A safety monitoring and early warning system for tunnel deformation support control

Abstract

The present invention relates to the technical field of tunnel deformation monitoring. Specifically, it is a tunnel deformation support control safety monitoring and early warning system, including: a data acquisition module, a deformation classification module, a support identification module, a cross-section generation module, and a safety matching module; by identifying the stress field and support joint points of the target tunnel according to the opposite direction and relative deviation of the target tunnel, obtaining the displacement and support deformation amounts of each support joint point under the opposite direction and relative deviation; and identifying the deformation types of each support joint point, dividing the relative deformation regions of each support joint point in the internal downward direction; predicting the change trend of the displacement and support deformation amounts of the current support structure under the relative deformation region; at the same time, generating multiple force-bearing cross-sections according to the change trend, and setting a vector analysis coefficient according to the displacement vector and deformation vector on the force-bearing cross-section; performing a safety matching calculation on the force-disturbed position according to the vector analysis coefficient; improving the safety of tunnel construction and operation.

Description

Technical Field

[0001] The present invention relates to the technical field of tunnel deformation monitoring, and specifically to a safety monitoring and early warning system for tunnel deformation support control. Background Art

[0002] The safety monitoring and early warning of tunnel deformation support control have always been an important research field. Traditional monitoring methods mainly include manual inspection, single-point measurement, and regular detection, etc. These methods have many deficiencies, such as limited monitoring range, poor data real-time performance, and low early warning accuracy. With the continuous development of technologies such as sensor technology, big data analysis, and artificial intelligence, the safety monitoring and early warning methods for tunnel deformation support control are also constantly updated and improved.

[0003] For example, Chinese Patent Publication No. CN113374527A discloses a method for evaluating the safety of a tunnel structure based on full-section deformation data, including the following steps: Step S1: Obtain the coordinate values of the undistorted data points of the full section of the tunnel support structure, and the coordinate values of the full-section data points of the inner contour of the tunnel support structure at different times after deformation; Step S2: Calculate the change value of the unit length after the structure deforms; Step S3: Define the apparent elongation rate of the structure inner contour, and further obtain the apparent elongation rate of the inner contour of each unit; Step S4: According to the apparent elongation rate of the structure inner contour, determine the tensile and compressive conditions of each part of the structure inner contour; Step S5: According to the apparent elongation rate of the structure inner contour, determine whether a plastic hinge will be formed in the structure section; Step S6: Based on the determination results of Steps S4 and S5, and based on a preset early warning standard, obtain the early warning result.

[0004] For example, Chinese Patent Publication No. CN118774969A discloses a method and system for tunnel excavation support management based on advanced geological prediction information. The method includes: obtaining the geological prediction information of the tunnel excavation space, and extracting the geological parameter data of the tunnel face; combining the geological parameter data of the tunnel face to optimize the tunnel excavation construction parameter data; and implementing tunnel excavation support according to the optimized tunnel excavation construction parameter data.

[0005] In the prior art, it is described that geological conditions can be used to identify data such as temperature, pressure, and displacement during tunnel excavation, and these data are used for monitoring the tunnel construction process. However, during the tunnel construction process and operation period, due to the influence of various factors such as geological conditions, construction errors, and groundwater, the tunnel support structure may deform, and even lead to structural instability; at this time, it is necessary to monitor the stress distribution generated in the tunnel and the displacement of the support structure to identify whether there is a potential risk of support structure instability in the tunnel and deal with it in a timely manner. Summary of the Invention

[0006] To solve the above technical problems, the technical solution adopted by the present invention is as follows: A safety monitoring and early warning system for tunnel deformation support control, comprising: a data acquisition module, configured to identify the stress field and support joints of a target tunnel according to the relative direction and relative deviation of the target tunnel, and obtain the displacement amounts and support deformation amounts of each support joint under the relative direction and relative deviation.

[0007] A deformation classification module, configured to identify the deformation types of each support joint according to the displacement amounts and support deformation amounts of each support joint, and divide the relative deformation regions of each support joint in the internal downward direction according to the deformation values and deformation rates under the corresponding deformation types.

[0008] A support identification module, configured to identify the side pressure distribution of the surrounding support joints according to the fixed time and fixed order of the support structure in the relative deformation region, and predict the change trend of the displacement amount and support deformation amount of the current support structure.

[0009] A cross-section generation module, configured to generate a plurality of force-bearing cross-sections corresponding to the target tunnel according to the change trend of the displacement amount and support deformation amount of the current support structure, and set a vector analysis coefficient according to the displacement vector and deformation vector on the force-bearing cross-section.

[0010] A safety matching module, configured to identify the force disturbance positions of each force-bearing cross-section according to the vector analysis coefficient, perform a safety matching calculation on the force disturbance positions, and obtain the safety matching result of the target tunnel.

[0011] The beneficial effects of the present invention are as follows: First, by identifying the displacements and deformation amounts of the tunnel in the relative direction and relative deviation, the present invention can determine the direction and value of the displacement generated by the support structure on the current tunnel when supporting the tunnel, and based on these data, can discover the deformation types when the tunnel deforms, classify and early warn the deformation situation of the tunnel, and timely discover potential safety hazards.

[0012] Second, by identifying the deformation types of each support joint and dividing the relative deformation regions, the present invention can identify the change rates under the corresponding deformation amounts, and check the support structures with settlement and subsidence trends among these change rates. Then, for these support structures with settlement and subsidence, screen them according to the deformation values and deformation rates to find the significantly changed regions, and further process the force-bearing conditions corresponding to the support structures according to this part of the region to find the relevant trends of the support structures in the relative deformation regions under the relative conditions of settlement deformation, and what changes will occur to the content presented by the support structures in the relative direction and relative deviation. Divide this part of the content to identify whether there are potential hazards, providing a basis for the adjustment and maintenance of the support structure.

[0013] III. By analyzing the variation trend of data within the relative deformation region under the corresponding pressure distribution and generating multiple stress-bearing cross-sections according to the variation trend, the present invention can discover the relationship between the pressure distribution on the side of the support structure and the displacement deformation, divide the generated deformation into multiple cross-sections according to the stress conditions, find the most obvious stress-bearing part from these cross-sections for safety matching calculation, determine the influence on the current structure itself under the influence of multiple pressures, and based on the safety matching results obtained from these influences, provide decision-making support for the tunnel management department, help take timely measures to prevent the occurrence of tunnel support structure instability accidents. BRIEF DESCRIPTION OF THE DRAWINGS

[0014] The present invention will be further described below in conjunction with the drawings and embodiments.

[0015] Figure 1 It is a system framework diagram of a tunnel deformation support control safety monitoring and early warning system.

[0016] Figure 2 It is a flow schematic diagram of the support identification module of a tunnel deformation support control safety monitoring and early warning system.

[0017] Figure 3 It is a flow schematic diagram of the cross-section generation module of a tunnel deformation support control safety monitoring and early warning system. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0018] The embodiments of the present invention will be described in detail below. The following described embodiments are exemplary and are only used to explain the present invention and should not be construed as a limitation to the present invention. For those not specified in the embodiments regarding specific technologies or conditions, they shall be carried out according to the technologies or conditions described in the literature in the art or according to the product specifications.

[0019] Refer to Figure 1 , a tunnel deformation support control safety monitoring and early warning system, comprising: a data acquisition module, a deformation classification module, a support identification module, a cross-section generation module, and a safety matching module; wherein, the output end of the data acquisition module is connected to the deformation classification module, the output end of the deformation classification module is connected to the support identification module, the output end of the support identification module is connected to the cross-section generation module, and the output end of the cross-section generation module is connected to the safety matching module.

[0020] The data acquisition module is used to identify the stress field and support joint points of the target tunnel according to the relative direction and relative deviation of the target tunnel, and obtain the displacement amount and support deformation amount of each support joint point under the relative direction and relative deviation.

[0021] The deformation classification module is used to identify the deformation types of each support joint according to the displacement and support deformation of each support joint, and divide the relative deformation areas of each support joint in the internal downward direction according to the deformation values and deformation rates under the corresponding deformation types.

[0022] The support identification module is used to identify the side pressure distribution of the surrounding support joints according to the fixed time and fixed order of the support structure in the relative deformation area, and predict the change trend of the displacement and support deformation of the current support structure.

[0023] The cross-section generation module is used to generate multiple stress cross-sections corresponding to the target tunnel according to the change trend of the displacement and support deformation of the current support structure, and set the vector analysis coefficient according to the displacement vector and deformation vector on the stress cross-section.

[0024] The safety matching module is used to identify the stress disturbance positions of each stress cross-section according to the vector analysis coefficient, perform safety matching calculations on the stress disturbance positions, and obtain the safety matching result of the target tunnel.

[0025] Among them, the above-mentioned support joint is the contact surface or connection part between the support structure such as anchor bolts, steel arch frames, shotcrete, etc. and the surrounding rock and soil mass; when identifying the support joint, it will include the coordinate position of the support joint and the stress field data near the support joint; sensors such as displacement gauges and strain gauges will be installed in this part to measure the stress field in the target tunnel and the displacement generated by the support joint; at the same time, the relative direction usually refers to the force in the direction perpendicular to the tunnel axis, indicating the stress condition in the tunnel cross-section, such as the compressive stress perpendicular to the tunnel wall. The relative deviation refers to the force along the tunnel axis direction, indicating the tensile or compressive stress condition of the tunnel in the axis direction. These two together determine the stress state of the support structure in different directions. Identifying these two directions is to judge the stress condition when the support structure deforms during the support in the current tunnel, and use these stress conditions to complete the verification process of the displacement and support deformation.

[0026] When measuring in the relative direction, the measuring points should be arranged on the cross-section of the tunnel, usually selected at key positions such as the crown and side walls; by measuring the displacement and deformation of these positions, the stress condition of the tunnel cross-section can be comprehensively understood; commonly used measuring equipment includes displacement gauges, convergence gauges, strain gauges, etc.; these equipment can be installed on the tunnel wall to monitor the displacement and deformation perpendicular to the tunnel axis; regularly record the measurement data and conduct data analysis; by comparing the data at different time points, it can be judged whether the stability of the tunnel cross-section has changed and whether reinforcement measures need to be taken.

[0027] When measuring the relative deviation, the measuring points should be arranged along the tunnel axis direction, usually selected in key areas such as tunnel entrances and important support structure positions; by measuring the displacement and deformation of these positions, the stress conditions of the tunnel in the axial direction can be comprehensively understood; commonly used measuring equipment includes inclinometers, level gauges, etc.; the inclinometer can measure the inclination angle in the tunnel axis direction to calculate the displacement; the level gauge can be used to measure the elevation change in the tunnel axis direction.

[0028] For the stress field of the target tunnel, it means that when the support structure is under extrusion, the compressive stress received by the support structure is displayed in a three-dimensional form, describing the compressive stress received by the support structure points or the support structure in the three coordinate planes in three-dimensional conditions, as well as the combination and principal stress of these three compressive stresses. These stresses are used in a three-dimensional form to represent the stress conditions of the current support structure in tunnel support, and this stress condition is what the stress field of the target tunnel represents; through the three-dimensional stress field display, the distribution of compressive stress received by the support structure in the three coordinate planes (i.e., X-Y, Y-Z, Z-X planes) can be intuitively seen, so as to analyze problems such as the stress balance of the support structure in different directions and whether there is stress concentration. At the same time, combined with the displacement and deformation data of the support joint points, the stability and safety of the support structure can be further verified.

[0029] In order to accurately measure and analyze the stress state of the support structure, stress sensors should be set at key parts of the support structure (such as support joint points, turning points of the support structure, etc.). These sensors should be able to monitor the stress changes of the support structure in different directions in real time and transmit the data to the data processing system for analysis and processing. When dealing with the stress received here, in subsequent processing, the pressure distribution on the side of the support joint point will also be identified through the compressive stress on different surfaces in this stress field, and relevant processing of subsequent displacement and support deformation will be carried out. When calculating the average pressure and vertical pressure, the compressive stress identified in this stress field is also used for processing, so as to be able to generate multiple stress cross-sections related to the tunnel and complete the subsequent identification of the situation where uneven stress on the stress cross-section leads to excessive deformation.

[0030] By using displacement gauges, strain gauges, inclinometers, levels or total stations, the measured displacements are identified, and the area covered by the position change of the support joint points in the relative direction and relative deviation after measurement is taken as the identified support deformation amount. For example, the positions of multiple adjacent support joint points before and after displacement are connected to obtain an irregular figure, which can be regarded as the support deformation amount here. It is also possible to select the support joint points in the same relative direction and relative deviation, identify the positions before and after displacement, use the strain gauges set on the support structure to measure the strain change generated by the support structure at this time, express it in microstrain units, record the support deformation amount on the identified support joint points, so as to identify the displacement range when the displacement occurs.

[0031] For the measurement of the support deformation amount in the relative downward direction, it can be described by the following example: Suppose in a certain tunnel project, the support structure is a steel arch. In order to monitor its deformation amount in the relative upward direction, engineers installed displacement gauges at the crown and on both side walls respectively. After a period of monitoring, it was found that the displacement gauge at the crown showed that the support structure moved upward by 0.6 cm, while the displacement gauges on both side walls showed that the support structure moved 0.5 cm into the tunnel (i.e., convergence deformation occurred). These data indicate that the support structure has an overall uplift in the relative upward direction and is accompanied by a certain amount of convergence deformation.

[0032] For the measurement of the support deformation amount in the relative downward deviation direction, it can be described by the following example: In a certain tunnel project, the support structure is a composite support system composed of bolts and shotcrete. In order to monitor its deformation amount in the relative upward deviation direction, engineers installed inclinometers at multiple cross-sections of the tunnel. After a period of monitoring, it was found that the data of the inclinometer at a certain cross-section showed that the support structure tilted 0.3 degrees in the direction of the tunnel axis. Through calculation, the displacement amount of the support structure at this cross-section in the relative upward deviation direction was obtained as 0.4 cm (assuming the length of the support structure at this cross-section is 10 m). These data indicate that there is an obvious displacement change in the support structure in the relative upward deviation direction, and further support measures need to be strengthened to ensure the stability of the tunnel.

[0033] For example, when the data acquisition module obtains the displacement amounts of each support joint point in the relative direction and relative downward deviation, the following implementation methods are also included.

[0034] Obtain the coordinate values of the support joint points in the target tunnel, and obtain the first displacement change information of the support joint points according to the displacement values of the support joint points in the relative upward direction. The first displacement change information represents the displacement change of the support joint points in the vertical direction, usually the vertical direction of the tunnel axis, that is, whether the support structure has settled or uplifted.

[0035] If the first displacement change information of a support joint shows that it has moved upward by 5 cm, this may mean that the support part where this point is located has bulged due to the decrease in the pressure of the soil layer above the tunnel or the rise of the groundwater level. On the contrary, if it shows a downward movement of 2 cm, it may be the settlement caused by the increase in the pressure of the soil layer above the tunnel or the insufficient bearing capacity of the support structure itself.

[0036] Obtain the second displacement change information of the support joint according to the displacement value of the support joint in the relative upward direction. The second displacement change information refers to the displacement change of the support joint in the horizontal direction, that is, the direction perpendicular to the tunnel axis, and reflects whether the support structure has lateral displacement or inclination.

[0037] If the second displacement change information of a support joint shows that it has shifted 3 cm towards one side of the tunnel, this may mean that the soil pressure on one side of the tunnel has increased or the support capacity of the support structure on this side is insufficient, resulting in the support structure shifting towards this side. If this shift continues to increase, it may affect the stability and safety of the tunnel.

[0038] Obtain the third displacement change information of the support joint according to the distance value between the support joints after displacement. The third displacement change information represents the relative distance change between the joints inside the support structure after displacement, and reflects the overall deformation of the support structure, including stretching, compression or torsion, etc.

[0039] If the original distance between two adjacent support joints is 10 m and it is measured that the distance between them has become 10.02 m after displacement, this may mean that the support structure has undergone tensile deformation between these two points. On the contrary, if the distance becomes 9.98 m, it may have undergone compressive deformation. This deformation information is crucial for evaluating the integrity and bearing capacity of the support structure.

[0040] The first displacement change information, the second displacement change information and the third change information at this time are the data measured according to the relative upward and relative downward directions of the target tunnel at this time, and these data can be used as the displacement amounts during subsequent analysis.

[0041] In an embodiment of the present invention, in the deformation classification module, for the deformation values under the deformation type, the deformation degree value of the support deformation in a specific direction is emphasized, and the speed of change of this value with time is described using the deformation rate; then it is identified whether there is a part with an overall structural change trend downward in the deformation type corresponding to the support joint points in this support situation; that is, what is represented by the internal downward direction is: relative to the deformation of the overall support combination, in the scenario of tunnel support of the support structure, whether there is a deformation trend downward of a certain area inside the support structure relative to other areas, whether there is a settlement or compression trend, and this part of the area is divided from other deformation areas to set the relative deformation area.

[0042] Because the deformation of the support structure is often complex three-dimensional deformation, including various deformation types such as settlement, convergence, and inclination. These deformation types are reflected in the relative direction and relative deviation direction and are interrelated.

[0043] For example, if the support structure has significant settlement deformation in the relative upward direction, then this settlement may cause the support structure to also have a certain inclination or convergence deformation in the relative deviation direction. Similarly, if the support structure has significant inclination deformation in the relative deviation direction, then this inclination may also cause the support structure to have settlement or uplift deformation in the relative upward direction. The relative deformation area set at this time is to divide the deformation area and then identify what changes will occur in the content presented by the support structure in the relative direction and relative deviation direction when it undergoes inclination deformation, etc., and divide the content such as settlement and convergence, which helps to discover potential hazards and improve the safety of tunnel construction and operation.

[0044] Therefore, the implementation method for identifying the deformation type of each support joint point in the deformation classification module includes: collecting the time series data of the displacement amount and support deformation amount of each support joint point to form a deformation time series; the deformation time series uses the displacement amount and support deformation amount of the support joint point as the ordinate and time as the abscissa to describe the displacement amount and support deformation amount.

[0045] Feature extraction is performed on the deformation time series to obtain the deformation characteristics corresponding to each support joint point; the deformation characteristics include not only the values of the displacement amount and support deformation amount, but also the increments, averages, standard deviations of the displacement amount and support deformation amount per unit time, and the corresponding directions during numerical identification.

[0046] According to the deformation characteristics of each support joint, identify the deformation rates of each support joint in the relative direction and relative deviation direction. The deformation rate here is expressed as the increment of the displacement and the support deformation in unit time. At this time, identifying the deformation rates in the relative direction and relative deviation direction is to determine the specific change values of the deformation rate on the plane perpendicular to the axis and along the axis when the deformation rate occurs, so as to identify the deformation of the support structure under these two sections.

[0047] Set the preliminary deformation type according to the values and methods of the deformation characteristics of each support joint in the relative direction and relative deviation direction. The preliminary deformation type is initially identified according to the direction and magnitude of the displacement and deformation on the plane relative to the plane perpendicular to the tunnel axis, so as to judge which deformation type the support joint belongs to, such as settlement, convergence, inclination, etc.

[0048] Combine the preliminary deformation type with the deformation rate to further determine the deformation type and output the determined deformation type. At this time, the deformation rate is used to further identify the manifestation form of the initially judged deformation type after change in the corresponding time period, so as to adjust the deformation type identified at this time; for example, continuous settlement deformation may be manifested as a gradual increase in the displacement, while convergence deformation may be manifested as an increase in the displacement on both sides of the support structure towards each other; by identifying the deformation rate that changes with time, the description of this deformation type can be further supplemented, making the deformation type more specific in subsequent processing. At the same time, the deformation value is expressed as the value of the deformation characteristics under this deformation type.

[0049] The deformation type is mainly in the form of a time series. After identifying the deformation characteristics of each support joint, judge the deformation type based on these deformation characteristics to complete the identification of the deformation type. This part can use methods such as ARIMA / SARIMA, state space model, GARCH model, LSTM / GRU, random forest / XGBoost and other models. Take the identified deformation characteristics as the input and input them into each model to obtain the deformation type that each support joint can represent currently.

[0050] Furthermore, when combining the preliminary deformation type with the deformation rate to determine the output deformation type, the deformation type can also be obtained by directly analyzing and processing the deformation time series.

[0051] For example, obtain the displacement trend slope related to the displacement amount and the trend peak frequency related to the support deformation amount in the deformation time series; the displacement trend slope represents the slope value generated in the deformation time series when the displacement amount changes with time, and the trend peak frequency represents the frequency of the peak value of the support deformation amount in the change time series, and this frequency represents the ratio of the number of times the peak value appears to the number of data existing per unit time in the change time series; match the displacement trend slope and the trend peak frequency with the historical data, and use the deformation type corresponding to the maximum matching degree as the deformation type of the corresponding support joint point.

[0052] Here, the matching degree is the cosine similarity calculated between the displacement trend slope and the trend peak frequency and the historical data. The sum of the cosine similarities of the displacement trend slope and the trend peak frequency is used as the matching degree, and the corresponding deformation type is obtained when the matching degree is the largest.

[0053] For the implementation method of dividing the relative deformation area where the support joint point faces downward inside in the deformation classification module: determine the deformation value distribution interval according to the deformation values of each deformation type, and then determine the distribution of the deformation areas corresponding to the deformation value distribution intervals in sequence; the deformation areas are divided into a high deformation area, a medium deformation area, and a low deformation area according to the numerical size of the deformation values.

[0054] Combine each deformation area with the deformation rate to determine the rate mutation interval at adjacent positions of each deformation area, and set the relative deformation area according to the direction of each rate mutation interval, and output the data with the relative deformation area facing inward.

[0055] The rate mutation area represents the part where the deformation rate suddenly increases at the adjacent positions of each deformation area or the difference in the deformation rates between the deformation areas at the phase position is greater than the average value of the deformation rate differences between all deformation areas; the position where this part of the data is located is regarded as the relative deformation area, representing the parts where the change is obvious when the support structure deforms, and find the areas where the direction of the displacement amount and the support deformation amount facing inward, that is, downward, in these parts. The downward displacement amount and the downward support deformation amount in these areas indicate that this part of the structure shows settlement and convergence. These areas may be areas with relatively serious settlement and obvious convergence; subsequent key identification is required to prevent problems such as excessive pressure on the support causing damage to the tunnel structure itself.

[0056] In a certain implementation scenario, according to the current tunnel construction specifications, obtain the settlement limit value or the structural deformation limit value. The settlement limit value and the structural deformation limit value can be set according to the average values of the settlement value and the structural deformation value that occur during construction under the tunnel construction specifications. Since the deformation value includes the displacement amount and the support deformation amount at this time, these two values can be corresponded to the settlement limit value and the structural deformation limit value in sequence; then directly compare these two values with the corresponding limit values.

[0057] Judge whether the deformation value at this time is greater than the settlement limit or the structural deformation limit. If it is greater, it is initially regarded as a high-deformation area; if it is less than the settlement limit or the structural deformation limit and greater than 50% of the settlement limit or the structural deformation limit, it is regarded as a medium-deformation area; if it is less than 50% of the settlement limit or the structural deformation limit, it is regarded as a low-deformation area.

[0058] At the same time, compare the deformation rate. When jointly considering the displacement and the support deformation in the deformation rate, the method of normalization is used. After normalizing the displacement and the support deformation, the weighted average value is obtained, and then it is compared with the deformation rate threshold after the same normalization process. Based on the high-deformation area, medium-deformation area, and low-deformation area, the corresponding areas for the deformation rate are divided, such as the emergency area, the warning area, and the safe area. When normalizing the deformation rate in these three areas, 20% and 50% of the deformation rate threshold are used as the division nodes to generate three areas. For example, the area less than 20% of the deformation rate threshold is regarded as the safe area, the area between 20% and 50% of the deformation rate threshold is the warning area, and the area greater than 50% of the deformation rate threshold is the emergency area to further divide the corresponding areas under the deformation type. Finally, identify the areas where the corresponding direction of the deformation value is downward inside among these areas to find out the areas where settlement and convergence exist in each support joint point.

[0059] When dividing the relative deformation area, first perform spatial interpolation on the collected data according to spatial interpolation, then identify the corresponding deformation value and deformation rate, and at the same time cluster the deformation value and deformation rate after spatial interpolation according to the values to divide different deformation areas.

[0060] In an embodiment of the present invention, the support recognition module mainly recognizes according to the installation time and installation order of the current support structure. It sequentially recognizes the pressure distribution on these support structures at different positions after normal installation and fixation, and predicts whether the displacement and the support deformation will be affected under the corresponding pressure distribution to determine whether there are changes in the displacement and deformation at the corresponding positions due to different installation positions of the support structure during normal construction.

[0061] When dealing with the displacement and support deformation in the support identification module, the processing methods for these two variables are the same at this time. Therefore, the data after the support structure is fixed is set corresponding to the data on the relative deformation area according to a fixed time and order to obtain a data processing set, and the pressure distributions covered or adjacent to the relative deformation area are aggregated to obtain the correlation between the surrounding pressure and the data on the current relative deformation area. According to this correlation, it is judged whether there will be excessive pressure on the adjacent or surrounding support structures after subsequent construction in the tunnel and the support mechanism is set, resulting in the deformation of the support structure exceeding the expected value; and whether the pressure distribution on the side of the support structure will affect the deformation of some support structures, ultimately leading to the problem of instability of the support structure. This processing method is mainly used to determine whether there will be a situation where, when the support structures are continuously arranged under normal construction, the pressure on the adjacent or surrounding support structures is too large after the corresponding fixed order and fixed time, resulting in the deformation of the support structure exceeding the expected value; and whether the pressure distribution on the side of the support structure will affect the deformation of some support structures, ultimately leading to the problem of instability of the support structure.

[0062] As Figure 2 shown, the implementation method of the support identification module is as follows: according to the fixed time and fixed order of the support structure, the displacement and support deformation on the relative deformation area are combined into a data processing set. The data processing set collects the data at some positions on the support structure, that is, the data of a specific relative deformation area, and combines these data into a data processing set for a specific relative deformation area.

[0063] Obtain the pressure distribution set of the support joint points around the data processing set, and perform correlation modeling by combining the pressure distribution set and the data processing set, and establish the pressure-displacement relationship and deformation-pressure relationship in sequence.

[0064] Based on the pressure-displacement relationship, determine the distribution relationship between the displacement of the support joint point and the side pressure. After performing least squares fitting on the displacement using historical data, use autoregressive integrated moving average to obtain the predicted displacement, and output the predicted displacement as the change trend of the displacement.

[0065] Based on the deformation-pressure relationship, determine the proportional relationship between the current support deformation and the change in side pressure when the side pressure changes, and predict the support deformation after the change in side pressure, and use the predicted support deformation as the change trend of the output support deformation.

[0066] The pressure-displacement relationship can be expressed in the following way. Establish the side pressure and the displacement mathematical relationship.

[0067] Assume that the support structure is within the elastic deformation range, and the side pressure and displacement are linearly related. As an extension of Hooke's law, the displacement can be expressed as: ; where denotes the pressure-displacement coefficient (related to the stiffness and geometric dimensions of the support material), and its general value range is 0.1 - 1.0 mm / kPa; denotes the time-related creep coefficient, and its general value range is 0.01 - 0.1 mm / day; denotes the time point; denotes the noise term (environmental disturbance, measurement error).

[0068] After that, the least squares fitting is performed on this displacement amount. The purpose of the fitting is to reduce the error term generated by it. Regarding this calculation formula, it is the displacement amount minus the sum of the first two parts of the above formula, and then the average value of the historical data is obtained to reduce the influence of the subsequent noise term on the calculation.

[0069] Use autoregressive integrated moving average to analyze the displacement amount. ; among them, denotes the displacement amount at time point t + 1, denotes the constant term, denotes the autoregressive order, ; denotes the moving average order, ; denotes the autoregressive coefficient when the autoregressive order is i, denotes the displacement amount at time point t - i + 1; denotes the moving average coefficient when the moving average order is j, denotes the noise term at time point t - j + 1, denotes the noise term at time point t. At this time, it is to predict the displacement amount that can be generated at the support joint of the support structure when the time point is t + 1, and use these predicted values as the output change trend. At this time, according to the difference between the predicted displacement value and the actual measured value, that is, the difference between the currently collected real-time data, a certain adjustment will be made to the pressure-displacement coefficient. For example, the original pressure-displacement coefficient is added with the product of the model learning rate and the difference between the predicted displacement value and the actual measured value for adjustment, so that the subsequent displacement prediction for the support structure can be more accurate. At this time, the set learning rate will be set to 0.01 for use.

[0070] Meanwhile, the proportional relationship between the support deformation and the change in side pressure can be explained as follows. When calculating the support deformation, this value is mainly related to the strain or curvature of the tunnel in the corresponding scenario. Assume that the support structure is a beam-like structure. At this time, the curvature can be obtained based on the result of dividing the support beam moment by the elastic modulus and the cross-sectional moment of inertia. The elastic modulus and the cross-sectional moment of inertia take fixed values in the scenario of the support structure supporting the tunnel, and the support beam moment is obtained by multiplying the pressure by the beam length and dividing by 12. Then, the value represented by the support deformation is positively correlated with the side pressure. The implementation method of the proportional relationship between the support deformation and the change in side pressure is expressed as follows: calculate the Pearson correlation coefficient between the support deformation and the side pressure, use the currently calculated Pearson correlation coefficient and the side pressure as independent variables, use the support deformation as the dependent variable, and analyze it using the autoregressive integrated moving average model. The support deformation output by the autoregressive integrated moving average is used as the predicted support deformation.

[0071] The calculation process at this time is the same as that of the displacement. However, when calculating, the Pearson correlation coefficient is used to represent the support deformation and the side pressure. At the same time, when performing autoregressive analysis using the measured side pressure, when the number of side pressure values corresponding to the support deformation is too large, the average value of the Pearson correlation coefficient between the support deformation and the side pressure at this time point is used as the value for regression calculation at this time. The same applies to the side pressure, and the average value of the side pressure is used for subsequent calculations to obtain the corresponding values of the displacement and the support deformation under the changing trend.

[0072] As shown in Table 1, the sources and corresponding example data during the calculation of the support recognition module can be as follows.

[0073] Table 1 Support Example Table

[0074]

[0075] Table 1 shows the relevant predicted values of the displacement and support deformation existing on the current support structure after identifying the pressure on the surrounding support joints under the existing pressure distribution and the relevant positions where the support joints are located. This part is mainly to reduce the situation where some support structures have excessive displacement and deformation during continuous construction, resulting in unstable and unsafe tunnel support.

[0076] In one embodiment of the present invention, in the cross-section generation module, mainly according to the change trends of the displacement amount and the support deformation amount, the predicted values of the displacement amount and the support deformation amount are converted in the form of vectors, and multiple displacement vectors and deformation vectors are divided according to different force-bearing cross-sections. These two types of vectors represent the directions and values of the changes in the displacement amount and the support deformation amount. At the same time, according to the distributions of these two types of vectors on the force-bearing cross-section, vector analysis coefficients are set.

[0077] When generating the force-bearing cross-section, it will be divided into multiple symmetric cross-sections by tunneling, such as cutting out multiple symmetric screens along the tunnel axis direction, or cutting according to a plane perpendicular to the tunnel axis, and marking the values on the change trends of the displacement amount and the support deformation amount of the support structure at this time on the force-bearing cross-section, and converting the marked values into vector form to represent the displacement vector and the deformation vector.

[0078] As Figure 3 shown, the implementation method of the cross-section generation module includes: obtaining the geometric shape and force-bearing characteristics of the current target tunnel, and combining the displacement amount and the support deformation amount of the current support structure to determine the division method of the target tunnel. The geometric shape of the target tunnel represents circular, horseshoe-shaped, oval, etc.; the force-bearing characteristics will represent the deformation and force-bearing state under external forces such as stratum pressure, groundwater pressure, construction load, etc. The force-bearing state of the tunnel is affected by various factors, including geological conditions, tunnel shape, support structure type, etc.; to divide the current target tunnel into multiple target tunnels with different contents, for example, mainly based on the force-bearing of the support structure, as much as possible of the force-bearing of the support structure in the target tunnel is shown in the currently divided force-bearing cross-section to show the force-bearing characteristics of the current target tunnel under specific analysis conditions.

[0079] Based on the division method of the target tunnel, the displacement amount and the support deformation amount of the current support structure are converted into displacement vectors and deformation vectors, and the mapping relationship between the displacement vectors and deformation vectors and the force-bearing cross-section is determined. This part is to mutually mark the force-bearing cross-section with the displacement vectors and deformation vectors to determine the displacement vectors and deformation vectors existing on each force-bearing cross-section.

[0080] Calculate the displacement vector sum and deformation vector on each stress-bearing section in sequence, obtain the displacement consistency coefficient of the displacement vector and the deformation coupling degree of the deformation vector in the same direction, and use the co-occurrence probability of the displacement consistency coefficient and the deformation vector as the output vector analysis coefficient. For the calculation of the displacement consistency coefficient, it can be represented by the sum of the squares of the differences of the displacement values corresponding to the displacement vectors in the same direction to determine the representation content of the displacement consistency coefficient. The deformation coupling degree is to calculate the Pearson correlation coefficient between the support deformation amounts corresponding to the deformation vectors in the same direction. For example, calculate the Pearson correlation coefficient according to the support deformation amounts on both sides of the center point of the stress-bearing section, and finally obtain the average value of the Pearson correlation coefficients calculated from the support deformation amounts on both sides of the center point of a stress-bearing section, and use this value as the deformation coupling degree used. After the displacement consistency coefficient and the deformation coupling degree, identify the corresponding values on multiple stress-bearing sections, and compare these values with the corresponding values obtained from the historical data to determine the co-occurrence probability of the currently obtained displacement consistency coefficient and deformation coupling degree in the historical data.

[0081] When determining the division method of the target tunnel, in order to make the division method closer to the distribution of the displacement and support deformation amounts on different sections, the implementation content of the division method of the target tunnel includes: based on the change trends of the displacement amount and support deformation amount of the current support structure, set the boundary description conditions of the current support structure, and according to the distribution positions of the boundary description conditions in the target tunnel, perform equivalent transformation on the positions where the change trends of the displacement amount and support deformation amount are located to obtain multiple description factors corresponding to the boundary description conditions, cluster the description factors, and set the section where the largest cluster center is located after clustering as the stress-bearing section of the target tunnel to obtain the division method of the target tunnel.

[0082] The boundary description conditions refer to a set of characteristics or rules used to define or describe the change trends of the displacement amount and support deformation amount of the current support structure. These conditions are usually based on the actual observation data in tunnel engineering, such as the magnitude, direction, rate of the displacement amount, and the deformation mode of the support structure, etc. The boundary description conditions help engineers identify the state changes of the support structure at different positions, so as to be able to divide the tunnel more accurately. For example, the boundary description conditions may include: "the displacement amount of the support structure exceeds a certain threshold", "the deformation rate of the support structure suddenly increases", or "the support structure has a significant displacement in a certain direction", etc.

[0083] The description factors are specific numerical values or characteristics extracted from the change trends of the displacement amount and support deformation amount based on the boundary description conditions, and they are used to quantify the state of the support structure at different positions. The description factors can be the direct measurement values of parameters such as the displacement amount, deformation rate, and deformation direction, or some combination or transformation results of these parameters.

[0084] During the division process of the target tunnel, the description factors are used to equivalently transform the state of the support structure, that is, to simplify the complex displacement and deformation trends into a series of numerical values or characteristics that can be compared and classified.

[0085] For example, a boundary description condition is set as "the displacement of the support structure exceeds 15 mm". This means that any position with a displacement exceeding 15 mm will be regarded as a key description point.

[0086] Extract the description factors: Along the tunnel length, measure the displacement of the support structure at each cross-section. Assume that at cross-section A, the displacement is 12 mm; at cross-section B, the displacement is 20 mm; at cross-section C, the displacement is 21 mm. According to the set boundary description condition, cross-section B and cross-section C will be regarded as key description points, and their displacements (20 mm and 21 mm) will be used as description factors. Then, cluster these description factors to find a cross-section that can best display these description factors and conform to the geometric structure of the current target tunnel as the stress cross-section for subsequent division.

[0087] In an embodiment of the present invention, the safety matching module is mainly used to identify the stress disturbance positions existing after vector analysis, trend analysis, and relative deformation analysis according to the vector analysis coefficient, and perform matching according to this position to obtain the evaluation result of the problems occurring in the current support structure.

[0088] The stress disturbance positions are described according to the positions corresponding to the vector analysis coefficient. Generally, these positions express the relevant deformation and displacement conditions that the support structure can have at this position after vector analysis. After using vector analysis, the positions with inconsistent displacement and deformation amounts are described. These inconsistent positions may indicate the insufficient strength of some support structures in the current tunnel after relative deformation region identification, change trend processing, and vector analysis, or due to geological condition differences, there are stress difference positions of the same support structure during tunnel support. These identified stress disturbance positions may be the positions with poor geological conditions in the support structure and need to be focused on; or the stress disturbance positions have certain errors and deviations during the construction process, such as inaccurate installation positions of the support structure, insufficient grouting pressure, etc., resulting in different stress states and deformation conditions at this position from other positions; finally, based on this different position, find out the deficiencies in the current tunnel construction, and ultimately achieve the purpose of ensuring the safety and stability of the tunnel project.

[0089] The implementation method of the force disturbance position in the safety matching module includes: successively superimposing each force-bearing section according to the value of the obtained vector analysis coefficient, weighting the values of the vector analysis coefficients on multiple force-bearing sections in the way of layer superposition, and obtaining the force-bearing section with the largest value of the vector analysis coefficient after superposition. The position corresponding to the maximum value of the vector analysis coefficient on the force-bearing section is regarded as the force disturbance position.

[0090] The implementation method of performing safety matching calculation on the force disturbance position is to use the maximum displacement at the force disturbance position for matching calculation, determine the safety matching coefficient, and output the data corresponding to the safety matching coefficient as the safety matching result.

[0091] The safety matching coefficient represents the ratio of the maximum displacement at the force disturbance position to the maximum allowable displacement in the historical data; then this safety matching coefficient is used to indicate whether there is a large displacement in some support structures in the target tunnel at this time.

[0092] The implementation process of this scheme can be illustrated by the following example. For example, the displacement data on each force-bearing section are obtained through sensors, and the vector analysis coefficient of each section is calculated.

[0093] Suppose there are three force-bearing sections A, B, and C, and the vector analysis coefficients obtained after superposition and weighting are 0.5, 0.8, and 0.6 respectively.

[0094] The vector analysis coefficient of section B is the largest, so section B is regarded as the main force-bearing section.

[0095] On section B, find the point P with the largest vector analysis coefficient, and the position of this point is the force disturbance position.

[0096] Suppose the maximum displacement of point P is 10 cm.

[0097] In the historical data, the maximum allowable displacement of the support structure of this tunnel is 15 cm.

[0098] Calculate the safety matching coefficient: 10 cm / 15 cm = 0.67.

[0099] Output the safety matching coefficient of 0.67, indicating that the safety of the current tunnel support structure is good because the maximum displacement has not reached the maximum allowable displacement. The finally obtained safety matching coefficient will be part of the output safety analysis result. At the same time, the safety analysis result will also be accompanied by the displacement amount and support deformation amount being processed at this time when output, and these data will be output to the external terminal for the convenience of engineering personnel to view the tunnel support data during subsequent construction.

[0100] Although the embodiments of the present invention have been shown and described above, it can be understood that the above embodiments are exemplary and should not be construed as limiting the present invention. Those of ordinary skill in the art can make changes, modifications, substitutions, and variations to the above embodiments within the scope of the present invention, and still be covered by the protection scope of the present invention.

Claims

1. A tunnel deformation support control safety monitoring and early warning system, characterized in that: include: The data acquisition module identifies the stress field and support joint points of the target tunnel according to the relative direction and relative deflection of the target tunnel, and obtains the displacement and support deformation of each support joint point under the relative direction and relative deflection; The deformation classification module identifies the deformation type of each support joint point according to the displacement and support deformation of each support joint point, and divides the relative deformation area of ​​each support joint point in the internal direction according to the deformation value and deformation rate under the corresponding deformation type; The support identification module identifies the side pressure distribution of the surrounding support joint points according to the fixed time and fixed order of the support structure in the relative deformation area, and predicts the displacement and deformation trend of the current support structure; The section generation module generates multiple stress sections corresponding to the target tunnel according to the displacement and deformation trend of the current support structure, and sets the vector analysis coefficient according to the displacement vector and deformation vector on the stress section; The implementation of the cross-section generation module includes: Obtain the geometric shape and stress characteristics of the current target tunnel, and determine the division method of the target tunnel in combination with the displacement and support deformation of the current support structure; Based on the division method of the target tunnel, the displacement and deformation of the current support structure are converted into displacement vectors and deformation vectors, and the mapping relationship between the displacement vectors and deformation vectors and the stress section is determined; The displacement vectors and deformation vectors on each force-bearing section are calculated in sequence to obtain the displacement consistency coefficient of the displacement vector and the deformation coupling degree of the deformation vector in the same direction, and the co-occurrence probability of the displacement consistency coefficient and the deformation vector is used as the output vector analysis coefficient; The safety matching module sequentially superimposes multiple stress-bearing sections according to the values ​​of the obtained vector analysis coefficients, weights the values ​​of the vector analysis coefficients on the multiple stress-bearing sections in a layer-by-layer superposition manner, obtains the stress-bearing section with the largest vector analysis coefficient value after superposition, and regards the position corresponding to the maximum value of the vector analysis coefficient on the stress-bearing section as the stress disturbance position; performs matching calculation using the maximum displacement at the stress disturbance position to determine the safety matching coefficient, and outputs the data corresponding to the safety matching coefficient as the safety matching result; Relative direction refers to the force acting in the direction perpendicular to the axis of the tunnel, indicating the force conditions within the tunnel cross section; relative deflection refers to the force acting along the axis of the tunnel, indicating the tensile or compressive force conditions of the tunnel in the axial direction.

2. A tunnel deformation support control safety monitoring and early warning system according to claim 1, characterized in that: When the data acquisition module obtains the displacement of each support joint point in the relative direction and relative deviation, it also includes the following implementation methods: Obtain the coordinate value of the support joint point in the target tunnel, and obtain the first displacement change information of the support joint point according to the relative upward displacement value of the support joint point; According to the displacement value of the support joint point in the relative deflection direction, second displacement change information of the support joint point is obtained; According to the distance values ​​between the support joint points after displacement, the third displacement change information of the support joint points is obtained.

3. A tunnel deformation support control safety monitoring and early warning system according to claim 1, characterized in that: The implementation methods of identifying the deformation type of each support joint in the deformation classification module include: Collect the time series data of displacement and support deformation of each support joint point to form a deformation time series; Extract features from the deformation time series to obtain the deformation features corresponding to each support joint point; According to the deformation characteristics of each support joint point, the deformation rate of each support joint point in relative direction and relative deviation direction is identified; According to the values ​​and methods of the deformation characteristics of each support joint point in relative and relative deflection directions, set the preliminary deformation type; The preliminary deformation type is combined with the deformation rate to further determine the deformation type, and the determined deformation type is output.

4. A tunnel deformation support control safety monitoring and early warning system according to claim 3, characterized in that: The implementation of preliminary deformation type combined with deformation rate also includes: Obtain the displacement trend slope related to the displacement amount and the trend peak frequency related to the support deformation amount in the deformation time series; match the displacement trend slope and trend peak frequency with the historical data, and take the deformation type corresponding to the maximum matching degree as the deformation type of the corresponding support joint point.

5. A tunnel deformation support control safety monitoring and early warning system according to claim 1, characterized in that: The implementation method for dividing the relative deformation area of ​​the support joint point in the internal direction in the deformation classification module is as follows: According to the deformation value of each deformation type, a deformation value distribution interval is determined, and the distribution of deformation areas corresponding to the deformation value distribution interval is determined in turn; Each deformation region is combined with the deformation rate to determine the rate mutation interval of each deformation region at adjacent positions, and the relative deformation region is set according to the direction of each rate mutation interval, and the data of the relative deformation region with an internal orientation is output.

6. A tunnel deformation support control safety monitoring and early warning system according to claim 1, characterized in that: The implementation of the support identification module is as follows: According to the fixed time and fixed sequence of the support structure, the displacement and support deformation in the relative deformation area are combined into a data processing set; Obtain the pressure distribution set of the data processing set at the surrounding support joint points, combine the pressure distribution set and the data processing set to perform correlation modeling, and establish the pressure-displacement relationship and the deformation-pressure relationship in turn; Based on the pressure-displacement relationship, the distribution relationship between the displacement of the support joint and the side pressure is determined. After the displacement is fitted by the least square method through historical data, the predicted displacement is obtained by using the autoregressive integral sliding average, and the predicted displacement is output as the displacement change trend. Based on the deformation-pressure relationship, the proportional relationship between the current support deformation and the side pressure change is determined when the side pressure changes, and the support deformation after the side pressure changes is predicted, and the predicted support deformation is used as the output support deformation change trend.

7. A tunnel deformation support control safety monitoring and early warning system according to claim 1, characterized in that: The implementation content of the division method of the target tunnel includes: based on the changing trend of the displacement and support deformation of the current support structure, the boundary description condition of the current support structure is set, and according to the distribution position of the boundary description condition in the target tunnel, the position where the changing trend of the displacement and support deformation is located is equivalently transformed to obtain multiple description factors corresponding to the boundary description condition, the description factors are clustered, and the section where the maximum cluster center is located after clustering is set as the force section of the target tunnel to obtain the division method of the target tunnel.

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