Underground cavern monitoring and early warning method and system based on multi-point displacement meter monitoring data

Abstract

The application relates to the technical field of underground engineering safety monitoring, and provides an underground cavern monitoring and early warning method and system based on multi-point displacement meter monitoring data, which comprises the following steps: acquiring real-time monitoring data of the multi-point displacement meter and calculating real-time incremental displacement; independently performing incremental displacement inversion and multi-index criticality determination processes based on a surrounding rock-lining-anchorage coupling calculation model for each multi-point displacement meter; establishing a special incremental deformation control standard for each multi-point displacement meter; and directly comparing the real-time incremental displacement with the incremental deformation control standard to trigger and output early warning information. Through the technical path of independent inversion one by one, multi-index mechanical criticality determination and comparison with the same reference increment, the method realizes differentiated and accurate early warning of each monitoring section and each displacement meter embedding position of the underground cavern, significantly improves the accuracy and reliability of early warning, and improves the early warning effect of underground cavern monitoring and early warning.

Description

Technical Field

[0001] This application relates to the field of underground engineering safety monitoring technology, specifically to a method and system for monitoring and early warning of underground caverns based on multi-point displacement gauge monitoring data. Background Technology

[0002] During the excavation and support of large underground caverns, the surrounding rock is susceptible to deformation, expansion of the plastic zone, increase in anchor stress, and stress concentration in the concrete lining due to factors such as excavation unloading, redistribution of ground stress, mutual disturbance between cavern groups, and constraints of the support structure. Especially in large-span caverns with high sidewalls, such as underground powerhouses, the arch, arch abutment, upstream and downstream sidewalls, and cavern intersections are usually key areas for safety monitoring.

[0003] Multi-point displacement gauges are commonly used equipment in monitoring the deformation of surrounding rock in underground caverns. They can monitor deformation changes at different depths within the surrounding rock. By analyzing the monitoring data from multi-point displacement gauges, the deformation development pattern of the surrounding rock from the free surface to the depths can be understood, providing a basis for the safety assessment of underground caverns and the adjustment of support measures.

[0004] Currently, monitoring and early warning methods for underground caverns typically use fixed or empirical thresholds to judge displacement monitoring data. While these methods are easy to implement, they fail to fully consider the influence of different monitoring sections, displacement gauge locations, and measuring point depths on the deformation patterns of the surrounding rock. In large underground cavern complexes, the surrounding rock conditions, support status, and disturbance levels of adjacent caverns vary across monitoring sections, making it easy to cause false alarms or missed alarms when using uniform control standards.

[0005] It is evident that the underground cavern monitoring and early warning schemes in the relevant technologies suffer from poor early warning effectiveness. Summary of the Invention

[0006] This application aims to address the problem of poor early warning effect in underground cavern monitoring and early warning schemes in related technologies, and provides an underground cavern monitoring and early warning method and system based on multi-point displacement gauge monitoring data.

[0007] To solve the above problems, this application is implemented as follows:

[0008] Firstly, this application provides a method for monitoring and early warning of underground caverns based on multi-point displacement gauge monitoring data, including: Acquire real-time monitoring data from multi-point displacement gauges at each monitoring section of the underground cavern, and calculate the real-time incremental displacement of each multi-point displacement gauge relative to the reference time at the current moment; For each of the multi-point displacement gauges, an incremental deformation control standard determination process is performed to obtain an incremental deformation control standard specific to each of the multi-point displacement gauges. The real-time incremental displacement of each of the multi-point displacement gauges is compared with the corresponding incremental deformation control standard; When any of the real-time incremental displacements reaches or exceeds the corresponding incremental deformation control standard, an early warning message is output. The process for determining the incremental deformation control criteria includes: A coupled calculation model of surrounding rock, lining, and anchor bolts is established for the monitoring section where the multi-point displacement gauge is located. The calculation model is used to calculate the stability evaluation index of the surrounding rock and support structure after displacement is applied. From the multiple measuring points of the multi-point displacement gauge, the shallow buried measuring point closest to the free surface of the underground cavern is selected as the control measuring point; At the surrounding rock nodes near the location where the multi-point displacement gauge is buried, corresponding to the control measuring point, incremental displacement is applied step by step in the direction from the multi-point displacement gauge to the open surface of the underground cavern, and multiple stability evaluation indicators of the surrounding rock and support structure under each incremental displacement are calculated based on the calculation model. When any of the multiple stability evaluation indicators reaches or exceeds the corresponding allowable limit, the currently applied incremental displacement is determined as the critical incremental displacement of the multi-point displacement meter at the monitoring section. The incremental deformation control standard of the multi-point displacement gauge is calculated based on the critical incremental displacement and the preset safety factor.

[0009] Secondly, this application provides an underground cavern monitoring and early warning system based on multi-point displacement gauge monitoring data, comprising: The calculation module is used to acquire real-time monitoring data of multi-point displacement gauges at each monitoring section of the underground cavern, and to calculate the real-time incremental displacement of each multi-point displacement gauge relative to the reference time at the current time. The standard determination module is used to perform an incremental deformation control standard determination process for each of the multi-point displacement gauges to obtain an incremental deformation control standard specific to each of the multi-point displacement gauges. The comparison module is used to compare the real-time incremental displacement of each of the multi-point displacement gauges with the corresponding incremental deformation control standard; The output module is used to output early warning information when any of the real-time incremental displacements reaches or exceeds the corresponding incremental deformation control standard; The process for determining the incremental deformation control criteria includes: A coupled calculation model of surrounding rock, lining, and anchor bolts is established for the monitoring section where the multi-point displacement gauge is located. The calculation model is used to calculate the stability evaluation index of the surrounding rock and support structure after displacement is applied. From the multiple measuring points of the multi-point displacement gauge, the shallow buried measuring point closest to the free surface of the underground cavern is selected as the control measuring point; At the surrounding rock nodes near the location where the multi-point displacement gauge is buried, corresponding to the control measuring point, incremental displacement is applied step by step in the direction from the multi-point displacement gauge to the open surface of the underground cavern, and multiple stability evaluation indicators of the surrounding rock and support structure under each incremental displacement are calculated based on the calculation model. When any of the multiple stability evaluation indicators reaches or exceeds the corresponding allowable limit, the currently applied incremental displacement is determined as the critical incremental displacement of the multi-point displacement meter at the monitoring section. The incremental deformation control standard of the multi-point displacement gauge is calculated based on the critical incremental displacement and the preset safety factor.

[0010] Thirdly, this application provides a terminal device including a processor and a memory, wherein the memory stores a program or instructions executable on the processor, and the program or instructions, when executed by the processor, implement the steps of the method described in the first aspect.

[0011] Fourthly, this application provides a readable storage medium on which a program or instructions are stored, which, when executed by a processor, implement the steps of the method described in the first aspect.

[0012] Fifthly, this application provides a chip including a processor and a communication interface, the communication interface being coupled to the processor, the processor being used to run programs or instructions to implement the steps of the method described in the first aspect.

[0013] In a sixth aspect, this application provides a computer program product stored in a storage medium, the program product being executed by at least one processor to implement the steps of the method described in the first aspect.

[0014] Compared with existing technologies, this application has the following advantages: By acquiring real-time monitoring data from multiple displacement gauges and calculating real-time incremental displacement, an incremental displacement inversion and multi-index critical judgment process based on a coupled calculation model of surrounding rock-lining-anchor bolts is independently executed for each multi-point displacement gauge. A unique incremental deformation control standard is established for each multi-point displacement gauge, and the real-time incremental displacement is directly compared with this incremental deformation control standard to trigger and output early warning information. This technical approach, through independent inversion, multi-index mechanical critical judgment, and comparison with the same baseline incremental displacement, achieves differentiated and precise early warning for each monitoring section and displacement gauge installation location in the underground cavern, significantly improving the accuracy and reliability of early warning and enhancing the early warning effect of underground cavern monitoring. Attached Figure Description

[0015] To more clearly illustrate the technical solutions in this application or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0016] Figure 1 This is a flowchart illustrating an embodiment of an underground cavern monitoring and early warning method based on multi-point displacement gauge monitoring data provided in this application. Figure 2 This is a schematic diagram illustrating the determination of critical incremental displacement according to an embodiment of this application; Figure 3 This is a schematic diagram of the monitoring section of an underground cavern and the arrangement of multiple displacement gauges provided in an embodiment of this application; Figure 4 This is a schematic diagram of the selection of control measuring points for a multi-point displacement gauge in an underground cavern, provided in one embodiment of this application. Figure 5 This is a schematic diagram of applying incremental displacement using the control variable method according to an embodiment of this application; Figure 6 This is a schematic diagram of applying incremental displacement along the direction of the multi-point displacement meter pointing to the free surface, provided in one embodiment of this application; Figure 7 This is a schematic diagram of the structure of an underground cavern monitoring and early warning system based on multi-point displacement gauge monitoring data provided in one embodiment of this application; Figure 8 This is a schematic diagram of the structure of a terminal device provided in an embodiment of this application. Detailed Implementation

[0017] The technical solutions of this application will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this application. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0018] The terms "first," "second," etc., used in this application are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence. Furthermore, the terms "comprising" and "having," and any variations thereof, are intended to cover non-exclusive inclusion. For example, a process, method, system, product, or apparatus that includes a series of steps or units is not necessarily limited to those steps or units explicitly listed, but may include other steps or units not explicitly listed or inherent to these processes, methods, products, or apparatuses. Additionally, the use of "and / or" in this application indicates at least one of the connected objects, such as A and / or B and / or C, representing seven possibilities: including A alone, B alone, C alone, and the presence of both A and B, both B and C, both A and C, and the presence of A, B, and C.

[0019] In this application, the terms "exemplary" or "for example" are used to indicate that something is an example, illustration, or description. Any embodiment or design described as "exemplary" or "for example" in this application should not be construed as being more preferred or advantageous than other embodiments or designs. Rather, the use of the terms "exemplary" or "for example" is intended to present the relevant concepts in a specific manner.

[0020] The following describes the underground cavern monitoring and early warning method based on multi-point displacement gauge monitoring data provided in this application.

[0021] See Figure 1 , Figure 1 This is a flowchart illustrating an embodiment of an underground cavern monitoring and early warning method based on multi-point displacement gauge monitoring data provided in this application. Figure 1 The underground cavern monitoring and early warning method based on multi-point displacement gauge monitoring data shown can be executed by terminal devices such as mobile phones and computers.

[0022] like Figure 1 As shown, the underground cavern monitoring and early warning method based on multi-point displacement gauge monitoring data provided in this application may include the following steps: Step 101: Obtain real-time monitoring data from the multi-point displacement gauges at each monitoring section of the underground cavern, and calculate the real-time incremental displacement of each multi-point displacement gauge relative to the reference time at the current time.

[0023] In this embodiment, the underground cavern can be an underground powerhouse, a group of underground caverns for a pumped storage power station, a deep-buried tunnel, an underground storage facility, a mine tunnel, etc.

[0024] In some embodiments, the real-time incremental displacement can be calculated as follows:

[0025] In the formula, For real-time incremental displacement, For a moment The on-site displacement vector, Let be the on-site displacement vector at the reference time. This is the unit direction vector of the multi-point displacement gauge pointing towards the free surface of the underground cavern.

[0026] In some embodiments, reference time This can be understood as the starting point of continuous monitoring after the excavation and support of the monitoring section where the multi-point displacement gauge is located is completed.

[0027] Step 102: For each of the multi-point displacement gauges, perform the incremental deformation control standard determination process to obtain the incremental deformation control standard specific to each of the multi-point displacement gauges.

[0028] The process for determining the incremental deformation control criteria includes: A coupled calculation model of surrounding rock, lining, and anchor bolts is established for the monitoring section where the multi-point displacement gauge is located. The calculation model is used to calculate the stability evaluation index of the surrounding rock and support structure after displacement is applied. From the multiple measuring points of the multi-point displacement gauge, the shallow buried measuring point closest to the free surface of the underground cavern is selected as the control measuring point; At the surrounding rock nodes near the location where the multi-point displacement gauge is buried, corresponding to the control measuring point, incremental displacement is applied step by step in the direction from the multi-point displacement gauge to the open surface of the underground cavern, and multiple stability evaluation indicators of the surrounding rock and support structure under each incremental displacement are calculated based on the calculation model. When any of the multiple stability evaluation indicators reaches or exceeds the corresponding allowable limit, the currently applied incremental displacement is determined as the critical incremental displacement of the multi-point displacement meter at the monitoring section. The incremental deformation control standard of the multi-point displacement gauge is calculated based on the critical incremental displacement and the preset safety factor.

[0029] In this embodiment, a coupled calculation model of surrounding rock-lining-anchor bolt is established, and shallow buried measuring points near the free face are selected as control measuring points. Incremental displacements are applied step by step along the direction of the displacement gauge pointing to the free face at the surrounding rock node corresponding to the control measuring point to simulate the rapid local deformation process of the surrounding rock corresponding to the rapid increase of field monitoring data. After each incremental displacement, multiple stability evaluation indicators of the surrounding rock and support structure are calculated. When any indicator reaches the allowable limit, it is determined that the deformation has reached the limit that the surrounding rock-support system can withstand, and the current displacement value is taken as the critical incremental displacement. Then, the incremental deformation control standard is used after the safety factor is reduced. This overcomes the defect of traditional empirical thresholds lacking mechanical mechanism support.

[0030] In some embodiments, a surrounding rock node refers to the vertex of a finite element mesh element formed in the surrounding rock region after numerical discretization of the monitoring section based on the surrounding rock-lining-anchor coupling calculation model. A surrounding rock node can be understood as a virtual spatial point in the numerical model, and its displacement is obtained through finite element calculation. The control points of the multi-point displacement gauge are embedded inside the surrounding rock, and the displacements measured reflect the deformation state of the surrounding rock at that location; in the numerical model, the spatial location of this control point corresponds to one or more surrounding rock nodes.

[0031] In some embodiments, in order to establish equivalent mechanical boundary conditions between numerical inversion and field monitoring, this application takes the nearest surrounding rock node at the location of the control measuring point as the displacement application object, and assumes that the projection component of the displacement vector of the node in the direction pointing to the free surface along the multi-point displacement meter has a consistent physical reference with the component of the surrounding rock displacement monitored by the control measuring point in the same direction.

[0032] In some embodiments, the stability evaluation indicators include the maximum principal tensile stress of the surrounding rock, the maximum principal compressive stress of the surrounding rock, the depth of the plastic zone development of the surrounding rock, the maximum tensile stress of the anchor bolt, and the maximum principal compressive stress of the concrete lining; the allowable limits include the tensile strength of the surrounding rock, the compressive strength of the surrounding rock, the anchorage zone range of the anchor bolt, the yield strength of the anchor bolt, and the compressive strength of the concrete lining.

[0033] In this embodiment, by simultaneously monitoring five types of indicators—surrounding rock tensile stress, surrounding rock compressive stress, plastic zone, anchor bolts, and lining—the overall stability of the surrounding rock-support structure system can be comprehensively reflected, avoiding misjudgment based on a single indicator, thereby accurately identifying the main controlling factors leading to surrounding rock instability.

[0034] In some embodiments, the control measuring points are determined according to the following formula:

[0035] In the formula, Indicates the monitoring section number, Indicates the location number of the displacement gauge installation. Indicates the measurement point number of the multi-point displacement gauge. Indicates the first The monitoring section, the first The displacement gauge in the first The distance from each measuring point to the open surface of the underground cavern. Represents the set of optional measurement points. These are the selected control measurement points.

[0036] In this embodiment, by selecting the measuring point closest to the free face as the control measuring point, the control standard corresponds to the location most sensitive to local deformation of the surrounding rock. This avoids the deep measuring points from being affected by disturbances from adjacent caverns or overall displacement of the deep rock mass, thus masking the true deformation state of the shallow surrounding rock and improving the correlation between the control standard and the local stability of the surrounding rock.

[0037] In some embodiments, in the step of applying incremental displacement step by step along the direction of the multi-point displacement gauge pointing to the open surface of the underground cavern, the incremental displacement is applied using the controlled variable method, and each time only an incremental displacement is applied near the location of one multi-point displacement gauge, and no incremental displacement is applied to the other locations of the multi-point displacement gauge.

[0038] In this embodiment, the controlled variable method is adopted, and incremental displacement is applied only near the location of a multi-point displacement gauge at each time. This can eliminate the interference of deformation of other multi-point displacement gauge locations on the current evaluation section, accurately identify the independent influence of single local deformation on the stability of the surrounding rock and support structure, and avoid the coupling effect caused by simultaneous deformation of multiple parts from obscuring the true critical state of each part.

[0039] In some embodiments, the incremental displacement is adjusted step by step according to a preset step size, preferably 0.5 mm.

[0040] In some embodiments, during the process of applying incremental displacement using the controlled variable method, the first The incremental displacement is determined according to the following formula:

[0041] In the formula, This refers to the displacement vectors of the surrounding rock nodes near the multi-point displacement gauge locations before the incremental displacement is applied. For the first The displacement vector of this node under the incremental displacement condition. The unit direction vector of the multi-point displacement gauge pointing towards the free surface of the underground cavern. The incremental displacement is obtained by projecting along the direction of the multi-point displacement gauge.

[0042] In this embodiment, by projecting the spatial displacement vector of the surrounding rock node along the direction of the multi-point displacement meter pointing to the free face, the incremental displacement applied in the numerical simulation is kept consistent with the actual reading method of the multi-point displacement meter on site, ensuring that the critical incremental displacement obtained by inversion has the same physical benchmark and comparability with the field monitoring data.

[0043] In some embodiments, the underground cavern includes multiple monitoring sections, each with different surrounding rock conditions and support status. For each monitoring section, an independent incremental deformation control standard determination process is performed at each multi-point displacement gauge installation location to obtain the critical incremental displacement and incremental deformation control standards for each monitoring section at each multi-point displacement gauge installation location. This setup ensures that the early warning standards for each monitoring section are independent and do not interfere with each other, enabling a refined and differentiated assessment of the surrounding rock stability at various locations within the underground cavern.

[0044] In some embodiments, before determining the currently applied incremental displacement as the critical incremental displacement of the multi-point displacement meter at the monitoring section when any of the plurality of stability evaluation indicators reaches or exceeds the corresponding allowable limit, the plurality of stability evaluation indicators can be compared with their respective allowable limits to determine whether there are any stability evaluation indicators that reach or exceed the corresponding allowable limits. Among them, a multi-index normalized utilization coefficient can be constructed. This method compares multiple stability evaluation indicators with their respective allowable limits, and uses the multi-indicator normalization coefficient. The expression is as follows:

[0045] In the formula, The maximum principal tensile stress in the surrounding rock. The maximum principal compressive stress of the surrounding rock. For the development depth of the plastic zone of the surrounding rock, The maximum tensile stress of the anchor bolt. The maximum principal compressive stress in the concrete lining. and These are the tensile strength and compressive strength of the surrounding rock, respectively. The anchorage zone of the anchor bolt. The anchor bolt yield strength, This refers to the compressive strength of the concrete lining.

[0046] like Figure 2 The diagram shown illustrates the determination of the critical incremental displacement, when the comprehensive utilization coefficient... When the value first reaches or exceeds 1, the incremental displacement at this point is determined as the critical displacement. That is, when When the corresponding monitoring section and the corresponding multi-point displacement gauge position reach a critical state, the critical incremental displacement is determined according to the following formula:

[0047] In the formula, For the first The monitoring section, the first The critical incremental displacement corresponding to each displacement gauge position.

[0048] In some embodiments, the incremental deformation control standard is calculated according to the following formula:

[0049] In the formula, As an incremental deformation control standard, This is the critical incremental displacement. The safety factor; the safety factor The value ranges from 2.0 to 4.0, with 3.0 being the preferred value.

[0050] In some embodiments, the multi-point displacement gauge numbers, control measurement point locations, critical incremental displacements, main control evaluation indicators, safety factors, and incremental deformation control standards corresponding to different monitoring sections and different displacement gauge burial locations can be summarized to generate a multi-point displacement gauge incremental deformation control standard table.

[0051] In this embodiment, the calculation results of each monitoring section and each displacement meter position are presented in a unified tabular form through the multi-point displacement meter incremental deformation control standard table, which facilitates quick reference and comparative analysis by on-site monitoring personnel and improves the operability and query efficiency of the early warning standard in actual engineering.

[0052] Step 103: Compare the real-time incremental displacement of each of the multi-point displacement gauges with the corresponding incremental deformation control standard.

[0053] Step 104: When any of the real-time incremental displacements reaches or exceeds the corresponding incremental deformation control standard, output an early warning message.

[0054] In some embodiments, the warning level of the warning information can be divided in the following manner:

[0055] In the formula, For the first The monitoring section, the first The position of each displacement gauge at time [time] The state of safety, This is the reduction factor for hazardous conditions, with a value ranging from 0.7 to 1.0.

[0056] The underground cavern monitoring and early warning method based on multi-point displacement gauge monitoring data provided in this application acquires real-time monitoring data from multiple displacement gauges and calculates real-time incremental displacement. For each multi-point displacement gauge, an incremental displacement inversion and multi-index critical judgment process based on a coupled calculation model of surrounding rock-lining-anchor bolts is independently performed. A unique incremental deformation control standard is established for each multi-point displacement gauge. The real-time incremental displacement is then directly compared with this incremental deformation control standard to trigger and output early warning information. This technical approach, through independent inversion, multi-index mechanical critical judgment, and comparison with the same baseline incremental displacement, achieves differentiated and precise early warning for each monitoring section and displacement gauge location in the underground cavern, significantly improving the accuracy and reliability of the early warning system and enhancing the early warning effect of underground cavern monitoring and early warning.

[0057] Furthermore, the control standards for each monitoring section and displacement gauge installation location are independently determined through inversion based on the actual surrounding rock conditions, support parameters, and stress state at that location. This avoids false alarms or omissions caused by the inability of a unified empirical threshold to reflect the geological differences of different sections and the stress differences of different parts. At the same time, the critical values ​​of this control standard are based on the first time that multiple mechanical indicators such as surrounding rock stress, plastic zone, anchor stress, and lining stress reach their limits, rather than relying on statistical regression or empirical values. This gives the early warning standard clear physical meaning and failure mechanism support, and can accurately reflect the true degree of local deformation approaching instability. Moreover, throughout the process, the incremental displacement applied by numerical inversion and the incremental displacement monitored in real time on site are both calculated by projection along the direction of the multi-point displacement gauge pointing to the free face. The physical benchmarks and dimensions of the two are completely consistent, making comparison and judgment direct and requiring no additional conversion.

[0058] The following describes the complete implementation process of the method described in this application using the incremental deformation of multiple displacement gauges at various monitoring sections of an underground cavern as an example. The engineering parameters and calculation results given in this embodiment are used to illustrate the method flow and do not limit the scope of protection of this application.

[0059] like Figures 3 to 6 As shown, this embodiment uses an underground powerhouse as an example to illustrate the implementation process of this application. The underground powerhouse is equipped with five monitoring sections: AA, BB, CC, DD, and EE. Multiple multi-point displacement gauges are installed on each monitoring section. Each multi-point displacement gauge has multiple measuring points, which are arranged along the borehole depth direction.

[0060] Since the deformation response of the measuring points near the free face of the underground cavern is more obvious and can better reflect the local deformation state of the surrounding rock, shallowly buried measuring points near the free face can be selected as control measuring points. The M4x-5 and M4x-6 displacement gauges, located near the arch abutment and with a relatively large anchorage depth at measuring point #4, are significantly affected by the adjacent cavern structure and are not considered as primary control objects. The shallowly buried measuring points of the M4x-1, M4x-2, M4x-3, M4x-4, M4x-7, M4x-8, and M4x-9 displacement gauges are closer to the free face of the underground powerhouse and are the focus of this study, where x represents the five monitoring sections A, B, C, D, and E.

[0061] In some embodiments, the controlled variable method refers to applying incremental displacement only at one measuring point, while not applying incremental displacement at other locations, i.e., keeping other locations unchanged; for example... Figure 5 As shown, each iteration step Only at the selected side point location Apply incremental displacement The positions of all other measuring points remain unchanged, including Mx. 4 Mx-1 to Mx-6, Mx-7, Mx-8, and M (excluding -1) A -9,M B -9 Keeping other measuring points in the same position, repeat the measurement on different... The selection and calculation of parameters enable point-by-point sensitivity analysis and inversion update of the basement structural response.

[0062] In some embodiments, a three-dimensional numerical calculation model is established based on the engineering geological conditions of the underground powerhouse, the structural dimensions of the cavern, the mechanical parameters of the surrounding rock, the parameters of the concrete lining, the parameters of the anchor bolts, and the completion status of the excavation and support. The three-dimensional numerical calculation model includes the surrounding rock of the main powerhouse, the lining of the arch, the lining of the sidewalls, the system anchor bolts, and the location of the displacement gauges on each monitoring section.

[0063] In some embodiments, surrounding rock nodes are selected near the displacement gauge installation locations corresponding to the control points, and incremental displacements are applied along the direction pointing from the multi-point displacement gauges to the open face of the underground cavern. Using the controlled variable method, incremental displacements are applied to the surrounding rock near only one displacement gauge installation location at a time, while the positions of the remaining displacement gauges remain unchanged. Considering computational accuracy and cost, the incremental displacements are adjusted incrementally in increments of 0.5 mm.

[0064] In some embodiments, after each incremental displacement is applied, the maximum principal tensile stress of the surrounding rock, the maximum principal compressive stress of the surrounding rock, the development range of the plastic zone of the surrounding rock, the anchor stress near the displacement gauge, and the compressive stress of the concrete lining near the displacement gauge are calculated, and the multi-index normalized utilization coefficient is calculated based on the aforementioned method. The development range of the plastic zone of the surrounding rock should not exceed the anchorage range of the system anchor; the anchor stress should not exceed the anchor yield strength; and the compressive stress of the concrete lining should not exceed the compressive strength of the concrete.

[0065] In some embodiments, the anchorage zone of the system anchor bolt is 9 m, the yield strength of the mortar anchor bolt is 400 MPa, the compressive strength of the concrete lining is 30 MPa, and the safety factor SF is 3.0.

[0066] In some embodiments, taking displacement gauge #1 (design number 1) as an example, incremental displacements were applied at the installation locations of five displacement gauges: M4A-1, M4B-1, M4C-1, M4D-1, and M4E-1. The critical state was determined by comprehensively considering the surrounding rock stress, the plastic zone of the surrounding rock, the anchor stress, and the compressive stress of the concrete lining. Calculation results show that the compressive stress of the concrete lining near monitoring sections AA, BB, CC, and EE first reaches or approaches the compressive strength, while the anchor stress near monitoring section DD first reaches or approaches the anchor yield strength. An example of the incremental deformation control standard for displacement gauge #1 (design number 1) is shown in Table 1.

[0067] Table 1: Example of Incremental Deformation Control Standard for Displacement Gauge No. 1 (Design No. 1)

[0068] The incremental deformation control standard of the M4D-1 displacement gauge at the DD monitoring section can be calculated by the following formula:

[0069] In some embodiments, taking displacement gauge #2 as an example, incremental displacements are applied at the installation locations of five displacement gauges: M4A-2, M4B-2, M4C-2, M4D-2, and M4E-2. After considering the surrounding rock stress, the plastic zone of the surrounding rock, the anchor bolt stress, and the compressive stress of the concrete lining, the compressive stress of the concrete lining is used as the primary control evaluation index near the displacement gauges at all five monitoring sections. An example of the incremental deformation control standard for displacement gauge #2 is shown in Table 2.

[0070] Table 2: Example of Incremental Deformation Control Standard for Displacement Gauge No. 2 (Design No. 2)

[0071] In some embodiments, the incremental deformation control standard for each monitoring section and each multi-point displacement gauge location is first determined using the method described in this application; then, monitoring displacement data of the control measuring points of the multi-point displacement gauge are collected in real time during the construction or operation period of the underground cavern; the incremental displacement obtained from on-site monitoring is compared with the corresponding incremental deformation control standard. When the on-site monitored incremental displacement is less than the corresponding incremental deformation control standard, the displacement gauge location is determined to be in a normal state; when the on-site monitored incremental displacement reaches or exceeds the corresponding incremental deformation control standard, the displacement gauge location is determined to have a risk of local rapid deformation, and an early warning signal is issued; when the on-site monitored incremental displacement continues to increase and approaches the critical incremental displacement, the surrounding rock, anchor bolts, or concrete lining near the displacement gauge location is determined to have a risk of damage, and a danger alarm signal is issued.

[0072] See Figure 7 , Figure 7 This is a schematic diagram of the structure of an underground cavern monitoring and early warning system based on multi-point displacement gauge monitoring data, provided in one embodiment of this application. Figure 7 As shown, system 700 includes: The calculation module 701 is used to acquire real-time monitoring data of multi-point displacement gauges at each monitoring section of the underground cavern and calculate the real-time incremental displacement of each multi-point displacement gauge relative to the reference time at the current time. The standard determination module 702 is used to perform an incremental deformation control standard determination process for each of the multi-point displacement gauges to obtain an incremental deformation control standard specific to each of the multi-point displacement gauges. Comparison module 703 is used to compare the real-time incremental displacement of each of the multi-point displacement gauges with the corresponding incremental deformation control standard; Output module 704 is used to output early warning information when any of the real-time incremental displacements reaches or exceeds the corresponding incremental deformation control standard; The process for determining the incremental deformation control criteria includes: A coupled calculation model of surrounding rock, lining, and anchor bolts is established for the monitoring section where the multi-point displacement gauge is located. The calculation model is used to calculate the stability evaluation index of the surrounding rock and support structure after displacement is applied. From the multiple measuring points of the multi-point displacement gauge, the shallow buried measuring point closest to the free surface of the underground cavern is selected as the control measuring point; At the surrounding rock nodes near the location where the multi-point displacement gauge is buried, corresponding to the control measuring point, incremental displacement is applied step by step in the direction from the multi-point displacement gauge to the open surface of the underground cavern, and multiple stability evaluation indicators of the surrounding rock and support structure under each incremental displacement are calculated based on the calculation model. When any of the multiple stability evaluation indicators reaches or exceeds the corresponding allowable limit, the currently applied incremental displacement is determined as the critical incremental displacement of the multi-point displacement meter at the monitoring section. The incremental deformation control standard of the multi-point displacement gauge is calculated based on the critical incremental displacement and the preset safety factor.

[0073] Optionally, the stability evaluation indicators include the maximum principal tensile stress of the surrounding rock, the maximum principal compressive stress of the surrounding rock, the development depth of the plastic zone of the surrounding rock, the maximum tensile stress of the anchor bolt, and the maximum principal compressive stress of the concrete lining; the allowable limits include the tensile strength of the surrounding rock, the compressive strength of the surrounding rock, the anchorage zone range of the anchor bolt, the yield strength of the anchor bolt, and the compressive strength of the concrete lining.

[0074] Optionally, the control measuring points are determined according to the following formula:

[0075] In the formula, Indicates the monitoring section number, Indicates the location number of the displacement gauge installation. Indicates the measurement point number of the multi-point displacement gauge. Indicates the first The monitoring section, the first The displacement gauge in the first The distance from each measuring point to the open surface of the underground cavern. Represents the set of optional measurement points. These are the selected control measurement points.

[0076] Optionally, in the step of applying incremental displacement step by step along the direction of the multi-point displacement gauge pointing to the open surface of the underground cavern, the incremental displacement is applied using the controlled variable method, and incremental displacement is applied only near one multi-point displacement gauge installation location each time, while no incremental displacement is applied to the other multi-point displacement gauge installation locations.

[0077] Optionally, during the process of applying incremental displacement using the controlled variable method, the first... The incremental displacement is determined according to the following formula:

[0078] In the formula, This refers to the displacement vectors of the surrounding rock nodes near the multi-point displacement gauge locations before the incremental displacement is applied. For the first The displacement vector of this node under the incremental displacement condition. The unit direction vector of the multi-point displacement gauge pointing towards the free surface of the underground cavern. The incremental displacement is obtained by projecting along the direction of the multi-point displacement gauge.

[0079] The underground cavern monitoring and early warning system based on multi-point displacement gauge monitoring data provided in this application can achieve the functions described in this application. Figure 1 The various processes in the method embodiments, and the ways to achieve the same beneficial effects, will not be repeated here to avoid repetition.

[0080] like Figure 8 As shown, this application also provides a terminal device, including a processor 801 and a memory 802. The memory 802 stores a program or instructions that can run on the processor 801. When the program or instructions are executed by the processor 801, they implement the various steps of the above-described embodiment of the underground cavern monitoring and early warning method based on multi-point displacement meter monitoring data, and can achieve the same technical effect. To avoid repetition, they will not be described again here.

[0081] It should be noted that the terminal device in this application can be a terminal or other devices besides a terminal. For example, the terminal device can be a mobile phone, tablet computer, laptop computer, etc., and this application does not make any specific limitation.

[0082] This application also provides a readable storage medium storing a program or instructions that, when executed by a processor, implement the various processes of the above-described embodiments of the underground cavern monitoring and early warning method based on multi-point displacement gauge monitoring data, and achieve the same technical effect. To avoid repetition, these will not be described again here.

[0083] The processor is the processor in the terminal device described in the above embodiments. The readable storage medium includes a computer-readable storage medium, such as a computer read-only memory (Read-Only Memory). Only memory (ROM), random access memory (RAM), magnetic disks or optical disks, etc.

[0084] This application also provides a chip, which includes a processor and a communication interface. The communication interface is coupled to the processor. The processor is used to run programs or instructions to implement the various processes of the above-described embodiments of the underground cavern monitoring and early warning method based on multi-point displacement gauge monitoring data, and can achieve the same technical effect. To avoid repetition, it will not be described again here.

[0085] It should be understood that the chip mentioned in this application may also be referred to as a system-on-a-chip, system chip, chip system, or system-on-a-chip, etc.

[0086] This application provides a computer program product, which is stored in a storage medium and executed by at least one processor to implement the various processes of the underground cavern monitoring and early warning method embodiment based on multi-point displacement gauge monitoring data described above, and can achieve the same technical effect. To avoid repetition, it will not be described again here.

[0087] It should be noted that, in this document, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitations, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes that element. Furthermore, it should be noted that the scope of the methods and apparatuses in the embodiments of this application is not limited to performing functions in the order shown or discussed, but may also include performing functions substantially simultaneously or in the reverse order, depending on the functions involved. For example, the described methods may be performed in a different order than described, and various steps may be added, omitted, or combined. Additionally, features described with reference to certain examples may be combined in other examples.

[0088] Through the above description of the embodiments, those skilled in the art can clearly understand that the methods of the above embodiments can be implemented by means of software plus necessary general-purpose hardware platforms. Of course, they can also be implemented by hardware, but in many cases the former is a better implementation method. Based on this understanding, the technical solution of this application, in essence, or the part that contributes to the prior art, can be embodied in the form of a computer software product, which is stored in a storage medium (such as a read-only memory). The device includes a number of instructions in a ROM (random access memory), RAM (magnetic disk), or optical disk to cause a terminal (which may be a mobile phone, computer, server, or network device, etc.) to execute the methods described in the various embodiments of this application.

[0089] The embodiments of this application have been described above with reference to the accompanying drawings. However, this application is not limited to the specific embodiments described above. The specific embodiments described above are merely illustrative and not restrictive. Those skilled in the art can make many other forms under the guidance of this application without departing from the spirit and scope of the claims, and all of these forms are within the protection scope of this application.

Claims

1. A method for monitoring and early warning of underground caverns based on multi-point displacement gauge monitoring data, characterized in that, include: Acquire real-time monitoring data from multi-point displacement gauges at each monitoring section of the underground cavern, and calculate the real-time incremental displacement of each multi-point displacement gauge relative to the reference time at the current moment; For each of the multi-point displacement gauges, an incremental deformation control standard determination process is performed to obtain an incremental deformation control standard specific to each of the multi-point displacement gauges. The real-time incremental displacement of each of the multi-point displacement gauges is compared with the corresponding incremental deformation control standard; When any of the real-time incremental displacements reaches or exceeds the corresponding incremental deformation control standard, an early warning message is output. The process for determining the incremental deformation control criteria includes: A coupled calculation model of surrounding rock, lining, and anchor bolts is established for the monitoring section where the multi-point displacement gauge is located. The calculation model is used to calculate the stability evaluation index of the surrounding rock and support structure after displacement is applied. From the multiple measuring points of the multi-point displacement gauge, the shallow buried measuring point closest to the free surface of the underground cavern is selected as the control measuring point; At the surrounding rock nodes near the location where the multi-point displacement gauge is buried, corresponding to the control measuring point, incremental displacement is applied step by step in the direction from the multi-point displacement gauge to the open surface of the underground cavern, and multiple stability evaluation indicators of the surrounding rock and support structure under each incremental displacement are calculated based on the calculation model. When any of the multiple stability evaluation indicators reaches or exceeds the corresponding allowable limit, the currently applied incremental displacement is determined as the critical incremental displacement of the multi-point displacement meter at the monitoring section. The incremental deformation control standard of the multi-point displacement gauge is calculated based on the critical incremental displacement and the preset safety factor.

2. The method according to claim 1, characterized in that, The stability evaluation indicators include the maximum principal tensile stress of the surrounding rock, the maximum principal compressive stress of the surrounding rock, the depth of the plastic zone development of the surrounding rock, the maximum tensile stress of the anchor bolt, and the maximum principal compressive stress of the concrete lining; the allowable limits include the tensile strength of the surrounding rock, the compressive strength of the surrounding rock, the anchorage zone range of the anchor bolt, the yield strength of the anchor bolt, and the compressive strength of the concrete lining.

3. The method according to claim 1, characterized in that, The control measurement points are determined according to the following formula: In the formula, Indicates the monitoring section number, Indicates the location number of the displacement gauge installation. Indicates the measurement point number of the multi-point displacement gauge. Indicates the first The monitoring section, the first The displacement gauge in the first The distance from each measuring point to the open surface of the underground cavern. Represents the set of optional measurement points. These are the selected control measurement points.

4. The method according to any one of claims 1 to 3, characterized in that, In the step of applying incremental displacement step by step along the direction of the multi-point displacement gauge pointing to the open surface of the underground cavern, the incremental displacement is applied by the controlled variable method. Each time, incremental displacement is applied only near the location of one multi-point displacement gauge, and no incremental displacement is applied to the other locations of the multi-point displacement gauge.

5. The method according to claim 4, characterized in that, During the process of applying incremental displacement using the controlled variable method, the first... The incremental displacement is determined according to the following formula: In the formula, This refers to the displacement vectors of surrounding rock nodes near the multi-point displacement gauge locations before the incremental displacement is applied. For the first The displacement vector of this node under the incremental displacement condition. The unit direction vector of the multi-point displacement gauge pointing towards the free surface of the underground cavern. The incremental displacement is obtained by projecting along the direction of the multi-point displacement gauge.

6. A monitoring and early warning system for underground caverns based on multi-point displacement gauge monitoring data, characterized in that, include: The calculation module is used to acquire real-time monitoring data of multi-point displacement gauges at each monitoring section of the underground cavern, and to calculate the real-time incremental displacement of each multi-point displacement gauge relative to the reference time at the current time. The standard determination module is used to perform an incremental deformation control standard determination process for each of the multi-point displacement gauges to obtain an incremental deformation control standard specific to each of the multi-point displacement gauges. The comparison module is used to compare the real-time incremental displacement of each of the multi-point displacement gauges with the corresponding incremental deformation control standard; The output module is used to output early warning information when any of the real-time incremental displacements reaches or exceeds the corresponding incremental deformation control standard; The process for determining the incremental deformation control criteria includes: A coupled calculation model of surrounding rock, lining, and anchor bolts is established for the monitoring section where the multi-point displacement gauge is located. The calculation model is used to calculate the stability evaluation index of the surrounding rock and support structure after displacement is applied. From the multiple measuring points of the multi-point displacement gauge, the shallow buried measuring point closest to the free surface of the underground cavern is selected as the control measuring point; At the surrounding rock nodes near the location where the multi-point displacement gauge is buried, corresponding to the control measuring point, incremental displacement is applied step by step in the direction from the multi-point displacement gauge to the open surface of the underground cavern, and multiple stability evaluation indicators of the surrounding rock and support structure under each incremental displacement are calculated based on the calculation model. When any of the multiple stability evaluation indicators reaches or exceeds the corresponding allowable limit, the currently applied incremental displacement is determined as the critical incremental displacement of the multi-point displacement meter at the monitoring section. The incremental deformation control standard of the multi-point displacement gauge is calculated based on the critical incremental displacement and the preset safety factor.

7. The system according to claim 6, characterized in that, The stability evaluation indicators include the maximum principal tensile stress of the surrounding rock, the maximum principal compressive stress of the surrounding rock, the depth of the plastic zone development of the surrounding rock, the maximum tensile stress of the anchor bolt, and the maximum principal compressive stress of the concrete lining; the allowable limits include the tensile strength of the surrounding rock, the compressive strength of the surrounding rock, the anchorage zone range of the anchor bolt, the yield strength of the anchor bolt, and the compressive strength of the concrete lining.

8. The system according to claim 6, characterized in that, The control measurement points are determined according to the following formula: In the formula, Indicates the monitoring section number, Indicates the location number of the displacement gauge installation. Indicates the measurement point number of the multi-point displacement gauge. Indicates the first The monitoring section, the first The displacement gauge in the first The distance from each measuring point to the open surface of the underground cavern. Represents the set of optional measurement points. These are the selected control measurement points.

9. The system according to any one of claims 6 to 8, characterized in that, In the step of applying incremental displacement step by step along the direction of the multi-point displacement gauge pointing to the open surface of the underground cavern, the incremental displacement is applied by the controlled variable method. Each time, incremental displacement is applied only near the location of one multi-point displacement gauge, and no incremental displacement is applied to the other locations of the multi-point displacement gauge.

10. A terminal device, characterized in that, It includes a processor and a memory, wherein the memory stores a program or instructions executable on the processor, the program or instructions, when executed by the processor, implement the steps of the method as described in any one of claims 1 to 5.

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