSubstitute into the stiffness matrix K of the node or element to calculate the deformation displacement of the node. The local displacement contribution value of the superposition effect is synthesized by decomposing the force-displacement components in each direction to analyze the specific influence of the superposition force on the local deformation. Secondly, the calculation of the overall bending contribution value is based on the bending moment theory. The multi-directional force will generate multiple moment components. Through the formula M = r × F (where r is the position vector of the action point and F is the force vector), calculate the bending moment components in each direction, and superimpose these bending moments into the overall bending moment distribution. Further, use the formula θ = M / EI, combined with the flexural rigidity EI of the material, to calculate the bending deformation amount of the overall structure, so as to quantify the contribution of the multi-directional force superposition to the bending of the overall structure.

[0052] Finally, the calculation of the potential fracture contribution value is based on the fracture mechanics principle to analyze the influence of the superposition force on the material fracture risk. By decomposing the stress tensor, extract the stress values (σ1, σ2, σ3) in the principal stress direction, and combine the fracture criterion of the material (such as the maximum principal stress criterion or the Mohr-Coulomb criterion) to judge the fracture risk. If the superimposed principal stress σ1 exceeds the fracture strength threshold of the material, the fracture risk is significant.

[0053] S110. Determine the parts where the local displacement contribution value exceeds the preset local displacement contribution threshold, the overall bending contribution value exceeds the preset overall bending contribution threshold, or the potential fracture contribution value exceeds the preset potential fracture contribution threshold as the abnormal stress parts; specifically, compare the local displacement contribution value, the overall bending contribution value, and the potential fracture contribution value with the corresponding preset thresholds respectively, and determine the parts that exceed any preset threshold as the abnormal stress parts, based on the item-by-item analysis and judgment of the mechanical theory. First, calculate the specific values of the local displacement contribution value, the overall bending contribution value, and the potential fracture contribution value, and set the corresponding thresholds according to the engineering design specifications or experimental data, including the local displacement contribution threshold, the overall bending contribution threshold, and the potential fracture contribution threshold. Through point-by-point comparison, compare the local displacement contribution value of each stressed unit with its threshold. If u > u _limit (that is, the local displacement is greater than the local displacement threshold), then mark the corresponding unit as the local displacement exceeding the limit; similarly, for the overall bending contribution value, use the formula. If θ > θ _limit (that is, the bending deformation angle exceeds the preset bending threshold) for judgment, then mark the corresponding unit as the local bending exceeding the limit; for the potential fracture contribution value, through the principal stress analysis combined with the fracture criterion, if the principal stress σ1 > σ _limit , then mark the corresponding unit as the local fracture exceeding the limit. Finally, determine the parts where the local displacement exceeds the limit, the local bending exceeds the limit, and the local fracture exceeds the limit as the abnormal stress parts.

[0054] S111. Obtain the stress distribution data and material state data of the parts where the stress exceeds the limit. Specifically, first, the acquisition of stress distribution data is based on the stress-strain relationship and the mechanical equilibrium equation. Using the basic theory of mechanics of materials, combined with the geometric characteristics and external force conditions of the overstressed part, a mathematical model of the stress field is established. Through the finite element method (FEM), the complex structure is discretized into finite elements, and the stress distribution of each element is calculated. The stress distribution data is usually represented by the stress tensor σ, including normal stress (stress in the tensile or compressive direction) and shear stress. The core of the calculation is to solve the equilibrium equation where f is the external force density vector and σ is the stress tensor.

[0055] The acquisition of material state data includes the determination of states such as elasticity, plasticity, and fracture of the material. The material state is usually determined by the relationship between the stress level and the material strength limit. When the stress is lower than the yield strength of the material, the material is in an elastic state; when the stress exceeds the yield strength but does not reach the fracture strength, the material enters the plastic state; if the stress exceeds the fracture strength, the material may undergo fracture failure.

[0056] In some embodiments of the present application, the stress mutation region where the material state data exceeds the preset material aging data threshold is determined as the overstressed part. The obtained material state data is compared item by item with the preset material aging data threshold, such as whether the elastic modulus is lower than the lower limit of its design value, whether the yield strength or fracture strength is lower than the safety threshold, or whether the plastic strain is higher than the allowable limit value. If any material state data in a certain region exceeds the corresponding aging threshold, it is determined that the region is an overstressed part.

[0057] S112. Based on the stress distribution data, identify the stress mutation region around the overstressed part; Specifically, obtain the refined stress distribution data (usually represented in the form of grid nodes) of the overstressed part, including the values of normal stress, shear stress, or equivalent stress. Then, calculate the gradient change in the stress distribution. The magnitude of the gradient can be calculated by the following formula: where σ is the stress value, and x, y, and z are the spatial coordinates. By calculating the stress difference between adjacent nodes in the grid, the local stress gradient distribution is obtained. If the stress gradient in a certain region exceeds the preset mutation threshold (such as the gradient change rate d σ / d x or the equivalent stress change exceeds the limit value), then it can be determined that the region is a stress mutation region.

[0058] S113. Determine the stress mutation point as the stress mutation region where the material state data corresponding to the stress mutation region is lower than the preset material state data; Specifically, determining the stress mutation points where the material state data in the stress mutation region is lower than the preset material state data is achieved through a method combining stress gradient analysis and material property evaluation. Stress mutation points refer to specific stress mutation regions within the stress mutation region that simultaneously meet the deterioration of the material state, usually corresponding to the locations with the highest risk of structural failure or damage. First, obtain the material state data within the stress mutation region, including key indicators such as elastic modulus, yield strength, and fracture strength, and compare the material state data with the preset material state data threshold. If the material state data (such as local elastic modulus or yield strength) at a certain point is lower than the preset threshold and the stress gradient reaches the maximum value in the same region, it is determined as a stress mutation point.

[0059] S114. Determine the region where the stress value of the stress mutation point exceeds the preset allowable strength range of the material as the abnormal stress region; specifically, first, obtain accurate stress value data at the stress mutation point, including specific values such as normal stress, shear stress, or equivalent stress. The allowable strength range of the material is usually defined by parameters such as the yield strength, fracture strength, or fatigue limit of the material and is set as a threshold range according to design specifications or experimental data. By comparing the stress value of the stress mutation point with the allowable strength range of the material point by point, if the stress value at a certain point exceeds the allowable range, the region where this point is located is marked as the abnormal stress region. The abnormal stress region is the region where plastic deformation, fracture, or fatigue failure may occur.

[0060] S115. Match the actual stress data and material data corresponding to the abnormal stress region in the preset damage type classification table to obtain the matching result as the damage type. Specifically, the preset damage type classification table is a knowledge base established in advance based on material mechanics theory, failure mode analysis, and a large amount of experimental data, including detailed descriptions of different damage types (such as brittle fracture, plastic deformation, fatigue failure, creep, etc.) and their corresponding stress data ranges and material data. First, obtain the actual stress data (such as normal stress, shear stress, equivalent stress, fatigue stress amplitude) and material data (such as yield strength, fracture strength, elastic modulus, plastic strain, etc.) of the abnormal stress region. Then, compare these data item by item with the stress ranges and material state thresholds corresponding to each damage type in the classification table to determine whether the data of the abnormal region falls within the range of a certain damage type. According to the matching result, the damage type can be determined.

[0061] S116. Generate a risk assessment report.

[0062] Specifically, first, obtain the damage type data of the abnormally stressed part. This data is from the previous damage type identification process and usually includes the specific damage mode (such as plastic deformation, fatigue failure, brittle fracture, etc.), the location where the damage occurs, and the corresponding material property status. Second, obtain the engineering displacement data of the corresponding part. After organizing the above damage type data and engineering displacement data, input them into a preset risk assessment report format uniformly to generate a risk assessment report.

[0063] In the above embodiment, by comprehensively integrating the analysis of geological changes, material properties, and the superposition effect of multi-directional forces, potential risks ignored due to single-parameter comparison in related technologies are captured, making the abnormal detection of hidden projects under the influence of complex geological changes more accurate.

[0064] In some other embodiments of the present application, when analyzing the correlation between dynamically changing geological environment data and geological environment displacement data, the impact of geological dynamic changes on geological displacement can also be considered. By using the analysis method provided by the present application, the impact of dynamic geological changes on engineering displacement can be deeply explored. Especially under complex geological conditions, by quantifying the contribution value of dynamically changing parameters, the description of the variation law of geological environment displacement is realized, providing a scientific basis for the abnormal detection of hidden projects under the influence of complex geological changes.

[0065] As Figure 2 shown, it is another flowchart of the supervision method for the electric power construction site provided by the embodiment of the present application, including the following steps: S201. Collect the geological data of the electric power construction site; S202. Obtain the dynamically changing geological environment data and geological environment displacement data; Specifically, the dynamically changing geological environment data includes wind load data, groundwater change data, and surface vibration data. The wind load data is usually measured by devices such as anemometers and wind pressure sensors, and the impact of wind on the surface and geological structure is calculated by combining parameters such as wind speed, wind direction, and wind pressure; the groundwater change data is obtained by arranging groundwater level monitoring wells, installing water level gauges, pressure sensors, etc., including information such as water level change, seepage rate, and water pressure change; the surface vibration data is collected in real time by seismographs, seismic accelerometers, or vibration sensors, recording the impact of earthquakes, engineering blasting, or other vibration sources on the surface and underground structures.

[0066] The acquisition of geological environment displacement data mainly relies on displacement monitoring technologies, such as Global Navigation Satellite System (GNSS), laser ranging, Interferometric Synthetic Aperture Radar (InSAR), etc., to monitor the three-dimensional displacement of geological bodies in real time and obtain large-scale geological displacement information.

[0067] S203. Analyze the correlation between the dynamically changing geological environment data and the geological environment displacement data, calculate the contribution values of the dynamic change parameters of the geological environment to the change rate and change amplitude of the geological environment displacement, and generate the influence curve of the geological dynamic change on the geological environment displacement; Specifically, first, the dynamically changing geological environment data (such as wind load, groundwater change, and ground vibration) and the geological environment displacement data (such as displacement amplitude and rate) need to be preprocessed to ensure the integrity and consistency of the data, including steps such as data denoising, normalization, time synchronization, and spatial matching. Then, through statistical analysis methods (such as linear regression analysis, correlation coefficient calculation, or principal component analysis), explore the correlation between the dynamic change parameters (such as wind speed, amplitude of groundwater level rise and fall, seismic acceleration, etc.) and the geological displacement change, and identify the main influencing factors and their contribution degrees. Subsequently, based on the relationship between the dynamic change parameters and the geological displacement, use a mathematical model to calculate their contribution values. For example, establish a mapping relationship between the dynamically changing geological environment parameters and the displacement change rate and amplitude through a multiple regression model or machine learning algorithms (such as support vector machines, random forests), and quantify the contribution value of each parameter to the displacement change. Finally, perform curve fitting on the calculation results to generate a curve graph of the influence of the geological dynamic change on the geological environment displacement, presenting the influence trend of each dynamic change parameter on the displacement change.

[0068] S205. Collect freeze-thaw cycle data; Specifically, the collection of the surface temperature change rate mainly relies on the layout of a temperature sensor array. High-precision temperature probes are installed at different depths to record the temperature gradient change from the surface to a specific depth. Usually, thermocouples, thermistors, or fiber optic temperature sensing systems, etc., can record the temperature change in real time and calculate the change rate. The data on the change in the thickness of the frozen soil layer are obtained through methods such as geological radar detection, acoustic wave testing, or frozen soil drilling monitoring. Geological radar can identify the interface of the frozen soil layer through the reflection characteristics of electromagnetic waves at the interfaces of different media; acoustic wave testing uses the difference in the propagation speed of acoustic waves in frozen soil and non-frozen soil to determine the thickness of the frozen soil layer; drilling monitoring measures the change in the thickness of the frozen soil layer through direct observation or by installing displacement sensors.

[0069] S205. Correlate the surface temperature change data and the change data of the frozen soil layer thickness with the geological environment displacement data, and calculate the contribution values of the freeze-thaw cycle effect to the freeze-thaw displacement change rate and the freeze-thaw change amplitude of the geological environment; Specifically, first, the main influencing factors of freeze-thaw cycles need to be identified, namely, the rate of change of surface temperature and the amplitude of change in the thickness of the frozen soil layer. Then, the relationships between these factors and the rate and amplitude of geological displacement are calculated. The correlation coefficient is calculated to study the strength of the correlation between the rate of temperature change and the rate of displacement, or the contribution of the rate of change of physical parameters (such as stress change caused by the change in freezing depth) to displacement is further quantified. When calculating the contribution value of freeze-thaw cycles, partial derivatives can be taken for each input variable (such as the rate of temperature change, change in frozen soil thickness) respectively, so as to obtain their individual contributions to the rate or amplitude of displacement.

[0070] For example, by analyzing the rate of change of surface temperature during freeze-thaw cycles, the influence value of a 1°C / day increase in temperature on the surface displacement rate can be calculated; by analyzing the change in the thickness of the frozen soil layer, the contribution value of a 1 cm decrease in thickness to the displacement amplitude can be calculated.

[0071] S206. Incorporate the contribution value of the freeze-thaw displacement change rate and the contribution value of the freeze-thaw change amplitude into the influence curve to generate an influence curve considering the effect of freeze-thaw cycles; Specifically, first, based on the surface temperature change data, the frozen soil layer thickness change data, and the geological environment displacement data, calculate the contribution value of each variable to the rate and amplitude of geological displacement change. The calculation of the contribution value can adopt a step-by-step analysis method, that is, calculate the independent influence of each parameter (such as the rate of temperature change, change in frozen soil thickness) on the displacement rate and amplitude respectively. On this basis, summarize the contribution values with time or space as variables to form a multi-dimensional input data set.

[0072] By analyzing the dynamic changes of the data, generate a curve reflecting the influence of freeze-thaw cycles. The generation of the influence curve requires superimposing the contribution values of each variable during the freeze-thaw cycle and correcting it in combination with actual monitoring data. For example, for the rate contribution value, the instantaneous rate change can be converted into cumulative displacement change through time integration to generate a rate-time influence curve; for the amplitude contribution value, the comprehensive influence amplitude can be determined through a weight analysis method in combination with the change ranges of different variables, and an influence curve considering the effect of freeze-thaw cycles can be generated.

[0073] Finally, after the curve is generated, it needs to be verified and adjusted. By comparing the calculation results with the actual monitoring data, correct the errors in the curve so that it can accurately reflect the influence law of freeze-thaw cycles on the displacement of the geological environment.

[0074] In some embodiments of the present application, after generating the influence curve considering the effect of freeze-thaw cycles, underground environment data is also considered, and in combination with the influence curve considering the effect of freeze-thaw cycles, the first potential high-risk area is marked.

[0075] Divide the concealed project into multiple sub - regions, and collect the in - situ stress data and the underground cavity morphology data for each sub - region. First, based on the engineering geological exploration data and the design drawings, conduct a preliminary zoning of the overall scope of the concealed project. When dividing sub - regions, the uniformity of geological conditions within the sub - region needs to be considered, such as the presence of significant faults, changes in rock layer dip angles, or different types of underground cavity distributions. Each sub - region should have relatively independent geological characteristics. Second, arrange in - situ stress measurement points and underground cavity morphology measurement points within each divided sub - region. The collection of in - situ stress data usually uses a variety of methods, including the stress relief method in boreholes, the hydraulic fracturing method, or the acoustic wave testing method, etc. By drilling rock cores or conducting on - site tests within the sub - region, the magnitude, direction, and distribution characteristics of the in - situ stress can be measured and recorded. The collection of underground cavity morphology data relies on geological radar, 3D laser scanning, or ground - penetrating acoustic wave technology, which can accurately detect the size, shape, and distribution of underground cavities.

[0076] Correlate the geological environment displacement data, the underground cavity morphology data, and the in - situ stress data, and calculate the contribution value of the morphological increase slope of the underground cavity morphology in each sub - region to the displacement rate. First, it is necessary to perform unified spatial and temporal matching on the geological environment displacement data, the underground cavity morphology data, and the in - situ stress data. Second, denoise and normalize the data, and project the data onto a unified three - dimensional coordinate system through spatial interpolation methods to ensure the comparability of each data. Then, conduct a correlation analysis between the underground cavity morphology parameters (such as cavity volume, shape complexity, cavity distribution density, etc.) and the geological environment displacement rate data. The core of calculating the contribution value of the morphological increase slope lies in evaluating the sensitivity of the change in cavity morphology parameters to the displacement rate, which is usually achieved by calculating the partial derivative of the displacement rate with respect to the cavity morphology parameters. Fixing other factors (such as in - situ stress distribution) unchanged, analyze the contribution of each unit change in cavity morphology parameters to the displacement rate increment. Finally, conduct a correction analysis in combination with the in - situ stress data. Since the in - situ stress distribution will affect the action mechanism of the cavity morphology on the displacement rate, the in - situ stress needs to be used as a correction factor to adjust the calculation results. For example, in high - stress sub - regions, the influence of the cavity morphology may be amplified, while in low - stress sub - regions, its influence may be weakened.

[0077] Associate the morphological increase slope contribution value with the preset increase slope threshold to obtain the first increase slope threshold for different sub-regions. First, according to the characteristics of the geological environment and the requirements of engineering design, combined with historical monitoring data or experimental data, determine a set of preset increase slope thresholds. These thresholds are usually based on standard specifications or expert experience, representing the range of morphological increase slopes that different sub-regions can withstand under normal conditions. Then, compare the actually calculated morphological increase slope contribution value of each sub-region with the preset increase slope threshold of the corresponding sub-region one by one. This step requires ensuring that they have the same physical meaning and unit, and at the same time project the contribution value and the threshold into the same coordinate system through a spatial matching method. If the actual contribution value of a certain sub-region exceeds the preset threshold, it indicates that there may be a risk of excessive morphological increase slope in this sub-region, which needs to be focused on and engineering intervention measures should be taken; if the actual contribution value is lower than the preset threshold, this sub-region is within the safe range. Finally, according to the comparison results, generate the first increase slope threshold for each sub-region. The first increase slope threshold can be understood as the precise positioning of the allowable morphological increase slope range for each sub-region after combining actual calculations and preset conditions.

[0078] In the influence curve considering the freeze-thaw cycle effect, mark the sub-regions where the first displacement rate increase slope is greater than the first increase slope threshold as the first potential high-risk regions. According to the first displacement rate increase slope data and the first increase slope threshold obtained from the previous calculation, compare the two point by point. The first displacement rate increase slope is obtained by analyzing the change trend of the displacement rate of the geological environment under the freeze-thaw cycle, reflecting the dynamic impact of the freeze-thaw action on the geological displacement; while the first increase slope threshold is a safety boundary value set according to the geological conditions, engineering design requirements and historical data within the sub-region. During the comparison process, for each monitored sub-region, judge whether its actual increase slope exceeds the corresponding threshold.

[0079] If the first displacement rate increase slope of a certain sub-region is greater than its corresponding first increase slope threshold, it indicates that the freeze-thaw cycle effect in this sub-region has exceeded the safe range and may cause instability of the geological environment. In this case, mark this sub-region as the first potential high-risk region.

[0080] S207. Combine the influence curve, identify the regions where the displacement rate increase slope is greater than the preset increase slope threshold, and mark them as potential high-risk regions; Specifically, the selection of the preset increasing slope threshold is based on engineering design standards, historical monitoring data, or geological condition assessment results, representing the safety limit of the increasing change in displacement rate in different regions. For example, for stable regions, the threshold is relatively high; while for fault zones or high-stress regions, the threshold is relatively low. Compare the increasing slope of the displacement rate in each region with the corresponding preset threshold. If the slope exceeds the threshold, it indicates that the growth of the displacement rate in this region has exceeded the safe range, and it is marked as a potentially high-risk region. S208. Obtain the construction data of the concealed project; the construction data includes the design location data and material data of the concealed project. S209. Perform spatial matching on the surface settlement amount, soil stress change, and design location data to locate the surface settlement amount and soil stress change at the design location data, and obtain the engineering displacement data under the action of geological changes. S210. Substitute the design location data, material data, and engineering displacement data into the preset force calculation relationship formula to obtain the actual force data. S211. Compare the actual force data with the material force threshold data in the material data point by point to determine the force abnormal part; specifically, match the actual force value with the threshold point by point, and determine the part where the actual force data exceeds the material force threshold in the material data as the force abnormal part.

[0081] In some embodiments of the present application, under complex or dynamic force conditions, it can be trained through a machine learning model (such as a support vector machine or a random forest), extract features (such as force values, thresholds, environmental parameters, etc.) using historical labeled data, and realize the automatic identification of abnormal points. After the model training is completed, ensure its accuracy and robustness through verification and optimization. In the application, input the real-time force data into the model, analyze point by point, and output the position information, force value, and overrun degree of the abnormal points.

[0082] S212. Collect environmental temperature data. Specifically, collecting environmental temperature data is to monitor and record the temperature values of the target area through sensors or other temperature measurement devices, so as to obtain accurate temperature information to support subsequent analysis.

[0083] S213. Combine the preset temperature change and material performance dynamic influence classification table, and dynamically correct the engineering displacement data in combination with the material usage data to obtain the first engineering displacement data. Specifically, it is first necessary to obtain a pre-established classification table of the dynamic influence of temperature change on material properties. The classification table of the dynamic influence of temperature change on material properties reflects the dynamic response relationship of material properties (such as elastic modulus, coefficient of thermal expansion, yield strength, etc.) with temperature change through laboratory tests or theoretical calculations. The classification table can be divided into different temperature ranges (such as low temperature, medium temperature, high temperature) and graded in combination with material types (such as steel, concrete).

[0084] Using the temperature influence coefficient in the classification table, map the dynamic relationship between the actually measured environmental temperature change and material properties, and calculate the specific correction value of the temperature change on material properties. For example, calculate the additional displacement or the change in material stiffness caused by the temperature difference through the thermal expansion formula or the elastic modulus change formula. Then, apply these correction values to the original engineering displacement data to dynamically adjust the displacement value, thereby obtaining the corrected first engineering displacement data.

[0085] S214. Perform a force calculation on the first engineering displacement data to determine the first force abnormal part; Specifically, through the corrected first engineering displacement data, combined with the geometric parameters of the engineering structure, material property parameters (such as elastic modulus, Poisson's ratio, etc.) and boundary conditions, perform a force analysis. Usually, the force analysis of the engineering structure is based on the theory of elasticity, calculate the strain (displacement gradient) distribution through displacement, and then calculate the stress distribution according to the stress-strain relationship formula (such as σ = E×ε, where σ is stress, E is the material elastic modulus, and ε is strain).

[0086] Secondly, use the force distribution data to make a point-by-point comparison with the mechanical property limit values of the material (such as yield strength, tensile strength or compressive strength), and mark the areas where the stress exceeds the safety range or the design allowable value. These areas are the first force abnormal parts.

[0087] In some embodiments of the present application, in order to improve the calculation accuracy and efficiency, different analysis methods can be selected according to the project scale, complexity and calculation requirements. For structures with complex shapes and diverse force conditions, the finite element method (FEM) is often used to discretize the structure into finite element units and calculate the displacement, strain and stress distributions through numerical simulation. In addition, in a dynamic force environment (such as vibration or impact load), a time series analysis method can be introduced to combine the time series of the first engineering displacement data for dynamic force calculation.

[0088] S215. Superimpose and analyze the first engineering displacement data with the seismic wave parameters to simulate the first seismic wave influence of the seismic wave on the first force abnormal part; Specifically, through time-domain superposition or frequency-domain analysis, the first engineering displacement data is coupled with the additional displacement caused by seismic waves to obtain the comprehensive displacement response of the structure under seismic action. Specifically, the dynamic response of the structure can be calculated using the dynamic equation (such as M·ü + C·u˙ + K·u = F(t), where M is the mass matrix, C is the damping matrix, K is the stiffness matrix, and F(t) is the seismic load).

[0089] Next, based on the above comprehensive displacement response, the specific impact of seismic waves on the first stress anomaly site is calculated through the displacement-stress conversion relationship (such as the stress-strain formula σ = E·ε or the bending moment formula σ = M·y / I).

[0090] S216. Evaluate the stability of all the first stress anomaly sites according to the first seismic wave impact to obtain the stability result; Specifically, obtain the dynamic stress data of the anomaly site under seismic wave action from the previous analysis, including the maximum instantaneous stress, the number of stress cycles, and the cumulative stress state, etc. Then, combine the mechanical property parameters of the material (such as yield strength, tensile strength, fatigue limit, etc.) and the design standards of the structure to determine the criteria for stability assessment. For example, by comparing the maximum stress of the anomaly site with the yield strength of the material, or calculating the degree of damage to the material caused by stress cycles according to the fatigue cumulative damage model. A static assessment method can be adopted to judge the stability by directly comparing the stress caused by the ground motion with the strength limit of the material; a dynamic analysis method can also be introduced, such as fatigue failure analysis, nonlinear plasticity analysis, or overall structure buckling analysis, to simulate the comprehensive impact of seismic waves on the anomaly site. In dynamic assessment, the stress peak value, stress change rate, and number of cycles caused by the ground motion need to be analyzed emphatically to judge whether it causes yield, instability, or fatigue failure of the material. If the stress of the anomaly site exceeds the strength limit of the material or the fatigue life standard, it is judged as unstable; otherwise, if the stress of the anomaly site does not exceed the strength limit of the material or the fatigue life standard, it is stable.

[0091] S217. Generate a safety assessment report for the first stress anomaly site with an unstable stability result.

[0092] Specifically, first, organize all the data related to the unstable site, including the first engineering displacement data and the first seismic wave impact. Record the corresponding first engineering displacement data, the first seismic wave impact, and the relevant information of the unstable site according to the preset safety assessment report template.

[0093] Steps S201, S208 - S210 are similar to Figure 1 Steps S101 - S104 in the illustrated embodiment, and reference can be made to the descriptions in Steps S101 - S104, which will not be elaborated here.

[0094] In the above embodiments, through the multi - correlation analysis of dynamic geological parameters and environmental changes, the multi - dimensional impacts of geological changes, temperature changes, and freeze - thaw cycles on concealed works are captured, making the anomaly detection of concealed works more accurate under complex geological and environmental change conditions, and improving the accuracy of anomaly detection of concealed works under the influence of geological changes.

[0095] The following introduces the exemplary supervision system 300 for power construction sites provided by the embodiments of the present application. Figure 3 It is an exemplary hardware structure diagram of the supervision system 300 for power construction sites provided by the embodiments of the present application.

[0096] In some embodiments, the supervision system 300 for power construction sites is a computer device or the supervision system 300 for power construction sites includes a computer device. The computer device includes a processor, a memory, and a network interface connected through a system bus. Among them, the processor of the computer device is used to provide computing and control capabilities. The memory of the computer device includes a non - volatile storage medium and an internal memory. The non - volatile storage medium stores an operating system, a computer program, and a database. The internal memory provides an environment for the operation of the operating system and the computer program in the non - volatile storage medium. The database of the computer device is used to store data. The network interface of the computer device is used to communicate with other external terminals or servers through a network connection. In some embodiments, the network interface can be a wired network interface, and in some embodiments, the network interface can also be a wireless network interface. When the computer program is executed by the processor, it implements the method in the embodiments of the present application.

[0097] Those skilled in the art can understand that Figure 3 the structure shown in [the figure] is only a block diagram of some structures related to the solution of the present application, and does not constitute a limitation on the computer device to which the solution of the present application is applied. The specific computer device may include more or fewer components than those shown in the figure, or combine some components, or have a different component layout.

[0098] As described above, the above embodiments are only used to illustrate the technical solutions of the present application, rather than to limit them; although the present application has been described in detail with reference to the foregoing embodiments, those of ordinary skill in the art should understand that they can still modify the technical solutions recorded in the foregoing embodiments, or perform equivalent replacements on some of the technical features; and these modifications or replacements do not make the essence of the corresponding technical solutions deviate from the scope of the technical solutions of the embodiments of the present application.

[0099] As used in the foregoing embodiments, depending on the context, the term "when" may be construed as "if" or "after" or "in response to determining" or "in response to detecting". Similarly, depending on the context, the phrase "when determining" or "if the (stated condition or event) is detected" may be construed as "if determining" or "in response to determining" or "when the (stated condition or event) is detected" or "in response to detecting the (stated condition or event)".

[0100] In the foregoing embodiments, it may be implemented in whole or in part by software, hardware, firmware, or any combination thereof. When implemented using software, it may be implemented in whole or in part in the form of a computer program product. The computer program product includes one or more computer instructions. When the computer program instructions are loaded and executed on a computer, the processes or functions described in the embodiments of the present application are generated in whole or in part. The computer may be a general-purpose computer, a special-purpose computer, a computer network, or other programmable devices. The computer instructions may be stored in a computer-readable storage medium or transmitted from one computer-readable storage medium to another. For example, the computer instructions may be transmitted from one website, computer, server, or data center to another website, computer, server, or data center by wire (such as coaxial cable, optical fiber, digital subscriber line) or wirelessly (such as infrared, wireless, microwave, etc.). The computer-readable storage medium may be any available medium that can be accessed by a computer or a data storage device such as a server, data center, etc. that includes one or more integrated available media. The available medium may be a magnetic medium (such as a floppy disk, hard disk, magnetic tape), an optical medium (such as a DVD), or a semiconductor medium (such as a solid-state drive), etc.

[0101] Those of ordinary skill in the art can understand all or part of the processes in the methods of the foregoing embodiments. These processes can be completed by relevant hardware instructed by a computer program. The program can be stored in a computer-readable storage medium. When the program is executed, it may include the processes of the foregoing method embodiments. The foregoing storage medium includes various media that can store program codes, such as ROM or random access memory RAM, magnetic disks, or optical discs.

Claims

1. A supervision method for the electric power construction site, characterized in that Including: Collecting geological data of the power construction site; the geological data includes surface settlement amount, soil stress change and seismic wave parameters; Obtaining construction data of concealed works; the construction data includes the designed location data and material data of the concealed works; Performing spatial matching on the surface settlement amount, the soil stress change and the designed location data to locate the surface settlement amount and the soil stress change at the designed location data, and obtaining engineering displacement data under the action of geological changes; Substituting the designed location data, the material data and the engineering displacement data into a preset stress calculation relational expression to obtain actual stress data; the stress calculation relational expression is a mathematical relational expression established in advance based on the theory of material mechanics by combining historical designed location data, historical material property parameters and historical engineering displacement data for quantifying the stress data of concealed works under the action of geological changes; Comparing the actual stress data with the material stress threshold data in the material data point by point to determine the stress abnormal parts; Matching the actual stress data and the material data corresponding to the stress abnormal parts in a preset damage type classification table to obtain a matching result as the damage type; the damage type classification table is a preset table containing damage types and corresponding stress data ranges and material data; Generating a risk assessment report; the risk assessment report includes the damage type and the engineering displacement data.

2. The method according to claim 1, wherein The step of comparing the actual stress data with the material stress threshold data in the material data point by point to determine the stress abnormal parts specifically includes: Comparing the tensile force, compressive force and bending moment distributions in the actual stress data with the standard values of tensile strength, compressive strength and bending bearing capacity point by point to determine the stress overrun parts; Obtaining the stress data in each direction of the stress overrun parts and decomposing the stress data in each direction into stress components in each direction; Calculating the total stress after vector superposition of the stress components in each direction; Judging whether the overrun situation of the stress overrun parts is caused by the multi-directional stress superposition effect; the multi-directional stress superposition effect means that the total stress exceeds the preset total stress threshold and the stress data in each direction do not exceed the preset stress data threshold in each direction; If so, respectively calculating the local displacement contribution value, the overall bending contribution value and the potential fracture contribution value of the multi-directional stress superposition effect; Determining the parts where the local displacement contribution value exceeds the preset local displacement contribution threshold, the overall bending contribution value exceeds the preset overall bending contribution threshold or the potential fracture contribution value exceeds the preset potential fracture contribution threshold as the stress abnormal parts.

3. The method according to claim 2, wherein After judging whether the overrun situation of the stress overrun parts is caused by the multi-directional stress superposition effect, it further includes: If not, obtaining the stress distribution data and material state data of the stress overrun parts; Identifying the stress mutation regions around the stress overrun parts based on the stress distribution data; Determining the stress mutation regions where the material state data corresponding to the stress mutation regions is lower than the preset material state data as stress mutation points. Determine the area where the stress value at the stress mutation point exceeds the preset allowable strength range of the material as the abnormal stress area; Determine the stress mutation area where the material state data exceeds the preset material aging data threshold as the abnormal stress area.

4. The method according to claim 1, wherein After collecting the geological data of the power construction site, it further includes: Obtain dynamic change geological environment data and geological environment displacement data; the dynamic change geological environment data includes wind load data, groundwater change data, and surface vibration data; Analyze the correlation between the dynamic change geological environment data and the geological environment displacement data, calculate the contribution values of the dynamic change parameters of the geological environment to the change rate and change amplitude of the geological environment displacement, and generate an influence curve of the geological dynamic change on the geological environment displacement; Combined with the influence curve, identify the area where the increasing slope of the displacement rate is greater than the preset increasing slope threshold, and mark it as a potential high-risk area.

5. The method according to claim 4, characterized in that After analyzing the correlation between the dynamic change geological environment data and the geological environment displacement data, calculating the contribution values of the dynamic change parameters of the geological environment to the change rate and change amplitude of the geological environment displacement, and generating an influence curve of the geological dynamic change on the geological displacement, it further includes: Collect freeze-thaw cycle data; the freeze-thaw cycle data includes the surface temperature change rate and the frozen soil layer thickness change data; Correlate the surface temperature change data and the frozen soil layer thickness change data with the geological environment displacement data, and calculate the contribution value of the freeze-thaw cycle effect to the freeze-thaw displacement change rate and the contribution value of the freeze-thaw change amplitude of the geological environment; Incorporate the contribution value of the freeze-thaw displacement change rate and the contribution value of the freeze-thaw change amplitude into the influence curve to generate an influence curve considering the freeze-thaw cycle effect.

6. The method according to claim 5, wherein After incorporating the contribution value of the freeze-thaw displacement change rate and the contribution value of the freeze-thaw change amplitude into the influence curve to generate an influence curve considering the freeze-thaw cycle effect, it further includes: Divide the concealed project into multiple sub-areas, and collect the ground stress data and underground cavity morphology data of each sub-area; Correlate the geological environment displacement data, the underground cavity morphology data, and the ground stress data, and calculate the contribution value of the underground cavity morphology of each sub-area to the morphological increasing slope of the displacement rate; Correlate the morphological increasing slope contribution value with the preset increasing slope threshold to obtain the first increasing slope threshold of different sub-areas; In the influence curve considering the freeze-thaw cycle effect, mark the sub-area where the first displacement rate increasing slope is greater than the first increasing slope threshold as the first potential high-risk area.

7. The method according to claim 1, characterized in that After comparing the actual stress data with the material stress threshold data in the material data point by point to determine the abnormal stress area, it further includes: Collect environmental temperature data; Combine the preset temperature change and material performance dynamic influence classification table, and dynamically correct the engineering displacement data with the material usage data to obtain the first engineering displacement data; Perform stress calculation on the first engineering displacement data to determine the first abnormal stress area; Superimpose and analyze the first engineering displacement data and the seismic wave parameters to simulate the influence of seismic waves on the first stress abnormal part; Evaluate the stability of all the first stress abnormal parts according to the influence of the first seismic wave to obtain a stability result; the stability result is stable or unstable; Generate a safety assessment report for the first stress abnormal part with the stability result being unstable; the safety assessment report includes the first engineering displacement data and the influence of the first seismic wave.

8. A supervision system for the power construction site, characterized in that, The supervision system for the electric power construction site includes: one or more processors and a memory; the memory is coupled to the one or more processors, and the memory is used to store computer program code, and the computer program code includes computer instructions, and the one or more processors call the computer instructions to enable the supervision system for the electric power construction site to execute the method according to any one of claims 1-7.

9. A computer program product comprising instructions, characterized in that, When the computer program product runs on the supervision system for the electric power construction site, it enables the supervision system for the electric power construction site to execute the method according to any one of claims 1-7.

10. A computer-readable storage medium, comprising instructions, characterized in that, When the instruction runs on the supervision system for the electric power construction site, it enables the supervision system for the electric power construction site to execute the method according to any one of claims 1-7.

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